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BLD2019-0672
v � OF E MO�sn CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 o PHONE: (425) 771-0220 - FAX: (425) 771-0221 C. Is() STATUS: ISSUED 10/08/2019 Permit #: BLD20190672 BUILDING PERMIT Expiration Date: 10/08/2020 Project Address: 121 SUNSET AVE N, EDMONDSi Parcel No: 00434401300300 .P I• CONTRACTOR 100 LP SUNSET JEFF DIDEON MCBRiDE CONSTRUCTION C/O 100 LP SUNSET 2200 1ST AVE S SUITE 200 C/O DENNISEDWARDS 16118 72ND AVE W SEATTLE, WA 98134 224 NICKERSON ST EDMONDS, WA 98026 SEATTLE, WA 98109 (206)346-5050 (206)283-7121 LICENSE #: MCBRICRO99JZ EXP:03/25/2021 O: DESCRIPTION MAJOR ADA RAMP REPAIR/REBUILD VALUATION: $191,250 PERMIT TYPE: Residential PERMIT GROUP: 04 - Alteration/Remodel GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: OTHER: ------- OTHER DESC: 7_ONE: MPOR NUMBER OF STORIES: 0 VESTED DATE: NUMBER OF DWELLING UNITS: 0 LOT #: BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 BASEMENT: 0 1 Sl- FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 BEDROOMS:0 BATHROOMS:0 BEDROOMS:0 BATHROOMS:0 FRONTSEI'BACK SIDESETBACK REAR SETBACK REQUIRED: PROPOSED: REQUIRED: PROPOSED: REQUIRED: PROPOSED: HEIGHT ALLOWED:O PROPOSED:O REQUIRED: PROPOSED: SETBACK NOTES: I AGREE TO COMPLY VyITHICITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON E 3\APLO/kS.NOT-A VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS PFLICA O PERMrr UNTIL SIGNED BY TfiE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. L)4?k�x ID T>ag'e-.�z /t%vrL 10/8/19 Signature Print Name Da a Released By Date 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 10. FIRE APPLICANT = ASSESSOR cirty N 0 N STATUS: ISSUED BLD20190672 CONDITIONS I • Final approval on a projector final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check the job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. 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, EFC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) TO SCHEDULE INS PECTIONS BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 775-7720 3. Then: Permits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection 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 Preferred, and whether you prefer morning or afternoon. • E-Erosion Control/Mobilization • E Compost Amended Soils Tickets • &Engineering Final • B-Preconstruction meeting • Rebar Reinforcement • Walkway form work • B-Building Final • B-Other " ')C. 1 g9V BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: http://www.edmondswa.gov/ JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: 12�t Svv _se t t\ v4? Parcel: d (L �;L63J - ;).1e!�70--tom Lot /Unit/Suite #: Subdivision: PROPERTY OWNER: Name: Mailing Address: City/State/Zip: &-_d w.,0.nCj z, CA_->tp� Phone #: Email: OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? ❑ Yes ❑ No I own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. Owner Signature: APPLICANT / CONTACT INFORMATION: Name of Applicant: ., e Mailing Address: City/State/Zip: Sea th.- <' -D A a ilt. 3 L% Phone #: qd.S- - :344,4 - �O_�ro E-mail: f oA (' A",, Oo, C-_ S VLS . c ©,,�,. GENERAL CONTRACTOR: (If different from applicant) General Contractor: 1/Y\ C IS t-'C2AfZ (15'_Sk Mailing Address: City/State/Zip: _ Phone #: E-mail: WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: CITY OF EDMONDS BUSINESS LICENSE #: Office Use. Permit #: 20 q— (ProvideDetails ❑ Accessory Structure/ Detached Garage on Page ❑ Addition ❑ Demolition ❑ Mechanical ❑ New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler ❑ Remodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank ❑ Tenant Improvement Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for thp, work indicated on this application. Valuation 9J`n 1 PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft: 2nd Floor, sq ft: Garage/Carport:, sq ft: Deck/Covered Porch/Patio- Other sq ft: PROJECTDESCRIPTION I certify that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: �� ce✓ cr�.eov Signature: c Date G GENERAL• DATA Occupancy Group(s): Occupant Load(s): Type(s) of Construction: Fire Sprinklers: Yes ❑ No ❑ WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMITTALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet EQUIPMENTMECHANICAL • BTUs Gas / Elec / Other Qty A/C Unit /Compressor Air Handler/VAV Boiler Dryer Duct Exhaust Fans Fireplace Furnace Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: COUNTSPLUMBING FIXTURE or re -piped) Qty Qty Clothes Washer Tub/ Showers Dishwasher Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs Water Heater - Tankless? Y or N Hydronic Heat Water Service Line Sinks Other: Toilets Other: GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped) BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven Dryer Water Heater Fireplace/ Insert Other: Furnace Other: COUNTSMEDICAL GAS, AIR VACUUM (New, Relocated or re -piped) Qty Qty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type of structure to be demolished: Square footage of structure to be demolished: AHERA Survey done? Y / N PSCAA Case #: Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ Fill in Place ❑ Fill Material: Removal ❑ Size of Tank (Gallons) Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ •.. Grading: Cut cubic yards Fill cubic yards Cut / Fill in Critical Area: Yes ❑ No ❑ GENERAL PROVISIONS APPLICATIONS: Applications are valid for a maximum of 1 year. ESLHA Applications, 2 years. , LICENSING: All contractors and subcontractors are required to be licensed with Washington State Department of Labor & Industries and have a current City of Edmonds Business License. SUNSET 121 CONDOMINIUMS c/o 123 SUNSET AvENUE N., UNIT A EDMONDS, WA 98020 425-210-8997 • D.STRONG(i4FRONTIER.COM June 10, 2019 City of Edmonds 121 5`' Ave. N. Edmonds, WA 98020 Attn: Denise Nelson The Board of Directors as met and authorized the work to be performed on application BLD20190672. Best President City of Edmonds Critical Area Notice of Decision Applicant: i Property Owner: lO 0 LYo ') n Critical Area File #: /t-Z'Z> n Permit Number: CP �o 1 10G-7 2- Site Location: 21 _ 1 z5— 5�� - � Parcel Number: Project Description: � r ❑ Conditional Waiver. No critical area report is required for the project described above. 1. There will be no alteration of a Critical Area or its required buffer. 2.. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.020, and/or 23.80.040. 3. The proposal is exempt pursuant to ECDC 23.40.230. ❑ Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. Critical Area Report Required. The proposed -project is within a critical area and/or a critical area V buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.160: 1. The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. The proposal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted to the critical area are mitigated in accordance with ECDC 23.40.110, Mitigation requirements. 5. / The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions and values; and 6. Z The proposal is consistent with other applicable regulations and standards. ❑ Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. ,0--'F'avorable Critical Area Decision. The proposed project as described above and as shown on the attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. ❑ Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). Notice on Title. Critical area notice on title recorded under AFN Reviewer Signature Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 1112912016 -.1 Am- it Scanned f enyo� SPECIAL INSPECTION AND TESTING AGREEMENT w at. 1 �q0 Permit #: BLD2019-0672 Project: 121 Sunset Ave N. Prior to issuance of a permit, this form must be completed irr its entirety and returned to the Cily for approval The completed farm must have signatures of acknowledgment by all parlies. DITTIES AND RESPONSIBILITIES Special Inspection Firm and Special Ins actors. The Special Inspection furl of--r'{'P?JMGJM will perform special inspection for the following types of work one firm is to be employed): �Reinforced Concrete Bolting in Concrete _,_._,Prestressed Concrete `Shotcrete `Structural Masonry ,Structural Steel/Welding High Strength Bolting _Spray applied Fireproofing Smoke Control Systems Lateral Wood Structural Observation by design professional X Grading/solls X Pin Pile installation Other a than All individual inspectors to be employed on this project will be WABO certified for the type of work they are to inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the inspector and the firm are qualified by education and experience to perform the work and testing required by the project design and specifications, The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection records shall include: A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work shall be brought to the immediate attention of the contractor for resolution. A weekly report shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming work and resolution of nonconforming items. A final report shall be submitted to the building department prior to the Certificate of Occupancy being issued This report will indicate that inspection and testing was completed in conformance with the 11IDMSVR-0EP'[F91Buf1din0hftA0u1y MformWon by amktpW revieMcommems - BuiW4 Division =vkV A2o15.%M spa trtspectim Report Ups pW.docdQV2019 'f *'. approved plans, specifications and approved revisions or addenda Any unresolved discrepancies must be detailed in the final report. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plan and specifications must be made available, at the jobsite for the use of the special inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by all parties. The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approval is given by the City inspector. Blikline 2 mai tment: The building department shall review any revisions and addenda. The City inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City inspector shall be responsible for approving various stages of construction to be covered and for work to proceed. Design essian The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special inspection required and shall include a schedule for inspection and testing.. The architect and/or engineer will coordinate their revision and addenda process in such a way as to ensure that all required City approvals are obtained, prior to work shown on the revisions being performed in the field. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCENXEIV'I' A failure of the special inspector or firm to perform in keeping with the requirements of the IBC, the approved plans and this document, may void this agreement and the Building Official's approval of the special inspector. In such a case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform In accordance with this agreement may result in a STOP WORK notice being posted on the project until nonconforming items have been resolved. I have read and agree to comply with the terms and conditions agree t. Owner. ICI (fOA /�reSSignature Date Contractor: 7 — Signature Date. Sh44 t •�5 S' Dater Special Insp. 1&jtb G. \IYwL t M& Sigma CLAIM,4.Date; Special Insp. Agenici-s U—C ACCEPTED FOR THE CDTY OF EDMONDS BUILDING DIVISION 11EDM5vR DB"MBuAdlr \"MdoW lnformetio" by Chudhplon wvtewla--- Building DlvWm rcvimslao19-0b72 SpwW MR= im RCFGn Unaisne&doc&28n019 :s of EDMo Jae, l S90 ROW PERMIT NO.: ENG Zda 0q/7 ISSUE DATE: RIGHT-OF-WAY CONSTRUCTION R E S U B PERNUT APPLICATION AUG 0 6 2019 o DS PROJECT NAME: �VtASte. CONTACT: tk' CONTRACTOR:-DAv Cctks t c� Phone #: � _Zrol' 3a Mailing Address: gbX t32 Fax #: State License #: iS1 -4��� t�.5 Email #: _ Cf.),S CcvtCpETZ:_. mE City Business License #: Liability Insurance Bonded ADDRESS OR INTERSECTION OF CONSTRUCTION: ROW WORK ASSOCIATED WITH THE FOLLOWING TYPE OF PROJECT: ❑ Commercial ❑ Subdivision El City Project L Traffic Control (Only) J9 Multi -Family ❑ Single Family ❑ Other ❑ EUC (PUD, VERIZON, PSE, COMCAST, OVWSD): Is this permit part of a blanket permit? ❑ Yes Q No ANY ASSOCIATED PERMITS? BLD# ENG# DE`S,CRIPTIljON^� OF PROPOSED WORK (Be Specific) : 1 l ( T�,- t c, a AL / 'f? iZ r 1 < < k-�' f nJsn. WAS STREET OVERLAYED WITHIN THE LAST FIVE 5 YEARS? YES NO Year: PAVEMENT CUT: CONCRETE CUT: ❑ Yes ❑ No If yes, indicate size of cut: x ❑ Yes ❑ No If yes, indicate size of cut: x i RIGHT-OF-WAY AREA CLOSURE TOTAL DURATION (NUMBER OF MONTHS) Sidewalk 48 Hrs + 5 Q LF X LF SF Alley 72 Hrs + LF X LF SF Parking 72 Hrs + LF X LF SF APPLICANT TO READ AND SIGN *Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. *Restoration is to be in accordance with City codes and Standards. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday -- NO EXCEPTIONS. Indemnity: The Applicant has signed an application which states he/she hold the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, Including defense costs and attorney fees by reason of granting this permit. I have read the above statements and understand the permit requirements and acknowledge that 1 must follow all require ents ' r for the permit to be valid. SIGNATURE / DATE Contractor or Agent NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE I U EDh1?4, kv i C) _ ROW PERMIT NO.: ENG 1010 6 ql,? ISSUE DATE: RIGHT-OF-WAY CONSTRUCTION R E S U B PERMIT APPLICATION AUG 0 6 2019 PROJECT NAME: Sly S(Z�+ l a CONTRACTOR: Adyo Rc-ei Fuu-)� Mailing Address: cirr t L.LC— State License #: A-D\/AW Sq 0 W4 City Business License #: ADDRESS OR INTERSECTION OF CONSTRUCTION: EPARTMENT CONTACT: ��� �13� C11 - NM Phone #; Z U ° `6 'S 2 'zc{S-o Fax #: Email #: Liability Insurance Bonded ROW WORK ASSOCIATED WITH THE FOLLOWING TYPE OF PROJECT: [1 Commercial ❑ SubdiNision ❑ City Project ❑ Traffic Control (Only) Multi -Family ❑ Single Family ❑ Other D EUC (PUD, VERIZON, PSE, COMCAST, OVWSD): Is this permit part of a blanket permit? I ANY Y ASSOCIATED PERMITS? ❑ Yes ❑ No BI.D#ENG# DESCRIPTION OF PROPOSED WORK (Be Specific) : 1 Y1S}as-( T I � a WAS STREET OVERLAYED WITHIN THE LAST FIVE YEARS? YES ❑ NQ Year: PAVEMENT CUT: ❑ Yes ❑ No CONCRETE CUT: ❑ Yes ❑ No If yes, indicate size of cut: $ If yes, indicate size of cut: a 0 RIGHT-OF-WAY CLOSURE AREA TOTAL DURATION UMBER OF MONTHS) Sidewalk 48 Hrs + LF X LF SF W �, Alley 72 Hrs + LF X LF SF (--Parking 72 Hrs + LF X LF SF '0 c e- K— APPLICANT TO READ AND SIGN *Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. *Restoration is to be in accordance with City codes and Standards. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday — NO EXCEPTIONS. Indemnity: The Applicant has signed an application which states he/she hold the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including defense costs and attorney fees by reason of granting this permit. I have read the above statements and understand the permit requirements and acknowledge that I must follow all requirements in order for the p mit to be valid. SIGNATURE DATE S Contractor or Agent NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE OAC::: August 13, 2019 To: City of Edmonds From: Jeff Dideon OAC Services RE: Application =BLD20190672 Project: 121 Sunset Project Address: 121 Sunset Ave. N Forensic Architecture & Engineering I Building Enclosure Consulting 2200 15t Avenue South, Suite 200, Seattle, WA 98134 206.285.4300 : main 206.285.4371: fax www.oacsvcs.com In response to City of Edmonds review comments, dated 7/9/2019, OAC Services respectfully submits the following haul route plan. This project involves the repair/replacement of ADA ramp to three buildings. Project includes the driving of pin -piles to support a poured concrete ramp which will provide access to residences. Anticipated schedule for this project is 3-5 weeks. Proposed working hours are 8 am to 4 pm Monday through Friday. For this project, during working hours, we expect one 1-ton truck with a tow behind trailer. During the concrete pour we anticipate a concrete pump and mixer truck. Truck parking will be in the spaces immediately in front of the project. Signage will be posted identifying closure areas. The following routes will be used for material and general deliveries: Haul route to the project will be via: Highway 104 off of Interstate 5. Sunset Avenue to Main street Main Street to 1st or 2"d Ave. 1" or 2"d Ave. to Bell Street Bell Street to Sunset Ave North Haul route from the project will be via: Sunset Ave. North Highway 104 Highway 104 to Interstate 5. --( rzAkGL rv") p ?YLl�klt,�'TZ is NCT PWMIT710 i13 T1?E Oo)1N NT�N AK*^Y� . LTV � Materials will be unloaded from trucks parked in the parking spaces immediately in front of the project, carried across closed walkway and delivered to private property. Concrete will be pumped from the truck parked in the parking spaces immediately in front of the project, pumped over closed walkway and delivered to private property, concrete pour will occur over a period of 2 days. APPROVED BY ENGINEERING Date:_ �///g RESUB -;7 f,UG 13 2019 BUILDING aF DEPARTMENT D MRONDS T r OAC::: Contact information is as follows: Howard Clark Advanced_ Foundation Supports 206-852-2450 Davison Custom Concrete 425-487-1677 Scott McClellan McBride Construction Co. 206-432-3206 Regards, Jeff Dideon Sr. Building Enclosure Specialist AUG 13 2019 BUILDING OEDEPARTMENT CITY OF DS Project Name I Document Type —DRAFT 12 R2019XX.01 Month XX, 2019 # S ' • ' Forensic Architecture & Engineering I Building Enclosure Consulting A 2200 111 Avenue South, Suite 200, Seattle, WA 98134 206.285.4300 : main 206,285.4371: fax www.oacsves.com August 13, 2019 To: City of Edmonds From: Jeff Dideon OAC Services RE: Application #: BLD20190672 Project: 121 Sunset Project Address: 121 Sunset Ave. N In response to City of Edmonds review comments, dated 7/9/2019, OAC Services respectfully submits the following traffic control plan. This project involves the repair/replacement of ADA ramp to three buildings. Project includes the driving of pin -piles to support a poured concrete ramp which will provide access to residences. Anticipated schedule for this project is 3-5 weeks. Proposed working hours are 8 am to 4 pm Monday through Friday. For this project, during working hours, we expect one 1-ton truck with a tow behind trailer. During the concrete pour we anticipate a concrete pump and mixer truck. Truck parking will be in the spaces immediately in front of the project. Signage will be posted identifying closure areas. Two-way traffic will remain in place throughout this project, flaggers will not be required for this project. This project will not impact any intersection areas. Signage will be posted, clearly identifying closed walkway and parking areas. Walkways will only be closed during actual work hours, remaining open during weekends. Contact information is as follows: Scott McClellan McBride Construction Co. 206-432-3206 Regards, Jeff Dideon Sr. Building Enclosure Specialist AUG 13 2019 BULDUG DEPARTMEN f CITY OF EDMONDS Goggle Maps 121 Sunset Ave N Traffic Control - Pedestrian and Walkway Closure Area Am 9 1 rz, 10, ,51A%)e WAIv_ cAbseo rtu-� -S 1 C-It-3 Are A 1R �7' 1W WW �t Ww.rf�,pnt C Imagery @2019 Goggle, Map data &2019 Google 20 ft SIC7N A-r APPR, ED BY ENGINEERING &VC ANO Date: *IN6 S1(7NS -rb pLACi-M 7Z V4JArL.S C -r/ ok) Applicant shall repair/replace all damage to i u4Li1,q!os or f;antaqp improvements in City right-of4,iv oer —,Y,,.y standards that is cauecd or owuf:i duri,v ific, permitted project. RESUB AUG 13 2019 BUILDING DEPARTMENT CITY OF EDMOND,15; 01 ZipperGeo Geoprofessional Consultants 16 July 2019 ZGA Project No. 2164.01 Sunset Condominium 123 Sunset Avenue North, Unit A Edmonds, Washington 98020 Attention: Mr. Dean Strong Subject: Response to City_of�dmonds Plan Review Comments #1 Plan Chec #2019�67� Proposed Sunset Condominium ADA Ramp Replacement 121, 123, & 125 Sunset Avenue North Edmonds, Washington Task Order No. 2019-2 Dear Mr. Strong: In accordance with the request of OAC Services, Zipper Geo Associates, LLC (ZGA) has prepared this letter in response to review comments provided by the City of Edmonds per the proposed Sunset Condominium ADA Ramp Replacement project. This letter is an instrument of service and the conclusions presented herein are in respect to the subject property and have been prepared in accordance with generally accepted geotechnical engineering consulting practice. This letter has been prepared for the exclusive use of Sunset Condominium, and its agents, for specific application to the subject property and stated purpose. PROJECT UNDERSTANDING The project site comprises three condominiums located on the northwest side of Sunset Avenue North. The entrances to the dwellings facing Sunset Avenue North are several feet below the adjacent street grade, and pedestrian access is provided by concrete stairs as well as an ADA ramp leading to a walkway located adjacent to the dwellings. These elements are surfaced with pre -cast concrete pavers and the ramp is located between two low retaining walls constructed of pre -cast concrete blocks. The ramp and walkway are characterized by differential settlement. According to a 23 February 2015 report prepared by AESI, the original design phase geotechnical engineer -of -record for the condominiums, these features were constructed above several feet of very loose to loose fill material placed adjacent to the dwellings' lower level parking garage foundation wall. The fil material was described as having a variable organic content, and concrete debris was observed as well. Some of the fill was underlain by organic topsoil. The concrete G3EE�M o AUG 0 6 2019 19019 - 36th Ave West, Suite E I Lynnwood, WA 98036 j Phone: 425.582.9928 1 zippergeo.com BtALDWG T CrTy OF E ONDS el Project No. 2164.01 Response to City of Edmonds Review Comments 16 July 2019 Zi pperGeo Geoprofes<_ional Consultants block retaining walls do not appear to be settling and we understand that they are considered to be in a serviceable condition. Sunset Condominium retained OAC Services to designs plans for mitigation of the settling concrete flatwork. ZGA was retained to complete an additional geotechnical evaluation, the results of which were summarized in our report dated 14 February 2019. The plans prepared by OAC Services, dated 28 May 2019 (Project No. 2018137.01) indicate that the settled flatwork is to be removed and new flatwork will be supported by 2- inch driven pin piles. RESPONSE TO REVIEW COMMENTS The City of Edmonds provided Plan Review Comments #1 for Plan Check #2019-0672, dated 13 June 2019. In the letter the City indicates that the geotechnical report and plans must be updated relative to the seismic hazard by addressing the standards described in Edmonds Community Development Code (ECDC) 23.80.060. The project site appears to be located within a mapped seismic hazard area on the City's GIS mapping application. ECDC 23.80.020 Designation of specific hazard areas describes seismic hazards areas as follows: Seismic hazard areas are areas subiect to severe risk of damage as a result of earthquake -induced ground shaking, slope failure, settlement, soil liquefaction lateral spreading or surface faulting These areas are designated as having a "high" and "moderate to high" risk of liquefaction as mapped on the Liquefaction Susceptibility Mao of Snohomish County by the Washington State Department of Natural Resources or areas located within landslide hazard areas. It appears that the seismic hazard area mapping in the site vicinity is based upon the referenced Department of Natural Resources map (Open File Report 2004-20 dated September 2004). The map clearly shows that the northwestern portion of the subject site has been mapped as an area with a "high susceptibility to liquefaction, but that the higher portion of the property adjacent to Sunset Avenue North has not; this area is mapped as having a "very low" liquefaction susceptibility. We agree with the "very low" liquefaction susceptibility characterization due to the presence of dense to very dense glacially consolidated soils in the southeastern portion of the site where the ADA ramp replacement work is to take place. The geotechnical borings presented in the 23 February 2015 AESI report, which are also presented in ZGA's 14 February 2019 report, clearly show glacially consolidated soils and a lack of groundwater in the upper southeastern portion of the site. These conditions present a very low susceptibility to liquefaction, in our opinion, and consequently, the portion of the site where the proposed work is to be undertaken does not meet he ECDC criteria for a seismic hazard. Page 12 Project No. 2164.01 Response to City of Edmonds Review Comments 16 July 2019 PLAN REVIEW COMMENTS Zi pperGeo Geoprofessional Consultants We have reviewed the project plans prepared by OAC Services and find that they adequately reflect the recommendations presented in our 14 February 2019 geotechnical report. CLOSURE We hope that this letter meets your current needs. Please do not hesitate to contact us should you have any questions. Respectfully submitted, Zipper Geo Associates, LLC c� OaBo David C. Williams, LG, LEG Principal Engineering Geologist lobert A. Ross, PE Managing Principal 1 DAVID C. WILLIAMS Distribution: Addressee: 1 pdf OAC Services: 1 pdf � I WASH () 'ry a � a SSION AL Page 13 GEOTECHNICAL ENGINEERING REPORT SUNSET CONDOMINIUM FLATWORK RESTORATION 1219 1239 & 125 SUNSET AVENUE NORTH EDMONDS, WASHINGTON Project No. 2164.01 14 February 2019 Prepared for: Sunset Condominium Prepared by: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants 19019 - 36th Avenue West, Suite E Lynnwood, Washington 98036 5LDZ0iq-- o(D-72- (BUILDING Zipper Geo Associates, LLC Geotechnical and Environmental Consulting Project No. 2164.01 14 February 2019 Sunset Condominium 123 Sunset Avenue North, Unit A Edmonds, Washington 98020 Attention: Mr. Dean Strong Subject: Geotechnical Engineering Report Sunset Condominium Flatwork Restoration 121, 123, & 125 Sunset Avenue North Edmonds, Washington Dear Mr. Strong: In accordance with your request and written authorization, Zipper Geo Associates, LLC (ZGA) has completed the subsurface exploration and geotechnical engineering evaluation for the proposed concrete flatwork restoration at the Sunset Condominium. This report presents the findings of the subsurface exploration and geotechnical recommendations for the project. Our work was completed in general accordance with our Proposal for Geotechnical Engineering Services (Proposal P19112) dated 15 January 2019. Written authorization to proceed was provided by you on 29 January 2019. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further assistance, please contact us. Sincerely, Zipper Geo Associates LLC r�gr�seenng Geologsl David C. Williams, LG, LEG �i1172 Principal Engineering Geologist ��S�d Geo�°� DAVID C. WILL MIA S Distribution: Addressee (1 pdf) OAC Services (1 pdf) j Robert A. Ross, PE Principal A. �?O ¢� OF W A V S� r• z �.c��FC►STh-� SS�ONAt, �r 19019 - 36t' Avenue West, Suite E Lynnwood, WA 98036 (425) 582-9928 TABLE OF CONTENTS INTRODUCTION.............................................................................................................................................1 PROJECT UNDERSTANDING..........................................................................................................................1 SITECONDITIONS........................................................................................................................................... 2 SurfaceConditions..................................................................................................................................... 2 SubsurfaceConditions.............................................................................................................................. 2 PublishedGeologic Mapping.................................................................................................................... 2 SoilConditions.......................................................................................................................................... 2 Groundwater............................................................................................................................................. 3 CONCLUSIONS AND RECOMMENDATIONS...................................................................................................3 GeneralConsiderations.............................................................................................................................3 Driven Pin Pile Recommendations............................................................................................................4 ExcavationConsiderations........................................................................................................................5 CLOSURE.......................................................................................................................................................5 FIGURES Figure 1— Site and Exploration Plan APPENDICES AppendixA —AESI Field Exploration Logs GEOTECHNICAL ENGINEERING REPORT PROPOSED SUNSET CONDOMINIUM FLATWORK RESTORATION 121,123, & 125 SUNSET AVENUE NORTH EDMONDS, WASHINGTON Project No. 2164.01 14 February 2019 INTRODUCTION This report documents the surface and subsurface conditions observed at the site and our geotechnical engineering recommendations for the proposed project. The project description, site conditions and our geotechnical conclusions and design recommendations are presented in the text of this report. Figure 1, the Site and Exploration Plan, presents the approximate locations of subsurface explorations completed by ZGA and AESI. Appendix A contains descriptive logs of the AESI explorations. Our geotechnical engineering scope of services for the project included a site reconnaissance, limited subsurface evaluation, geotechnical analysis, and preparation of this report. The subsurface evaluation consisted of completing four hand probes and two hand excavations. We also relied upon subsurface conditions disclosed by explorations completed by Associated Earth Sciences, Inc. (AESI) in 2014. Our authorized scope of services was limited to addressing restoration of the settling concrete flatwork. Our scope of services did not include addressing site conditions relative to the existing retaining walls. PROJECT UNDERSTANDING The project site comprises three condominiums located on the west side of Sunset Avenue North. We understand that the dwellings were constructed in 2009. The entrances to the dwellings facing Sunset Avenue North are several feet below the adjacent street grade, and pedestrian access is provided by concrete stairs as well as an ADA ramp leading to a walkway located adjacent to the dwellings. These elements are surfaced with pre -cast concrete pavers and the ramp is located between two low retaining walls constructed of pre -cast concrete blocks. The ramp and walkway are characterized by differential settlement. According to a 23 February 2015 report prepared by AESI, the original design phase geotechnical engineer -of -record, these features were constructed above several feet of very loose to loose fill material placed adjacent to the dwellings' lower level parking garage foundation wall. The fil material was described as having a variable organic content, and concrete debris was observed as well. Some of the fill was underlain by organic topsoil. The concrete block retaining walls do not appear to be settling and we understand that they are considered to be in a serviceable condition. We understand that Sunset Condominium has retained OAC Services to design a mitigation plan for the settling flatwork. We understand that the preliminary design entails removing the existing pavers and replacing them with 4-inch thick cast -in -place concrete slabs, likely supported by driven pin piles. Zipper Geo Associates, LLC Sunset Condominium Flatwork Restoration Project No. 2164.01 14 February 2019 SITE CONDITIONS Surface Conditions The portion of the site considered in our evaluation occupies the area between the east side of the dwellings and the sidewalk along the west side of Sunset Avenue North. This area supports landscape planters, an ADA ramp, walkways, two stairways, and low retaining walls constructed of pre -cast concrete blocks. The site slopes from the Sunset Avenue North sidewalk downward to the dwellings with up to about 7 feet of relief. The walkways and ADA ramp are surfaced with pre -cast concrete pavers. The pavers have settled differentially enough to create some trip hazards and irregular depressions and humps. We did not observe standing or flowing surface water on the site during our site visits. The site has typical underground service utilities such as water, sewer, natural gas, electrical, and some landscaping irrigation. Subsurface Conditions Published Geologic Mapping The Geologic Map of the Edmonds East and part of the Edmonds West quadrangles, Washington (Miscellaneous Field Studies Map MF-1541, J.P. Minard, 1983) by the US Geological Survey, describes the site as being underlain by Vashon Till (Qvt). According to this publication, the Vashon Till is described as: "a non -sorted, mixture of clay, silt, sand, pebbles, cobbles, and boulders, all in variable amounts. It typically is hard lodgement till and often is referred to as hardpan. The "hardpan" is largely a result of compaction caused by the great weight of ice hundreds of meters thick. Internal drainage is greatly retarded by the unweathered till'. The borings completed by AESI in 2014 confirmed the presence of glacially consolidated soil on site, as well as fill material. Soil Conditions The subsurface conditions disclosed by the AESI exploratory borings completed in 2014 disclosed fill material of varied composition to depths of approximately 6 to 7.5 feet. The fill included imported aggregates placed as bedding for the pavers above very loose to loose silty sand with a varied gravel content and very loose to medium dense silty fine gravel. The mineral fill soils also locally contained organic materials, and in some locations overlay organic materials that AESI interpreted as possible relic topsoil or topsoil -like. The AESI field evaluation also included advancing four hand borings, three of which were terminated in apparent concrete debris in the fill at depths of about 1.5 to 2 feet below grade. The fourth hand boring encountered fill material associated with one of the retaining walls above loose silty sand. The approximate AESI exploration locations are illustrated on Figure 1. The approximate depth of the observed fill material is shown adjacent to the exploration locations. ZGA completed four hand probes at the approximately locations shown on Figure 1 to supplement the AESI explorations. The probes were completed using 0.3-inch and 0.5-inch diameter steel rods pushed into the ground by hand. We were able to extend the hand probes under body weight to depths of Page 2 Zipper Geo Associates, LLC Sunset Condominium Flatwork Restoration Project No. 2164.01 14 February 2019 approximately 3.1 to 7.3 feet before penetration refusal was encountered. The probe depths are indicated adjacent to the probe locations on Figure 1. ZGA completed two hand excavations adjacent to the existing retaining walls along the ADA ramp and lower walk way in order to determine the depth of walls' base blocks. We observed the base of the blocks at depths of 12 and 13.5 inches below the adjacent flatwork at the locations of HE-1 and HE-2, respectively. This is consistent with two levels of the 6-inch thick concrete blocks comprising the walls. The approximate hand excavation locations are illustrated on Figure 1. Groundwater Groundwater was not encountered at the hand excavation locations at the time of excavation, nor did AESI report encountering groundwater while advancing explorations in October 2014. Fluctuation of the groundwater level will likely occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the explorations were performed. Therefore, groundwater levels during construction or at other times in the life of the facility may vary from the conditions described herein. CONCLUSIONS AND RECOMMENDATIONS General Considerations The settling ADA ramp and walkway are underlain by a variable depth of load -sensitive, relatively low density granular soil with a variable organic and concrete debris content, and some of the fill is underlain by load -sensitive organic topsoil or topsoil -like material. In our opinion, the differential settlement that characterizes the flatwork is due to consolidation of the inadequately compacted fill material and organic soils. Future settlement is likely to occur as the organic material degrades, in the event that the very loose to loose granular soils become saturated, during a seismic event, or if additional loads are applied. The degree of future settlement will likely not be uniform, resulting in additional differential settlement. We understand that the preferred alternative for restoration of the flatwork is to remove the existing elements and replace them with reinforced concrete slabs. Such slabs would be subject to future settlement unless support conditions are improved. Based upon our understanding of the site conditions and project goals, we recommend supporting the new flatwork on driven pin piles. The use of pin piles as a means of improving support for structures or site elements above load -sensitive soils is common practice. However, it should be recognized that there is vibration associated with pin pile installation, and that vibration may result in consolidation of the very loose to loose granular fill materials. It may be feasible to use helical anchors as an alternative to driven pin piles. Helical anchors are rotated into the ground and there is little to no vibration associated with their installation. However, it may be difficult to install helical anchors through the fill and into the native soils given the presence of concrete debris in the fill as described on some of the AESI exploration logs. However, we suspectthat installing helical piers as an Page 3 Zipper Geo Associates, LLC Sunset Condominium Flatwork Restoration Project No. 2164.01 14 February 2019 alternative to driven pin piles would be more expensive, based on our experience. We can provide recommendations for the use of helical piers, if requested. The following sections of this report present specific geotechnical recommendations for the project. Our recommendations are based on the observed soil conditions at specific exploration locations. Differing soil conditions than those observed at the exploration locations may become evident during construction. The risk of such differing conditions is elevated on sites such as this site where previously placed fill in association with prior development is present. Our recommendations are further based on the assumption that construction of the proposed restoration will be monitored by a qualified geotechnical engineer. Driven Pin Pile Recommendations Pin piles comprise relatively small diameter steel pipes which are driven into the ground with a pneumatic or hydraulic jackhammer or percussion driver to a designated "refusal" criterion. Pile lengths of about 5 to 11 feet are commonly used. Successive pile lengths are either compression coupled or welded. Once the piles are installed, they are cut off to a pre -determined elevation, and lengths of reinforcing steel or top plates are generally welded to the top or the piles for incorporation into new reinforced concrete elements. Given the relatively light loads imposed by the concrete flatwork, we recommend installing 2-inch pin piles. An allowable 6 kip axial compressive load for each 2-inch inside diameter, Schedule 80 steel pile driven to refusal in the native soils may be utilized for design. This value incorporates a factor of safety of at least 2. Obstructions in the existing fill soils, such as concrete described on some of the AESI logs, may prevent pile penetration to the necessary depths, and may require relocating some piles or removal of debris. A lateral capacity should not be assigned to plumb piles. Lateral loads should be accommodated by batter piles or helical anchors. Pin Pile Recommendation Summary Description I 2-inch ID Schedule 80 Pin Piles Allowable axial compressive capacity' ( 6 kips Anticipated settlement Less than 0.5 inch Minimum percussion driver weight (pounds) 90 "Refusal" 2 Maximum 1 inch penetration over 60 seconds of sustained driving 1. The recommended allowable axial pile capacity incorporates a minimum Factor of Safety of 2. 2. "Refusal' recommendation is based upon the specific listed minimum driver weight. Heavier drivers will necessitate load testing in order to determine an appropriate refusal time. Page 4 Zipper Geo Associates, LLC Sunset Condominium Flatwork Restoration Project No. 2164.01 14 February 2019 The pin pile support system should be designed by the project structural engineer. We recommend retaining ZGA to observe the pin pile installation and verify that the design capacity for each pile has been achieved. Vibration is associated with pin pile installation. We recommend establishing survey points along the retaining walls such that their horizontal and vertical positions can be monitored during construction. Excavation Considerations Preliminary design drawings prepared by OAC Services and provided for our review indicated that the new concrete slabs will be approximately 10 inches thick along the edges. This will necessitate excavating adjacent to the existing concrete block retaining walls. The base of the two walls where we verified the wall depth was approximately 12 to 13 inches below the walk surface. We recommend that excavations adjacent to the walls extend no lower than the base row of wall blocks. Concrete Slab Subgrade Preparation Bedding sand and crushed rock were observed below the existing pavers at the AESI and ZGA exploration locations. These material will be adequate for support of the new concrete slabs. We do not recommend compaction of the slab subgrades with vibratory or impact compaction equipment. CLOSURE The recommendations presented in this report are based, in part, on the explorations completed for this study and the logs of explorations completed by others. The number, location, and depth of the ZGA explorations were completed within the constraints of budget and site access so as to yield the information to formulate our recommendations. Project plans were in the preliminary stage at the time this report was prepared. We therefore recommend we be provided an opportunity to review the final plans and specifications when they become available in order to assess that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design. We recommend that Zipper Geo Associates, LLC be retained to provide geotechnical engineering services during the earthwork -related construction phases of the project. If variations in subsurface conditions are observed at that time, a qualified geotechnical engineer could provide additional geotechnical recommendations to the contractor and design team in a timely manner as the project construction progresses. Page 5 �J INSTK R STOP RAIL WHEREE REWIRED. TYP. _�— PApi VE 121 IEI (RANTER >,e 40NOPAVEMRI!(T 1'1. (E)PIANTERTOREIMIN TO REMAIN $'' 1 ( S x ^w$ \•. ) a rj ( EOOE SUB TYF H E 1 }'..• Bio-••� d EUILOWOB (E)PEO PAVE' 123 . (El PLANTER TD REMAN .'''n'��T `PA �F (E) PUNTER TO REMAIN s�ss9 125 IEI MNTERMREMAVI P-1 I i - A ) P A — — — — (E)P1AN} 1R WALL 3 .\1 (E)PLANTER MDDVLAN WALL k (8.6) (E1PW11ERWKl ) -4�"9P -`T A P 3 (3.1)- I HB4ERTDREAWN HB-2 RAMP 00 VN �--I s R W i ; (E) PUNTER TO REMAIN ; (1 5+) -- (1 7+) - '' (2+) 4 AN%.', (5 `) {�i-" H E-2 REMOVE AND REDISTAL. METKD DRAJLWD•TYP. w _ _ _ .•� + HB-1 SV MW(E) PAVER SYSTEM. i EB-2(6) �' I I _ lAN INC iD 0.EMAN LANDNG WBTKLNEW CpJLiiEIE I STAIR ON t(�).'..(E)PWIIER NODULAREB-1 BSASATRAMPB AND i (EICONC.SIDEWAIJ( v (E) CONC. SIDEWALK I N- TCM E%1 2 SLOPEDN LEGEND t_ EB-1 APPROXIMATE LOCATION AND ID OF HOLLOW STEM AUGER BORING, COMPLETED BY AESI, 2015. S:! H B-1 APPROXIMATE LOCATION AND ID OF HAND AUGER -- '" BORING, COMPLETED BY AESI, 2015. PROJECT NORTH P-1 NUMBER AND APPROXIMATE LOCATION OF HAND PROBE, COMPLETED BY ZGA, 2019. e o a e :.;. HE-1 NUMBER AND APPROXIMATE LOCATION OF HAND EXCAVATION, COMPLETED BY ZGA, 2019. APPROXIMATE SCALE IN FEET (5) APPROXIMATE DEPTH IN FEET OF FILL OR LOOSE/SOFT SOIL. REFERENCE: SHEET A-2.3, PRELIMINARY STRUCTURAL PLANS FOR SUNSET 121 CONDO PROJECT, PREPARED BY OAC, DATED AUG. 31, 2018. APPENDIX A FIELD EXPLORATION LOGS (AESI 23 February 2015 Geotechnical engineering report, Project No. KE140294A) lV r a Classifications of sofas In this report are based on visual field and/or laboratory observations, which Include density/consistency, moisture condition, grain size, and g plasticity estimates and should not be construed to Imply field or laboratory testing unless presented herein. Visual -manual and/or laboratory classification methods of ASTM D-2487 and D-2488 were used as an Identification guide for the Unified Soil Classification System. ° o Well -graded gravel and Terms Describing Relative Density and Consistency LL 0 OW gravel with sand, little to Density SPTf2jblows/foot ° ri ° 0 no fines Coarse Very Loose 0 to 4 00000 ° ° ° GP Poorly -graded gravel �, > ° m U NW0,000 e W Loose 4 to 10 Grained Soils Medium Dense 10 to 30 Test Symbols c s v ° ° 00000 and gravel with sand, Dense 30 to 50 N ° 0°0°o little to no fines Very Dense >50 G = Grain Size z° o 0 c M = Moisture Content Consistency SPT(2)blows/foot A = Atterberg Limits ° 0 �o Silty gravel and silty c ° m GM gravel with sand Very Soft 0 to 2 C = Chemical Fine- £ , 0 , p Soft 2 to 4 DD = Dry Density Grained Soils c c ar g Medium Stiff 4 to 8 K= Permeability 49 1 "� e Stiff 8 to 15 0 !9 Clayey gravel and Very Stiff 15 to 30 N GC clayey gravel with sand Hard >30 o Ln Component Definitions c Well -graded sand and t Descriptive Term Size Range and Sieve Number sW sand with gravel, little Boulders Larger than 12' U. to no fines Cobbles 3" to 12' ' m m Gravel 3' to No. 4 (4.75 mm) Poor/ r Poorly -graded aded sand $ > u ..-__-: _ :: SP and sand with gravel, Coarse Gravel 3' to 3/4' Fine Gravel 3/4' to No. 4 (4.75 mm) c ° v m c little to no fines Sand No. 4 (4.75 mm) to No. 200 (0.075 mm) Z Coarse Sand No. 4 (4.75 mm) to No. 10 (2.00 mm) Silty Sand and La ° SM silty Sand with Medium Sand No. 10 (2.00 mm) to No. 40 (0.425 mm) Fine Sand d N No. 40 (0.425 mm) to No. 200 (0.075 mm) LL gravel Slit and Clay Smaller than No. 200 (0.075 mm) 0 gC Clayey sand and (a) Estimated Percentage Moisture Content clayey sand with gravel Percentage by Dry - Absence of moisture, Component Weigh dusty, dry to the touch Trace <5 Slightly Moist - Perceptible Silt, Sandy silt, gravelly silt, „� ML silt with sand or gravel Few 5 to 10 moisture � c Little 15 to 25 Moist - Damp but no visible t With - Non -primary coarse water Clay of low to medium N U constituents: > 15% Very Moist - Water visible but o Crr plasticity; silty, sandy, or -Fines content between not free draining Z c0 E gravelly clay, lean clay 5% and 15% Wet - Visible free water, usually _ from below water table a � Organic clay or silt of low Symbols m = — oL plasticity Blows/6° or —_ Sampler portion of 6' Cement grout o — Type / surface seal 2.0° OD r Sampler Type Elastic sill, clayey silt, silt ;e c m MH with micaceous or ;s Description Sentonite Split -Spoon (.) Seel ai ° ? diatomaceous fine sand or silt Sampler 3.0' OD Split Spoon Sampler Filter pack with o (SP 3.25' OD Split -Spoon Ring Sampler tq blank casing Clay of high plasticity, 00 c "' CH sand or ravel/ clay, fat y gravelly y, Bulk sample section 3.0' OD Thin -Wall Tube Sampler Screened casing t0 clay with sand or gravel (including Shelby tube) or liydrotip c7 � v with fitter pack Grab Sample � �i Organic clay or silt of O Portion not recovered End cap `_ J ; ii��i OH medium to high plasticity (1) Percentage by dry weight (4) Depth of ground water ��� (2) (SPT) Standard Penetration Test (ASTM D-1586) 1 ATD = At time of drilling (3) 7 Static water level (date) In General Accordance with >. c N Peat, muck and other Cn O PT highly organic soils Standard Practice for Description (5) Combined USCS symbols used for and Identification of Soils (ASTM D-2488) fines between 5% and 15% Y - a s s o c i a t e d e a r t h sciences EXPLORATION LOG KEY FIGURE All i n c c r p c r a t e d a68°ciatad ExplorationL99L_T e a r t h sciences Project Number Exploration Number Sheet 'n00rParated KE140294A TEB-1 1Of1 Project Name Sunset Condominiums Ground Surface Elevation (it) Unknown Location Edmonds, WA Datum N/A Driller/Equipment Geoloaic Ddll_/ HSA / SPT Date Start/Finish 101611410/E/14 Hammer Weight/Drop 1 �—o# 730" Hole Diameter (in) g 112 Inches M m� Blows/Foot S E T cc E, 0 N m m m DESCRIPTION 0 10 20 30 40 b Fill S-1 :: Moist, dark brown, silty SAND, some fine gravel, with organics (topsoil) fill A21 1' S-2 1A2 ° ° ° __________ ____________________ Very moist to wet, gray, clean, 1/2-inch crushed GRAVEL (GP). 1 ° — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — S-3 Very moist to wet, brown, silty SAND, some very fine gravel (SM). i Ae 5 5 Concrete rubble at 4 1/2 to 5 1/2 feet. S-4 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 29 g L10 Very moist, reddish brown to brown, silty fine SAND, with organics (SM). 4 ------------------------------- Pre-Fraser Sediments S-5 .;.. Moist, grayish tan, silty gravelly SAND (SM). 9 19 A 654 35 Some gravel. S-6 . 23 30 A 161 31 10 Bottom of exploration boring at 10 feet No ground water encountered. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: Tip m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level 0 APProved by: JNS ® Grab Sample © Shelby Tube Sample -T Water Level at time of drilling (ATD) ascccIat9d Exploration Lo earth sciences Project Number exploration Number Sheet incorporated KE140294A EB-2 1of1 Project Name Sunset Condominiums Ground Surface Elevation (ft) Unknown Location Edmonds, WA Datum N/A Driller/Ecluipment GeoJodc Drill I HSA SPT Date Start/Finish 1016114r1016/14 Hammer Weight/Drop 140# 30" Hole Diameter (in) 6 112 Inches � N a V � a E O m.m > � � Blows/Foot y 1�— T ca CL E �m DESCRIPTION 3 10 20 30 40 Paver -1 112 Inches I Leveling Sand - 2 Inches / Crushed Rock .1. Fill S-1 .1. 4 3 A Moist, brown, silty fine GRAVEL (GM). 4 .1. S-2 .1. 5 4 g 5 1 Becomes very moist. S-3 8 Aq 5 5 .1. s S-4 .1. 45 A13 • 8 .1. Pro -Fraser sediments S-5 Moist to very moist, mottled tan, silty SAND, some gravel (SM). 8 '' ' 18 A44 No mottling.28 S-6 18 27 1169 10 42 50 Bottom of exploration boring at 10.5 feet No ground water encountered. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) ❑ No Recovery M - Moisture Logged by: TJP m 3" OD Split Spoon Sampler (D & M) Ring Sample SL Water Level 0 Approved by: JNS ® Grab Sample © Shelby Tube Sample 1< Water Level at time of drilling (ATD) aa8°ciatad Exploration Lo earth sciences Project Number Exploration Number Sheet Incorporated KE140294A E13-3 1Of1 Project Name Sunset Condominiums Ground Surface Elevation (ft) Unknown Location Edmonds. WA Datum NIA Driller/Equipment Geologic Drill / HSA_ / SPT Date Start/Finish 10/6114,10/6114 Hammer Weight/Drop 140# I-30" Hole Diameter (in) 6 112 Inches r N a V— a E O m ip+ > BIOWS/FOOL N n a S E T m >, m` m m DESCRIPTION 10 20 30 40 Paver -1 1/2 Inches I Leveling Sand - 2 Inches / Crushed Rock o . Fill S-1 0 ° Moist, brown, silty fine GRAVEL (GP/GM). 3 5 1 )0b 0 5 ° Becomes very moist. S-2 0 ° 4 0 0 4 0 °a Increased moisture. S-3 0 20 4 A 9 5 0 48 ° 0 Becomes dark brownish gray. 5 4 S-4 0 •; .: 3 5 Pre -Fraser Sediments 2 Very moist, tan, silty fine SAND, some gravel (SM). 3 S-5 13 21 59 38 S-6 31 42 86 44 Bottom of exploration boring at 10.5 feet I No ground water encountered. Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: Tip 3" OD Split Spoon Sampler (D & M) Ring Sample Water Level 0 Approved by: JNS ® Grab Sample Z Shelby Tube Sample Water Level at time of drilling (ATD) aaa001atad Exploration Lo e a r t h sciences Project Number Exploration Number Sheet Incorporat6d KE140294A EB-4 I 1of1 Project Name Sunset Condominiums Ground Surface Elevation (ft) Unknown Location Edmonds WA Datum NIA Driller/Equipment Ge01 is Drill / HSA / SPT / Acker Date Start/Finish 100141016/14 Hammer Weight/Drop 140# / 30" Hole Diameter (in) 5 112 Inches v Ul A 2 — a� O § > � Blows/Foot y m S £� T �' �E m g, DESCRIPTION " 3 10 20 30 40 ° o '• Paver -1 112 Inches / Leveling Sand - 2 Inches / Crushed Rock c Fill S-1 o.' ° Very moist, brown, silty fine GRAVEL (GP/SM). 5 o' 5 3 o. o.• S-2 o' ' o '. ♦2 o '.•' 1 1 o' o o. 5 S-3 ° ' t 2 3 o------------------------------- 2 o . o. Very moist, dark brown, silty SAND, trace fine gravel, with organics; topsoil -like (SM). o. S� o'. o 2 1 A3 2 ° 2 Pre -Fraser Sediments moist, grayish tan, silty SAND, some gravel, scattered fine roots S-5 : ; (VSey No recovery. 24 10/4 74/ D" Bottom of expbraUon boring at 9 feet No ground water encountered. 10 i E i Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: Tip m 3" OD Split Spoon Sampler (D & M) Ring Sample Water Level 0 APProved by: JNS ® Grab Sample © Shelby Tube Sample 1 Water Level at time of drilling (AM) 8�80elated Exploration Lo e a r t h s c i e n c e s Project Number Exploration Number Sheet '°°°roorRied KE140294A HB-1 1 1Of1 Project Name Sunset Condominiums Ground Surface Elevation (ft) Unknown Location Edmonds, WA Datum N/A Driller/Equipment Hand Auger Date Start/Finish 10/6/141016114 Hammer Weight/Drop N/A Hole Diameter (in) 4 111CheS � � U— C m Blows/Foot i3 S T m m m DESCRIPTION 10 20 30 40 Fill Loose, moist, brown, silty, sandy TOPSOIL; non -woven fitter fabric at base (SM). 0 ° ° ° — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — Loose, moist, ray, dear crushed (-1/2-inch) GRAVEL; non -woven filter y). o o fabric at base G 0 0 0 0 ° ------------------------------- Loose, verymoist to wet brown siltySANO SM . Bottom of exploration boring at 3.6 feet 5 Depths shown are relative to the top of the wall; ground surface at boring is approwmately 3 inches below top of wall. 10 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: Tip m 3" OD Split Spoon Sampler (D & M) Ring Sample Water Level 0 APProv9d by: JNS ® Grab Sample © Shelby Tube Sample= Water Level at time of drilling (ATD) a.aucIated Exploration Lo e a r t h s c i e n c e s Project Number Exploration Number Sheet "° o' P o' a' e d KE140294A HB-2 1 of 1 Projed Name Sunset Condominiums Ground Surface Elevation (ft) Unknown Location Edmonds, WA Datum /A Driller/Equipment Hand Auger Date Start/Finish 10I6/14,10ML14 Hammer Weight/Drop N/A Hole Diameter (in) 4 Inches aCL E m� Blows/Foot S E C �o T rn �y DESCRIPTION Rm r 10 20 30 40 Fill Loose, moist, brown, sandy TOPSOIL (SM). Bottom of exploration taring at 1.66 feet Refusal on conaete debris. No ground water or geogrid observed. 5 Depths shown are relative to the top of the wall; ground surface at boring is approximately 3 inches below top of wall. 10 Sampler Type (ST): m 2" OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: TJP 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q APPmv8d by: JNS ® Grab Sample ® Shelby Tube Sample -T Water Level at time of drilling (ATD) aaaociatad Exploration Lo earth sciences Project Number Exploration Number Sheet inourparaled KE140294A HB-3 1of1 Project Name Sunset Condominiums Ground Surface Elevation (ft) Unknown Location Edmonds, WA Datum N/A Driller/Equipment Hand Auger Date Start/Finish 1016/14,1016114 Hammer Weight/Drop N/A Hole Diameter (in) 4 inChlas m �— o m m . c Blows/Foot .3 o S ECL T CL o m co DESCRIPTION 0 " m 10 20 30 40 Fill Loose, moist, brown, silty, sandy TOPSOIL (SM). Bottom of exploration boring at 2 feet Refusal on possible concrete debris (not directly observed). No ground water or geogrid observed. 5 Depths shown are relative to the top of the wall; ground surface at boring is approximately 5 inches below top of wall. 10 l t , i Sampler Type (ST): I m 2" OD Split Spoon Sampler (SPT) No Recovery M - Moisture Logged by: Tip m 3" OD Split Spoon Sampler (D & M) Ring Sample Q Water Level 0 Approved by: JNS j ® Grab Sample ® Shelby Tube Sample 1 Water Level at time of drilling (ATD) e.rsuoiatad Exploration Lo earth sciences Project Number Exploration Number Sheet ' " C ° r P ° ' " ' 6 ° KE 140294A H B-4 1 of 1 Project Name Sunset Condominiums Ground Surface Elevation (ft) Unknown Location Edmonds, WA Datum NIA Driller/Equipment }-land Auger Date Start/Finish 1Q/6/14,In/6/1A Hammer Weight/Drop N/A Hole Diameter (in) 4 IL1CheS C a tll C U C o �, m > - Blows/Foot N s W T m m DESCRIPTION " m 10 20 30 40 Fill Loose, moist, brown, silty, sandy TOPSOIL (SM). Bottom of exploration boring at 1.5 feet Refusal on possible concrete debris (not direly observed). No ground water or geogrid observed. 5 Depths shown are relative to the top of the wall; ground surface at boring is approximately 3 inches below top of wall. 10 I Sampler Type (ST): m r OD Split Spoon Sampler (SPT) Q No Recovery M - Moisture Logged by: TJP m Y OD Split Spoon Sampler (D & M) Ring Sample Q Water Level Q APPrOvOd by: JNS ® Grab Sample Shelby Tube Sample 1 Water Level at time of drilling (AM) GENERAL STRUCTURAL NOTES A. GENERAL 1. CO DE AND STANDARDS: ALL MATERIALS,DESIGN. WORKMANSHIP AND CONSTRUCTION SHALL CONFORM TO THE STRUCTURAL DRAWINGS ISSUED BY OAC, AND THE INTERNATIONAL BUILDING CODE (IBC). 2015 EDITION & THE INTERNATIONAL EXISTING BUILDING CODE (IEBC), 2016 EDITION. 2. STRUCTURAL DRAWINGS: CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDTIONS FOR COMPATIBILITY AND SHALL NOTIFY STRUCTURAL ENGINEER OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. REFER TO THIS SHEET FOR MATERIAL SPECIFICATIONS, TYPICAL WALL FRAMING REPAIR NOTES. REFER TO REPAIR ELEVATIONS AND SKETCHES ISSUED DURING CONSTRUCTION FOR STRUCTURAL REPAIR DETAILS UNIQUE TO SPECIFIC LOCATIONS. 3. NONSTRUCTURAL INFORMATION: REFERENCE ARCHITECTURAL DRAWINGS HEREIN FOR ALL RELATED INFORMATION. 4. VERIFY DIMENSIONS: CONTRACTOR SHALLVERIFY ALL EXISTING MEMBER SIZES. DIMENSIONS AND CONDITIONS PRIOR TO COMMENCING ANY WORK. 5. DEMOLMON: CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE COMMENCING ANY DEMOLITION. SHORING SHALL BE INSTALLED TO SUPPORT EXISTING CONSTRUCTION AS REQUIRED AND IN A MANNER SUITABLE TO THE WORK SEQUENCE. DEMOLITION DEBRIS SHALL NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE. 6. TEMPORARY BRACING AND SHORING: CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE STRUCTURAL DRAWINGS. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACINGAND SHORING OF THE EXISTING BUILDINGS IN WHICH PORTIONS OF THE EXISTING STRUCTURE ARETO BE REMOVED OR MODIFIED. THISTEMPORARYBRACING AND SHORING SHALL REMAIN IN PLACE UNTIL NEW CONSTRUCTION AND /OR STRUCTURAL MODIFICATIONS ARE COMPLETED. THE CONTRACTOR SHALL DESIGN, PROVIDE MATERIALS FOR AND INSTALL SUCH TEMPORARY WORK. 7. SAFETY PRECAUTIONS, MEANS AND METHODS:CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES REQUIRED TO PERFORM THE WORK. STRUCTURAL DESIGN IS BASED ON RESISTANCE TO DEAD LOADS, CODE -SPECIFIED LATERAL LOADS, AND MAXIMUM EXPECTED SERVICE LOADS. NO CONSIDERATION HAS 8EEN GIVEN TO LOADS WHICH WILL BE INDUCED BY ERECTION PROCEDURES. THE CONTRACTOR SHALL VERIFY. TO THE SATISFICATION OF HIMSELF AND THE OWNER. THE ABILITY OF THE STRUCTURE RESIST ALL ERECTION LOADS WITHOUT EXCEEDING THE ALLOWABLE STRESSES OF THE MATERIALS USED. S. FIELD ERECTED COMPONENTS: ALL STRUCTURAL SYSTEMSWHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED DURING MANUFACTURING, DELIVERY, HANDLING. STORAGE AND ERECTION IN ACCORDANCE WITH THE INSTRUCTIONS PREPARED BYTHE SUPPLIER. 9. GENERAL INSPECTIONS: GENERAL INSPECTIONS SHALL BE IN ACCORDANCEWITH THE CRITERIA SET FORTH BY THE BUILDING DEPARTMENT WITH JURISDICTION. 10. SPECIAL INSPECTIONS: SPECIAL INSPECTION SHALL BE PERFORMED BYA WABO CERTIFIED TESTING AGENCY DESIGNATED BY THE STRUCTURAL ENGINEER AND APPROVED BY THE OWNER. SPECIAL INSPECTION SHALL INCLUDE THE FOLLOWING: 8,V ERIFICATION OF STRUCTURAL MEMBER SIZES VERIFICATION OF SPECIFIED STRESS GRADES OF STRUCTURAL MEMBERS c.IPECTION OF FRAMING ANCHORS. AND BOLTED AND NAILED CONNECTIONS d.INSNSPECTION FOR COMPLETENESS OF STRUCTURAL SYSTEM AS DESCRIBED IN THE CONTRACT DOCUMENTS e.PIN PILES B. DESIGN CRITERIA 1. DESIGN LOAD _ e. SNOW LOAD ... ................................ _.._......................... _...... „..„..„............ 25 PSF b. RESIDENTIAL LIVE LOAD(WALKWAYSIRAMP)........ _........... _................ 100 PSF a 2.IN.DIA PIPE PILE -ALLOWABLE AXIAL CAPACITY.....„.........................6 KIPS (FS=2 INCORPORATED. REFER TO GEOTECHNICAL REPORT) C. FOUNDATION 1. REFERENCE GEOTECHNICAL REPORT PROJECT NP2184.01DEVELOPEDBYZGADATEDFEBRMWI4, 2019 FOR ALL GEOTECHNICAL SPECIFICATION / RECOMMENDATIONS. 2. FOUNDATION EXCAVATION. BACKFILL AND COMPACTION SHALL CONFORM TO GEOTECHNICAL REQUIREMENTS. 3. CONTRACTOR SHALL PROVIDE FOR DESIGNAND INSTALLATION OFALL CRIBBING, SHEATHING, AND SHORING REQUIRED TO SAFELY RETAIN EXCAVATIONS. D. CONCRETE 1. ULTIMATE STRENGTH DESIGN PERACI 319, LATEST EDITION. 2. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OFTc=3000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5 %SACKS OF CEMENT PER CUBIC YARDAND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF TOR LESS. 3. ALL CONCRETE EXPOSED TO FREEZING TEMPERATURES WHILE CURING AND ALL CONCRETE PERMANENTLY EXPOSED TO WEATHER SHALL BEAIR-ENTRAINED WITH AN AIR- ENTRAINING AGENT APPROVED BY THE ENGINEER OF RECORD. NOADMIXTURES, OTHER THAN FORAIR-ENTRAINMENT, SHALL BE USED WITHOUT PRIORREVIEW BYTHE STRUCTURAL ENGINEER. 4. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615(INCLUDING SUPPLEMENT Si), GRADE 60. Fy=GO, 000 PSI. DO NOT WELD GRADE 60 REINFORCING. 5. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 31B LATEST EDINON. LAP ALL CONTINUOUS REINFORCEMENT PERNOTE D.6. NO BARS PARTIALLY EMBEDDED IN CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 6. REINFORCING STEEL LAP SPLICE LENGTH =64 BAR DIAMETERS, UNLESS OTHERWISENOTEDON PLANS. ALL HOOKS SHALL BE 'STANDARD' IN ACCORDANCE WITH AC1318. 1. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE: e. a. 3' FOR FORMED SURFACES EXPOSED TO EARTH AND 1 h' FOR FORMED SURFACES EXPOSED TO WEATHER. D. 2' 1FORFOR AND LARGER REPAR EXPOSED TO WEATHER OR IN CONCRETE WITH GROUND P. Wr F FORA AND WELDED WIRE EXPOSED TO WEATHER OR IN CONCRETE WITH GROUND d.1-1 FOR R BEAMS. WALLS NOT EXPOSED TO WEATHER ON IN CONTACT WITH GROUND a. AND FORBEAMS. COLUMN SANDPEDESTALPRIMARYREINFORCEMENT, STIRRUPS, TIES, SPIRALS AND HOOPS NOT EXPOSED TO WEATHER ON IN CONTACT WITH GROUND. 8. NON SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICTACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT SHALL BE NON -SHRINK, CEMENT -BASED AND HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF Pc= 5000 PSI WHEN TESTED IN ACCORDANCE WITH ASTM C109, 9. EPDXY GROUT FOR DRILLED -IN CONCRETE ANCHORS SHALL BE SIMPSON SET-XP EPDXY OR APPROVED BY THE ENGINEER. E. PIN PILE NOTES: 1. PIN PILES SHALL BE 2" DIAMETER SCHEDULE 80 XS PIPE. 2. PIN PILES SHALL BE INSTALLED AT LOCATIONS SPECIFIED ON THE DRAWINGS AND SHALL BE INSTALLED UNDER THE DIRECT SUPERVISION OF THE GEOTECHNICAL ENGINEER. 3. PIN PILE SHALL BE DRIVEN USING A 90-POUND PNEUMATIC JACKHAMMER UNTIL REFUSAL, REFUSAL SHALL BE DEFINED BY THE GEOTECHNICAL ENGINEER. 4. DESIGNCAPACITY: ALL PIN PILES MUST SATISFY A WORKING LOADAXIAL CAPACITY OF 6 KIPS. EACH PILE SHALL BE INSTALLED TO AN ULTIMATE CAPACITY OF AT LEAST 2OD%OF THE WORKING LOAD. FOR BIDDING PURPOSES ASSUME THAT PIN PILES WILL BE INSTALLEDTO AN AVERAGE DEPTH OF 10'-0' BELOW THE TOP SURFACE OF THE EXISTING SLAB ON GRADE (MIN 5'-0'). ACTUAL EMBEDMENT DEPTHS WILL BE THOSE NECESSARY TO ACHIEVE THE ALLOWABLE DESIGN CAPACITY AND ULTIMATELY WILL BE DETERMINED BY THE GEOTECHNICAL ENGINEER. F. WOOD 1. COO ES AND STANDARDS: ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISESHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE (IBC) 2016 EDITION. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO THE FASTENING SCHEDULE GIVEN IN TABLE 2304.10.1 OF THE 20151BC. 2. DIMENSIONAL FRAMING LUMBER: ALL DIMENSIONAL LUMBER SHALL BE STAMPED SURFACE4)RY AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NOT MORE THAN 19 PERCENT. ALL LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCUS STANDARD GRADING RULES FOR WEST COAST LUMBER. LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: I GME B R SPECIES AND GRADE 2X AND 3X JOISTS AND BEAMS DOUG-FIRM2 BXANDLARGER BEAMSISTRINGERS DOUG FIR#I BXBANDIURGERPOSTSRIMBERS IDOUGFIR#1 BLOCKING I DOUG-FIR M2 ALL LUMBER WITH A LEAST DIMENSION OF 2' (NOMINAL) SHALL BE STAMPED SURFACE -DRY AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NOTMORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4-(NOMINAL) OR GREATER SHALL BE STAMPED SURFACE -GREEN AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. ALLWOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY AND ALL WOOD MEMBERS PERMANENTLY EXPOSED TO THE ELEMENTS SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE, NEW WALKWAY GUARDRAILS SHALL BE PRESSURE -TREATED OR OF A SPECIES NATURALLY RESISTANT TO DECAY (CEDAR). 3. WOOD SHEATHING: WOOD SHEATHING SHALLBEAPAPERFORMANCE RATEOPLYWOOD PANELS PER HER REPORTNUMBER 108. PLYWOOD PANELS SHALL BE GRADE CD AND CONFORM f0 PS 1.83. ALL PANELS SHALL BE IDENTIFIED AS EXPOSURE 1 UNLESS NOTED OTHERWIS?. ALL PANEL EDGES SHALL BE SUPPORTED BY STUDS. PLATES, OR BLOCKING. SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. UNLESS NOTED OTHERWISE, NAILALL PLYWOOD SHEATHING WITH 10d AT4' O.C. AT PANEL EDGES; ITO.C. AT INTERMEDIATE SUPPORTS. SHEATHING LOCATION THICKNESS EXTERIOR DECKS 3/4' MIN 4. NAILS: NAILS SHALL BE MANUFACTURED IN THE UNITED STATES OR CA CA IN SIZES AND TYPES INDICATED, SUBSTITUTION REQUESTS MAY BE MADE BY THE GENERAL CONTRACTOR IN WRITING FOR APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD. UNLESS OTHERWISE NOTED, FURNISH THE MINIMUM NAIL SIZES; COMMO Z Btl 0.113'DIM X T LENGTH Od IOd 0.1 DIAM X 3 k' LENGTH ALL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE ZMAX HOT -DIPPED GALVANIZED 10185), STAINLESS STEEL, OR MEET ASTM 153 REQUIREMENTS. S. BOLTS: CONNECTION BOLTS AND THREADED STUDS ATWOOD/ STEEL CONNECTIONS SHALL CONFORM TO ASTM A307. EXPANSION BOLTS INTO CONCRETE SHALL BE HILTI KWIKBOLT II EXPANSION ANCHORS OR APPROVED EQUAL. APPROVED PLANSown i,. BE ON B SITE .. -1AM (2)YaWLAG SCREWS COPING/FLASHING (E)2X6 F.V. 'THICK - CONTINUOUS PLY W/ 10J AT 6' O.C. (E)BLOCKING ' W/(2)lGd ATIT I O.C. F.V. 1" I MIN I I (E)CLADDING VE REPLAC TO =- ANDREPLACETO./�/ FACILITATE REPAIRS ----- - Pm VE SEE DETAIL WBE3.0 FOR DRIP EDGE �1 DECK CURB STRUCTURAL REPAIR DETAIL SCALE:1-ll2'=1 � S��Q,<< TrSQeLk1�>n RAILING POST. 18 Ga DEEP METALTRACK W/ (3)V DIAX T LONG SDS SCREWS TO DECK BEAM MIN. LOCATE TRACK BELOW RAILING POST. FLOORIDECK FRAMING ALL WORK SUBJECT TO FIELD INSPECTION FOR CODE COMPLIANCE CITY OF EDMONDS BUILDING DEPARTMENT WORK ADDRESS a5 OWNER-l-L�-fid _ APPROVED DATE: BLDG. OFFICIAL PERP 9T N^UILsBE:R �W'�/ y r �RECEIVED JUN 0 6 2019 BUILDING 0 0 IZ 0 U CN f- LLJ (nJ �-D� v^ J GENERAL STRUCTURAL NOTES & DETAIL PERMIT SET 201MA 051 AL os/zenols DESIGN MD DRAWN CHECK CG S1.0 OAC PROJ. No. 2018137.01 �i �m INSTALL WHEEL STOP RAIL WHERE REQUIRED. TYP. s PEDESTAL AIR UP �4�PANTER REMAIN (E) PLANTER TO REMAIN E7P � EDGE OF.LAB -' R HKL g I I (E)PLANTER TO REMAIN � I I L._ _J L._W_.J W STAIR DIN (E) CONC. SIDEWALK SLOPEDD (E) PLANTERTO REMAN BUILDING B PLANTER TO REMAIN (E) PLANTER TO REMAIN LMIDING (E) KANTER TO REMAIN LANDING (E) CONC. SIDEWALK PIN PILE '•T� OPI ON , jU m:se T fiYe- 10 NOTES: „�.�� � 1. AT DESIGNATED LOCATIONS REPLACE (E) CONCRETE PAVER SANDRAMPWITH61N WINNY�Wl-t- fwrot'Aau/-%vIME-N7 THICK REINFORCED CONCRETE SLAB. SUPPORTSLAB BY 20 DIAMETERPIN PILES TI z,• J Ibv- C{'t'7LIf Y31 SI MS LOCATION PER PILES NO. I,T,. 2. SPACE PIN PILE SNOT MORE THAN IO'e"O.C.IN NORTH/SOUTH DIRECTION AND NOT F=14 T06 StAfQ9(-T MORE THAN 4W'O.C.INEASTIWESTDIRECTION. 3. REFER TO SHEET S-S.O FOR TYP. PIN PILE INSTALLATION AND SLAB REINFORCING SIM ,,pti clTsTjWpAtw ! 1-5,rM . DETAILS. Y 4. SUB GRADE TOBEVERINED BY GEOTECHNICAL ENGINEER OF RECORD. EIZ.9O2. S. DURING CONSTRUCTION DO NOT UNDERMINE THE FOOTING OF(E)RETAINING PLANTER WALLS. 6. DIMENSIONS ON PLAN ARE FOR BIDDING PURPOSES. ALL DIMENSIONS TO BE VERIFIED ON SITE PRIOR CONSTRUCTION. 7. REPORT DISCREPANCIES TO ENGINEER. UNDERPINNING OF NEW REINFORCED CONCRETE RAMP GZ scALE:1w•=ra• ?Fp�r. ctmtsilall,z =r/,a Scc all damn f t Pl p!. damage 8 i u'[i;E�•*. or?:oll?�:.;e.. ce, DV-ments in City s r _jtt-o ! OP . rdD that is cau:cd OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL AND DRAINAGE LpIU0IGBI (E) PLANTERTO REMAIN METAL GUARDRAILING, TYP. DEMO(E) PAVER SYSTEM. INSTALL NEW CONCRETE SLAB AT RAMPS AND LEGEND: O DESIGNATES PIN PILE LOCATION OJ DESIGNATES CONTROLICONTRACTION JOINTS DESIGNATES AREA OF CONCRETE —ER./RAMP REPLACEMENT DESIGNATES GUARDRAIL SYSTEM( FOR PRICING PURPOSES ASSUME 2-IN DIAMETER PIPE) n RAMP STRUCTURAL PLANS ADA RAMP PERMIT SET 2019-Ofi-26 APPROVED BY ENGINEERING y� Date: 71 q hq 96OAAL E+' 4 ALJL- 0STUKf3ET7 SO1L5 WILL_ osnsnola Cyr C*4MST 14MENYJE�J PETT- (iMP T5.13. ..M.,..a�...w DESIGN MD DRAWN CHECK CG S2.3 R C p per OAC PROJ. No. 2013137.01 JUN 0 6 2019 BUILDING 3/8" x 12"SMOOTH BAR REINF PER PLAN AT24•o.c.,GREASEONE SIDE IN DOWEL INSERT PER PLAN R SUBGRADE COMPACTED STRUCT. FILL OR PREPARATION PER COMPETENT NATIVE SOIL PER GECTECH REPORT GEOTECH REPORT CONSTRUCTION JOINT REINF PER PLAN SAWCUT OR I-1/2' PREMOLDED JOINT PER PLAN SUBGRADE COMPACTED STRUCT. FILL OR PREPARATION PER GEOTECH REPORT - COMPETENT NATIVE SOIL PER - GEOTECH REPORT CONTROL JOINT NOTES: •. 1. CONTRACTION OR CONTROL JOINT LOCATIONS PER SLAB PLAN. 2 USE 'EARLY DR`FCUT SAW'A$ SOON AS POSSIBLE WITHOUT CAUSING RAVELING OF CONCRETE EDGES. SAWCUTALONG SHORT DIRECTION OF POUR FIRST. S PROVIDE CONTRACTION/ CONTROL JOINT TO ENCLOSE APPROXIMATE SQUARE AREAS SQUARE AREAS OF 100 SF MAX, WITH A MAXIMUM PANELASPECT RATION OF 2TO 1.0. TYP. SLAB ON GRADE JOINT DETAILS WITH REINFORCING 4 swLE: Ms LAP SPLICE SCHEDULE oomomm oom®� �oo�mo 00 0® �oomom om�mo om®o0 NOTES: 1. AU.TABULATED VALUES BASEDON REINFORCING SIEELWTH Fy=80.M pal. CE ANDOEVELOPMENTLENGTH IS IN INCHES. S. TOP BA RSAREHORIZONTALREINFORCEMENTWHEREMOREWMIZOF ONCRETE IS BELOW THE BARS. 4. USECLASS"B•FOR ALL APPLICATIONS UNLESS NOTEDOTHERWISE ON PLANS ANOIORDETAILS. NOTES: 1. REMOVE(E)STONE PAVERS TO EXTENTS SHOWN ON PLAN. 2. 61N CONCRETE SLAB. 3. LEVEL GROUND PER GEOTECHNICAL RECOMMENDATIONS. 4. INSTALL TO PIN PILES PER PLAN W/Yfx10'x10• CAP t S. ESTABLISH SURVEYING POINTS AT (E) RETAILING WALLS TO MONITOR THEIR PERFORMANCE DURING PIN PILE DRIVING. 6. POUR NEW B INCH THICK CONCRETE SLAB. REINFORCE w/A AT IT O.C. MIN. EACH WAY USE GROUND AS FORM. �DCONCRETE LAP SPLICE SCHEDULE I� TYP. STAIR DETAIL SCALE:MS SCALE:1•=1'-0• AND r LJ CD 2-7 U P CV ui Q DO O Z =) O co p p� VJ W RAMP STRUCTURAL DETAILS REMOVE AND REPLACE (E) RAMP RAIL IN LIKE KIND, REFER TO ARCHITECTURAL DRAWINGS FOR NEW RAMP POST ADA RAMP PERMIT SET LOCATIONS. ��� NEW CONCRETE RAMP, TYP. REFER TO PLANS. ,gARp i ATONAL B`• 05/28/2019 \ \ �� \� M (6]l MINWITH#3TIES �NMD „ LJ \ ATBINO.C. M^wn�nn»ama+^�^ow.na+o-a«.+o-sw� E ' / DESIGN DRAWN CHECK CG OTING. F.V. ATNEW / RAIL RAILPOSTPROVIDE IB' EIS' / j \ DIAMETING (2)Wl EACHWAACH WAY BOTTOM S3.0 I�TYP. RAIL POST FOUNDATION REPLACEMENT OAC PROD. No. 2018137.01 RECEIVED JUN 0 6 2019 BUILDING 4 x�,lj� t S s� � �d � SxS ,� l�z �d C u r/j. I2. S � �b �%is La