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BLD2018-1593
v�y of E D �0�0 CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 j PHONE: (425) 771-0220 - FAX: (425) 771-0221 '�c. 1890 STATUS: ISSUED 08/15/2019 Permit #: BLD201815931 BUILDING PERMIT Expiration Date: 08/17/2020 Project Address_ 7329 182ND ST SW, EDMONDS? Parcel No: 00477600007400 I'Allip-tit'll-11 011%P1xv APPLICANT CONTRACTOR DYNASTY HOLDINGS LLC DYNASTY HOMES DYNASTY HOMES INC PO BOX 716 C/O JEFF GRAY C/O JEFF GRAY EVERETT, WA 98206 PO BOX 716 3511 GLACIER PEAK AVE EVERETT, WA 98206 EVERETT, WA 98208 (425)422-1688 (425)422-1688 LICENSE #: DYNASH1941 B5 EXP:03/14/2020 1: DESCRIPTION NEW SINGLE FAMILY RESIDENCE, PLUMBING AND MECHANICAL INCLUDED. VALUATION: $410,719 -- PERMIT TYPE: Residential PERMIT GROUP: 64 - Single Family Residence New GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: OCCUPANT GROUP: IRC SFR OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: 2015 OTHER: ------- OTHER DESC: ZONE: RS-12 NUMBER OF STORIES: 2 VESTED DATE: NUMBER OF DWELLING UNITS: 1 LOT 4- EXISTING AREA BASEMENT: 0 IST FLOOR: 0 2ND FLOOR: 0 PROPOSED BASEMENT: 786 1ST FLOOR: 1301 2ND FLOOR: 1278 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 RD FLOOR: 0 GARAGE: 374 DECK: 135 OTHER: 0 BEDROOMS:0 BATHROOMS:0 4EDROOMS: 4BATHROOMS-4 REQUIRED: W 25 PROPOSED: 87 REQUIRED: N 10 PROPOSED: 10 REQUIRED: S 25 PROPOSED: 110 HEIGHT ALLOWED:O PROPOSED:0 REQUIRED: E 10 PROPOSED: 27 SETBACK NOTES: North cave <30" into setback. retaining wall <3' above original grade where located within the street setback from 182nd St. 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. Print Name Date Released 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 = APPLICANT = ASSESSOR = CITY OCCUPANCY HAS BEEN GRANTED, UBC] 09/ IBCI 10/ IRCI 10. STATUS: ISSUED BLD2O181593 CONDITIONS • Lot line stakes must be in place at the time of foundation/setback inspection. • All new, extended, re -built or relocated electrical utility and/or service shall be placed underground. • Submit all special inspection reports to the City Building Inspector on a weekly basis. • Final approval on a project or 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. • 48 hours notice is required when requesting your FINAL Engineering Inspection. 425-771-0220, ext.1326. • Call for locates of underground utilities prior to any excavation. • Maintain erosion & sedimentation control per city standards. • Call for required inspections as noted and prior to backfill. • Maintain 19 separation between the sanitary side sewer and the water service line. • The existing nonconfomring detached accessory building projects across the property line to the north (and into the required 10' setback from the east property line). Prior to occupancy, the property line encroachment must be resolved by either: • 1) Removing the comer of the structure encroaching across the property line. • 2) Adjusting the lot line between the two parcels to accommodate the structure while maintaining the minimum ]a side setback on both sides of the adjusted property line • 3) Recording an easement for the structure describing future maintenance of the building corner. • 4) Removing the entire structure. • 5) Resolving the issue in a different code -compliant way. • Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming or unpermitted building, structure or site condition which is outside the scope of the permit application, regardless of whether such building, structure or condition is shown on the site plan or drawing. Such building, structure or condition may be the subject of separate enforcement action. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the permitted project. • Owner/Contractor to provide Water Service Line asbuilt at final inspection. See City Standards for requirements. INSPECTIONS THIS PERMITAUTHORIZES 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. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) TO SCHEDULE INSPECTIONS 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) 776-7720 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) 276-4801 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 & Orange Barrier Fencing • E-StormTightline • E-Stormwater Covenant • E-Infiltration System • E-Footing Drain Connection • E Water Service Line • E-Driveway Form & Slope Ver. • &Retaining Wall Drainage • E Engineering Final • B-Preconstruction meeting • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-Foundation Damproofing • B-Slab Insulation • B-Plumb Ground Work • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-Exterior Wall Sheathing • B-Roof Sheathing • B-Shear Nailing • B-Height Verification • B-Shower Pan • B-Framing • B-Retaining Wall • B-Insulation/Energy • B-Sheetrock Nail • B-Building Final • B-Other • P-Planning Final C~�y OF E DVo�us CITY OF EDMONDS 121 5TH A VENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 c. 189 *PERMIT MUST BE POSTED ON JOBSITE* STATUS: ISSUED ENG20190383 RIGHT OF WAY PERMIT (I -Single Family) Permit Number: ENG20190383 Expiration Date: 08/17/2020 Job Address: 7329 182ND ST SW, EDMONDS Location: 7329 182ND ST SW CONTRACTORAPPLICANT DYNASTY HOLDINGS LLC DYNASTY HOMES PO BOX 716 PO BOX 716 EVERETT, WA 98206 EVERETT, WA 98206- (425)252-3699 LICENSE #: DYNASHI941 B5 EXP: 03/14/2020 i 1 _ C 4 INSTALLATION OF UTILITY CONNECTIONS, DRAINAGE CULVERTS, AND DRIVEWAY ACCESS DISRUPTION INFORMATION ASSESSED VALUE: $0.00 PROPERTY AREA: 0 SIDEWALK: (OXO) DURATION IN MONTHS: 0 FEE: $0.00 STREET DISRUPTION TRENCH CUT: ( 0 X 0 ) PARKING: ( OXO) DURATION IN MONTHS: 0 FEE: $0.00 YEAR OF OVERLAY: 0 FEE: $0.00 ALLEY: (OXO) DURATION IN MONTHS: 0 FEE: $0.00 INDEMNITY- The Applicant has signed an application which states he/she holds the City of Edmonds harmless from injuries, damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense costs and attorney fees by reason ofgranting this permit. THECONTRACTOR IS RESPONSIBLEFOR WORKMANSHIP AND MATERIALS FOR A PERIOD OFONEYEAR FOLLOWING THEFINAL INSPECTION AND ACCEPTANCE OFTHEW ORK 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 possesion. Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday- NO EXCEPTIONS. Three sets of construction drawings of proposed work are required with the permit application. CALL DIALrA-DIG (1-800-424-5555) BEFORE ANY EXCAVATION CALL FOR INSPECTION (425) 771-0220 EXT.1326 L4 110UH NU 11ChRY:11 UIRH) MR ALL INSPECTION REQUESTS APPLICATION APPROVAL THIS APPLICATION IS NOTA PERMITUNTTL SIGNED BY THE CITY ENGINEER OR HIS/HER DEPUTY: AND FEES ARE PAID, AND RECEIPTIS ACKNOWLEDGED IN SPACE PROVIDED. Printed: Thursday,August 15, 2019 c/)� g/Is/119 RELEASED BY DATE FILE COPY ❑ INSPECTOR COPY ❑ APPLICANT COPY STATUS: ISSUED ENG20190383 • Restore ROW to City standards • Call for locates of underground utilities prior to any excavation. • Utility patch restoration to be in accordance with Edmonds Standard detail E2.3 • Maintain erosion & sedimentation control. Keep street clean. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the permitted project. • 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 of this permit. Issuance of this pen -nit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. • E Erosion Control/Mobilization • E-Driveway Form & Slope Ver. • B-ROW Restoration • E-Mailbox Location, Pre -Install • F Engineering Final • E-Culvert Installation PARTIAL INSPECTION PARTIAL INSPECTION FINAL INSPECTION APPROVED DATE: INITIAL: NOTES: DATE: INITIAL: NOTES: DATE: INITIAL: of a _4 CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 C. 1,6 go PHONE: (425) 771-0220 - FAX: (425) 771-0221 *PERMIT MUST BE POSTED ON JOBSITE* STATUS: ISSUED ENG20190382 SIDE SEWER PERMIT (I -Single Family) Permit Number: ENG20190382 Expiration Date: 08/17/2020 Job Address: 7329 182ND ST SW, EDMONDS APPLICANT CONTRACTOR DYNASTY HOLDINGS LLC DYNASTY HOMES PO BOX 716 PO BOX 716 EVERETT, WA 98206 EVERETT, WA 98206- (425)252-3699 LICENSE 4: DYNASH1941 B5 EXP: 03/14/2020 N N Ii DESCRIPTION REPAIR N PROPOSE TO REUSE LATERAL LID NUMBER: GRINDER PUMP N PROPOSE TO REUSE SIDE SEWER N DRAINAGE INSTALL SIDE SEWER FOR NEW SFR EASEMENT 1' 1 N PROJECT CROSSES OTHER PRIVATE PROPERTY N VERIFICATION OF RECORDED EASEMENTS COMPLETE INDEMNITY The Applicant has signed an application which states he/she holds the City of Edmonds harmless from injuries, damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and attorney fees by reason ofgranting this permit. CALL DIALrA-DIG (1-800-424-5555) BEFORE ANY EXCAVATION CALL FOR INSPECTION (425) 771-0220 EXT.1326 24 HOUR NOTICEREQUIRED FOR ALL INSPECTION REQUESTS "APPLICATION APPROVAL THIS APPLICATION IS NOTA PERMITUNTIL SIGNED BY THE CITY ENGINEER OR HIS/HER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN SPACE PROVIDED. Printed: Thursday, August 15, 2019 6zu� u�� 8/15/19 RELEA SED BY DATE FILECOPY ❑ INSPECTOR COPY APPLICANT COPY STATUS: ISSUED ENG2O19O382 • Call for locates of underground utilities prior to any excavation. • Utility patch restoration to be in accordance with Edmonds Standard detail E2.3 • Maintain erosion & sedimentation control. Keep street clean. • A 6" cleanout with 12" locking cast iron lamphole cover is required at the property line. • Condition of the existing lateral to be verified by the City's Public Works Dept. to obtain approval for reuse. Contact Edmonds Sewer Division at 425-771-0235. • Condition of the existing sanitary side sewer to be verified prior to obtaining approval for reuse. TV inspection required. Video to be submitted to City for review. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the permitted project. • Owner/Contractor to provide Side Sewer asbuilt at final inspection. See City Standards for requirements. • 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 of this permit. Issuance ofthis pen -nit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. IsSanitary Side Sewer Inspection E Engineering Final PARTIAL INSPECTION DATE: INITIAL: NOTES: PARTIAL INSPECTION DATE: INITIAL: NOTES: FINAL INSPECTION APPROVED DATE: INITIAL: 41- OFEMN CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 o PHONE: (425) 771-0220 - FAX: (425) 771-0221 c. 19 STATUS: ISSUED ENG20190381 METERWATER RECORD Permit Number: ENG20190381 Job Address: 7329 182ND ST SW, EDMONDS PROPERTYOWNER CONTRACTOR DYNASTY HOLDINGS LLC DYNASTY HOMES PO BOX 716 PO BOX 716 EVERETT, WA 98206 EVERETT, WA 98206- (425)252-3699 LICENSE #: DYNASH.1941B5 EXP: 03/14/2020 JOB DESCRIPTION DESCRIPTION OF WORK: INSTALL 1" WATER METER FOR NEW SFR METER SIZE: 1" Y NEW SERVICE FROM CITY MA IN TO PROPERTY LINE N ASPHALT/CONCRETE CUT N FINAL PATCH BY CONTRACTOR OWNER NAME: BILLING ADDRESS: DYNASTY HOLDINGS LLC PO BOX 716 EVERETT. WA 98206 INSTALLATION FEE: $2,970.00 CONNECTION FEE: $5,050.00 STREET CUT DEPOSIT: $0.00 Y SFR N IRRIGATION FN--j APARTMENT / CONDO - UNITS: N DUPLEX N FIRE CONNECTION N MIXED US&COMMERCIA L FLOORS: N TRIPLEX N OTHER: N COMBO FIREIDOMESTIC BACKFLOW ASSEMBLY REQUIRED U LOCK U UNLOCKED METER NUMBER: STYLE: METER READING: _ MANUFACTURER'S #:_ METER LOCATION: SERVICE MATERIAL — DATE OF WORK: REMARKS: RESIDENTIAL UNITS: 0 PROJECT NUMBER: LOCATE REQUEST #: DATE CALLED: AND REGISTER #: PRESSURE.0 GPM:0 WORK BY- * * *A'ITACH DRAWING WHEN NECESSARY*** U/B ACCOUNT: ROUTE: READ AFTER ADDRESS: WATER SUPPLIER: ISSUED TYPE OF REPAIR Asphalt Roadway/Walkway = Concrete Sidewalk 0 Concrete Curb AREA REPAIRED ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds Lineal Ft Lineal Ft Lineal Ft Total Repair Costs: Less Street Cut Deposit: Invoice/Refund: ENG20190381 REPAIR COST $0.00 to SPECIAL INSPECTION AND TESTING AGREEMENT Permit #: Project: _BLD2018-1593 NEW SFR 7329182°d ST SW Prior to issuance of a permit, this form must be completed in its entirety and returned to the City for approval. The completed form must have signatures of acknowledgment by all parties. DUTIES AND RESPONSIBILITIES Special Inspection Firm and Special Inspectors: The Special Inspection firm of will perform special inspection for the following types of work (separate forms must be submitted if more than 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 _XGrading/soils X_Retaining Wall Block Installation X Retaining Wall Footings 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 \\edmsvr-userfs\userprof$\ecarter\Desktop\Special inspection form l.doc8/14/2019 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. Building Department: 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 Professionals: 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 andior 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. ENFORCEMENT 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. ACKNOWLEDGMENTS I have read and agree to comply with the terms and conditions of this agreement. n Owner: Signature Date Contractor: 11 al "s Signature e — Date: d'" /' Arch./En g� ��,r» no p F Signature Date: Special �'� pec sp. Signature Date: Special Insp. Agency. ACCEPTED FOR THE CITY OF EDMONDS BUILDING DIVISION By: Date: \\edmsvr-userfs\ ' rof1;\ccancADesktop\Special inspcWon form 1.doM14/2019 CITY OF EDMONDS — ENGINEERING DIVISION SPECIAL INSPECTION AND TESTING AGREEMENT PERMIT # bld20181593 DATE: PROJECT SITE ADDRESS: 7329182°d St SW PROJECT NAME: Dynasty HoldinEs, LLC SPECIAL INSPECTION AGENCY *One form must be completed by each Special Inspection Agency or Inspector. SPECIAL INSPECTIONS REQUIRED: Special inspections are required for this project, as applicable, in accordance with Title 18 Edmonds Community Development Code (ECDC). When required, the project must be installed/constructed per approved plans and specifications. The owner or the registered design professional in charge shall employ an independent testing/inspection agency/special inspector to perform required special inspections. The special inspector shall be a qualified person with competence for inspecting the specific type of construction or operation requiring special inspection. The owner, registered professional, contractor and special inspector/agency shall provide a special inspection report detailing compliance with approved plans and specifications directly to the Engineering Division. WORK REQURING SPECIAL INSPECTION: Special inspections will be required for the following categories of work: FOR SPECIFIC INFORMATION REGARDING REQUIRED SPECIAL INSPECTIONS SEE THE STATEMENT OF SPECIAL INSPECTION NOTED AS A CONDITION ON THE BUILDING PERMIT AND/OR ON THE APPROVED PLANS. ® Infiltration Trenches BEFORE A PERMIT CAN BE ISSUED: The owner and contractor and special inspector shall complete this agreement and return to a Permit Coordinator prior to permit issuance. APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the Engineering Division prior to performing any duties or inspections. The credentials of the specific person performing the inspection shall be submitted. When applicable, the company performing inspections must be accredited by the American Association of State Highway and Transportation Officials (AASHTO) R18. A. Duties and Responsibilities of the Special Inspector 1. OBSERVE WORK The special inspector shall observe the site work for conformance with the approved (stamped) plans and specifications. Special inspections are to be performed as needed, to confirm that the work being completed meets specifications and approved plans. [TitleiPage 1 of 3 2. REPORT NONCONFORMING ITEMS The special inspector shall bring non -conforming items to the immediate attention of the contractor and engineer of record. The special inspector shall provide a report to the Engineering Division notifying of any items not resolved and/or not installed per the approved plans and specifications. Items not constructed per the approved plans and specifications will result in a review of the plans to determine what requirements will be needed for the project to meet the necessary stormwater requirements; such as removal and reconstruction, re -design of the stormwater management system(s), etc. Final approval for the project will not occur until installation of all required improvements is complete and accepted by the Special Inspector and the City. 3. FINAL CONSTRUCTION REPORT The special inspector or inspection agency shall submit a final signed report or Certificate of Compliance to the City stating that all items requiring special inspection and testing were fulfilled and reported. The report shall also include a statement from the inspector stating to the best of his/her knowledge the project is in conformance with the approved plans, specifications, and approved plan revisions, if any. Items not in conformance, unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspection when continuous inspections were required, etc.) shall be specifically addressed in this report. B. Contractor Responsibilities 1. NOTIFY THE SPECIAL INSPECTOR OF ALL REQUIRED SPECIAL INSPECTIONS It is the duty of the contractor to notify the special inspector when work is ready for special inspection. Note, the items listed under the statement of special inspection on the building permit and as noted on the approved plans and specifications are required to have special inspections. Adequate notice shall be provided by the contractor so that the special inspector has time to become familiar with the project. All work requiring special inspection must be approved prior to concealing or covering said work. 2. PROVIDE ACCESS TO APPROVED PLANS The contractor is responsible for providing the special inspector access to approved plans at the jobsite. 3. RETAIN SPECIAL INSPECTION RECORDS The contractor is responsible to retain at the jobsite all special inspection records submitted by the special inspector. These records are to be provided to the City Engineering inspector weekly or as performed upon request and upon completion of work. C. City of Edmonds Engineering Division Responsibilities 1. APPROVE SPECIAL INSPECTION The Engineering Division shall approve all Special Inspectors and special inspection requirements. 2. MONITOR SPECIAL INSPECTIONS AND APPROVE REPORTS Work requiring special inspection and performance of special inspectors shall be monitored by the Engineering Division Inspector. Engineering Inspector approval must be obtained prior to backfilling or other similar activities in addition to that of the special inspector. 3. FINAL APPROVAL The Engineering Division may provide final inspection approval after the special inspection report(s) have been submitted and accepted by the City. [Title]Page 2 of 3 D. Owner Responsibilities 1. The project owner or the engineer or architect of record acting as the owner's agent shall fimd special inspection services. E. Engineer or Architect of Record Resuons%Mes 1. Prepare Statement of Special Inspections. 2. R mew the special inspection reports and provide corrective action for work that may not conform to the approved plans. ACKNOWLEDGEN[ENTS I have read and agree io comply with the terms and conMon s of this agreement Owner name 6r Date—? General Contractor Companylowner name ��f�.,g c A _ (P P 'type) Special name X or type) Engineer of Record name�- Return the original signed agreement to: City of Edmonds Development Services Department 1215t' Avenue North, City Hall Second Floor Edmonds, RSA 98020 ACCEPTED BY CITY OF EDMONDS ENGINEERING DIVISION: City Official Signature (Title]Page 3 of 3 Date, (4 C--eo-tzx Date 122 1 ri Date %90' ds BUILDING PERMIT Office Use Only APPLICATION Permit #: 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 kin place) Job Site Address: /89'd9 ie" !t Parcel: tof 75- A�0,(;1eVje,, ,u0 Lot /Unit/Suite #: Subdivision: PROPERTY OWNER: Name: J < Co raq Mailing Address: 4 90K 7Z City/State/Zip: 2U LA--) --, 1 d) o Phone #: A. Email: ll0i ,'s/NC tn. 'L(mQrCo m OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? ❑ Yes iX 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: y;'74 . — X Mailing Address: '0 D &(ax- City/State/Zip: U C.y a -7 Phone #: LI-s—� /y Z 16 k2p- E-mail: Ltaj �M-e'rl A( if �, ('70$1 GENERAL CONTRACTOR: (if different from applicant) General Contractor: &4 Y� / X) e Mailing Address: 6 21� City/State/Zip: 7----C-, Phone #: y 7- 17 Z E-mail: k-'p aS SN�-Q WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: , kjg5gyJ-6-5- 2_Zier2-0. CITY OF EDMONDS BUSINESS LICENSE #: rN &kk TYPE OF PERMIT (Provide ❑ Accessory Structure/ Detached Garage Details on Page ❑Addition ❑ Demolition ❑ Mechanical )5New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler ❑ Remodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank ❑ Tenant Improvement ❑ Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of ail equipment, materials, labor, overhead, and the profit for the work indicated on this application. Valuation: PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: -79- n'F-Jninished Unfinished,$) 1st Floor, sq ft: Ile / 2nd Floor, sgft: /2 Garage/Carport:, sq ft: 7 Deck/Covered Porch/Patio: Div O Other sq ft: PROJECTTI 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. r Print'Narhe• Signature: Date % 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 ,K �l 2— Air Handler /VAV Boiler Dryer Duct Exhaust Fans Fireplace Furnace rrll / Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: COUNTSPLUMBING FIXTURE Qty Qty Clothes Washer Tub/ Showers Dishwasher Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply L Hose Bibs Water Heater -Tankless? Y or N Hydronic Heat Water Service Line / Sinks , Other: Toilets J Other: CONNECTION COUNTS.. .. . BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven 1 Dryer L Water Heater Fireplace/ Insert Other: Furnace / Other: `GAS, MEDICAL AIR VACUUM COUNTS Relocated . 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. After recording return to: City Clerk City of Edmonds 121 Fifth Avenue North Edmonds, WA 98020 Document Title(s) Illlil Illil Ilil I II I'�I III I� IIIII IIIII IIIII IIIII IIIII IIIII II!I IIII 2019O7080269 4 PGS 0,71 0012019 11:35am1HINGTON04.50 SNOHOMISH COUNTY, Declaration of Covenant - Private Stormwater Facility Reference Number(s) of Related Documents N/A Grantor(s) (List, First and Middle Initial) ,qj / 4- < Grantee(s) (Last, First and Middle Initial) City of Edmonds Legal Description (abbreviated form; i.e., lot, plat or section,. township, range, quarter/quarter) v1-q&, AQp (Ua .2 /3LIC O©o-t> Go , Ld 74 7V Assessor's Property Tax Parcel/Account Number at the Time of Recording: 004176 000p 7406 The Auditor/Recorder will rely on the information provided on this form The staff will not read the document to verify the accuracy or completeness of the indexing information provided herein. DECLARATION OF COVENANT Private Stormwater Facility WHEREAS, the undersigned Declarant(s) have installed a stormwater facility under Edmonds Community Development Code Chapter 18.30 known as a "low impact development best management practices (LID BMP)" in lieu of other required more conventional stormwater systems, as selected below: ❑ Drywell ❑ Permeable Pavement ❑ Gravelless Chamber ❑ Rain Garden / Bioretention Cell ❑ Other 0 Infiltration Trench WHEREAS, the City of Edmonds has allowed installation of the LID BMP, subject to the execution and'recording of this Declaration of Covenant; NOW, THEREFORE, THE UNDERSIGNED DECLARANT(S), being the owners of the real property ("the Property") located at the following address: ST/2Eer in the City of Edmonds, Washington, and legally described on Exhibit A attached hereto and incorporated herein by this reference as if set forth in full, hereby covenants and agrees, on behalf of himself/herself/themselves/itself and his/her/their/its successors and assigns, as follows: 1. Declarant(s) warrant that he/she/they are the owners of the property described on Exhibit A and have the authority to impose this covenant on the property and bind all future owners, successors, and assigns of the Declarant(s). The Declarant(s), future owners, successors, and assigns of the Declarant(s) shall be referred to collectively as "Owners." 2. The Owners of the property described on Exhibit A agree that the property contains a stormwater management facility called a "LID BMP," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious or non-native pervious surfaces on the property. "Low impact development" means development conducted in a way that seeks to minimize or completely prevent alterations to the natural hydrology of the site. Low impact development includes site planning and design to reduce alterations of natural soil and vegetation cover, minimize impervious surfaces, and specific practices that help to replicate natural hydrology such as permeable pavements, green roofs, soil amendments, bioretention systems, and dispersion of runoff. 3. The Owners of the property described on Exhibit A shall maintain the size, placement, and design of the LID BMP as depicted on the approved site plan, Exhibit B, and design details shall be maintained and may not be changed without written approval either from the Engineering Division of the City of Edmonds or through a future development permit from the City of Edmonds. Chemical fertilizers and pesticides shall not be used where LID BMP is located. . All costs of maintenance and repair shall be the sole responsibility of the Owners. 4. The Owners of the property described on Exhibit A shall inspect LID BMPs annually for physical defects. After major storm events, the system shall also be checked to ensure that the overflow system is working properly. The Owners also shall maintain all LID BMP so it functions as designed on a year-round basis. 5. The City of Edmonds is hereby granted by the Owners the right, but not the obligation, to enter upon the property described on Exhibit A at all reasonable times for the purpose of inspecting the private stormwater LID BMP facility. If, as the result of any such inspection the City of Edmonds determines that the LID BMP is in disrepair, requires maintenance or repair, or is otherwise not functioning as provided in the BMP site plan, the City Engineer or his designee shall have the right, but not the obligation, to order the Owners of the property described on Exhibit A to maintain or repair the same. 6. If the City of Edmonds determines that the LID BMP requires maintenance or repair pursuant to Section 5, the City of Edmonds shall provide notice to the Owners of the deadline within which such maintenance or repair must be completed. Said notice may further advise that, should the violator fail to perform required maintenance or make repairs within the established deadline, the work may be done by the city or a contractor designated by the City Engineer and the expense thereof shall be charged to the Owners. The City's officers, agents, employees, and contractors shall have the right, which is hereby granted by the Owners, to enter upon the property described on Exhibit A in order to perform such work. The Owners shall bear the cost of all work performed. 7. The Owners shall indemnify, defend and hold harmless the City of Edmonds, its officers, officials, employees and agents from any and all claims, demands, suits, penalties, losses, damages, judgments, attorneys' fees and/or costs of any kind whatsoever, arising out of or in any way resulting from the approval of the LID BMP, the installation and presence of the LID BMP, and the acts or omissions of the Owners, their officers, employees, contractors, and agents relating to the construction, operation and maintenance of the LID BMPs on the property, except for the City's intentional and willful tortious acts, and waive and release the City of Edmonds from any and all claims for damages and injunctive relief which the Owners may themselves have now or in the future, by reason of the construction, maintenance and operation of said LID BMPs. 8. This covenant shall run with the land and be binding upon the Declarant(s), as the owner of the property described on Exhibit A, and on Declarant's successors and assigns as to such property. Dated: T DECLARANT(S): 7 f I- 1--l-e -11� j (Sigra&eVK (Print Name) (Signature) (Print Name) State of Washington ss. County of Snohomish APPROVED: CITY OF EDMONDS (Signature) (Print Name) (Title) On this day personally appeared before me �� ��a { Declarant(s) } to me known to be the individual, or individuals described in and who executed the within and foregoing instrument, and acknowledged that(o�she/they signed the same as isher/their free and voluntary act and deed, for the uses and purposes therein mentioned. SUBSCRIBED AND SWORN before me this 0-1 day of j—UVU , 2011. JANA K QUINN Notary Public State of Washington My Commission Expires June 29, 2019 (Signa re) U, A � (Name legibly printed or stamped) Notary Public in and for the State of Washington. Residing at: l My commission expires 0 l Exhibit A LEGAL DESCRIPTION OF PROPERTY LOT 74, PLAT OF HOMEVIEW ADDITION NO 2, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 16 OF PLATS, PAGE 3, IN SNOHOMISH COUNTY, WASHINGTON. SUBJECT TO CONDITIONS, RESTRICTIONS AND EASEMENTS OF RECORD, IF ANY. Lei .0 w \ NORT j � I 1 � I % I ! \ 0 15 30 1 � Q /3 (IN FEET) / �\t Inch 30 ft. FA After Recording Return to: City Clerk City of Edmonds 121 51h Avenue N Edmonds, WA 98020 �ru�i�mu�AarPGSMnm�iiH NOTICE OF PRESENCE OF CRITICAL AREAS AND/OR CRITICAL AREAS BUFFERS ON PROPERTY GRANTOR: , 3 C -F.F G ,-. - ty GRANTEE: City of Edmonds, a Washington municipal corporation Legal Description: Abbreviated Form: HOMEVIEW ADD NO 2 BLK 000 D-00 - LOT 74 Additional Legal is on Exhibit A attached to document Assessor's Tax Parcel ID No.: 00477600007400 Reference Number(s) of Related Documents(s): n/a NOTICE OF PRESENCE OF CRITICAL AREA(S) AND/OR CRITICAL AREA BUFFER(S) ON PROPERTY NOTICE IS HEREBY GIVEN this '7*�' day of , 201, by ("Grantor"), as required by Grantee, City of Edmonds, pursuant to Edmonds Community Development Code (ECDC) 23.40.270.B, that at least one type of critical area and/or critical areas buffer has been found through field verification to be present on the Property described in Exhibit A hereto. This notice is being recorded as a condition of issuance for a development permit related to the property. As part of the permit application review process it was detenn ined that the following type(s) of critical area and/or critical area buffer(s) were found to be present on the property: • Slopes on and adjacent to the subject property exceed 40%. The steepness of these slopes classifies the site as a potential landslide hazard area pursuant to Chapter 23.80 ECDC. The City of Edmonds has adopted ordinances that regulate this type of critical area and/or buffer. Prospective purchasers are advised hereby that these regulations may limit the type and/or location of development or other use that may occur on the property. Please contact the City of Edmonds for specific infonnation about the applicable critical area regulations. This notice shall remain on the title records of Snohomish County until released by the City of Edmonds, which shall only occur if the owner is able to submit a critical areas report to demonstrate to the City of Edmonds that the critical area designation no longer applies to the Property. Any release of this notice shall be subject to applicable procedural provisions of the ECDC. GRANTOR(S): By: Name: Title (if applicable): 2vS,y, By: Name: Title (if applicable): STATE OF-W ash' wizn) COUNTY OF i'�(� O 1 S h ss. ) 1 certify that I know or have satisfactory evidence that 3-_��rmA is the person who appeared before me, and said person acknowledged thatoi /she signed this instrument, on oath stated thathshe was authorized to execute the instrument and acknowledged it aO/her free and voluntary act for the uses and purposes mentioned in the instrument. Dated: J"u K— 0-7 Not. JANA K QUINN Prin Notary Public My State of Washington My Commission Expires June 29, 2019 space for notarial STATE OF ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that he/she signed this instrument, on oath stated that he/she was authorized to execute the instrument and acknowledged it as his/her free and voluntary act for the uses and purposes mentioned in the instrument. Dated: (use this soaee fnr nntarial etam 1-1) Notary Public Print Name My commission expires -2- Exhibit A LEGAL DESCRIPTION OF PROPERTY LOT 74, PLAT OF HOMEVIEW ADDITION NO 2, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 16 OF PLATS, PAGE 3, IN SNOHOMISH COUNTY, WASHINGTON. SUBJECT TO CONDITIONS, RESTRICTIONS AND EASEMENTS OF RECORD, IF ANY. '1 I Infiltration r Trench C �f 3 1 i ` 0 is 30 / /� �t0 i, (IN FEET) `t Inch 30 ft. / QI / Infiltration Trench B 004776-000-074-00 ao. / � t Infiltration Q\ Trench A �--Proposed Driveway / Rb57j 44, i Lcr4�., \� _ 0: s ExlaUnp Cvo9a N M O O RZW E After Recording Return to: City Clerk City of Edmonds 121 5`h Avenue N Edmonds, WA 98020 NOTICE OF PRESENCE OF CRITICAL AREAS AND/OR CRITICAL AREAS BUFFERS ON PROPERTY GRANTOR: ,:T-e ..F:P- G , k y GRANTEE: City of Edmonds, a Washington municipal corporation Legal Description: Abbreviated Fonn: HOMEVIEW ADD NO 2 BLK 000 D-00 - LOT 74 Additional Legal is on Exhibit A attached to document Assessor's Tax Parcel ID No.: 00477600007400 Reference Number(s) of Related Documents(s): n/a NOTICE OF PRESENCE OF CRITICAL AREA(S) AND/OR CRITICAL AREA BUFFER(S) ON PROPERTY NOTICE IS HEREBY GIVEN this "7` day of --5Z4.k,p_ , 2011, by �P ��- & -^ _ _ ("Grantor''). as required by Grantee, City of Edmonds, pursuant to Edmonds Community Development Code (ECDC) 23.40.270.B, that at least one type of critical area and/or critical areas buffer has been found through field verification to be present on the Property described in Exhibit A hereto. This notice is being recorded as a condition of issuance for a development permit related to the property. As part of the permit application. review process it was determined that the following type(s) of critical area and/or critical area buffer(s) were found to be present on the property: • Slopes on and adjacent to the subject property exceed 40%. The steepness of these slopes classifies the site as a potential landslide hazard area pursuant to Chapter 23.80 ECDC. The City of Edmonds has adopted ordinances that regulate this type of critical area and/or buffer. Prospective purchasers are advised hereby that these regulations may limit the type and/or location of development or other use that may occur on the property. Please contact the City of Edmonds for specific information about the applicable critical area regulations. This notice shall remain on the title records of Snohomish County until released by the City of Edmonds, which shall only occur if the owner is able to submit a critical areas report to demonstrate to the City of Edmonds that the critical area designation no longer applies to the Property. Any release of this notice shall be subject to applicable procedural provisions of the ECDC. GRANTOR(S): Name: Title (if applicable): uji ,,� ,n By: Name: Title (if applicable): STATE OF Q '� /t ) ss. COUNTY OF Yet) o iS �'1 ) I certify that I know or have satisfactory evidence that 3—'ef-t' (--JV'o-�j is the person who appeared before me, and said person acknowledged that&she signed this instrument, on oath stated that�she was authorized to execute the instrument and acknowledged it a } . /her free and voluntary act for the uses and purposes mentioned in the instrument. Dated: 5um-- D en`f Na JANA K QUINN Prin Notary Public My State of Washington MY Commission Expires June 29, 2019 (Use this space for notarial stamp/seal) STATE OF ) ss. COUNTY OF ) I certify that I know or have satisfactory evidence that is the person who appeared before me, and said person acknowledged that he/she signed this instrument, on oath stated that he/she was authorized to execute the instrument and acknowledged it as his/her free and voluntary act for the uses and purposes mentioned in the instrument. Dated: (Use this space for notarial stamplscal) Notary Public Print Name My commission expires -2- Exhibit A LEGAL DESCRIPTION OF PROPERTY LOT 74, PLAT OF HOMEVIEW ADDITION NO 2, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 16 OF PLATS, PAGE 3, IN SNOHOMISH COUNTY; WASHINGTON. SUBJECT TO CONDITIONS, RESTRICTIONS AND EASEMENTS OF RECORD. IF ANY. W X j Infiltration 9 Trench C 3 \ l/ �� 159•a9 If \ / / ! 11; o' \1 (IN FEET) �? j \1 Inch a 30 ft. / ,,QI / Infiltration k,` Trench 8 004776-000-074-00 / JD Rik Infiltchtloon \t iy Proposed Orivewoy / 5 71 44' 1 / L-=146.44• i E.M1.9 0-0. 3 in F E -'-<NCzA Main Office 17311 — 135' Ave NE, A-500 Woodinville, WA 98072 (425) 486-1669 • FAX (425) 481-2510 July 3, 2019 Mr. Jeff Gray Dynasty Homes P.O. BOX 716 Everett, WA 98206 NELSON GEOTECHNICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Updated Geotechnical Plan Review Letter Homeview Drive Residence Development 181XX Homeview Drive Edmonds, Washington NGA File No. 1044818 Dear Mr. Gray: INTRODUCTION Engineering -Geology Branch 5526 Industry Lane, #2 East Wenatchee, WA 98802 (509) 665-7696 • FAX (509) 665-7692 JUL Q 5 2019 BUILDING DEPARTMENT CITY OF EDMONDS CITY CC)1'Y This letter presents the results of our updated geotechnical engineering review of the current plans for the Homeview Drive Residence project located at 181XX Homeview Drive in Edmonds, Washington. We previously prepared a geotechnical evaluation for the project dated October 10, 2018. We also prepared a geotechnical plan review letter for the project dated March 14, 2019. As a part of this evaluation, we provided geotechnical recommendations for the proposed development. For our use in preparing this plan review and comment response letter, we have been provided with the following documents: • Plan Sheets 1 through 6 titled "Dynasty Homes," dated June 20, 2019, prepared by RMS Engineering. • Comment Letter dated May 20, 2019, prepared by the City of Edmonds. "Q olb-03 7/s Updated Geotechnical Plan Review Letter NGA File No. 1044818 Homeview Drive Residence Development July 3, 2019 Edmonds, Washington Page 2 PLAN REVIEW We have reviewed the geotechnical aspects of the provided plans and found the plans to be in general compliance with our recommendations as presented in our previous geotechnical report prepared for this project. The proposed residence is setback a minimum of 20 feet from the top of the steep west to south - facing slopes within the upper northeastern portion of the property. It appears that stormwater from the impervious surfaces within the site will be directed into two separate gravel -filled infiltration trenches. A lower trench will be located within the very southwestern portion of the property while an upper trench will be located within a previously graded driveway at the toe of a steep slope above with sloping ground below. As described in our previous report, we recommended that directing stormwater to an infiltration trench located within the lowest southwestern corner of the site was feasible, which is the approximate location of the lower infiltration trench. In our opinion, the proposed upper trench location within the old graded driveway is feasible provided the trench is a minimum six feet deep and incorporate an overflow component. We understand that both of the trenches will ultimately overflow into the road side ditches and culvert along the western and southern portion of the site. NGA should be retained during construction to observe the proposed infiltration trench construction and provide additional recommendations as needed. The proposed driveway appears to generally be within cut excavations with minor areas of filling required to achieve the proposed driveway grades. The upper eastern portion of the driveway will need to be supported as a result of the proposed cuts. Based on discussions with the civil engineer, we understand that the proposed eastern cuts will be supported with Ultra Block retaining walls. Review of the provided plans indicate that walls up to 7.5 feet high, including embedment, may be needed to support the permanent cut slopes along the eastern side of the driveway. We have provided additional recommendations for the proposed Ultra Block retaining walls in the Ultra Block Wall subsection of this letter. It is our opinion that the proposed residence development and roadway grading associated with the proposed short plat should not adversely impact or decrease the existing stability of the steep slope areas, neighboring properties, or critical areas; and is in compliance with the City of Edmonds Codes 23.80.060 and 23.80.070, provided our recommendations are incorporated into the proposed plans and followed .luring construction. We recommend that all of our recommendations provided in our previous report and letters, and this letter be strictly followed during construction. NELSON GEOTECHNICAL ASSOCIATES, INC. Updated Geotechnical Plan Review Letter NGA File No. 1044818 Homeview Drive Residence Development July 3, 2019 Edmonds, Washington Page 3 Ultra Block Wall Design and Construction Recommendations An Ultra Block is a solid concrete block generally measuring 2.5 feet wide by 2.5 feet tall by approximately 5.0 feet long, with an interlocking design between the stacked blocks. The blocks are also available in half height and half-length sizes. The competent native glacial soils interpreted to underlie the site should provide adequate support for Ultra Block facing provided that the subgrade excavations are advanced through any existing fill and loose material, and are extended into medium dense or better native soils or structural fill extending to these soils as directed by NGA. The blocks should be underlain by at least 6 inches of crushed rock for a leveling pad. The total height of the planned walls is expected to be up to 7.5 feet, including a minimum recommended embedment of 6-inches into competent native material. We have provided a design for up to a 7.5 foot non -reinforced gravity retaining wall with concrete Ultra Block facing. The wall details, along with construction notes, are shown on the Ultra Block Wall Details attached as Figure 1. Ultra Block Wall calculations are included in Appendix A. We recommend that all wall backfill within the permanent portions of the retaining wall consist of 1'/4-inch clean crushed rock compacted to structural fill specifications. We recommend that the slope and backfill behind the retaining wall facing have a maximum inclination of 2H:1 V, and a drainage system as indicated on Figure 1 be installed behind the block facing. For walls that are three blocks high (7.5 feet), we recommend that the base block be placed perpendicular to the wall face as shown in the Ultra Block Wall Detail in Figure 1. The Ultra Block wall should be placed on a minimum 6-inch thick pad of crushed rock extending a minimum of one foot to the front and back of the blocks. The area of the planned Ultra Block wall and reinforced fill should be excavated to the planned subgrade elevation to expose competent native glacial soils. Any loose or organic materials that are exposed should be removed from the subgrade. The exposed soil should be compacted to a non -yielding condition before placing the blocks. The bottom of the Ultra Block wall should also be embedded a minimum of 12-inches into the underlying soils. A rigid, 4-inch perforated pipe should be placed behind the walls, such that the pipe is surrounded by free - draining backfill material, such as pea gravel and wrapped in a non -woven filter fabric. Areas of exposed soils especially directly above the retaining wall should be covered with erosion control matting, and then planted with deep-rooted plants. For any cloning areas directly above the new wall, we recommend that the exposed soil be covered with heavy duty erosion control matting such as Tensar C350 Turf Reinforcement Mat, or equivalent. The erosion control matting should be staked to the surface at a minimum of five feet on center using 2- to 3-foot long metal stakes with a "T" welded to the end. After the matting is placed, we recommended that deep-rooted vegetation be planted on the slope and grass seed be placed to re-establish vegetation growth. NELSON GEOTECHNICAL ASSOCIATES, INC. Updated Geotechnical Plan Review Letter Homeview Drive Residence Development Edmonds, Washington NGA File No. 1044818 July 3, 2019 Page 4 Prior to construction of the Ultra Block retaining wall beginning, we recommend that all temporary cuts be no steeper than 1H:1 V and be adequately prepared and stabilized in accordance with the Temporary and Permanent Slopes subsection of our previous report. All other recommendations provided in our previous report and letter along with this letter should be strictly followed during the design of the project and during the construction phase. CLOSURE We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities comply with contract plans and specifications. nrem o NELSON GEOTECHNICAL ASSOCIATES, INC. ., I Updated Geotechnical Plan Review Letter Homeview Drive Residence Development Edmonds, Washington NGA File No. 1044818 July 3, 2019 Page 5 We appreciate the opportunity to provide service to you on this project. Please contact us if you have any questions regarding this letter or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. e� washi 2883 osed Geo LEE S. BELLAH Lee S. Bellah, LG Project Geologist Khaled M. Shawish, PE Principal LSB:.KMS:dy ATTACHMENTS: Figure l Appendix A — Wall Design Calculations NELSON GEOTECHNICAL ASSOCIATES, INC. SPECIFICATIONS FOR WALL Ultra Block Wall Detail General 1. The contractor shall have an approved set of plans and specifications on site at all (Not to Scale) times during the construction of the wall. The wall layout is the responsibility of the contractor. 2. Nelson Geotechnical Associates (NGA) should observe and monitor the construction of the wall. 3. Ultra Blocks and drainage materials should be available on site prior to excavation so the wall and drainage layer can be constructed immediately after excavation. 4. Jute netting should be securely staked to the slope above the wall and the slope should be planted with suitable vegetation. Subgrade Preparation Stake jute netting to slope and plant with P p suitable vegetation 2 OH �' Max Max � 1. The ground should be prepared by removing surficial unsuitable soil, down to dense, inorganic, native soils as approved b the eotechnical engineer. 9 PP Y 9 9 2. Prepare a generally level bench with a minimum width equal to the block width plus the drainage layer. / 3. The excavation shall be cleaned of all loose or sloughed material and protected, as 2.5 ft. \� / necessary, from construction traffic to maintain the Integrity of the Subgrade. 4. The base of the excavation should be deep enough to satisfy a minimum \� embedment of 1-foot to final grade at the toe of the wall. > 4 "_. 2.5 ft. 1 Total Height (H) 1 (7.5-ft. Max) 10 D Base Bro (See � Wttlfh Table Belo _ w) \ -\\!V ^� 6-in. (min.) \\; 1.25 -Inch Clean Crushed Rock < \ \� \\.• �\ \� /\\ \ / \�i \\\\ Drainage 1. A specific drainage system is shown on the plans. Alternative drains can be used based on conditions found in the field. Changes to the drainage system should be approved by the engineer prior to placement. 2. A drainage blanket of 12 inches in width should be installed directly behind the block facing and shall consist of 2- to 4-inch rock spalls or washed rock. All of the drainage materials shall have a fines content no greater than 5 percent passing the number 200 sieve. A 4-inch rigid perforated pipe embedded in a minimum of one foot of pea gravel or washed rock and wrapped with filter fabric should be installed at the bottom of the drainage blanket 3. Suitable clean -outs should be installed for future maintenance. The drain should be tightlined to daylight at a suitable outlet with fall of at least one percent. Design Parameters Retained Soil: 32 degrees, 0 PSF, 120 PCF Foundation Soil: 32 degrees, 0 PSF, 120 PCF Native Medium Dense Subgrade Washed Rock Note: Overexcavate Loose 12\\ 4" Rigid Perforated Drain Pipe Material and Replace (min.) Mirafi 140N Filler Fabric with Rock Spells Total Wall Height (ft) Minimum Embedment (ft) Wall WldN at Each La a up 1st �uw�a.el 2nd 3rd 4th 2.5 0.5 2.5 - - - 5.0 0.5 2.5 2.5 - - 7.5 0.5 5.0 2.5 2.5 - Seimic 0.2g peak ground acceleration External Stability of Wall Minimum Factor of Safety against Base Sliding: 1.5 Minimum Factor of Safety against Overturning: 2.0 Minimum Factor of Safety against Bearing Capacity: 2.0 Inspection Wall construction shall be periodically inspected under the direction of an engineer registered in the state of Washington with experience in the design of retaining walls. U$ Z Z 0 :$s VLd WIr4 m U W Z p W F. fA Z N V J ¢ Z W W Z U Q Z s >uLL U ->e W Z 0Li $. O O1 lLL APPENDIX A U1traWall Software Retaining Wall Design Calculations UltraWall Project: Homeview Drive Res Dev Location: Eastern Driveway Wall 5.0 ft Designer: LSB/KMS Date: 7/2/2019 Section: Section 1 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: UltraBlock Seismic Acc: 0.200 SOIL PARAMETERS T coh Retained Soil: 32 deg 0 psf Foundation Soil: 32 deg 0 psf Leveling Pad: 40 deg 0 psf Crushed Stone GEOMETRY Design Height: 4.85 ft Wall Batter/Tilt: 0.0/ 6.00 deg Embedment: 0.50 ft Leveling Pad Depth: 0.50 ft Slope Angle: 26.0 deg Slope Length: 6.0 ft Slope Toe Offset: 0.0 ft Vertical b on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.125 Bearing: 2.00 / 1.5 Y 125 pcf 125 pcf 130 pcf Live Load: 0 psf Live Load Offset: 0.00 ft Live Load Width: 0 ft Dead Load: 0 psf Dead Load Offset: 0.0 ft Dead Load Width: 0 ft Leveling Pad Width: 3.46 ft Overturning: 1.50 / 1.125 1-2.44 I, -I Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.18138 Page 1 RESULTS (Static / Seismic) FoS Sliding: 2.18 (Ivlpd) / 21.77 FoS Overturning: 2.55 / 1.40 Bearing: 793.66 / 812.99 FoS Bearing: 9.12 / 8.91 Name Elev. ka kae Pa Pae Pir - PaC FSsl FoS OT siesFSsl FoS SeisOT 1X 2.44 0.374 0.542 165 240 64 0 100.00 8.07 62.06 3.33 1X 0.00 0.366 0.470 597 765 127 0 2.18(2.50) 2.55 21.77[1.69] 1.40 Column Descriptions: ka: active earth pressure coefficient Pa: active earth pressure Paq: live surcharge earth pressure Paqd: dead surcharge earth pressure (PaC): reduction in load due to cohesion PaT: sum of all earth pressures FSsl(lvl Pad): factor of safety for sliding at each layer. (FS sliding below the leveling pad) FSot: factor of safety of overturning about the toe. %D/H: ratio of based depth to height (warning for narrow walls, < 35%) Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.18138 Page 2 UltraWall Project: Homeview Drive Res Dev Location: Eastern Driveway Wall 7.5 ft Designer: LSB/KMS Date: 7/2/2019 Section: Section 1 Design Method: NCMA_09_3rd_Ed Design Unit: UltraBlock Seismic Acc: 0.200 SOIL PARAMETERS T coh y Retained Soil: 32 deg 0 psf 125 pcf Foundation Soil: 32 deg 0 psf 125 pcf Leveling Pad: 40 deg 0 psf 130 pcf Crushed Stone GEOMETRY Design Height: 7.35 ft Live Load: 0 psf Wall Batter/Tilt: 0.0/ 6.00 deg Live Load Offset: 0.00 ft Embedment: 0.50 ft Live Load Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 26.0 deg Dead Load Offset: 0.0 ft Slope Length: 6.0 ft Dead Load Width: 0 ft Slope Toe Offset: 0.0 ft Leveling Pad Width: 5.92 ft Vertical b on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.125 Overturning: 1.50 / 1.125 Bearing: 2.00 / 1.5 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.18138 Page 1 RESULTS (Static / Seismic) FoS Sliding: 2.15 (Ivlpd) / 8.87 FoS Overturning: 2.48 / 2.11 Bearing: 1,252.19 / 1,307.74 FoS Bearing: 8.88 / 8.50 Name Elev. ka kae Pa Pee Pir PaC FSsl Fos OT siesFSsl FoS SeisOT 1X 4.89 0.374 0.542 172 250 64 0 100.00 7.59 60.09 3.17 1X 2.44 0.366 0.469 609 780 127 0 32.30 2.48 21.41 1.37 2X-2X 0.00 0.576 0.681 2226 2634 255 0 2.15[2.16] 3.13 8.87[1.69] 2.11 uoiumn uescnptions: ka: active earth pressure coefficient Pa: active earth pressure Paq: live surcharge earth pressure Paqd: dead surcharge earth pressure (PaC): reduction in load due to cohesion PaT: sum of all earth pressures FSsl(lvl Pad): factor of safety for sliding at each layer. (FS sliding below the leveling pad) FSot: factor of safety of overturning about the toe. %D/H: ratio of based depth to height (warning for narrow walls, < 35%) Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.18138 Page 2 UsQ menu item Settings > Printing & Title Block Title ...New... Page: 1 to set these five lines of information Job # : Dsgnr: Date: 44 PE for your program. Description.... 30 Amy ?j19 This Wall in File: C:\Users\Owner\Desktop\dynasty homes\ultablock.RPX RetalnPro (c)1987-2017, Build 11.17.07.27 License: Kw-06057329 Segmental Gravity Retaining Wall Code: NCMA License To . REED AND ASSOCIATES Criteria Wall height (retained height), ft 7.506-3 811aGlcS /-a' { Gfj Backfill slope Level Backfill angle 0.0 Embedment 0.5 Soil data External Soil, Phi_e 32 External soil density (In situ), pcf 40 <— Internal Soil, Phi_i 32 Internal soil density, pcf 150— Wall Soil Friction Angle 21 K a(Horiz) 0.23 Stability Segmental block data Overturning ratio 1.75;), l,5 �� Vendor selection 'Ultra Block, Inc.' Sliding ratio 1.70>1,5 C7L Vendor web address 'www.ultrablock.com' Overturning moment, ft-lbs 2,415 Block selection type 'Standard' Resisting moment, ft-Ibs 4,225 Block height, in 30.00 /1 Total lateral/sliding force, Ibs 966 Block depth, in 30,0011 Sliding Resistance, ft 1,640.28 Offset per block, in 2.88 Total vertical force, Ibs 2,625 Batter angle 5.47 Base length, It 2.50 Wall weight, psf 350.00 Eccentricity on base, ft. 0.56 Hinge height, ft 1`6.09 Effective base length, ft 1.88 Soil bearing pressure, psf 1,396.97 Allowable soil bearing, psf 2,000.00 Soil Bearing Ratio 1.43 Loading 111 Dead load, psf 0 Live load, psf 0 Seismic Design Kh 0.00 Wall Analvsis Table: Black Height above base Ft- In .• . pec Vert N Lateral Static I.Seismic thaar . Interface . S' F . 3 7' 6" 7.50 2,500.00 2 5' 0" 5.00 875 107 2,850.00 26.56 1 2' 6" 2.50 1,750 429 3,200.00 7.45 Base 0' 0" 0.001 2,625 966 1 3,550.001 3.68 � � o COPY MAY 10 2019 BUCITyNOF DMONDS RTMENT ')L-D a 1Vk - N 5 01�> Use menu item Settings > Printing & Title Block Title dynasty ultra block Page: 2 ` to set these five lines of information Job # : Dsgnr: wer/ms Date: 29 APR 2019 for your program. Description.... home view drive edmonds This Wall in File: c:\users\owner\desktop\dynasty homes\ultra block.RPX RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057329 Segmental Retaining Wall with Geogrids Code: NCMA License -To: REED AND ASSOCIATES Summary: Resisting / Overturning Resisting Moments Item Force, Ibs Distance, ft Moment, ft-Ibs Wall 2,625 1.61 4,225 Reinf. earth 600 3.50 2,100 Sloped 0 4.56 0 Dead load 0 4.22 0 Live load 0 4.22 0 Total 3,225 6,325 Overtuming Moments Item Force, Ibs Distance, ft Moment, ft-Ibs Earth 1,086 2.50 2,714 Surcharge, DL 0 3.75 0 Surcharge, LL 0 3.75 0 Seismic, Wall 0 0.00 0 Seismic, Reinf. 0 0,00 0 Seismic, Sloped soil 0 0.00 0 Seismic, Exterior 0 0,00 0 Total 1,086 2,714 Overturning Ratio 2.33 ASSUMPTIONS AND CRITERIA USED -� 1. References used include Design Manual for Segmental Retaining Walls, 2id Edition, and Segmental Retaining Walls — Seismic Design Manual, P Edition, both by NCMA. 2. Blocks are all same size and uniform offsets (batter) for full wall height. 3. Coulomb earth pressure theory used for earth pressures and failure plane angle- 4- Refer to geotechnical report for backfill material, compaction, and other design data and recommendations- 5- Cap blocks if used are above the retained height and are neglected in this design. 6. Geogrid LTDS and connection values for block vendors obtained from ICC Evaluation Service (ES Legacy Reports) or as provided by vendors. Since these may change or be updated, verification of values is recommended. 7. Block sizes obtained from vendors' literature and may vary with locality. 8. Geogrid layers are equally spaced vertically, all same length, and laid horizontally. 9. Average weight of block and cell infill assumed to be 120 pcf. 10. See vendor web sites (on input screen) for more information and specifications. 11. Design height is limited to 16 feet or 24 blocks, whichever is less. Contact vendor for higher.designs or special conditions. 12. Seismic design is per Seismic Design Manual cited above. Also see Methodology/Seismic Design in User's Manual. 13. Vendor specifications or project specifications, whichever is most restrictive, to be followed for construction procedures. 14. Add notes and details for proper drainage. 15. See User's Manual Design Example #10 for methodology and sample verification calculations. 16. Final design responsibility is with the project Engineer -of -Record. Use menu item Settings >*Printing & Title Block Title ...New... ' Page: 4 3 to set these five lines of information Job # : Dsgnr. Date: 14 FEB 2019 for your program. Description.... This Wall in File: C:\Users\Owner\Desktop\dynasty homes\ultablock.RPX RetainPro (c) 1987-2017, Build 11.47.07.27 License: KW-06057329 _ Segmental Gravity Retaining Wall Code: NCMA Block Vendor: 'Ultra Block, Inc.' Block Type: 'Standard' 36.00" UL7e,a- gZn6,r. U) AtL Use n%enu item Settings > Printing & Title Block Title ...New... Page: 0 4 to set these five lines of information Job # : Dsgnr: Date: 14 FEB 2019 for your program. Description.... This Wall in File: C:\Users\owner\Desktop\dynasty homes\ultablock.RPX RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057329 Segmental Gravity Retaining Wall code: NCMA License —To: REED AND ASSOCIATES ASSUMPTIONS AND CRITERIA USED 1. References used Jnclude Design -Manual for Segmental Retaining Walls, 2nd Edition, and Segmental Retaining Walls — Seismic Design Manual, 1$' Edition, both by NCMA. 2. Blocks are all same size and uniform offsets (batter) for full wall height. 3. Coulomb earth pressure theory used for earth pressures and failure plane angle. 4. Refer to geotechnical report for backfill material, compaction, and other design data and recommendations. 5. Cap blocks if used are above the retained height and neglected in this design. 6. Block sizes obtained from vendors' literature and may vary with locality. 7. Average weight of block and cell infill assumed to be 120 pcf. 8. See vendor web sites (on input screen) for more information and specifications. 9. Design height is limited to 12 feet or 18 blocks, whichever is less. Contact vendor for higher designs or special conditions. 10. Seismic design is per Seismic Design Manual cited above. Also see MethodologylSeismic Design in User's Manual. 11. Vendor specifications or project specifications, whichever is more restrictive, to be followed for construction procedures. 12. Add notes and details for proper drainage. 13. See User's Manual Design Example #11 for methodology and sample verification calculations. 14. Final design responsibility is with the project Engineer -of -Record. 30-W 41ovel 2aiq Use rr;'nu item Settings > Printing & Title Block Title ...New... Page: f 4- to, set these five lines of information Job # : Dsgnr: Date: 14 FEB 2019 for your program. Description.... This Wall in File: C:\Users\Owner\Desktop\dynasty homes\ultablock.RPX RetainPro (c) 1987-2017, Build 11.17.07.27 License: KW-06057329 Segmental Gravity Retaining Wall code: NCMA License To: REED AND ASSOCIATES ASSUMPTIONS AND CRITERIA USED 1. References used.�nclude Design -Manual for Segmental Retaining Walls, 2nd Edition, and Segmental Retaining Walls — Seismic Design Manual, V' Edition, both by NCMA. 2. Blocks are all same size and uniform offsets (batter) for full wall height. 3. Coulomb earth pressure theory used for earth pressures and failure plane angle. 4. Refer to geotechnical report for backfill material, compaction, and other design data and recommendations. 5. Cap blocks if used are above the retained height and neglected in this design. 6. Block sizes obtained from vendors' literature and may vary with locality. 7. Average weight of block and cell infill assumed to be 120 pcf. 8. See vendor web sites (on input screen) for more information and specifications. 9. Design height is limited to 12 feet or 18 blocks, whichever is less. Contact vendor for higher designs or special conditions. 10. Seismic design is per Seismic Design Manual cited above. Also see Methodology/Seismic Design in User's Manual. 11. Vendor specifications or project specifications, whichever is more restrictive, to be followed for construction procedures. 12. Add notes and details for proper drainage. 13. See User's Manual Design Example #11 for methodology and sample verification calculations. 14. Final design responsibility is with the project Engineer -of -Record. 0 9D NELSON GEOTECHNICAL N Iff A GA ssociA 'Es, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Main Office 17311=1351 Ave NE, A-500 Woodinville, WA 98072 (425) 486-1669 • FAX (425) 481-2510 March 14, 2019 Mr. Jeff Gray Dynasty Homes P.O. Box 716 Everett, WA 98206 Geotechnical Plan Review Letter Homeview Drive Residence Development 181XX Homeview Drive Edmonds, Washington NGA File No. 1044818 Engineering -Geology Branch 5526 Industry Lane, #2 East Wenatchee, WA. 98802 (5.09) 665-7696 - FAX (50.9) 665.-7692 Dear Mr. Gray_ This letter presents the results of our geotechnical engineering review of the current plans for the Homeview Drive Residence project located at 181XX Homeview Drive in Edmonds, Washington. We previously prepared a geotechnical evaluation for the project dated October 10, 2018. As a part of this evaluation, we provided geotechnical recommendations for the proposed development. For our use in preparing this plan review and comment response letter, we have been provided with the following documents: • Plan Sheets 1 through 6 titled "Dynasty Homes," dated October 8, 2018, prepared by RMS Engineering. • Stormwater Review Comment Letter dated January 23, 2019, prepared by the City of Edmonds. PLAN REVIEW We have reviewed the geotechnical aspects of the provided plans and found the plans to be in general compliance with our recommendations as presented in our previous geotechnical report prepared for this project, with the exception of some items summarized in the paragraphs below. Once the plans have been revised to address our comments, we should review the finals plans prior to constttrwno l MAY 1 4}` C[j�� (0®77 BUILDiNG DEPARTMENT li u 1'- CITY OF EDJAONDS ,wt) -o k �,- i � ,�3 t Geotechnical Plan Review Letter NGA File No. 1044818 Homeview Drive Residence Development March 14, 2019 Edmonds, Washington Page 2 It appears that stormwater from the impervious surfaces within the site will be directed into two separate gravel -filled infiltration trenches. A lower trench will be located within the very southwestern portion of the property while an upper trench will be located within a previously graded driveway at the toe of a steep slope above with sloping ground below. As described in our previous report, we recommended that directing stormwater to an infiltration trench located within the lowest southwestern comer of the site was feasible, which is the approximate location of the lower infiltration trench. We did not evaluate the upper infiltration trench location as a part of our previous investigation. We recommend that all of the stormwater be directed to flow into infiltration trenches located within the very southwestern corner of the property, in general proximity to the location of the lower infiltration trench. If this is not possible and the upper trench is required to handle the proposed stormwater runoff, we recommend that NGA be retained to further evaluate this location and provide specific opinions and recommendations for this location. This will likely require an additional field investigation and infiltration testing per City of Edmonds requirements. The proposed driveway appears to generally be within cut excavations with minor areas of filling required to achieve the proposed driveway grades. The upper eastern portion of the driveway will need to be supported as a result of the proposed cuts. Based on discussions with the civil engineer, we understand that the proposed eastern cuts will be supported with Ultra Block retaining walls. Review of the provided plans indicate that walls from 8.0 to 10.0 feet high, including embedment, may be needed to support the permanent cut slopes along the eastern side of the driveway. Walls greater than four feet in height should be numerically analyzed for stability. NGA should provide such analysis during the final plan review process. All other recommendations provided in our previous report should be strictly followed during the design of the project and during the construction phase. CLOSURE We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities comply with contract plans and specifications. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Plan Review Letter NGA File No. 1044818 Homeview Drive Residence Development March 14, 2019 Edmonds, Washington Page 3 We appreciate the opportunity to provide service to you on this project. Please contact us if you have any questions regarding this letter or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. ct VYasl), v's o y 9 SOP 2883 hse e0'\0 LEE S. BELLAH Lee S. Bellah, LG Project Geologist 1 35215 w -o/ 2k b-�ONAL Khaled M. Shawish, PE Principal LSB:KMS:dy NELSON GEOTECHNICAL ASSOCIATES, INC. STORMWATER DRAINAGE CALCULATIONS for City of Edmonds for Dynasty Homes Single Family House at 18109 Homeview Drive Edmonds, WA EDMONDS PERMIT # 201 g-1593 Date: 1 lth June 2019 AS too fO 18201i - - COMPLIES'WITH APPLICAB CITY TO WATER LE DE ate: �. - enclosures: VOID RATIO CALCULATIONS for INFIL WWHM 2012 - PROJECT REPORT - TRENCH SIZING NCH (1 page) EXISTING GARAGE TRENCH SIZING CALCULATIONS (9 pages) (1 page) r A..; L RMS Engineering 21101 80th Ave W # B RGS V B JUL 2 2 2019 BUILDING DEPARTMENT CITY O DMONDS &-b-401ka-IS13 Edmonds WA 98026 MIS ■■■■■■■■■ ■■■■■■ ■ ■■■■■ ■■ i■e■■o®�� 1 I■■■■■ INS IBM■■■■■ ■■I ■■■■■■■■■1::: C :"�.::.:i■■■■■■■I ■■■■■■■■■11 ■■■■■■■■■■■■■I ■�■■■■■■■■ ■■■■■■■■■■■■■I 11..�1.,��1.`�■! !.!�■■ill; ■■■■■■■■■■I ��■���■. ■ ■tee -,i��a :��■■a IN ■■■■■■INN ■■ ■ ■■ir■�■■r■■ No No NNE ■■■■■■ ■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■ ■■ ■ ■I 4 Xt - tJY ----- x 126 = 13 L F Within each blank cell, enter comment codes as follows: C = Complete R = Revise (i.e., make corrections) NIA = Not Applicable M = Missing (i.e., please include) IC = Incomplete MODELING AND SIZIl�IG (SWMMWW Volume III, Sectioa If roof runoffis infiltrated according to the requirements of this BW, the roof area is discounted from the project area used for sizing stormwater facilities. Infiltration trench length is sized based on underlying soil type as follows: • Coarse sand and cobbles: 20 linear feet of trench per 1,000 square feet contributing roof area • Medium sand: 30 linear feet of trench per 1,000 square feet of contributing roof area • Fine or loam sand: 75 linear feet of trench r 1000 r y per � square feet of contributing • 5andy loa�t125 linear feet of trench r 1000 area pe square feet of contributing roof • Loam: 190 linear feet of trench per 1,000 square feet of contributing roof area • Fill: 60 linear feet of trench ver 1,000 square feet of contributing roof area Infiltration drywell is sized based on underlying soil type as follows: • Coarse sand and cobble: 60 cubic feet of gravel per 1,000 square feet of contributing impervious surface • Medium sand: 90 cubic feet of gravel per 1,000 square feet of contributing imnervinuc enrF6no (Addendum;: Appendix A) The downspout infiltration system is not within the North Edmonds Earth Subsidence and Landslide Hazard Area (ESLHA). The downspout infiltration system is not within the buffer of the ESLHA (minimum buffer equal to the height of the steep slope or 50 feet, whichever is greater) unless a geotechnical assessment and soils report is prepared addressing the potential impact of the DroDosed system The downspout infiltration system is not within 50 feet of the top of slopes greater than 15 percent (unless a geotechnical assessment and soils report is prepared addressing the Potential impact of the proposed system). There is at least 3 feet or more of permeable soil from the proposed final grade (i.e., ground elevation at the facility location) to the seasonal high groundwater table or other impermeable layer, AND there is at least 1 foot or more of permeable soil from the proposed bottom of the infiltration system to the seasonal high groundwater table or other The downspout infiltration system is not within 5 feet from any property fines and easements. If the contributing area is less than 5,000 square feet, the downspout infiltration system is not within 5 feet from a structure without a basement and 10 feet for a structure with a basement. 2 ADDENDUM CHECKLIST 13 WWHK2012 PROJECT REPORT Project Name: Dynasty - Homeview Drive Site Name: Dynasty Homes Site Address: 18109 Homeview Drive City : Edmonds Report Date: 10/1/2018 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 0.80 Version Date: 2016/02/25 Version : 4.2.12 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: No Groundwater: No Pervious Land Use acre C, Forest, Mod 0.10 Pervious Total 0.10 Impervious Land Use acre Impervious Total 0 Basin Total 0.10 Element Flows To: Surface MITIGATE LAND USE Name : Basin 1 Bypass: No GroundWater: No Interflow Groundwater Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.035 DRIVEWAYS MOD 0.065 Impervious Total 0.10 Basin Total 0.10 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 Name : Gravel Trench Bed 1 Bottom Length: 90.00 ft. Bottom Width: 4.00 ft. Trench bottom slope 1: 0.001 To 1 Trench Left side slope 0: 0.01 To 1 Trench right side slope 2: 0.01 To 1 Material thickness of first layer: 2 Pour Space of material for first layer: 0.527 Material thickness of second layer: 2 Pour Space of material for second layer: 0.33 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 2.5 1NI/4r- Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 11.919 Total Volume Through Riser (ac-ft.): 0 Total Volume Through Facility (ac-ft.): 11.919 Percent Infiltrated: 100 % -- Total Precip Applied to Facility: 0 Total Evap From Facility: 0 — Discharge Structure Riser Height: 4.25 ft. _ Riser Diameter: 12 in. Notch Type: Rectangular N Notch Width: 1.000 ft. - Notch Height: 0.250 ft. Element Flows To: Outlet 1 Outlet 2 U)AsPeo i2 ; o /'� 11 0 M►N 72 c NC - 5 5CTIn� 102 Gravel Trench Bed Hydraulic Table Stage (feet) Area(ac.) VOlume(aC-ft_) Dis (cfs) Infilt(cfs) 0.0000 0.008 0.000 0.000 0.000 0.0444 0.008 0.000 0.000 0.020 0.0889 0.008 0.000 0.000 0.020 0.1333 0.008 0.000 0.000 0.020 0.1778 0.008 0.000 0.000 0.020 0.2222 0.008 0.001 0.000 0.020 0.2667 0.008 .0.001 0.000 0.020 0.3111 0.008 0.001 0.000 0.020 0.3556 0.008 0.001 0.000 0.020 0.4000 0.008 0.001 0.000 0.020 0.4444 0.008 0.001 0.000 0.020 0.4889 0.008 0.002 0.000 0.020 0.5333 0.008 0.002 0.000 0.020 0.5778 0.008 0.002 0.000 0.020 0.6222 0.008 0.002 0.000 0.020 0.6667 0.008 0.002 0.000 0.020 0.7111 0.008 0.003 0.000 0.020 0.7556 0.008 0.003 0.000 0.020 0.8000 0.008 0.003 0.000 0.020 0.8444 0.008 0.003 0.000 0.020 0.8889 0.008 0.003 0.000 0.020 0.9333 0.008 0.004 0.000 0.020 0.9778 0.008 0.004 0.000 0.020 1.0222 0.008 0.004 0.000 0.020 1.0667 0.008 0.004 0.000 0.020 1.1111 0.008 0.004 0.000 0.020 1.1556 0.008 0.005 0.000 0.021 1.2000 0.008 0.005 0.000 0.021 1.2444 0.008 0.005 0.000 0.021 1.2889 0.008 0.005 0.000 0.021 1.3333 0.008 0.005 0.000 0.021 1.3778 0.008 0.006 0.000 0.021 1.4222 0.008 0.006 0.000 0.021 1.4667 0.008 0.006 0.000 0.021 1.5111 0.008 0.006 0.000 0.021 1.5556 0.008 0.006 0.000 0.021 1.6000 0.008 0.007 0.000 0.021 1.6444 0.008 0.007 0.000 0.021 1.6889 0.008 0.007 0.000 0.021 1.7333 0.008 0.007 0.000 0.021 1.7778 0.008 0.007 0.000 0.021 1.8222 0.008 0.008 0.000 0.021 1.8667 0.008 0.008 0.000 0.021 1.9111 0.008 0.008 0.000 0.021 1.9556 0.008 0.008 0.000 0.021 2.0000 0.008 0.008 0.000 0.021 2.0444 0.008 0.008 0.000 0.021 2.0889 0.008 0.008 0.000 0.021 2.1333 0.008 0.009 0.000 0.021 2.1778 0.008 0.009 0.000 0.021 2.2222 0.008 0.009 0.000 0.021 2.2667 0.008 0.009 0.000 0.021 2.3111 0.008 0.009 0.000 0.021 2.3556 0.008 0.009 0.000 0.021 2.4000 0.008 0.009 0.000 0.021 2.4444 0.008 0.009 0.000 0.021 2.4889 0.008 0.010 0.000 0.021 2.5333 0.008 0.010 0.000 0.021 2.5778 0.008 0.010 0.000 0.021 2.6222 0.008 0.010 0.000 0.021 2.6667 0.008 0.010 0.000 0.021 2.7111 0.008 0.010 0.000 0.021 2.7556 0.008 0.010 0.000 0.021 2.8000 0.008 0.010 0.000 0.021 2.8444 0.008 0.011 0.000 0.021 2.8889 0.008 0.011 0.000 0.021 2.9333 0.008 0.011 0.000 0.021 2.9778 0.008 0.011 0.000 0.021 3.0222 0.008 0.011 0.000 0.021 3.0667 0.008 0.011 0.000 0.021 3.1111 0.008 0.011 0.000 0.021 3.1556 0.008 0.011 0.000 0.021 3.2000 0.008 0.012 0.000 0.021 3.2444 0.008 0.012 0.000 0.021 3.2889 0.008 0.012 0.000 0.021 3.3333 0.008 0.012 0.000 0.021 3.3778 0.008 0.012 0.000 0.021 3.4222 0.008 0.012 0.000 0.021 3.4667 0.008 0.012 0.000 0.021 3.5111 0.008 0.012 0.000 0.021 3.5556 0.008 0.013 0.000 0.021 3.6000 0.008 0.013 0.000 0.021 3.6444 0.008 0.013 0.000 0.021 3.6889 0.008 0.013 0.000 0.021 3.7333 0.008 0.013 0.000 0.021 3.7778 0.008 0.013 0.000 0.021 3.8222 0.008 0.013 0.000 0.021 3.8667 0.008 0.013 0.000 0.021 3.9111 0.008 0.014 0.000 0.021 3.9556 0.008 0.014 0.000 0.021 4.0000 0.008 0.014 0.000 0.021 ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.1 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:O Total Impervious Area:0.1 H Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.000 0.000 1950 0.002 0.000 1951 0.001 0.000 1952 0.001 0.000 1953 0.001 0.000 1954 0.002 0.000 1955 0.002 0.000 1956 0.002 0.000 1957 0.002 0.000 1958 0.001 0.000 1959 0.001 0.000 1960 0.001 0.000 1961 0.001 0.000 1962 0.001 0.000 1963 0.001 0.000 1964 0.001 0.000 1965 0.001 0.000 1966 0.001 0.000 1967 0.002 0.000 1968 0.002 0.000 1969 0.001 0.000 1970 0.001 0.000 1971 0.001 0.000 1972 0.001 0.000 1973 0.001 0.000 1974 0.001 0.000 1975 0.001 0.000 1976 0.001 0.000 1977 0.000 0.000 1978 0.001 0.000 1979 0.002 0.000 1980 0.001 0.000 1981 0.001 0.000 1982 0.001 0.000 1983 0.001 0.000 5 1984 0.001 0.000 1985 0.002 0.000 1986 0.005 0.000 1987 0.002 0.000 1988 0.001 0.000 1989 0.001 0.000 1990 0.001 0.000 1991 0.001 0.000 1992 0.001 0.000 1993 0.001 0.000 1994 0.000 0.000 1995 0.001 0.000 1996 0.003 0.000 1997 0.005 0.000 1998 0.001 0.000 1999 0.001 0.000 2000 0.001 0.000 2001 0.000 0.000 2002 0.001 0.000 2003 0.001 0.000 2004 0.001 0.000 2005 0.001 0.000 2006 0.003 0.000 2007 0.002 0.000 2008 0.003 0.000 2009 0.001 0.000 Stream Protection Duration Ranked Annual Peaks for Predeveloped,and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0051 0.0000 2 0.0047 0.0000 3 0.0028 0.0000 4 0.0028 0.0000 5 0.0027 0.0000 6 0.0021 0.0000 7 0.0021 0.0000 8 0.0021 0.0000 9 0.0019 0.0000 10 0.0018 0.0000 11 0.0018 0.0000 12 0.0017 0.0000 13 0.0017 0.0000 14 0.0017 0.0000 15 0.0016 0.0000 16 0.0016 0.0000 17 0.0015 0.0000 18 0.0014 0.0000 19 0.0014 0.0000 20 0.0014 0.0000 21 0.0013 0.0000 22 0.0013 0.0000 23 0.0013 0.0000 24 0.0013 0.0000 25 0.0013 0.0000 26 0.0013 0.0000 m 27 0.0013 0.0000 28 0.0013 0.0000 29 0.0012 0.0000 30 0.0012 0.0000 31 0.0012 0.0000 32 0.0012 0.0000 33 0.0012 0.0000 34 0.0012 0.0000 35 0.0012 0.0000 36 0.0011 0.0000 37 0.0010 0.0000 38 0.0010 0.0000 39 0.0010 0.0000 40 0.0010 0.0000 41 0.0010 0.0000 42 0.0010 0.0000 43 0.0010 0.0000 44 0.0010 0.0000 45 0.0009 0.0000 46 0.0009 0.0000 47 0.0009 0.0000 48 0.0009 0.0000 49 0.0008 0.0000 50 0.0008 0.0000 51 0.0007 0.0000 52 0.0007 0.0000 53 0.0007 0.0000 54 0.0007 0.0000 55 0.0007 0.0000 56 0.0007 0.0000 57 0.0006 0.0000 58 0.0005 0.0000 59 0.0004 0.0000 60 0.0002 0.0000 61 0.0002 0.0000 Stream Protection Duration POC #1 The Facility PASSED -Wr The Facility PASSED. Flow(cfs) Predev Nit Percentage Pass/Fail 0.0006 21117 0 0 Pass 0.0006 19282 0 0 Pass 0.0007 17582 0 0 Pass 0.0007 16012 0 0 Pass 0.0007 14510 0 0 Pass 0.0007 13280 0 0 Pass 0.0008 12166 0 0 Pass 0.0008 11129 0 0 Pass 0.0008 10209 0 0 Pass 0.0009 9370 0 0 Pass 0.0009 8613 0 0 Pass 0.0009 7937 0 0 Pass 0.0009 7341 0 0 Pass 0.0010 6740 0 0 Pass 0.0010 6226 0 0 Pass 0.0010 5719 0 0 Pass 0.0010 5230 0 0 Pass 0.0011 4795 0 0 Pass 0.0011 4398 0 0 Pass 0.0011 4064 0 0 Pass 0.0011 3758 0 0 Pass 0.0012 3486 0 0 Pass 0.0012 3219 0 0 Pass 0.0012 2947 0 0 Pass 0.0012 2725 0 0 Pass 0.0013 2543 0 0 Pass 0.0013 2387 0 0 Pass 0.0013 2252 0 0 Pass 0.0013 2125 0 0 Pass 0.0014 2004 0 0 Pass 0.0014 1904 0 0 Pass 0.0014 1790 0 0 Pass 0.0015 1688 0 0 Pass 0.0015 1591 0 0 Pass 0.0015 1489 0 0 Pass 0.0015 1386 0 0 Pass 0.0016 1321 0 0 Pass 0.0016 1252 0 0 Pass 0.0016 1203 0 0 Pass 0.0016 1159 0 0 Pass 0.0017 1120 0 0 Pass 0.0017 1077 0 0 Pass 0.0017 1032 0 0 Pass 0.0017 993 0 0 Pass 0.0018 965 0 0 Pass 0.0018 931 0 0 Pass 0.0018 897 0 0 Pass 0.0018 859 0 0 Pass 0.0019 822 0 0 Pass 0.0019 791 0 0 Pass 0.0019 758 0 0 Pass 0.0019 733 0 0 Pass 0.0020 707 0 0 Pass 0.0020 683 0 0 Pass 0.0020 664 0 0 Pass 0.0021 645 0 0 Pass 0.0021 626 0 0 Pass 0.0021 607 0 0 Pass 0.0021 584 0 0 Pass 0.0022 568 0 0 Pass 0.0022 556 0 0 Pass 0.0022 541 0 0 Pass 0.0022 526 0 0 Pass 0.0023 515 0 0 Pass 0.0023 505 0 0 Pass 0.0023 496 0 0 Pass 0.0023 483 0 0 Pass 0.0024 472 0 0 Pass 0.0024 459 0 0 Pass 0.0024 443 0 0 Pass 8, 0.0024 428 0 0 Pass 0.0025 417 0 0 Pass 0.0025 405 0 0 Pass 0.0025 388 0 0 Pass 0.0026 371 0 0 Pass 0.0026 355 0 0 Pass 0.0026 339 0 0 Pass 0.0026 325 0 0 Pass 0.0027 319 0 0 Pass 0.0027 307 0 0 Pass 0.0027 302 0 0 Pass 0.0027 292 0 0 Pass 0.0028 287 0 0 Pass 0.0028 279 0 0 Pass 0.0028 274 0 0 Pass 0.0028 268 0 0 Pass 0.0029 265 0 0 Pass 0.0029 262 0 0 Pass 0.0029 257 0 0 Pass 0.0029 253 0 0 Pass 0.0030 245 0 0 Pass 0.0030 242 0 0 Pass 0.0030 236 0 0 Pass 0.0030 231 0 0 Pass 0.0031 226 0 0 Pass 0.0031 224 0 0 Pass 0.0031 222 0 0 Pass 0.0032 220 0 0 Pass 0.0032 217 0 0 Pass 0.0032 211 0 0 Pass Water Quality RW Flom and Volume for POC 81 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. off-line facility target flow: 0 ofs. Adjusted for 15 min: 0 cis. LID Report LID Technique Used for Total Volumn Volumn Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volumn Volumn Volumn Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 POC N 10.90 N 99.51 Total Volume Infiltrated 10.90 0.00 0.00 99.51 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed Perind and Impind Changes M PROJECT SITE & DRAINAGE NARRATIVE for Dynasty Homes 18109 Homeview Drive, Edmonds WA. The proposed parcel is located on the comer and west side of Homeview Drive and north of 182nd Street SW. It is a vacate lot of about 0.64 acres which is accessed by a gravel access driveway from Homeview Drive. The lot has many large evergreen trees with a small clearing in the northeast corner of the lot. A small storage of about 400 square feet is in the cleared area.. The north and east sides of the lot have existing single family houses. Two existing driveway take access up a steep hill from Homeview Drive. Generally the lot has a sloping wooded surface to the west and south at between 5% and 45%. There is a wooded critical area over 40% on the southeast comer of the lot. There is very little impervious area on the parcel except the small storage building. Several of the trees in the middle of the lot will be removed for placement of the house and new driveway entering form 182nd Street SW. Existing elevation will require considerable grading for the driveway and house construction. Attached is a Geotechnical Engineers report by Nelson and Associates dated October 2018. The reports noted that the subsoil is generally very porous sand to a depth of over 4 or 5 feet in all of the test pit excavated. No ground water was noted in any of holes. The soil in the south west corner of the lot is noted as sandy loam over 5 foot deep. The Geotecchnical engineer has noted a design infiltration rate of 2.50 inches per hour. The proposal is to place a single family house with a roof area of 1550 square feet ( 0.035 acres) in the northeast corner of the lot. Access to the house will be from a new steep driveway entering from 182nd street SW traversing the steep hillside existing gravel driveway and will enter from the southeast comer of the property. The proposed driveway and parking area will be about 2730 square feet (0.065 acres) of proposed impervious gravel or pavement on the lot. Because of the deep pervious soil infiltration was selected as the best method for storm water mitigation for the proposed impervious surfaces which total about 4280 square feet. A gravelless/chamber trench is shown on the southwest corner of the parcel design the WWHM 2012 design requirements. The trenches contain a chamber device and are 4 foot wide and total 90 feet long. The trench sizing computer printout calculations are attached. RMS Engineering 21101 80th Avenue W #B Edmonds, WA 98026 There is very little if any upland drainage onto the site and no down stream outlet is necessary because of the ground water infiltration system designed. However a over flow is shown from the lower trench in a 4-inch pipe into the open ditch on the north side on 182nd Street. There is no wetland on the site but a steep slope critical areas on the site it will not disturbed. The existing sanitary sewer pipe stub on 182nd Street will be used for connection and the water and power will be accessed from Homeview Drive as shown on the site plan. Most of the utilies will follow the new driveway installation. A driveway slope deviation will be required to allow a driveway slope of over 14%. WAS R �01 �-1,71 06 T Enclosures: Aerial Photo of Parcel Topographic Survey Requirements 1 to 5 for Small Site Category 1 Geotechnical Report from Nelson Geotechnical Infiltration Trench Sizing Calculations WWMH 2O12 Report RMS Engineering 21101 80th Avenue W #B Edmonds, WA 98026 Requirements for Small Sites Category #1 Development for a single family design at 18109 Homeview Drive, Edmonds WA. Small Site Minimum Requirement # 1 - Preparation of Stormwater Plans: Four plans are enclosed of the civil engineering plans. Small Site Minimum Requirement # 2 - Construction of Stormwater Pollution Prevention Plans: The second sheet shows a Silt Fencing, Clearing Limits and Construction Entrance details which are all proposed to meet these requirements Small Site Minimum Requirement # 3 - Source Control of Pollution: Where are no source control measures proposed for a single family residential lot design. Small Site Minimum Requirement # 4 - Preservation of the Natural Drainage System Outfall: All the impervious surfaces form the house and driveway construction will drain down the driveway catch basin and pipe system outleting into a infiltration trenches. The trench are located in the lowest southwest corner of the existing lot just above the street side ditch. The ditches on the east side of Homeview Drive and the north side of 182nd Street both drain to 12-inch culvert at the intersection which drains south across the pavement into a deeper ditch on the south side of 182nd street. This area is in the natural wooded swale which drains west across Homeview Drive eventually into Puget Sound. All of the impervious area proposed should infiltrate into existing soils with no surface flow into the ditches. The developed lot to the north drains directly west into Homeview drive and the residence to the east has a relatively flat yard with very little area to drain west onto the proposal. Small Site Minimum Requirement # 5 - Onsite Stormwater Management: The deeper soil on the lower southwest side of the parcel provide a soil infiltration rate which is proposed as a LID option. The infiltration trench design was select to mitigate the proposed impervious surfaces. The attached calculations using WWHN 2012 provide the verification that all the house and driveway surfaces are an acceptable mitigation design. RMS Engineering 21101 80th Ave W. # B Edmonds WA. 98026 N Main Office 17311-135" Ave NE, A-500 Woodinville, WA 98072 (425) 486-1669 - FAX (425) 481-2510 July 3, 2019 Mr. Jeff Gray Dynasty Homes P.O. Box 716 Everett, WA 98206 NELSON GEOTECHNICAL AssociATss, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Updated Geotechnical Plan Review Letter Homeview Drive Residence Development 181XX Homeview Drive Edmonds, Washington NGA File No. 1044818 Dear Mr. Gray: INTRODUCTION Engineering -Geology Branch 5526 Industry Lane, #2 East Wenatchee, WA 98802 (509) 665-76% • FAX (509) 665-7692 This letter presents the results of our updated geotechnical engineering review of the current plans for the Homeview Drive Residence project located at 181XX Homeview Drive in Edmonds, Washington. We previously prepared a geotechnical evaluation for the project dated October 10, 2018. We also prepared a geotechnical plan review letter for the project dated March 14, 2019. As a part of this evaluation, we provided geotechnical recommendations for the proposed development. For our use in preparing this plan review and comment response letter, we have been provided with the following documents: • Plan Sheets 1 through 6 titled "Dynasty Homes," dated June 20, 2019, prepared by RMS Engineering. • Comment Letter dated May 20, 2019, prepared by the City of Edmonds. Updated Geotechnical Plan Review Letter NGA File No. 1044818 Homeview Drive Residence Development July 3, 2019 Edmonds, Washington Page 2 PLAN REVIEW We have reviewed the geotechnical aspects of the provided plans and found the plans to be in general compliance with our recommendations as presented in our previous geotechnical report prepared for this project. The proposed residence is setback a minimum of 20 feet from the top of the steep west to south - facing slopes within the upper northeastern portion of the property. It appears that stormwater from the impervious surfaces within the site will be directed into two separate gravel -filled infiltration trenches. A lower trench will be located within the very southwestern portion of the property while an upper trench will be located within a previously graded driveway at the toe of a steep slope above with sloping ground below. As described in our previous report, we recommended that directing stormwater to an infiltration trench located within the lowest southwestern corner of the site was feasible, which is the approximate location of the lower infiltration trench. In our opinion, the proposed upper trench location within the old graded driveway is feasible provided the trench is a minimum six feet deep and incorporate an overflow component. We understand that both of the trenches will ultimately overflow into the road side ditches and culvert along the western and southern portion of the site. NGA should be retained during construction to observe the proposed infiltration trench construction and provide additional recommendations as needed. The proposed driveway appears to generally be within cut excavations with minor areas of filling required to achieve the proposed driveway grades. The upper eastern portion of the driveway will need to be supported as a result of the proposed cuts. Based on discussions with the civil engineer, we understand that the proposed eastern cuts will be supported with Ultra Block retaining walls. Review of the provided plans indicate that walls up to 7.5 feet high, including embedment, may be needed to support the permanent cut slopes along the eastern side of the driveway. We have provided additional recommendations for the proposed Ultra Block retaining walls in the Ultra Block Wall subsection of this letter. It is our opinion that the proposed residence development and roadway grading associated with the proposed short plat should not adversely impact or decrease the existing stability of the steep slope areas, neighboring properties, or critical areas; and is in compliance with the City of Edmonds Codes 23.80.060 and 23.80.070, provided our recommendations are incorporated into the proposed plans and followed during construction. We recommend that all of our recommendations provided in our previous report and letters, and this letter be strictly followed during construction. NELSON GEOTECHNICAL ASSOCIATES, INC. Updated Geotechnical Plan Review Letter NGA File No. 1044818 Homeview Drive Residence Development July 3, 2019 Edmonds, Washington Page 3 Ultra Block Wall Design and Construction Recommendations An Ultra Block is a solid concrete block generally measuring 2.5 feet wide by 2.5 feet tall by approximately 5.0 feet long, with an interlocking design between the stacked blocks. The blocks are also available in half height and half-length sizes. The competent native glacial soils interpreted to underlie the site should provide adequate support for Ultra Block facing provided that the subgrade excavations are advanced through any existing fill and loose material, and are extended into medium dense or better native soils or structural fill extending to these soils as directed by NGA. The blocks should be underlain by at least 6 inches of crushed rock for a leveling pad. The total height of the planned walls is expected to be up to 7.5 feet, including a minimum recommended embedment of 6-inches into competent native material. We have provided a design for up to a 7.5 foot non -reinforced gravity retaining wall with concrete Ultra Block facing. The wall details, along with construction notes, are shown on the Ultra Block Wall Details attached as Figure 1. Ultra Block Wall calculations are included in Appendix A. We recommend that all wall backfill within the permanent portions of the retaining wall consist of 1'/4-inch clean crushed rock compacted to structural fill specifications. We recommend that the slope and backfill behind the retaining wall facing have a maximum inclination of 2H:IV, and a drainage system as indicated on Figure 1 be installed behind the block facing. For walls that are three blocks high (7.5 feet), we recommend that the base block be placed perpendicular to the wall face as shown in the Ultra Block Wall Detail in Figure 1. The Ultra Block wall should be placed on a minimum 6-inch thick pad of crushed rock extending a minimum of one foot to the front and back of the blocks. The area of the planned Ultra Block wall and reinforced fill should be excavated to the planned subgrade elevation to expose competent native glacial soils. Any loose or organic materials that are exposed should be removed from the subgrade. The exposed soil should be compacted to a non -yielding condition before placing the blocks. The bottom of the Ultra Block wall should also be embedded a minimum of 12-inches into the underlying soils. A rigid, 4-inch perforated pipe should be placed behind the walls, such that the pipe is surrounded by free - draining backfill material, such as pea gravel and wrapped in a non -woven filter fabric. Areas of exposed soils especially directly above the retaining wall should be covered with erosion control matting, and then planted with deep-rooted plants. For any sloping areas directly above the new wall, we recommend that the exposed soil be covered with heavy duty erosion control matting such as Tensar C350 Turf Reinforcement Mat, or equivalent. The erosion control matting should be staked to the surface at a minimum of five feet on center using 2- to 3-foot long metal stakes with a "T" welded to the end. After the matting is placed, we recommended that deep-rooted vegetation be planted on the slope and grass seed be placed to re-establish vegetation growth. NELSON GEOTECHNICAL ASSOCIATES, INC. Updated Geotechnical Plan Review Letter Homeview Drive Residence Development Edmonds, Washington NGA File No. 1044818 July 3, 2019 Page 4 Prior to construction of the Ultra Block retaining wall beginning, we recommend that all temporary cuts be no steeper than 1H:1V and be adequately prepared and stabilized in accordance with the Temporary and Permanent Slopes subsection of our previous report. All other recommendations provided in our previous report and letter along with this letter should be strictly followed during the design of the project and during the construction phase. CLOSURE We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities comply with contract plans and specifications. NELSON GEOTECHNICAL ASSOCIATES, INC. Updated Geotechnical Plan Review Letter Homeview Drive Residence Development Edmonds, Washington NGA File No. 1044818 July 3, 2019 Page 5 We appreciate the opportunity to provide service to you on this project. Please contact us if you have any questions regarding this letter or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. cE wash- co '907 'c 2a83 �y e�s�'d Geo��� LEE S. BELLAH Lee S. Bellah, LG Project Geologist M. S� Q`y aF wn l yk Ike - I M 35215 sv c0 FCls-rf' Gt SS"ONAL ECG Khaled M. Shawish, PE Principal LSB:KMS:dy ATTACHMENTS: Figure 1 Appendix A — Wall Design Calculations NELSON GEOTECHNICAL ASSOCIATES, INC. Ultra Block Wall Detail (Not to Scale) Stake Jute netting to slope and plant with suitable vegetation 2.5 ft. Total Height (H) (7.5-ft. Max) (Se�ble Belot) ow 6-in. (min.) Native Medium Dense Subgrade Note: Overexcavate Loose Material and Replace with Rock Spalis Total Wall Height (ft) Minimum Embedment (ft) wan ww a ah a re 1st 2 d 3rd _ 4th 2.5 0.5 2.5 - - - 5.0 0.5 2.5 2.5 - 7.5 0.5 5.0 2.5 2.5 - SPECIFICATIONS FOR WALL General 1. The contractor shall have an approved set of plans and specifications on site at all times during the construction of the wall. The wall layout is the responsibility of the contractor. 2. Nelson Geotechnical Associates (NGA) should observe and monitor the construction of the wall. 3. Ultra Blocks and drainage materials should be available on she prior to excavation so the wall and drainage layer can be constructed Immediately after excavation. 4. Jute netting should be securely staked to the slope above the wall and the slope should be planted with suitable vegetation. Suborede Preparation 2.01-1 1. The ground should be prepared by removing surficial unsuitable soil, down to 1.0V i`h dense, inorganic, native soils as approved by the geotechnical engineer. Max j\\��\��\� 2. Prepare a generally level bench with a minimum width equal to the block width plus the drainage layer. 3. The excavation shall be cleaned of all loose or sloughed material and protected, as necessary, from construction traffic to maintain the integrity of the subgrade. �i 4. The base of the excavation should be deep enough to satisfy a minimum embedment of 1-foot to final grade at the toe of the wall. x \\: 1.25 - Inch Clean Crushed Rock Drainage 1. A specific drainage system is shown on the plans. Alternative drains can be used based on conditions found in the field. Changes to the drainage system should be approved by the engineer prior to placement. 2. A drainage blanket of 12 Inches in width should be Installed directly behind the block facing and shall consist of 2- to 4-inch rock spalls or washed rock. All of the drainage materials shall have a fines content no greater than 5 percent passing the number 200 sieve. A 4-Inch rigid perforated pipe embedded in a minimum of one foot of pea gravel or washed rock and wrapped with filter fabric should be installed at the bottom of the drainage blanket 3. Suitable dean -outs should be Installed for future maintenance. The drain should be fightlined to daylight at a suitable outlet with fall of at least one percent. Design Parameters '' \\ Retained Soil: 32 degrees, 0 PSF, 120 PCF Foundation Sal: 32 degrees, 0 PSF, 120 PCF Washed Rock Seimic 12 ;n ' 4" Rigid Perforated Drain Pipe 0.2g peak ground acceleration (min,) Mirafi 140N Fitter Fabric External Stability of Wall Minimum Factor of Safety against Base Sliding: 1.5 Minimum Factor of Safety against Overturning: 2.0 Minimum Factor of Safety against Bearing Capacity: 2.0 Inspection Wall construction shall be periodically inspected under the direction of an engineer registered in the state of Washington with experience in the design of retaining walls. J N Q 1- V T 48 R Z Z o e S T 0 W N W F (Y9 WW aY ill �3 lC 0 U) Z " a" J z W W Z -i e o �n T V H Z W�3 W c m E 0 m _ O y �O m CO :2 o �m •c o5 i d d 0 T m IL APPENDIX A UltraWall Software Retaining Wall Design Calculations UltraWall Project: Homeview Drive Res Dev Location: Eastern Driveway Wall 5.0 ft Designer: LSB/KMS Date: 7/2/2019 Section: Section 1 Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force Design Unit: UltraBlock Seismic Acc: 0.200 SOIL PARAMETERS cP coh Retained Soil: 32 deg 0 psf Foundation Soil: 32 deg O psf Leveling Pad: 40 deg 0 psf Crushed Stone GEOMETRY Design Height: 4.85 ft Wall Batter/Tilt: 0.0/ 6.00 deg Embedment: 0.50 ft Leveling Pad Depth: 0.50 ft Slope Angle: 26.0 deg Slope Length: 6.0 ft Slope Toe Offset: 0.0 ft Vertical b on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.125 Bearing: 2.00 / 1.5 Y 125 pcf 125 pcf 130 pcf Live Load: 0 psf Live Load Offset: 0.00 ft Live Load Width: 0 ft Dead Load: 0 psf Dead Load Offset: 0.0 ft Dead Load Width: 0 ft Leveling Pad Width: 3.46 ft Overturning: 1.50 / 1.125 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.18138 Page 1 RESULTS (Static / Seismic) FoS Sliding: 2.18 (Ivlpd) / 21.77 FoS Overturning: 2.55 / 1.40 Bearing: 793.66 / 812.99 FoS Bearing: 9.12 / 8.91 tJame Elev. ka kae Pa Pae Rr - PaC FSsl FoS OT siesFSsl FoS SeisOT 1X 1 2.44 0.374 0.542 165 240 64 0 100.00 8.07 62.06 3.33 1X 1 0.00 0.366 0.470 597 765 127 0 2.18(2.501 1 2.55 1 21.77(1.691 1 1.40 Column Descriptions: ka: active earth pressure coefficient Pa: active earth pressure Paq: live surcharge earth pressure Paqd: dead surcharge earth pressure (PaC): reduction in load due to cohesion PaT: sum of all earth pressures FSsl(lvl Pad): factor of safety for sliding at each layer. (FS sliding below the leveling pad) FSot: factor of safety of overturning about the toe. %D/H: ratio of based depth to height (warning for narrow walls, < 35%) Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.18138 Page 2 Project: Homeview Drive Res Dev Location: Eastern Driveway Wall 7.5 ft Designer: LSB/KMS Date: 7/2/2019 Section: Section 1 Design Method: NCMA_09_3rd_Ed Design Unit: UltraBlock Seismic Acc: 0.200 SOIL PARAMETERS Retained Soil: Foundation Soil: Leveling Pad: GEOMETRY cp coh 32 deg 0 psf 32 deg 0 psf 40 deg 0 psf Crushed Stone Design Height: 7.35 ft Wall Batter/Tilt: 0.0/ 6.00 deg Embedment: 0.50 ft Leveling Pad Depth: 0.50 ft Slope Angle: 26.0 deg Slope Length: 6.0 ft Slope Toe Offset: 0.0 ft Vertical b on Single Depth FACTORS OF SAFETY (Static / Seismic) Sliding: 1.50 / 1.125 Bearing: 2.00 / 1.5 UltraWall Y 125 pcf 125 pcf 130 pcf Live Load: 0 psf Live Load Offset: 0.00 ft Live Load Width: 0 ft Dead Load: 0 psf Dead Load Offset: 0.0 ft Dead Load Width: 0 ft Leveling Pad Width: 5.92 ft Overturning: 1.50 / 1.125 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.18138 Page 1 RESULTS (Static / Seismic) FoS Sliding: 2.15 (Ivlpd) / 8.87 FoS Overturning: 2.48 / 2.11 Bearing: 1,252.19 / 1,307.74 FoS Bearing: 8.88 / 8.50 !Name Elev. ka kae Pa Pee Pir - PaC FSsl FoS OT siesFSsl FoS SeisOT ix 4.89 0.374 0.542 172 250 64 0 100.00 7.59 60.09 3.17 1X 2.44 0.366 0.469 609 780 127 0 32.30 2.48 21.41 1.37 2X-2X 0.00 0.576 0.681 2226 1 2634 255 0 2.15j2.16J 3.13 8.87[1.69] 2.11 t.oiumn uescnpuons: ka: active earth pressure coefficient Pa: active earth pressure Paq: live surcharge earth pressure Paqd: dead surcharge earth pressure (PaC): reduction in load due to cohesion PaT: sum of all earth pressures FSsl(lvl Pad): factor of safety for sliding at each layer. (FS sliding below the leveling pad) FSot: factor of safety of overturning about the toe. %D/H: ratio of based depth to height (warning for narrow walls, < 35%) Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 5.0.18138 Page 2 NELSON GEOTECHNICAL - N lrfn� ASSOCIATES, INC. A GEOTECHNICAL ENGIN EERS & CaEOLOGISTS Main Office 17311-135te Ave NE, A 500 Woodinville, WA 98072 (425) 486-1669 - FAX (425) 481-2510 March 14, 2019 Mr. Jeff Gray Dynasty Homes P.O. Box 716 Everett, WA 98206 Geotechnical Plan Review Letter Homeview Drive Residence Development 181XX Homeview Drive Edmonds, Washington NGA File No. 1044818 Dear Mr. Gray: Engineering -Geology Branch 5526 Industry Lane, #2 East Wenatchee, WA 98802 (509) 665-7696 - FAX (509) 665-7652 This letter presents the results of our geotechnical engineering review of the current plans for the Homeview Drive Residence project located at 181XX Homeview Drive in Edmonds, Washington. We previously prepared a geotechnical evaluation for the project dated October 10, 2018. As a part of this evaluation, we provided geotechnical recommendations for the proposed development. For our use in preparing this plan review and comment response letter, we have been provided with the following documents: Plan Sheets 1 through 6 titled "Dynasty Homes," dated October 8, 2018, prepared by RMS Engineering. • Stormwater Review Comment Letter dated January 23, 2019, prepared by the City of Edmonds. PLAN REVEEW We have reviewed the geotechnical aspects of the provided plans and found the plans to be in general compliance with our recommendations as presented in our previous geotechnical report prepared for this project, with the exception of some items summarized in the paragraphs below. Once the plans have been revised to address our comments, we should review the finals plans prior to construction. cieotechnical Plan Review Letter Homeview Drive Residence Development Edmonds, Washington NGA File No. 1044818 March 14, 2019 Page 2 It appears that stormwater from the impervious surfaces within the site will be directed into two separate gravel -filled infiltration trenches. A lower trench will be located within the very southwestern portion of the property while an upper trench will be located within a previously graded driveway at the toe of a steep slope above with sloping ground below. As described in our previous report, we recommended that directing stormwater to an infiltration trench located within the lowest southwestern comer of the site was feasible, which is the approximate location of the lower infiltration trench. We did not evaluate the upper infiltration trench location as a part of our previous investigation. We recommend that all of the stormwater be directed to flow into infiltration trenches located within the very southwestern comer of the property, in general proximity to the location of the lower infiltration trench. If this is not possible and the upper trench is required to handle the proposed stormwater runoff, we recommend that NGA be retained to further evaluate this location and provide specific opinions and recommendations for this location. This will likely require an additional field investigation and infiltration testing per City of Edmonds requirements. The proposed driveway appears to generally be within cut excavations with minor areas of filling required to achieve the proposed driveway grades. The upper eastern portion of the driveway will need to be supported as a result of the proposed cuts. Based on discussions with the civil engineer, we understand that the proposed eastern cuts will be supported with Ultra Block retaining walls. Review of the provided plans indicate that walls from 8.0 to 10.0 feet high, including embedment, may be needed to support the permanent cut slopes along the eastern side of the driveway. Walls greater than four feet in height should be numerically analyzed for stability. NGA should provide such analysis during the final plan review process. All other recommendations provided in our previous report should be strictly followed during the design of the project and during the construction phase. CLOSURE We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities comply with contract plans and specifications. • • • NELSON GEOTECHNICAL ASSOCIATES, INC. rGeotechnical Plan Review Letter Homeview Drive Residence Development Edmonds, Washington NGA File No. 1044818 March 14, 2019 Page 3 We appreciate the opportunity to provide service to you on this project. Please contact us if you have any questions regarding this letter or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Lee S. Bellah, LG Project Geologist Khaled M. Shawish, PE Principal LSB:KMS:dy NELSON GEOTECHNICAL ASSOCIATES, INC. r I t ; V � O..,..may... I C a i � ►t f 1 \ u► o ��^' Z, i o �� 0.,' Lj 3 07 Dt 2 10 BL ILDI NG DER kRTI AEN' S12-011 .. C':--ang' Within each blank cell, enter comment codes as follows: C = Complete R = Revise (i.e., make corrections) N/A = Not Applicable M = Missing (i.e., please include) IC = Incomnlete LF MODELING AND SIZING (SVRv1MWW Volume III, Section 3.1.1) If roof runoff is infiltrated according to the requirements of this BMP, the roof area is discounted from the project area used for sizing stormwater facilities. Infiltration trench length is sized based on underlying soil type as follows: • Coarse sand and cobbles: 20 linear feet of trench per 1,000 square feet contributing roof area • Medium sand: 30 linear feet of trench per 1,000 square feet of contributing roof area �' • Fine or loamy sand: 75 linear feet of trench per 1,000 square feet of contributing rpof area • i�Sandy loam: 125 linear feet of trenc per 1,000 square feet of contributing roof area • Loam: 190 linear feet of trench per 1,000 square feet of contributing roof area • Fill: 60 linear feet of trench per 1,000 square feet of contributing roof area Infiltration drywell is sized based on underlying soil type as follows: • Coarse sand and cobble: 60 cubic feet of gravel per 1,000 square feet of contributing impervious surface • Medium sand: 90 cubic feet of gravel per 1,000 square feet of contributing _.impervious surface SETBACKS (Addendum, Appendix A) The downspout infiltration system is not within the North Edmonds Earth Subsidence and Landslide Hazard Area (ESLHA). The downspout infiltration system is not within the buffer of the ESLHA (minimum buffer equal to the height of the steep slope or 50 feet, whichever is greater) unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system. The downspout infiltration system is not within 50 feet of the top of slopes greater than 15 percent (unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system). There is at least 3 feet or more of permeable soil from the proposed final grade (i.e., ground elevation at the facility location) to the seasonal high groundwater table or other impermeable layer, AND there is at least 1 foot or more of permeable soil from the proposed bottom of the infiltration system to the seasonal high groundwater table or other impermeable layer. The downspout infiltration system is not within 5 feet from any property lines and easements. If the contributing area is less than 5,000 square feet, the downspout infiltration system is not within 5 feet from a structure without a basement and 10 feet for a structure with a basement. 2 ADDENDUM CHECKLIST 13 1 1 1 J \ NORTH i (IN FEET) \\1 Inch 30 ft. 0 / Infiltration Trench B \ / I Infiltration 1 Trench A �1 W FA 1 I 1 ' Infiltration Trench C 3 � 1 1 E.1etNg 1 G. og. 1 ce' 11111 004776-000-074-00 Proposed Driveway ' Twgg• � f p Cr ' 1 FF 358'S� 111 1 1 11� � OD 3 0 u7 M O N 56.15' R W S 88'08'50" E RECEIVED DEC 112018 BUILDING PROJECT SITE & DRAINAGE NARRATIVE for Dynasty Homes CITY COPY 18109 Homeview Drive, Edmonds WA. The proposed parcel is located on the corner and west side of Homeview Drive and north of 182nd Street SW. It is a vacate lot of about 0.64 acres which is accessed by a gravel access driveway from Homeview Drive. The lot has many large evergreen trees with a small clearing in the northeast corner of the lot. A small storage of about 400 square feet is in the cleared area.. The north and east sides of the lot have existing single family houses. Two existing driveway take access up a steep hill from Homeview Drive. Generally the lot has a sloping wooded surface to the west and south at between 5% and 45%. There is a wooded critical area over 40% on the southeast corner of the lot. There is very little impervious area on the parcel except the small storage building. Several of the trees in the middle of the lot will be removed for placement of the house and new driveway entering form 182nd Street SW. Existing elevation will require considerable grading for the driveway and house construction. Attached is a Geotechnical Engineers report by Nelson and Associates dated October 2018. The reports noted that the subsoil is generally very porous sand to a depth of over 4 or 5 feet in all of the test pit excavated. No ground water was noted in any of holes. The soil in the south west corner of the lot is noted as sandy loam over 5 foot deep. The Geotecchnical engineer has noted a design infiltration raze of 2.50 inches per hour. The proposal is to place a single family house with a roof area of 1550 square feet ( 0.035 acres) in the northeast comer of the lot. Access to the house will be from a new steep driveway entering from 182nd street SW traversing the steep hillside existing gravel driveway and will enter from the southeast corner of the property. The proposed driveway and parking area will be about 2730 square feet (0.065 acres) of proposed impervious gravel or pavement on the lot. Because of the deep pervious soil infiltration was selected as the best method for storm water mitigation for the proposed impervious surfaces which total about 4280 square feet. A gravelless/chamber trench is shown on the southwest comer of the parcel design the %rWHM 2012 design requirements. The trenches contain a chamber device and are 4 foot wide and total 90 feet long. The trench sizing computer printout calculations are attached RMS Engineering 21101 80th Avenue W #B Edmonds, WA 98026 ft-P a-018 - ISC8 Requirements for Small Sites Category #1 Development for a single family design at 18109 Homeview Drive, Edmonds WA. Small Site Minimum Requirement # 1- Preparation of Stormwater Plans: Four plans are enclosed of the civil engineering plans. Small Site Minimum Requirement # 2 - Construction of Stormwater Pollution Prevention Plans: The second sheet shows a Silt Fencing, Clearing Limits and Construction Entrance details which are all proposed to meet these requirements Small Site Minimum Requirement # 3 - Source Control of Pollution: There are no source control measures proposed for a single family residential lot design. Small Site Minimum Requirement # 4 - Preservation of the Natural Drainage System Outfall: All the impervious surfaces form the house and driveway construction will drain down the driveway catch basin and pipe system outleting into a infiltration trenches. The trench are located in the lowest southwest comer of the existing lot just above the street side ditch. The ditches on the east side of Homeview Drive and the north side of 182nd Street both drain to 12-inch culvert at the intersection which drains south across the pavement into a deeper ditch on the south side of 182nd street. This area is in the natural wooded Swale which drains west across Homeview Drive eventually into Puget Sound. All of the impervious area proposed should infiltrate into existing soils with no surface flow into the ditches. The developed lot to the north drains directly west into Homeview drive and the residence to the east has a relatively flat yard with very little area to drain west onto the proposal. Small Site Minimum Requirement # 5 - Onsite Stormwater Management: The deeper soil on the lower southwest side of the parcel provide a soil infiltration rate which is proposed as a LID option. The infiltration trench design was select to mitigate the proposed impervious surfaces. The attached calculations using WWHN 2012 provide the verification that all the house and driveway surfaces are an acceptable mitigation design. RMS Engineering 21101 80th Ave W. # B Edmonds WA. 98026 There is very little if any upland drainage onto the site and no down stream outlet is necessary because of the ground water infiltration system designed. However a over flow is shown from the lower trench in a 4-inch pipe into the open ditch on the north side on 182nd Street. There is no wetland on the site but a steep slope critical areas on the site it will not disturbed. The existing sanitary sewer pipe stub on 182nd Street will be used for connection and the water and power will be accessed from Homeview Drive as shown on the site plan. Most of the utilies will follow the new driveway installation. A driveway slope deviation will be required to allow a driveway slope of over 14%. Enclosures: Aerial Photo of Parcel Topographic Survey Requirements 1 to 5 for Small Site Category 1 Geotechnical Report from Nelson Geotechnical Infiltration Trench Sizing Calculations WWMH 2O12 Report RMS Engineering 21101 80th Avenue W #B Edmonds. WA 98026 rw.v Ce 3' Orvee N ock nled H r \\ r JO' R/W it \� Ikt" 5 4 it d/ LS 144.0 $i oN / / 8 Set + gyp$ 00 , uro ski 1 I Dtek i I I i — — I M t ' I I f iI r I I � r 'r t �3 R/w r r%Y S°IN 0.7i L� ree•. O y1� t I �I 1 +1 I 1` O r�,. 1 , 1,x X y, �' r I do rH� 1 t t ,P t t W� ,ry I i 11 \\ ` 7A`3 2T• W 'I<l0 til I \ t4ttwl \ , ,' 1 I ;, r Aq A?t P' ), J'I I l 0 t l T r ,a, i IN l ` \ E t 1R `\ ` `` 07�=(� , 0 0.61, w I . � it 1 ro a, 2' W e 0.23' S —ago_` — — — — —__.. n ti—J t--_ _.�.. _ ._._....... S. 88.08'S0" 1....- .. .. _ .. . .w__...._.... .._ / AW w. .. 0 GRAPHIC SCALE 2�'0 pI l0 20 �O ,N M" 1 , lived - to tL 0 CATCH BARN TYPE 1 DI"I CfI UNE T SANITARY SEWER MANHOLE •-•---w-----•WATER LINE t4 WATER VALVE ----so----STORM DRAIN LINE M WATER METER —v—v v— WOOD FENCE •P UTILITY POLE o— !Eo CHAIN LINK FENCE a SIGN — — —YELLOW CA STRIPE kE a FOUND CORNER AS DESCRIBED —DOUBLE YELLOW LNE }( • SET CORNER AS DESCRIBED ... .-• .. r.--EDGE OF DIRT 19 FOUND MONUMENT AS DESCRIBED EDGE OF CONCRETE • EDGE OF ASPHALT IPECAC DESCR1eT10N• ,GT M PUT OF HW04EW ADOITON N0. 2, ACCOftaN0 TO THE PLAT THEREOF RECORDED IN VDLUME iO Of PLATS. PAGE A W SNg1OA fWNTY. WA,,,TDN: SU0.ECT To CONOMONS, RMOUCOWS AND EASD¢NTS Of RECORD 0' ANY. @ENCH MARK -DATUM MAVD 68) S BRASS DISK AT SURFACE LOCATED AT THE INTERSECTION OF 180TH ST. SW. AND 76TH AVE. W. EIEV.., 277.65 FEET cNV & S, f� °ya LNtO `� TOPOGR"H IC SURVEY for DYNASTYHOMES A Portion of the N.W. 1/4 of the N.W. 1/4 of Section 17, Township 27 North, Range 4 East, W.M. SNOHOMISH COUNTY, WASHINGTON Land Surveying Company omTri—County 4610 200th St. S.W. Suite A Lynnwood, We. 98036 (425)776-2926 Fox:776-2850 DRAWN BY HMM DATE APRIL, 2018 JOB No. ,18-043 CUE(3(ED 13Y R.S. SCALE I" r 20' SHEET I OF � Rp"Mmk, I `47' 4- Z'2- NELSON GEOTECHNICAL N A ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Main Office 17311-135`h Ave NE, A-500 Woodinville, WA 98072 (425) 486-1669 • FAX (425) 481-2510 October 10, 2018 Mr. Jeff Gray Dynasty Homes P.O. Box 716 Everett, Washington 98206 Geotechnical Engineering Evaluation Homeview Drive Residence Development 181XX Homeview Drive Edmonds, Washington NGA File No. 1044818 Dear Mr. Gray: Engineering -Geology Branch 5526 Industry Lane, #2 East Wenatchee, WA 98802 (509) 665-7696 • FAX (509) 665-7692 We are pleased to submit the attached report titled "Geotechnical Engineering Evaluation — Homeview Drive Residence Development — 181XX Homeview Drive — Edmonds, Washington." This report summarizes our observations of the existing surface and subsurface conditions within the site, and provides general recommendations for the proposed site development. Our services were completed in general accordance with the proposal signed by you on April 16, 2018. The site consists of a vacant parcel with a storage shed within the upper northeastern portion of the property. The northeast corner of the property consists of gently sloping ground that descends to the west and south to more steeply sloping ground below that ultimately descends down to Homeview Drive and 182nd Street SW along the western and southern property lines, respectively. We understand that the proposed development will likely include construction of a new single-family residence within the upper northeastern corner of the property. At the time this report was prepared, specific grading and stormwater management plans had not been finalized. We have been requested to provide geotechnical recommendations for the residence and setback recommendations from the steep slopes. We monitored the excavation of six trackhoe excavated test pits and two hand -excavated explorations at the site on May 25, 2018. Our explorations indicated that the site was generally underlain by surficial topsoil with competent, native glacial soils at relatively shallow depths. It is our opinion that the planned development is feasible from a geotechnical standpoint, provided that our recommendations are incorporated into the design and construction of this project. We recommend that the new residence structures be founded on medium dense or better native glacial soils for bearing capacity and settlement considerations. These soils should generally be encountered approximately two to three feet below the existing ground surface. However, deeper areas of loose soil and/or undocumented fill could also exist within unexplored areas of the site. If undocumented fill is encountered in unexplored areas of the site, it should be removed and replaced with structural fill for foundation and pavement support. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Summary - Page 2 It is our opinion that the proposed site development is feasible from a geotechnical engineering standpoint, provided that our recommendations for site development are incorporated into project plans. It is also our opinion that the soils that underlie the site and form the core of the site slopes should be stable with respect to deep-seated earth movements, due to their inherent strength and slope geometry. However, there is a potential for shallow sloughing and erosion events to occur on the steeper site slopes within the property. Provided that our recommendations presented in this report are followed, it is our opinion that the existing slope stability conditions within the property and within the vicinity of the property should remain stable. We recommend that any proposed structures be set back at least 20 feet from the top of the steep west to south -facing slopes within the site. We also recommend that the downhill southern and western foundation lines be embedded a minimum of two feet into the competent native bearing glacial till soils. Specific grading and stormwater plans were not available when this report was prepared, but we understand that stormwater may be directed to on -site infiltration facilities, if feasible. We also performed on -site infiltration testing in accordance with the 2014 Department of Ecology (DOE) Stormwater Management in Western Washinaton manual. Our on -site testing consisted of performing one small pilot infiltration tests (PIT) within the lower southwestern portion of the property. The subsurface soils generally consisted of silty sand with varying amounts of gravel and cobbles that we interpreted as native glacial soils. Based on our field testing, the native glacial soils encountered at depth within our explorations performed within the lower southwestern portion of the property are feasible for stormwater infiltration. Due to the sloping nature of the majority of the property, we recommend that any proposed infiltration systems be located within the very lowest southwestern portion of the property and incorporate an adequate overflow system directed to an approved discharge point likely within the nearby roadways. We recommend that any proposed infiltration system be setback a minimum of ten feet from the toe of any steep slopes and maintain all other setbacks from property lines. In the attached report, we have included recommendations for general site grading, foundation and slab support, retaining walls, and drainage. We recommend that Nelson Geotechnical Associates (NGA) be retained to review the geotechnical aspects of the project plans prior to construction. We also recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. It has been a pleasure to provide service to you on this project. Please contact us if you have any questions regarding this report or require further information. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. M Khaled M. Shawish, PE Principal TABLE OF CONTENTS INTRODUCTION.............................................................................................................1 SCOPE...............................................................................................................................1 SITECONDITIONS......................................................................................................... 2 SurfaceConditions....................................................................................................... 2 Subsurface Conditions.................................................................................................. 2 HydrogeologicConditions........................................................................................... 3 SENSITIVE AREA EVALUATION............................................................................... 4 SeismicHazard............................................................................................................. 4 ErosionHazard............................................................................................................. 4 Landslide Hazard/Slope Stability................................................................................. 5 CONCLUSIONS AND RECOMMENDATIONS.......................................................... 5 General......................................................................................................................... 5 Erosion Control and Slope Protection Measures......................................................... 7 SitePreparation and Grading....................................................................................... 8 Temporary and Permanent Slopes............................................................................... 9 StructureSetbacks........................................................................................................ 9 Foundations................................................................................................................ 10 RetainingWalls.......................................................................................................... 11 StructuralFill.............................................................................................................. 12 Slab-on-Grade............................................................................................................ 13 Pavements................................................................................................................... 13 Utilities....................................................................................................................... 13 SiteDrainage.............................................................................................................. 13 CONSTRUCTION MONITORING.............................................................................15 USE OF THIS REPORT................................................................................................16 LIST OF FIGURES Figure 1— Vicinity Map Figure 2 — Site Plan Figure 3 — Cross -Section A -A' Figure 4 — Cross -Section B-B' Figure 5 — Unified Soil Classification Chart Figures 6 and 7 — Exploration Logs NELSON GEO TECHNICAL ASSOC/A TES, INC. Geotechnical Engineering Evaluation Homeview Drive Residence Development 181 XX Homeview Drive Edmonds, Washington INTRODUCTION This report presents the results of our geotechnical engineering investigation and evaluation of the planned Homeview Drive Residence Development project in Edmonds, Washington. The project site is located at 181XX Homeview Drive, as shown on the Vicinity Map in Figure 1. The purpose of this study is to explore and characterize the site's surface and subsurface conditions and to provide geotechnical recommendations for the planned site development. The site consists of a vacant parcel with a storage shed within the upper northeastern portion of the property. The northeast corner of the property consists of gently sloping ground that descends to the west and south to more steeply sloping ground below that ultimately descends down to Homeview Drive and 182"d Street SW along the western and southern property lines, respectively. We understand that the proposed development will likely include construction of a new single-family residence within the upper northeastern corner of the property. At the time this report was prepared, specific grading and stormwater management plans had not been finalized but we understand that stormwater within the site is proposed to be directed to on -site infiltration systems, if feasible. The existing and proposed site layout is shown on the Site Plan in Figure 2. SCOPE The purpose of this study is to explore and characterize the site surface and subsurface conditions, and provide general recommendations for site development. Specifically, our scope of services included the following: 1. Review available soil and geologic maps of the area. 2. Explored the subsurface soil and groundwater conditions within the vicinity of the steep slope with trackhoe excavated test pits. Trackhoe was provided by NGA. 3. Map the conditions on the site slopes, perform hand -tool excavations, and evaluate current slope stability conditions. 4. Provide recommendations for foundation support, including minimum foundation embedment. 5. Provide recommended structure setbacks from the steep slope. 6. Provide recommendations for earthwork. 7. Provide recommendations for temporary and permanent slopes. 8. Provide recommendations for slab subgrade preparation. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Homeview Drive Residence Development Edmonds, Washington NGA File No. 1044818 October 10, 2018 Page 2 9. Provide recommendations for site drainage. 10. Provide recommendations for long-term slope protection and maintenance. 11. Provide our opinion on the feasibility of infiltration for the onsite soils. 12. Provide long-term design infiltration rates based on one on -site Small Scale Pilot Infiltration Test (PIT) per the 2014 DOE Stormwater Manual. One test was performed within the property. 13. Provide recommendations for infiltration system installation. 14. Document the results of our fmdings, conclusions, and recommendations in a written geotechnical report. SITE CONDITIONS Surface Conditions The site is an irregular -shaped parcel covering approximately 0.62 acres. The site is currently vacant and occupied a shed structure. The site is accessed via a previously graded driveway that traverses the site slopes from the southwestern comer of the property up to the upper northeastern portion of the property. The ground surface within the northeastern portion of the property generally consists of a gently sloping upper bench area with locally steep south- to west -facing slopes that descend from the upper bench area to the lower roadways along the western and southern sides of the site at gradients of up to approximately 22 degrees (40 percent) as shown on Cross Sections A -A' and B-B' in Figures 3 and 4. The overall height of the steep slopes within the western and southern portions of the site are approximately 24 to 40 feet. The site is bordered to the north, and east by existing residence properties, to the south by 182' Street SW, and to the west by Homeview Drive. The site is generally vegetated with young to mature trees, grass, and underbrush. We did not observe any water within the property during our site visit on May 25, 2018. We also did not observe any indications or recent slope movement or groundwater emitting from the sloping portions of the property during our site visit. Subsurface Conditions Geology: The geologic units for the site are shown on the Geologic Map of the Edmonds East and part of the Edmonds West Quadrangles, Washington, by James P. Minard (USGS, 1983). The site is mapped as glacial till (Qvt) with advance outwash (Qva) mapped nearby. The glacial till is described as a non -sorted mixture of clay, silt, pebbles, cobbles, and boulders all in variable amounts. The advance outwash is described as mostly clean gray pebbly sand. The soils generally encountered in our explorations consisted of silty fine to medium sand with varying amounts of gravel consistent with the description of glacial till deposits at depth. However, our explorations within the lower southwestern portion of the property encountered more granular glacial soils at depth likely indicative of the transition zone between the upper glacial till soils and lower advance outwash soils. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page 3 Explorations: The subsurface conditions within the site were explored on May 25, 2018 by excavating six test pits to depths ranging from 6.0 to 8.0 feet below the existing ground surface using a mini- trackhoe, and two hand auger explorations to depths in the range of 3.5 to 5.0 below the existing ground surface. The approximate locations of our explorations are shown on the Site Plan in Figure 2. A geologist from NGA was present during the explorations, examined the soils and geologic conditions encountered, obtained samples of the different soil types, and maintained logs of the test pits and hand augers. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 5. The logs of explorations are attached to this report and are presented as Figures 6 and 7. We present a brief summary of the subsurface conditions in the following paragraphs. For a detailed description of the subsurface conditions, the exploration logs should be reviewed. At the surface of all of our explorations, we encountered approximately 0.1 to 1.0 feet of surficial topsoil. Below the surficial topsoil in all of the explorations, we encountered approximately 2.0 to 5.0 feet of medium dense, brown -gray silty fine to medium sand with gravel that we interpreted as native weathered glacial till soils. Underlying the weathered till soils in our explorations, we encountered dense to very dense gray silty fine to medium sand that we interpreted as native unweathered glacial till soils. The unweathered glacial till soils within Infiltration Pit 1 within the lower southwestern portion of the property were typically more granular in nature and may be within the transition zone from the overlying glacial till soils to the underlying advance outwash soils. All of our explorations were terminated within the native glacial soils at depths in the range of 3.5 to 8.0 feet below the existing ground surface. Hydrogeologic Conditions Groundwater seepage was not encountered in our explorations. If groundwater seepage occurs on this site, we would interpret the water to be perched water. Perched water occurs when surface water infiltrates through less dense, more permeable soils and accumulates on top of a relatively low permeability material. Perched water does not represent a regional groundwater "table" within the upper soil horizons. Perched water tends to vary spatially and is dependent upon the amount of rainfall. We would expect the amount of perched groundwater to decrease during drier times of the year and increase during wetter periods. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page 4 SENSITIVE AREA EVALUATION Seismic Hazard The 2018 International Building Code (IBC) seismic design section provides a basis for seismic design of structures. Table 1 below provides seismic design parameters for the site that are in conformance with the 2018 IBC, which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years), and the 2008 USGS seismic hazard maps. Table 1— 2018 IBC Seismic Design Parameters Site Class Spectral Acceleration Spectral Acceleration Site Coefficients Design Spectral at 0.2 sec. (g) at 1.0 sec. (g) Response S, S, Parameters Fa Fv SDs SDI D 1.298 0.509 1.00 1.500 0.865 0.509 The spectral response accelerations were obtained from the USGS Earthquake Hazards Program Interpolated Probabilistic Ground Motion website (2008 data) for the project latitude and longitude. Hazards associated with seismic activity include liquefaction potential and amplification of ground motion. Liquefaction is caused by a rise in pore pressures in a loose, fine sand deposit beneath the groundwater table. It is our opinion that the competent glacial material interpreted to underlie the site has a low potential for liquefaction or amplification of ground motion. The glacial soils interpreted to form the core of the site slopes is considered stable with respect to deep- seated slope failures. All steep slopes have the potential for shallow sloughing failures during strong seismic activity. Such events should not affect the planned structures provided the foundations are designed with our recommendations and the slope and drainage systems are maintained as described in this report. Erosion Hazard The criteria used for determination of the erosion hazard for affected areas include soil type, slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is related to vegetative cover and the specific surface soil types, which are related to the underlying geologic soil units. The Natural Resources Conservation Service (SCS) lists the site as Alderwood gravelly sandy loam, 15 to 30 percent slopes with a moderate erosion hazard. Based on our observations and the material encountered, we would interpret this site as having a low to moderate erosion hazard where the surficial soils are exposed. It is our opinion that the erosion hazard for site soils should be low in areas where the site is not disturbed. NELSON GEO TECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page 5 Landslide Hazard/Slope Stability The criteria used for evaluation of landslide hazards include soil type, slope gradient, and groundwater conditions. The western and southern portions of the site slopes moderately to steeply down from the upper relatively level bench area within the northeastern portion of the site to the western and southern property lines along the neighboring roadways at gradients up to 22 degrees (40 percent). The overall height of the steep slope within the western and southern portions of the property are approximately 24 to 40 feet. We did not observe any indications of past deep-seated slope instability or major erosion or sloughing events on the site slope during our site visit. We also did not observe indications of seepage on the slopes during our visit. The core of the site slope is inferred to consist primarily of competent native glacial soils and appears to be in a stable condition. We would anticipate the existing stability conditions to persist provided conditions remain relatively unchanged in the immediate vicinity of the steep slope areas within the western and southern portions of the property. It is our opinion that while there may be slight potential for erosion, soil creep, and shallow failures within the loose surficial soils on the site slopes, there is not potential for deep-seated slope failure under current site conditions. Proper site grading, drainage, structure setback and foundation placement as recommended in this report should help maintain current slope stability conditions. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion from a geotechnical standpoint that the site is compatible with the planned development. Our explorations indicated that the site was underlain by surficial topsoil with competent glacial soils at relatively shallow depths. It is also our opinion that the soils that underlie the site and form the core of the site slope should be stable with respect to deep-seated earth movements, due to their inherent strength and slope geometry. Proper erosion and drainage control measures as well as foundations setback distances as recommended in this report should reduce this potential. The native glacial soils should provide adequate support for foundation, slab, and pavement loads. We recommend that the new structure be designed utilizing shallow foundations. Footings should extend through any loose soil, and be founded on the underlying medium dense or better native bearing soil, or structural fill extending to these soils. The competent bearing soil should typically be encountered approximately two to three feet below the existing ground surface within the proposed development area. We should note that deeper areas of unsuitable soils and/or undocumented fill could be encountered in the unexplored areas of the site. This condition, if encountered, would require deeper excavations in foundation, slab, and pavement areas to remove the unsuitable soils. We recommend that all access NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page 6 roadway and retaining structures be performed within cut excavations and no additional filling be placed in the roadway areas within the steeper site slopes. Any proposed fills within the lower portions of the driveway should be supported with engineered retaining walls. NGA should be retained to observe the proposed site grading plan and provide recommendations once plans are finalized. To protect the structures against potential failures on the slopes, we recommend that any proposed structures be set back at least 20 feet from the top of the steep west to south -facing slopes below the proposed development area. We should be retained to review final structure locations and to observe foundation excavations prior to placing forms. We also recommend that the downhill foundation lines be additionally embedded two feet into the competent native bearing soils. We also performed on -site infiltration testing based on the 2014 Department of Ecology (DOE) Stormwater Manaaement in Western Washington Manual. Based on our field testing, the native soils encountered at depth within our explorations within the property are suitable for infiltration. The subsurface soils encountered at depth are generally silty sand with gravel that we interpreted as native glacial soils. We did not observe groundwater in our explorations to the depths explored. We recommend that the infiltration systems be installed within the native glacial soils encountered at depth within the lower southwestern portion of the proprerty. The storm water management system should be designed in accordance with City of Edmonds regulations. This is further discussed in the Stormwater Infiltration subsection of this report. We recommend that an overflow component be incorporated into the proposed infiltration system that is directed to flow into any approved discharge location likely located within the nearby roadways. We recommend that any proposed site infiltration systems be setback a minimum of 10 feet from the base of the steep west- to south -facing slopes within the western and southern portions of the property. In our opinion, the proposed infiltration systems located within the very lowest southwestern portion of the property should have no impact on the existing stability conditions within the site provided our recommendations are strictly followed during the design and construction of this site. All grading operations and drainage improvements planned as part of this development should be planned and completed in a matter that enhances the stability of the site slopes, not reduces it. Excavation spoils associated with the structure excavations should not be stockpiled near the site slopes or be allowed to encroach on the slopes. Also, all runoff generated within the site should be collected and routed into a permanent discharge system and not be allowed to flow over the slopes. Future vegetation management on the slopes should be the subject of a specific evaluation and a plan approved by the City of Edmonds. The site slopes should be monitored on an ongoing basis, especially during the wet season, for any signs of instability, and corrective actions promptly taken should any signs of instability be observed. Lawn clipping and any other household trash or debris should never be allowed to reach the slopes. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page 7 The surficial soils encountered on this site are considered moisture -sensitive and may disturb easily when wet. We recommend that construction take place during the drier summer months, if possible. If construction is to take place during wet weather, the soils may disturb and additional expenses and delays may be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls to protect exposed subgrades and construction traffic areas. Some of the native on - site soils may be suitable for use as structural fill depending on the moisture content of the soil during construction. This will depend on the moisture content of the soils at the time of construction. NGA should be retained to determine if the on -site soils can be used as structural fill material during construction. Erosion Control and Slope Protection Measures The erosion hazard for the on -site soils is considered low but the actual hazard will be dependent on how the site is graded and how water is allowed to concentrate. Best Management Practices (BMPs) should be used to control erosion. Areas disturbed during construction should be protected from erosion. Erosion control measures may include diverting surface water away from the stripped or disturbed areas. Silt fences and/or straw bales should be erected to prevent muddy water from leaving the site or flowing over the slopes. Stockpiles should not be placed within the development area, and soils should be immediately hauled off -site. Disturbed areas should be planted as soon as practical and the vegetation should be maintained until it is established. The erosion potential for areas not stripped of vegetation should be low. Protection of the steep slope areas should be performed as required by the City of Edmonds. Specifically, we recommend that the site slopes not be disturbed or modified through placement of any fill or removal of the existing vegetation. No additional material of any kind should be placed on site slopes or be allowed to reach the slopes, such as excavation spoils, lawn clippings, and other yard waste, trash, and soil stockpiles. Vegetation should not be removed from the slopes. Replacement of vegetation should be performed in accordance with City of Edmonds code. Any proposed development within the slope setback area, other than light decks or patios, should be the subject of a specific geotechnical evaluation. Under no circumstances should water be allowed to concentrate on the slopes. The clearing of vegetation within the area of the proposed residential development should not affect slope stability, provided the disturbed areas outside the building are revegetated as soon as practical and protected from erosion. In areas that are disturbed during or after construction, planting, hydro seeding, and/or straw mulching are effective ways to minimize erosion and allow vegetation to be re-established rapidly. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page 8 Site Preparation and Grading After erosion control measures are implemented, site preparation should consist of stripping the topsoil and loose soils from foundation, slab, pavement areas, and other structural areas, to expose medium dense or better native soils. The stripped soil should be removed from the site or stockpiled for later use as a landscaping fill. Based on our observations, we anticipate stripping depths of two to three feet across the site. However, additional stripping may be required if areas of undocumented fill and/or loose soil are encountered in unexplored areas of the site. After site stripping, if the exposed subgrade is deemed loose, it should be compacted to a non -yielding condition and then proof -rolled with a heavy rubber -tired piece of equipment. Areas observed to pump or weave during the proof -roll test should be reworked to structural fill specifications or over -excavated and replaced with properly compacted structural fill or rock spalls. If loose soils are encountered in the pavement areas, the loose soils should be removed and replaced with rock spalls or granular structural fill. If significant surface water flow is encountered during construction, this flow should be diverted around areas to be developed, and the exposed subgrades should be maintained in a semi -dry condition. If wet conditions are encountered, alternative site stripping and grading techniques might be necessary. These could include using large excavators equipped with wide tracks and a smooth bucket to complete site grading and covering exposed subgrade with a layer of crushed rock for protection. If wet conditions are encountered or construction is attempted in wet weather, the subgrade should not be compacted as this could cause further subgrade disturbance. In wet conditions, it may be necessary to cover the exposed subgrade with a layer of crushed rock as soon as it is exposed to protect the moisture sensitive soils from disturbance by machine or foot traffic during construction. The prepared subgrade should be protected from construction traffic and surface water should be diverted around areas of prepared subgrade. The site soils are considered to be moisture -sensitive and may disturb when wet. We recommend that construction take place during the drier summer months if possible. However, if construction takes place during the wet season, additional expenses and delays should be expected due to the wet conditions. Additional expenses could include the need for placing a blanket of rock spalls on exposed subgrades, construction traffic areas, and paved areas prior to placing structural fill. Wet weather grading will also require additional erosion control and site drainage measures. Some of the on -site soils may be suitable for use as structural fill, depending on the moisture content of the soil at the time of construction. NGA should be retained to evaluate the suitability of all on -site and imported structural fill material during construction. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Homeview Drive Residence Development Edmonds, Washington Temporary and Permanent Slopes NGA File No. 1044818 October 10, 2018 Page 9 Temporary cut slope stability is a function of many factors, including the type and consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate a stable, temporary, cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations at all times as indicated in OSHA guidelines for cut slopes. The following information is provided solely for the benefit of the owner and other design consultants and should not be construed to imply that Nelson Geotechnical Associates, Inc. assumes responsibility for job site safety. Job site safety is the sole responsibility of the project contractor. For planning purposes, we recommend that temporary cuts in the site soils be no steeper than 1.5 Horizontal to 1 Vertical (1.5H:1V). If significant groundwater seepage or surface water flow were encountered, we would expect that flatter inclinations would be necessary. We recommend that cut slopes be protected from erosion. The slope protection measures may include covering cut slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not recommend vertical slopes for cuts deeper than four feet, if worker access is necessary. We recommend that cut slope heights and inclinations conform to appropriate OSHA/WISHA regulations. If the above inclinations cannot be met due to property line constraints and/or worker access issues, we recommend that shoring be considered for the planned cuts. We are available to provide specific recommendations for temporary shoring once grading plans have been finalized. Permanent cut and fill slopes should be no steeper than 2H:1 V. However, flatter inclinations may be required in areas where loose soils are encountered. Permanent slopes should be vegetated and the vegetative cover maintained until established. Structure Setbacks Uncertainties related to building along steep slopes are typically addressed by the use of building setbacks. The purpose of the setback is to establish a "buffer zone" between the structure and the top of the slope so that ample room is allowed for normal slope recession during a reasonable life span of the structure. In a general sense, the greater the setback distance, the lower the risk of slope failures impacting the structure. From a geological standpoint, the setback dimension is based on the slope's physical characteristics, such as slope height, surface angle, material composition, and hydrology. Other factors such as historical slope activity, rate of regression, and the type and desired life span of the development are important considerations as well. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page 10 We recommend that any proposed structures be set back at least 20 feet from the top of the steep west- to south -facing slopes to the west and south of the proposed upper northeastern development area. We also recommend that the downhill western and southern foundation lines be additionally embedded a minimum of two feet into the competent native bearing glacial till soils. All other foundations can utilize standard foundation depths. Any proposed on -site infiltration systems should be located within the lower southwestern portion of the site and setback a minimum of 10 feet from the toe of the steep slope areas. We should be retained to review final structure and infiltration locations and to observe foundation excavations prior to placing forms. Any proposed development within the setback area, should be the subject of a specific geotechnical evaluation. Under no circumstances should water be allowed to concentrate on the slopes, during or after construction. Foundations Conventional shallow spread foundations should be placed on medium dense or better native glacial soils, or be supported on structural fill or rock spalls extending to those soils. Medium dense or better native bearing glacial soils should be encountered approximately two to three feet below ground surface based on our explorations. Where undocumented fill or less dense soils are encountered at footing bearing elevation, the subgrade should be over -excavated to expose suitable bearing soil. The over -excavation may be filled with rock spalls or structural fill, or the footing may be extended down to the competent native bearing soils. If footings are supported on structural fill, the fill zone should extend outside the edges of the footing a distance equal to one half of the depth of the over -excavation below the bottom of the footing. We recommend that the downhill western and southern foundation lines of the residence be additionally embedded a minimum of two feet into the competent native glacial soils. All other foundations can utilize standard foundation depths. Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost protection and bearing capacity considerations. Foundations should be designed in accordance with the 2018 IBC. Footing widths should be based on the anticipated loads and allowable soil bearing pressure. Water should not be allowed to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation excavation prior to placing concrete. For foundations constructed as outlined above, we recommend an allowable design bearing pressure of not more than 2,000 pounds per square foot (psf) be used for the design of footings founded on the medium dense or better native glacial soils or structural fill extending to the competent native material. The foundation bearing soil should be evaluated by a representative of NGA. We should be consulted if higher bearing pressures are needed. Current IBC guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less than 1-inch total and NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page I 1 'h-inch differential between adjacent footings or across a distance of about 20 feet, based on our experience with similar projects. Lateral loads may be resisted by friction on the base of the footing and passive resistance against the subsurface portions of the foundation. A coefficient of friction of 0.30 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular equivalent fluid pressure distribution. An equivalent fluid density of 150 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the footing. This level surface should extend a distance equal to at least three times the footing depth. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the foundations should be poured "neat" against the native medium dense soils or compacted fill should be used as backfill against the front of the footing. We recommend that the upper one foot of soil be neglected when calculating the passive resistance. Retaining Walls Specific grading plans for this project were not available at the time this report was prepared, but retaining walls may be incorporated into project plans. In general, the lateral pressure acting on subsurface retaining walls is dependent on the nature and density of the soil behind the wall, the amount of lateral wall movement which can occur as backfill is placed, wall drainage conditions, and the inclination of the backfill. For walls that are free to yield at the top at least one thousandth of the height of the wall (active condition), soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing (at -rest condition). We recommend that walls supporting horizontal backfill and not subjected to hydrostatic forces, be designed using a triangular earth pressure distribution equivalent to that exerted by a fluid with a density of 40 pcf for yielding (active condition) walls, and 60 pcf for non - yielding (at -rest condition) walls. These recommended lateral earth pressures are for a drained granular backfill and are based on the assumption of a horizontal ground surface behind the wall for a distance of at least the subsurface height of the wall, and do not account for surcharge loads. Additional lateral earth pressures should be considered for surcharge loads acting adjacent to subsurface walls and within a distance equal to the subsurface height of the wall. This would include the effects of surcharges such as traffic loads, floor slab loads, slopes, or other surface loads. We could consult with the structural engineer regarding additional loads on retaining walls during final design, if needed. A seismic design loading of 8H in psf should also be included in the wall design where "H" is the total height of the wall. NELSON GEOTECHN/CAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page 12 The lateral pressures on walls may be resisted by friction between the foundation and subgrade soil, and by passive resistance acting on the below -grade portion of the foundation. Recommendations for frictional and passive resistance to lateral loads are presented in the Foundations subsection of this report. All wall backfill should be well compacted as outlined in the Structural Fill subsection of this report. Care should be taken to prevent the buildup of excess lateral soil pressures due to over -compaction of the wall backfill. This can be accomplished by placing wall backfill in 8-inch, loose lifts, and compacting the backfill with small, hand -operated compactors within a distance behind the wall equal to at least one-half the height of the wall. The thickness of the loose lifts should be reduced to accommodate the lower compactive energy of the hand -operated equipment. The recommended level of compaction should still be maintained. Permanent drainage systems should be installed for retaining walls. Recommendations for these systems are found in the Subsurface Drainage subsection of this report. We recommend that we be retained to evaluate the proposed wall drain backfill material and observe installation of the drainage systems. Structural Fill General: Fill placed beneath foundations, pavement, or other settlement -sensitive structures should be placed as structural fill. Structural fill, by definition, is placed in accordance with prescribed methods and standards, and is monitored by an experienced geotechnical professional or soils technician. Field monitoring procedures would include the performance of a representative number of in -place density tests to document the attainment of the desired degree of relative compaction. The area to receive the fill should be suitably prepared as described in the Site Preparation and Grading subsection prior to beginning fill placement. Materials: Structural fill should consist of a good quality, granular soil, free of organics and other deleterious material, and be well graded to a maximum size of about three inches. All-weather fill should contain no more than five -percent fines (soil finer than U.S. No. 200 sieve, based on that fraction passing the U.S. 3/4-inch sieve). Some of the more granular on -site soils may be suitable for use as structural fill depending on the moisture content of the soil during construction. We should be retained to evaluate all proposed structural fill material prior to placement. Fill Placement: Following subgrade preparation, placement of structural fill may proceed. All filling should be accomplished in uniform lifts up to eight inches thick. Each lift should be spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All structural fill underlying building areas and pavement subgrade should be compacted to a minimum of 95 percent of its maximum dry density. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page 13 Maximum dry density, in this report, refers to that density as determined by the ASTM D-1557 Compaction Test procedure. The moisture content of the soils to be compacted should be within about two percent of optimum so that a readily compactable condition exists. It may be necessary to over - excavate and remove wet soils in cases where drying to a compactable condition is not feasible. All compaction should be accomplished by equipment of a type and size sufficient to attain the desired degree of compaction and should be tested. Slab -on -Grade Slabs -on -grade should be supported on subgrade soils prepared as described in the Site Preparation and Grading subsection of this report. We recommend that all floor slabs be underlain by at least four inches of free -draining gravel with less than three percent by weight of the material passing Sieve #200 for use as a capillary break. We recommend that the capillary break be hydraulically connected to the footing drain system to allow free drainage from under the slab. A suitable vapor barrier, such as heavy plastic sheeting (6-mil minimum), should be placed over the capillary break material. An additional 2-inch thick moist sand layer may be used to cover the vapor barrier. This sand layer is optional and is intended to be used to protect the vapor barrier membrane and to aide in curing the concrete. Pavements Pavement subgrade preparation and structural filling where required, should be completed as recommended in the Site Preparation and Grading and Structural Fill subsections of this report. The pavement subgrade should be proof -rolled with a heavy, rubber -tired piece of equipment, to identify soft or yielding areas that require repair. The pavement section should be underlain by a minimum of six inches of clean granular pit run or crushed rock. We should be retained to observe the proof -rolling and recommend repairs prior to placement of the asphalt or hard surfaces. Utilities We recommend that underground utilities be bedded with a minimum six inches of pea gravel prior to backfilling the trench with on -site or imported material. Trenches within settlement sensitive areas should be compacted to 95% of the modified proctor as described in the Structural Fill subsection of this report. Trenches located in non-structural areas should be compacted to a minimum 90% of the maximum dry density. Trench backfill compaction should be tested. Site Drainage Stormwater Infiltration: It is our opinion that the subsurface soils within the lower southwestern portion of the site are suitable for stormwater infiltration. We recommend that any infiltration systems within this property be designed utilizing the recommended long-term design infiltration rate provided below. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page 14 In accordance with the 2014 Department of Ecology (DOE) Stormwater Management in Western Washington Manual, we conducted a Small PIT within Infiltration Pit 1, as shown on the attached Schematic Site Plan in Figure 2. Infiltration Pit 1 measured 4.0-feet long by 3.0-feet wide by 5.0-feet deep. The hole was filled with approximately 12-inches of water and this level was maintained for six hours for the pre-soak period. At the end of the pre-soak period, the water flow rate into the hole was monitored with a Great Plains Industries (GPI) TM 075 water flow meter for one hour. During the steady-state flow period of the infiltration testing, the minimum flow rate was approximately 1.27 gallons per minute (76.2 gallons per hour). This flow rate equated to approximate infiltration rate of approximately 10.26 inches per hour. At the end of the hour observing the flow rate, the water was shut off and the falling -head portion of the test began. We observed the falling head portion of the test taking measurements every 15 minutes. After 60 minutes, approximately 7.0 inches of water had drained from Infiltration Pit 1, equating to an infiltration rate of 7.0 inches per hour. We have selected an overall measured field rate of 7.0 inches per hour obtained from the falling head portion of the test to be utilized in determining the long-term design infiltration rate. In accordance with the Table 3.5 of the 2014 Department of Ecology (DOE) Stormwater Management in Western Washington, correction factors of 0.8, 0.5, and 0.9 for CF,,, CFt, CF., respectively were applied to the field measured infiltration rate of 7.0 inches per hour, obtained from the falling -head portion of the testing. A total correction factor of 0.36 was applied to the measured field infiltration rate obtained from the falling head portion of the test to determine the long-term design infiltration rate. Using these correction factors, we calculated a long-term design infiltration rate of 2.52 inches per hour to be utilized to design any on -site infiltration systems within the site. The storm water management systems should be designed and maintained in accordance with the 2014 Department of Ecology (DOE) Stormwater Management in Western Washington. We recommend that any proposed infiltration systems be located as to not negatively impact any proposed or existing nearby structures and also meet all required setbacks from existing property lines, structures, and sensitive areas in accordance with the City of Edmonds code. We recommend that any infiltration systems be located as far as possible from the base of the moderate to steep slopes within the western and southern portions of the site but should be located no closer than 10 feet from the base of these slopes. We recommend that an overflow component be incorporated into the proposed infiltration system that is directed to flow into an approved discharge system located within the roadways. The stormwater manual recommends a five-foot separation between the base of an infiltration system and any underlying bedrock, impermeable horizon, or groundwater. We did not encounter any groundwater or impermeable layers to the depths explored throughout the site. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page 15 Surface Drainage: The finished ground surface should be graded such that stormwater is directed to an appropriate stormwater collection system. Water should not be allowed to stand in any areas where footings, slabs, or pavements are to be constructed. Final site grades should allow for drainage away from the residence. We suggest that the finished ground be sloped at a minimum gradient of three percent, for a distance of at least 10 feet away from the structures. Surface water should be collected by permanent catch basins and drain lines, and be discharged into an appropriate discharge system located at the toe of the steep slopes within the southwestern portion of the property. The overflow water should be directed to flow into an approved discharge location. Subsurface Drainage: If groundwater is encountered during construction, we recommend that the contractor slopes the bottom of the excavation and collect the water into ditches and small sump pits where the water can be pumped out and routed into a permanent storm drain. We recommend the use of footing drains around the structures. Footing drains should be installed at least one foot below planned finished floor elevation. The drains should consist of a minimum 4-inch- diameter, rigid, slotted or perforated, PVC pipe surrounded by free -draining material wrapped in a filter fabric. We recommend that the free -draining material consist of an 18-inch-wide zone of clean (less than three -percent fines), granular material placed along the back of walls. Pea gravel is an acceptable drain material. The free -draining material should extend up the wall to one foot below the finished surface. The top foot of backfill should consist of impermeable soil placed over plastic sheeting or building paper to minimize surface water or fines migration into the footing drain. Footing drains should discharge into tightlines leading to an appropriate collection and discharge point with convenient cleanouts to prolong the useful life of the drains. Roof drains should not be connected to wall or footing drains. CONSTRUCTION MONITORING We recommend that we be retained to provide construction monitoring services to evaluate conditions encountered in the field with respect to anticipated conditions, to provide recommendations for design changes should the conditions differ from anticipated, and to evaluate whether construction activities comply with contract plans and specifications. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation NGA File No. 1044818 Homeview Drive Residence Development October 10, 2018 Edmonds, Washington Page 16 USE OF THIS REPORT NGA has prepared this report for Mr. Jeff Gray and his agents, for use in the planning and design of the development on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in subsurface conditions between the explorations and also with time. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. All people who own or occupy homes on or near slopes should realize that landslide movements are always a possibility. The landowner should periodically inspect the slope, especially after a winter storm. If distress is evident, a geotechnical engineer should be contacted for advice on remedial/preventative measures. The probability that landsliding will occur is substantially reduced by the proper maintenance of drainage control measures at the site (the runoff from the roofs should be led to an approved discharge point). Therefore, the homeowner should take responsibility for performing such maintenance. Consequently, we recommend that a copy of our report be provided to any future homeowners of the property if the home is sold. We recommend that NGA be retained to provide monitoring and consultation services during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork and foundation installation activities comply with contract plans and specifications. We should be contacted a minimum of one week prior to construction activities and could attend pre -construction meetings if requested. Within the limitations of scope, schedule, and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation Homeview Drive Residence Development Edmonds, Wasbington NGA File No. 1044818 October 10, 2018 Page 17 It has been a pleasure to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. ok washi �pP 2883 gSed Geo�o LEE S. BELLAH Lee S. Bellah, LG Project Geologist Maher A. Shebl, PhD, PE, M.ASCE Senior Engineer LSB:MAS:dy Seven Figures Attached NELSON GEOTECHNICAL ASSOCIATES, INC. Iw1hNSw 3 2 1» N m %M. - .. W71h st SN 3 Ittt,rl at ayv s s VICINITY MAP Not to Scale �A , rich st sw sy ImnSSw 3 ' 1MUM S: SW � Iap-.h st SW 0 o � ISIOnsw 0- 1 MW PI SW 3 -0 ev ' u < Q sa � r s ode* Way 9 United States A Postal Service T APerrinvilte j T Animal Hospital ( d The Hook PPF LynndalePark A 9 ru S` m O � s s .0 C v rn 1977 PI SW D rant, si sw � I 3 18 tf1 R Edmonds, WA S1 Sw Ti: PI SW N co > t 00 10 7aaaA Q` a n e Y m C r n co n O g 0 3 � 4 3 � O L O > ��� c lamp SlY o o g 188th 9 Q iaa;h q m Sy � w io ra � 1 a4tt+ a 51� a c Project Number NELSON GEOTECHNICAL No. Date Revision By CK v Homeview Drive Residence ASSOCIATES, INC. 1044818 Development NGA 1 10r1/18 Original DPN LSB Figure 1 Vicinity Map GEOTECHNICAL ENGINEERS & GEOLOGISTS W es« EitWintWh-0fr— 17D11-135AA—NE,A5W 5526 Indu&y lane, s2 O z Wuodhrv9e. WA90072 Flat Weneatm WA9M (625)48&16N1Fac1614510 wavy Wwn2aoftx* m (509)66S769Bl Fm 665.76W Z Approximate Top of Steep Slope 11 o 3 v cn CD CD CD 0 � / 1 CD 1 CCL D 11 mO Z 3 n Lf z A 2 a D Z r. =I i D 0 wG � m p Z n C- y a0 m ' . N i1e m0 Z n O Z ` .. n / a L �. Z 0 LEGEND m • Property line TP-1 _16— Number and approximate o I location of test pit Infil-i z_ Number and approximate rn location of infiltration test pit T` Referonro• Citn non hnenrl nonni nhnfin !nnrl cite Site Plan HA-1 _ _ Number and approximate location of hand auger � :' Approximate location l�J of cross-section 0 40 80 Approximate Scale: 1 inch = 40 feet 0 A A' .� co `'' Co m Southwest I I Northeast 80 80 2 0 n CD U C Proposed Residence cn<� m 0 60 60 mCD ;0 D fD y D o- CD TP-2 Access Driveway 0 v 40 40 � 0 9' £ m '_ TP-3 o Z > ^^ Qvt ➢� o 2 a 2 � Z 20 20 NN Q o m O Z M -� O mtN M 0 -- - - - -- 10 n 5 zZ >N 0 0 20 40 60 80 100 120 140 Distance (feet) Exploration o v DO `D Test Pit Designation —4 TP-1 o Groundwater Level = NOTES: During Exploration 1) Stratigraphic conditions are interpolated between the explorations. Actual conditions may vary. z W Geologic Contact ? —? 2) Elevations are arbitrary. (approximate) ch co X Reference: Cross Section is based on field measurements using a hand-held clinometer and 100-ft tape measure. \\hill\company\2018 NGA Project Folders\10448-18 Homeview Drive Property Res Dev Edmcnds\Drafting\CS.dwg 0 B B� co CZ oo 3North South CD I 80 80 0 CD n o � 0 CD < Cn m p co 0 0b 60 60 CDID X TP-1 � Iz - (D 0 CD 1` 40 HA-1 c 0 - 40 182nd St SW 0 -F m .04 Z^^ CU 2' >� m '*Sr c Y1 N z D HA-2 Z b 20 20 m <( z 0 m 0 Z n m m a m N m 7 0 0 _ O 0 20 40 60 80 100 120 140 1 a r Distance (feet) Exploration o 0 Wd 0 co Test Pit/Hand Auger DTP/HA-1 Designation o ;a w Groundwater Level ----> 1 During Exploration 1) NOTES: Stratigraphic conditions are interpolated between Geologic Contact —� —� 2) the explorations. Actual conditions may vary. Elevations are arbitrary. CD z (approximate) Reference: Cross Section is based on field measurements using a hand-held clinometer and 100-ft tape measure. co 0 \\h11llcompany\2018 NGA Project Folders\10448-18 Homeview Drive Property Res Dev Edmonds\Drafting\CS.dwg UNIFIED SOIL CLASSIFICATION SYSTEM GROUP MAJOR DIVISIONS GROUP NAME SYMBOL CLEAN GW WELL -GRADED, FINE TO COARSE GRAVEL COARSE- GRAVEL GRAVEL GP POORLY -GRADED GRAVEL GRAINED MORE THAN 50 % GRAVEL GM OF COARSE FRACTION SILTY GRAVEL RETAINED ON SOILS NO.4 SIEVE WITH FINES GC CLAYEY GRAVEL SAND CLEAN SW WELL -GRADED SAND, FINE TO COARSE SAND SAND SP POORLY GRADED SAND MORE THAN 50 % RETAINED ON MORE THAN 50 % NO. 200 SIEVE OF COARSE FRACTION SAND SM SILTY SAND PASSES NO.4 SIEVE WITH FINES SC CLAYEY SAND FINE - SILT AND CLAY ML SILT INORGANIC GRAINED LIQUID LIMIT CL CLAY LESS THAN 50 % SOILS ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT INORGANIC MORE THAN 50 % PASSES LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY NO. 200 SIEVE 50 % OR MORE ORGANIC CH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488-93. Dry - Absence of moisture, dusty, dry to the touch 2) Soil classification using laboratory tests is based on ASTM D 2488-93. Moist -Damp, but no visible water. 3) Descriptions of soil density or Wet - Visible free water or saturated, consistency are based on usually soil is obtained from interpretation of blowcount data, below water table visual appearance of soils, and/or test data. Project Number NELSON GEOTECHNICAL No. Date Revision By CK 1044818 Homeview Drive Residence ASSOCIATES, INC. N �'� Development P GEOTECHNICAL ENGINEERS & GEOLOGISTS , ,o/sna Original DPN LSB Figure 5 Soil Classification Chart -�110°"IM EsWenateh-Of9- 1731W1o1a35°U^AeNE,A5W 5526 lrd.y L—. 92 W.Wbh l9a072 East We —Ice, WA 9a2 (Q25)<861WcAGal-2510 www» N rgjeata — (509) 665-7696 / Fe 6657692 LOG OF EXPLORATION DEPTH (FEET) USC SOIL DESCRIPTION TEST PIT ONE 0.0 - 0.1 TOPSOIL 0.1 - 2.5 SM BROWN GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL, (MEDIUM DENSE, MOIST) 2.5 - 6.0 SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 3.0 AND 5.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.0 FEET ON 5125/18 TEST PIT TWO 0.0 - 1.0 TOPSOIL 1.0 - 3.0 SM BROWN GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL, (MEDIUM DENSE, MOIST) 3.0-7.0 SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 2.5 AND 6.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 7.0 FEET ON 5/25/18 TEST PIT THREE 0.0 -1.0 TOPSOIL 1.0 - 3.5 SM BROWN GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL, (MEDIUM DENSE, MOIST) 3.5 - 6.5 SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 3.0 AND 6.0 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 6.5 FEET ON 5/25/18 TEST PIT FOUR 0.0 - 0.5 TOPSOIL 0.5 - 5.5 SM BROWN GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL, (MEDIUM DENSE -DENSE, MOIST) 5.5 - 7.0 SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 3.0 AND 6.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 7.0 FEET ON 5/25/18 TEST PIT FIVE 0.0 - 1.0 TOPSOIL 1.0 -4.0 SM BROWN GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL, (MEDIUM DENSE, MOIST) 4.0 - 8.0 SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE TO VERY DENSE, MOIST) SAMPLES WERE COLLECTED AT 4.5 AND 7.5 FEET GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 8.0 FEET ON 5/25/18 LSB:KMS NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 1044818 FIGURE 6 LOG OF EXPLORATION DEPTH (FEET) INFILTRATION PIT 1 0.0 - 0.5 0.5 - 3.0 3.0 - 5.0 HAND AUGER ONE 0.0 - 0.5 0.5 - 2.5 2.5 - 3.5 HAND AUGER TWO 0.0 - 0.5 0.5 - 3.0 3.0 - 4.0 LSB:KMS USC SOIL DESCRIPTION TOPSOIL SM BROWN GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL, (MEDIUM DENSE, MOIST) SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED TEST PIT CAVING WAS NOT ENCOUNTERED TEST PIT WAS COMPLETED AT 5.0 FEET ON 5/25/18 TOPSOIL SM BROWN GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL, (MEDIUM DENSE, MOIST) SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER MET REFUSAL AT 3.5 FEET ON 5/25/18 TOPSOIL SM BROWN GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL, (MEDIUM DENSE, MOIST) SM GRAY, SILTY FINE TO MEDIUM SAND WITH GRAVEL (DENSE, MOIST) SAMPLES WERE NOT COLLECTED GROUNDWATER SEEPAGE WAS NOT ENCOUNTERED HAND AUGER CAVING WAS NOT ENCOUNTERED HAND AUGER MET REFUSAL AT 4.0 FEET ON 5/25/18 NELSON GEOTECHNICAL ASSOCIATES, INC. FILE NO 1044818 FIGURE 7 WWHM2012 PROJECT REPORT Project Name: Dynasty - Homeview Drive Site Name: Dynasty Homes Site Address: 18109 Homeview Drive City : Edmonds Report Date: 10/1/2018 Gage : Everett Data Start : 1948/10/01 Data End : 2009/09/30 Precip Scale: 0.80 Version Date: 2016/02/25 Version : 4.2.12 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAND USE Name : Basin 1 Bypass: NO Groundwater: No Pervious Land Use acre C, Forest, Mod 0.10 Pervious Total 0.10 Impervious Land Use acre Impervious Total 0 Basin Total 0.10 Element Flows To: Surface Interflow Groundwater MITIGATED LAND USE Name : Basin 1 Bypass: No Groundwater: No 1 Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.035 DRIVEWAYS MOD 0.065 Impervious Total 0.10 Basin Total 0.10 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 A C Name Gravel Trench Bed 1`� `' t t, Bottom Length: 90.00 ft.` Bottom Width: 4.00 ft. Trench bottom slope 1: 0.001 To 1 Trench Left side slope 0: 0.01 To 1 Trench right side slope 2: 0.01 To 1 Material thickness of first layer: 2 Pour Space of material for first layer:: 0.527 Material thickness of second layer: 2 Pour Space of material for second layer: 0.33 Material thickness of third layer: 0 Pour Space of material for third layer: 0 Infiltration On Infiltration rate: 2.5-- Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated (ac-ft.): 11.919 Total Volume Through Riser (ac-ft.): 0 11 Clio Total Volume Through Facility (ac-ft.) Percent Infiltrated: 100 $ Total Precip Applied to Facility: 0 Total Evan From Facility: 0 —y —� -- - Discharge Struc Riser Height:,4.25 ft. Riser Diametei. Notch Type: Rectangular Notch Width: 1.000 ft. Notch Height: 0.250 ft. Element Flows To: Outlet 1 Outlet 2 U Wfi 1 — i Nit REp-- Stage(feet) Gravel Area(ac.) Trench Bed Hydraulic Table Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.008 0.000 0.000 0.000 0.0444 0.008 0.000 0.000 0.020 0.0889 0.008 0.000 0.000 0.020 0.1333 0.008 0.000 0.000 0.020 0.1778 0.008 0.000 0.000 0.020 0.2222 0.008 0.001 0.000 0.020 0.2667 0.008 .0.001 0.000 0.020 0.3111 0.008 0.001 0.000 0.020 0.3556 0.008 0.001 0.000 0.020 0.4000 0.008 0.001 0.000 0.020 0.4444 0.008 0.001 0.000 0.020 0.4889 0.008 0.002 0.000 0.020 0.5333 0.008 0.002 0.000 0.020 0.5778 0.008 0.002 0.000 0.020 0.6222 0.008 0.002 0.000 0.020 0.6667 0.008 0.002 0.000 0.020 0.7111 0.008 0.003 0.000 0.020 0.7556 0.008 0.003 0.000 0.020 0.8000 0.008 0.003 0.000 0.020 0.8444 0.008 0.003 0.000 0.020 0.8889 0.008 0.003 0.000 0.020 0.9333 0.008 0.004 0.000 0.020 0.9778 0.008 0.004 0.000 0.020 1.0222 0.008 0.004 0.000 0.020 1.0667 0.008 0.004 0.000 0.020 1.1111 0.008 0.004 0.000 0.020 1.1556 0.008 0.005 0.000 0.021 1.2000 0.008 0.005 0.000 0.021 1.2444 0.008 0.005 0.000 0.021 1.2889 0.008 0.005 0.000 0.021 1.3333 0.008 0.005 0.000 0.021 1.3778 0.008 0.006 0.000 0.021 1.4222 0.008 0.006 0.000 0.021 1.4667 0.008 0.006 0.000 0.021 1.5111 0.008 0.006 0.000 0.021 1.5556 0.008 0.006 0.000 0.021 1.6000 0.008 0.007 0.000 0.021 1.6444 0.008 0.007 0.000 0.021 1.6889 0.008 0.007 0.000 0.021 1.7333 0.008 0.007 0.000 0.021 1.7778 0.008 0.007 0.000 0.021 1.8222 0.008 0.008 0.000 0.021 1.8667 0.008 0.008 0.000 0.021 1.9111 0.008 0.008 0.000 0.021 1.9556 0.008 0.008 0.000 0.021 2.0000 0.008 0.008 0.000 0.021 2.0444 0.008 0.008 0.000 0.021 2.0889 0.008 0.008 0.000 0.021 2.1333 0.008 0.009 0.000 0.021 2.1778 0.008 0.009 0.000 0.021 2.2222 0.008 0.009 0.000 0.021 2.2667 0.008 0.009 0.000 0.021 2.3111 0.008 0.009 0.000 0.021 2.3556 0.008 0.009 0.000 0.021 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.008 0.000 0.000 0.000 0.0444 0.008 0.000 0.000 0.020 0.0889 0.008 0.000 0.000 0.020 0.1333 0.008 0.000 0.000 0.020 0.1778 0.008 0.000 0.000 0.020 0.2222 0.008 0.001 0.000 0.020 0.2667 0.008 .0.001 0.000 0.020 0.3111 0.008 0.001 0.000 0.020 0.3556 0.008 0.001 0.000 0.020 0.4000 0.008 0.001 0.000 0.020 0.4444 0.008 0.001 0.000 0.020 0.4889 0.008 0.002 0.000 0.020 0.5333 0.008 0.002 0.000 0.020 0.5778 0.008 0.002 0.000 0.020 0.6222 0.008 0.002 0.000 0.020 0.6667 0.008 0.002 0.000 0.020 0.7111 0.008 0.003 0.000 0.020 0.7556 0.008 0.003 0.000 0.020 0.8000 0.008 0.003 0.000 0.020 0.8444 0.008 0.003 0.000 0.020 0.8889 0.008 0.003 0.000 0.020 0.9333 0.008 0.004 0.000 0.020 0.9778 0.008 0.004 0.000 0.020 1.0222 0.008 0.004 0.000 0.020 1.0667 0.008 0.004 0.000 0.020 1.1111 0.008 0.004 0.000 0.020 1.1556 0.008 0.005 0.000 0.021 1.2000 0.008 0.005 0.000 0.021 1.2444 0.008 0.005 0.000 0.021 1.2889 0.008 0.005 0.000 0.021 1.3333 0.008 0.005 0.000 0.021 1.3778 0.008 0.006 0.000 0.021 1.4222 0.008 0.006 0.000 0.021 1.4667 0.008 0.006 0.000 0.021 1.5111 0.008 0.006 0.000 0.021 1.5556 0.008 0.006 0.000 0.021 1.6000 0.008 0.007 0.000 0.021 1.6444 0.008 0.007 0.000 0.021 1.6889 0.008 0.007 0.000 0.021 1.7333 0.008 0.007 0.000 0.021 1.7778 0.008 0.007 0.000 0.021 1.8222 0.008 0.008 0.000 0.021 1.8667 0.008 0.008 0.000 0.021 1.9111 0.008 0.008 0.000 0.021 1.9556 0.008 0.008 0.000 0.021 2.0000 0.008 0.008 0.000 0.021 2.0444 0.008 0.008 0.000 0.021 2.0889 0.008 0.008 0.000 0.021 2.1333 0.008 0.009 0.000 0.021 2.1778 0.008 0.009 0.000 0.021 2.2222 0.008 0.009 0.000 0.021 2.2667 0.008 0.009 0.000 0.021 2.3111 0.008 0.009 0.000 0.021 2.3556 0.008 0.009 0.000 0.021 -3 2.4000 0.008 0.009 0.000 0.021 2.4444 0.008 0.009 0.000 0.021 2.4889 0.008 0.010 0.000 0.021 2.5333 0.008 0.010 0.000 0.021 2.5778 0.008 0.010 0.000 0.021 2.6222 0.008 0.010 0.000 0.021 2.6667 0.008 0.010 0.000 0.021 2.7111 0.008 0.010 0.000 0.021 2.7556 0.008 0.010 0.000 0.021 2.8000 0.008 0.010 0.000 0.021 2.8444 0.008 0.011 0.000 0.021 2.8889 0.008 0.011 0.000 0.021 2.9333 0.008 0.011 0.000 0.021 2.9778 0.008 0.011 0.000 0.021 3.0222 0.008 0.011 0.000 0.021 3.0667 0.008 0.011 0.000 0.021 3.1111 0.008 0.011 0.000 0.021 3.1556 0.008 0.011 0.000 0.021 3.2000 0.008 0.012 0.000 0.021 3.2444 0.008 0.012 0.000 0.021 3.2889 0.008 0.012 0.000 0.021 3.3333 0.008 0.012 0.000 0.021 3.3778 0.008 0.012 0.000 0.021 3.4222 0.008 0.012 0.000 0.021 3.4667 0.008 0.012 0.000 0.021 3.5111 0.008 0.012 0.000 0.021 3.5556 0.008 0.013 0.000 0.021 3.6000 0.008 0.013 0.000 0.021 3.6444 0.008 0.013 0.000 0.021 3.6889 0.008 0.013 0.000 0.021 3.7333 0.008 0.013 0.000 0.021 3.7778 0.008 0.013 0.000 0.021 3.8222 0.008 0.013 0.000 0.021 3.8667 0.008 0.013 0.000 0.021 3.9111 0.008 0.014 0.000 0.021 3.9556 0.008 0.014 0.000 0.021 4.0000 0.008 0.014 0.000 0.021 ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.1 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:O Total Impervious Area:0.1 r Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Stream Protection Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.000 0.000 1950 0.002 0.000 1951 0.001 0.000 1952 0.001 0.000 1953 0.001 0.000 1954 0.002 0.000 1955 0.002 0.000 1956 0.002 0.000 1957 0.002 0.000 1958 0.001 0.000 1959 0.001 0.000 1960 0.001 0.000 1961 0.001 0.000 1962 0.001 0.000 1963 0.001 0.000 1964 0.001 0.000 1965 0.001 0.000 1966 0.001 0.000 1967 0.002 0.000 1968 0.002 0.000 1969 0.001 0.000 1970 0.001 0.000 1971 0.001 0.000 1972 0.001 0.000 1973 0.001 0.000 1974 0.001 0.000 1975 0.001 0.000 1976 0.001 0.000 1977 0.000 0.000 1978 0.001 0.000 1979 0.002 0.000 1980 0.001 0.000 1981 0.001 0.000 1982 0.001 0.000 1983 0.001 0.000 1984 0.001 0.000 1985 0.002 0.000 1986 0.005 0.000 1987 0.002 0.000 1988 0.001 0.000 1989 0.001 0.000 1990 0.001 0.000 1991 0.001 0.000 1992 0.001 0.000 1993 0.001 0.000 1994 0.000 0.000 1995 0.001 0.000 1996 0.003 0.000 1997 0.005 0.000 1998 0.001 0.000 1999 0.001 0.000 2000 0.001 0.000 2001 0.000 0.000 2002 0.001 0.000 2003 0.001 0.000 2004 0.001 0.000 2005 0.001 0.000 2006 0.003 0.000 2007 0.002 0.000 2008 0.003 0.000 2009 0.001 0.000 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0051 0.0000 2 0.0047 0.0000 3 0.0028 0.0000 4 0.0028 0.0000 5 0.0027 0.0000 6 0.0021 0.0000 7 0.0021 0.0000 8 0.0021 0.0000 9 0.0019 0.0000 10 0.0018 0.0000 11 0.0018 0.0000 12 0.0017 0.0000 13 0.0017 0.0000 14 0.0017 0.0000 15 0.0016 0.0000 16 0.0016 0.0000 17 0.0015 0.0000 18 0.0014 0.0000 19 0.0014 0.0000 20 0.0014 0.0000 21 0.0013 0.0000 22 0.0013 0.0000 23 0.0013 0.0000 24 0.0013 0.0000 25 0.0013 0.0000 26 0.0013 0.0000 27 0.0013 0.0000 28 0.0013 0.0000 29 0.0012 0.0000 30 0.0012 0.0000 31 0.0012 0.0000 32 0.0012 0.0000 33 0.0012 0.0000 34 0.0012 0.0000 35 0.0012 0.0000 36 0.0011 0.0000 37 0.0010 0.0000 38 0.0010 0.0000 39 0.0010 0.0000 40 0.0010 0.0000 41 0.0010 0.0000 42 0.0010 0.0000 43 0.0010 0.0000 44 0.0010 0.0000 45 0.0009 0.0000 46 0.0009 0.0000 47 0.0009 0.0000 48 0.0009 0.0000 49 0.0008 0.0000 50 0.0008 0.0000 51 0.0007 0.0000 52 0.0007 0.0000 53 0.0007 0.0000 54 0.0007 0.0000 55 0.0007 0.0000 56 0.0007 0.0000 57 0.0006 0.0000 58 0.0005 0.0000 59 0.0004 0.0000 60 0.0002 0.0000 61 0.0002 0.0000 Stream Protection Duration POC #1 The Facility PASSED --z- The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0006 21117 0 0 Pass 0.0006 19282 0 0 Pass 0.0007 17582 0 0 Pass 0.0007 16012 0 0 Pass 0.0007 14510 0 0 Pass 0.0007 13280 0 0 Pass 0.0008 12166 0 0 Pass 0.0008 11129 0 0 Pass 0.0008 10209 0 0 Pass 0.0009 9370 0 0 Pass 0.0009 8613 0 0 Pass 0.0009 7937 0 0 Pass 0.0009 7341 0 0 Pass 0.0010 6740 0 0 Pass 0.0010 6226 0 0 Pass 0.0010 5719 0 0 Pass 0.0010 5230 0 0 Pass 0.0011 4795 0 0 Pass 0.0011 4398 0 0 Pass 0.0011 4064 0 0 Pass 0.0011 3758 0 0 Pass 0.0012 3486 0 0 Pass 0.0012 3219 0 0 Pass 0.0012 2947 0 0 Pass 0.0012 2725 0 0 Pass 0.0013 2543 0 0 Pass 0.0013 2387 0 0 Pass 0.0013 2252 0 0 Pass 0.0013 2125 0 0 Pass 0.0014 2004 0 0 Pass 0.0014 1904 0 0 Pass 0.0014 1790 0 0 Pass 0.0015 1688 0 0 Pass 0.0015 1591 0 0 Pass 0.0015 1489 0 0 Pass 0.0015 1386 0 0 Pass 0.0016 1321 0 0 Pass 0.0016 1252 0 0 Pass 0.0016 1203 0 0 Pass 0.0016 1159 0 0 Pass 0.0017 1120 0 0 Pass 0,0017 1077 0 0 Pass 0.0017 1032 0 0 Pass 0.0017 993 0 0 Pass 0.0018 965 0 0 Pass 0.0018 931 0 0 Pass 0.0018 897 0 0 Pass 0.0018 859 0 0 Pass 0.0019 822 0 0 Pass 0.0019 791 0 0 Pass 0.0019 758 0 0 Pass 0.0019 733 0 0 Pass 0.0020 707 0 0 Pass 0.0020 683 0 0 Pass 0.0020 664 0 0 Pass 0.0021 645 0 0 Pass 0.0021 626 0 0 Pass 0.0021 607 0 0 Pass 0.0021 584 0 0 Pass 0.0022 568 0 0 Pass 0.0022 556 0 0 Pass 0.0022 541 0 0 Pass 0.0022 526 0 0 Pass 0.0023 515 0 0 Pass 0.0023 505 0 0 Pass 0.0023 496 0 0 Pass 0.0023 483 0 0 Pass 0.0024 472 0 0 Pass 0.0024 459 0 0 Pass 0.0024 443 0 0 Pass 0.0024 428 0 0 Pass 0.0025 417 0 0 Pass 0.0025 405 0 0 Pass 0.0025 388 0 0 Pass 0.0026 371 0 0 Pass 0.0026 355 0 0 Pass 0.0026 339 0 0 Pass 0.0026 325 0 0 Pass 0.0027 319 0 0 Pass 0.0027 307 0 0 Pass 0.0027 302 0 0 Pass 0.0027 292 0 0 Pass 0.0028 287 0 0 Pass 0.0028 279 0 0 Pass 0.0028 274 0 0 Pass 0.0028 268 0 0 Pass 0.0029 265 0 0 Pass 0.0029 262 0 0 Pass 0.0029 257 0 0 Pass 0.0029 253 0 0 Pass 0.0030 245 0 0 Pass 0.0030 242 0 0 Pass 0.0030 236 0 0 Pass 0.0030 231 0 0 Pass 0.0031 226 0 0 Pass 0.0031 224 0 0 Pass 0.0031 222 0 0 Pass 0.0032 220 0 0 Pass 0.0032 217 0 0 Pass 0.0032 211 0 0 Pass Water Quality MW Flow and Volume for POC #1 On-line facility volume: 0 acre-feet Online facility target flow: 0 cis. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. LID Report LID Technique Used for Total Volumn Volumn Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volumn Volumn Volumn Water Quality Treatment Facility (ac-ft.) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 POC N 10.90 N 99.51 Total Volume Infiltrated 10.90 0.00 0.00 99.51 0.00 0% No Treat. Credit Compliance with LID Standard 8 Duration Analysis Result = Passed Perind and Impind Changes If No changes have been made. This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. ppPLi£A�T COPY City of Edmonds Engineering. Division 1215' Avenue North Edmonds, WA. 98020 Re: 181009 Nomeview Drive- Building Permit # BLD20181593 Dear Engineer: le December 2018 REsus MAR 12 2019 GILDING DEPARTMENT CITY OF EDMONDS This is a request for a waiver to the city code 18.80.060 D 1 allowing construction of a paved driveway to be constructed at a maximum slope of 14%. The .proposal is to construct a single family home on the lot of the above noted address per enclosed site plans. The only building site on the lot is in the uphill southeast corner of the lot. Because of the steep existing hillside the only access for the house will require a drive over 141/16. The design has been provided with a slope of a maximum of 19%. I realize that the house will require a sprinkler system for fire protection. We do not believe this design will create any welfare or safety issues for the building. Respectfully Requested v� C Jeff Gray Dynasty homes Inc NASH & ASSOCIATES ARCHITECTS RECEIVED OEC 112018 BUILDING Plan 3365 CITY COPY BEAM, LATERAL and SEISMIC CALCULATIONS 7373 ! CT W=gscar 2015 IBC JULY 2015 8003 118th Avenue N.E. Kirkland, SPA 98033 (425) 828-4117 vow vy. Nash— Architects. com 2 NASH & ASSOCIATES ARCHITECTS BEAM CALCULATIONS 2015 IBC 8003 118th Ave. NE. Kirkland, SPA 98033 (425) 828-4117 W�POP. NASH— ARCHITECTS. C0B[ 7 CLIENT: NASH - ASSOCIATES BEAM DESIGN DATA PROJECT: AxcxlTEc rs PER 2015 IBC DATE: NAME: Roof Loads: LL 25 #/sf DL 15 #/sf Total 40 #/sf Unless Noted Otherwise Floor Loads: LL 40 #/sf DL 10 #/sf Total 50 #/sf Deck Loads: LL 60 #/sf DL 10 #/sf Total 70 #/sf Soli: 1500 PSF Min - Concrete: Per MC 2015 Masonry. Per IBC 2015 SteeL Per IBC 2015 Wood: Per IBC 2015 Nailing: Per IBC 2015 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1,300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2,400 PSI (reduced by size factor, CF"Kl) E = 1,800,000 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NAS H— ARCHITECTS. COM UPPER FLOOR PLAN q MASTER BATH 1 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions Min Bearing Area R1= 3.4 inz R2= 3.4 in' (1.5) DL Defl= 0.06 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 7.5 ft Reaction 1 LL 1313 # Reaction 2 LL 1313 # Beam Wt per ft 7.87 # Reaction 1 TL - 2130 # Reaction 2 TL 2130 # Bm Wt Included 59 # Maximum V 2130 # Max Moment 3993'# Max V (Reduced) 1692 # TL Max Defl L / 240 TLActual Defl L / 691 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in Shear inz TL Defl in LL Defl 49.91 32.38 0.13 0.07 44.36 14.10 0.38 0.25 OK OK OK OK 89% 44% 35% 27% ro st t-v(psi) E(psi x mil Fc! sr Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 350 Uniform TL: 560 =A Uniform Load A R1 =2130 R2=2130 SPAN = 7.5 FT Uniform and partial uniform loads are Ibs per lineal ft. UPPER FLOOR PLAN STAIRS Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads min rsearmg Area Ki= z.1 m- Kz= Z. i in- (1 .5) UL ueti= u.ub in Beam Span 6.0 ft Reaction 1 LL 1050 # Reaction 2 LL 1050 # Beam Wt per ft 6.17 # Reaction 1 TL 1698 # Reaction 2 TL 1698 # Bm Wt Included 37 # Maximum V 1698 # Max Moment 2548 '# Max V (Reduced) 1356 # TL Max Defl L / 240 TL Actual Defl L / 652 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in Shear m TL Defl in LL Defl 30.66 25.38 0.11 0.06 26.13 11.30 0.30 0.20 OK OK OK OK 85% 45% 37% 29% Fb (psi) Fv (psi) E (psi x mil) Fc I Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 CIF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 350 Uniform TL: 560 = A Uniform Load A 0 R 1 =1698 R2 = 1698 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. 13Z UPPER FLOOR FRAMING PLAN ENTRY Selection 54/4x 11-7/8 2.0E TJ Parailam W.S. PSL Lu = 0.0 Ft Conditions _ Data Attributes Actual Critical Status Ratio Values Ad_,;justments Mm bearing Area K1= 4.1 in- Kz= 5.5 in` (1.5) DL Defl= 0.08 in Beam. Span 12.5 ft Reaction 1 LL 2730 # Reaction 2 LL 3230 # Beam Wt per ft 19.48 # Reaction 1 TL 3535 # Reaction 2 TL 4159 # Bm Wt Include. d 244 # Maximum V 4159 # Max Moment 12021 W Max V (Reduced) 3447 # TL Max Defl L / 240 TL Actual Defl L / 557 LL Max Defl L 1360 LL Actual Defl L / 798 Section (ins Shear (iia� TL Defl (in) LL Defl 123.39 62.34 0.27 0.19 49.69 17.83 0.63 0.42 OK OK OK OK 40% 29% 43% 45% Fb(psi) Fv(psi) E(psi x mil Fc!(psi) Reference Values 2900 290 2.0 750 Adjusted Values 2903 290 2.0 750 CF Size Factor 1.001 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 • Le = 0.00 Ft ad Par Unif LL Par Unif TL Start End 400 H = 500 0 12.5 160 1= 200 6.5 12.5 I H R1 = 3535 R2 = 4159 SPAN =12.5FT Uniform and partial uniform loads are Ibs per lineal ft. MAIN FLOOR PLAN 13� DEN WDW Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Min Bearing Area R1= 2.6 in2 R2= 8.8 in (1.5) DL Defl= <0.01 in. Beam Span 3.0 ft Reaction 1 LL 991 # Reaction 2 LL 3306 # Beam Wt per ft 7.87 # Reaction 1 TL 1636 # Reaction 2 TL 5494 # Bm Wt Included 24 # Maximum V 5494 # Max Moment 2690'# Max V (Reduced) 3116 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section in') Shear (in' TL Defl (in) LL Defl 49.91 32.38 0.01 <0.01 29.89 25.97 0.15 0.10 OK OK OK OK 60% 80% 8% 6% Fb(psi) Fv(psi) E si x mil Fc!(psi), Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 275 Uniform TL: 440 =A Point LL Point TL Distance 3472 B = 5787 2.5 Uniform Load A Pt loads: 0 0 R1 = 1636 R2 = 5494 SPAN = 3 FT Uniform and partial uniform loads are Ibs per lineal ft. LOWER FLOOR PLAN GARAGE Date: 4/28/14 Selection 6-3/4x 24 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions Data Attributes Actual Critical Status Ratio Values Adjustments min t3eanng Area HI= 24.1 in-Kz= 21.4 in` (1.5) DL Defl= 0.16 in Recom Camber-- 0.25 in Beam Span 21.0 ft Reaction 1 LL 11994 # Reaction 2 LL 10736 # Beam Wt per ft. 39.37 # Reaction 1 TL 15650 # Reaction 2 TL 13936 # Bm Wt Included 927 # Maximum V 15656 # Max Moment 78363# Max V (Reduced) 14371 # TL Max Defl L / 240 TL Actual Defl L / 478 LL Max Defl L / 360 LL Actual Defl L / 694 Section (inj Shear in TL Defl in LL Defl 648.00 162.00 0.53 0.36 431.66 89.82 1.05 0.70 OK OK OK OK 67% 55% 500/0 52% rD (psg ry (psi) t (psi x mil) Fc i Reference Values 2400 240 1.8 650 Adjusted Values 2178 240 1.8 650 Cv Volume 0.908 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Point LL Point TL Distance Par Unif LL Par Unif TL Start _ End 3230 B = 4159 3.0 480 H = 600 0 21.0 780 C = 1200 8.0 480 1= 600 3.0 21.0 I H Pt loads: R1 = 15650 R2 =13936 SPAN = 21 FT Uniform and partial uniform loads are Ibs per lineal ft. Lot✓'Yt FLOOR PLAN GARAGE DR. HDR. Selection 6-3/4x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions - Data Attributes Actual Critical Status Ratio Values Adiustments wan t3eanng Area K7= 9.2 in` K2= 9.5 in` (1.5) DL Defl= 0.17 in Recom Cambe-0.25 in Beam Span 16.0 ft Reaction 1 LL 4586 # Reaction 2 LL 4824 # Beam Wt per ft 22.14 # Reaction 1 TL 5984 # Reaction 2 TL 6200 # Bm Wt Included 354 # Maximum V 6200 # Max Moment 25218'# Max V (Reduced) 5343 # TL Max Defl L / 240 TL Actual Defl L / 355 LL Max Defl L/ 360 LLActual Defl L/ 512 Section (n). Shear (in') TL Defl {in) LL Defl 205.03 91.13 0.54 0.37 127.63 33.39 0.80 0.53 OK OK OK OK 62% 37% 68% 70% Fb(psi) Fv i E (psi x mil) Fc.I (psi) Reference Values 2400 240 1.8 650 Adjusted Values 2371 240 1.8 650 Cv Volume 0.988 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Point LL ' Point TL Distance Par Unif LL Par Unif TL Start End 300 B = 480 7.0 260 H = 320 0 70 300 1 = 370 7.0 16.0 220 J = 270 0 7.0 300 K = 370 7.0 16.0 50 L = 80 0 7.0 __..._ L J _-1 K (� H -J I Pt loads: Q R1 = 5984 R2 = 6200 SPAN = 16 FT Uniform and partial uniform loads are Ibs per lineal ft. MAIN FLOOR PLAN GREAT ROOM WDW HDR� Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions Data Attributes Actual Critical Status Ratio Values Aditrs(ments Min xsearng Area K1= 4.4 in` KZ= 4.4 In` (1.0) UL Uetl= aw in Beam Span 6.0 ft Reaction 1 LL 1950 # Reaction 2 LL 1950 # Beam Wt per ft 7 0 # Reaction 1 TL 2724 # Reaction 2 TL 2724 # Bm Wt Included 47 # Maximum V 2724 # Max Moment 4085'# Max V (Reduced) 2024 # TL Max Deft L / 240 TL Actual Deft L / 858 LL Max Deft L / 360 LL Actual Deft L / >1000 Section (in') Shear (inj TL Del (in) LL Deft 49.91 32.38 0.08 0.05 45.39 16.86 0.30 0.20 OK OK OK OK 91 % 52% 28% 26% Fb(psi) Fv . si E(psi x mil) Fc I si Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 400 Uniform TL: 500 = A Par Unif LL Par Unif TL Start End 250 H = 400 0 6.0 H Uniform Load A R1 = 2724 R2 = 2724 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. MAIN FLOOR PLAN A� GREAT ROOM WDW HDR Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions Min Bearing Area R1= 5.9 in' R2= 4.6 in' (1.5) DL Defl= 0.03 in Recom Camber-- 0.05 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 LL 2688 # Reaction 2 LL 2163 # Beam Wt per ft 11.21 # Reaction 1 TL 3859 # Reaction 2 TL 3019 # Bm Wt Included 67 # Maximum V 3859 # Max Moment 6755 `# Max V (Reduced) 3055 # TL Max Defl L / 240 TL Actual Defl L / 879 LL Max Defl L / 360 LLActual Defl L l >1000 Section (in' Shear (in?} TL Defl (in) LL Defl 69.19 46.13 0.08 0.05 33.78 19.10 0.30 0.20 OK OK OK OK 49% 41% 27% 25% Fb t Fv si E(psi x mil Fc(Psi) Reference Values 2400 240 1.8 650 Ad'usted Values 2400 240 1.8 650 Cv, Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 400 Uniform TL: 500 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1400 B = 2130 1 3.0 350 H = 560 0 3.0 H Uniform Load A Pt loads: 0 R1 = 3859 R2 = 3019 SPAN = 6 FT Uniform and partial uniform loads are ►bs per lineal ft. NASH & ASSOCIATES ARCHITECTS LATERAL & SEISMIC CALCULATIONS 2015 IBC 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 W9YW. NASH— ARCHITECTS. COM CLIENT: NASH&ASSOCIATES WIND AND SEISMIC DESIGN DATA PROTECT: ARcxITECTS PER 2015 IBC DATE: NAME: WIND DESIGN CRITERIA DESIGN PER ASCE 7-10 1. NOMINAL/ULTIMATE WIND SPEED V/asd / Vult 85/110 mph 2. RISK CATEGORY Il 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/— 16 psf BUILDINGS, STRUCTURES, AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN, LOAD, AND RESISTANCE FACTOR DESIGN, AUDWABLE STRESS DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL CONSTRUCTION METHODS, AS PERMTITED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, STRUCTURES, AND PARTS THEREOF, SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 1609 AND ASCE 7-10 SIMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER ASCE 7-10, SECTION 27.5 (BUILDING HEIGHT IS LESS THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE 19.6 PSF PER TABLE 27.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2306. STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND, SEISMIC, AND ALL OTHER LATERAL LOADS SHALT. BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF do PA SDPWS AND PROVISIONS OF SECTIONS 2305-2306 SEISMIC DESIGN DATA DESIGN PER ASCE 7-10/SECTION 1613 1. SEISMIC IMPORTANCE FACTOR Ie 1.00 2. SHORT PERIOD ACCELERATION Ss 1.66 *see footnote at bottom of page 3. 1 SECOND ACCELERATION S 1 0.748 *see footnote at bottom of page 4. SITE CLASS D (default class per IBC) 5. SPECTRAL RESPONSE COEFFICIENT S m 0.972 *see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT S n 0.748 *see footnote at bottom of page 7. SEISMIC DESIGN CATEGORY D 8. SEISMIC FORCE RESISTING SYSTEM PLYWOOD SHEAR WAILS 9. DESIGN BASE SHEAR (see seismic calculations) 10. SEISMIC RESPONSE COEFFICIENT Cs 0.13 11. RESPONSE MODIFICATION FACTOR R 6.5 12. ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE 13. RISK CATEGORY A THE ANCHORAGE OF WAILS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASCE 7-10, SECTION 12.11.2 IN STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY C—F, COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN ASCE 7-10, SECTION 12.10.2.1 BASE SHEAR V= (F SDS /R) W ANCHOR BOLTS: 5/8" DIA X 10", A307 OR BETTER W/ 7" MIN. EMBEDMENT. V= 1104#/BOLT • PER USGS, THE MAXIMUM iS IN THE STATE OF WASHINGTON IS 0.748. ALL SEISMIC DESIGN VALUES USED IN THIS ANALYSIS ARE BASED UPON THIS NUMBER SINCE, S IS LESS THAN 0.75, THEN USE SEISMIC CATEGORI D IF RISK CATEGORY IS 1, IL OR ill 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH— ARC H=CTS. COM L Cove iw%Kwr-.,w.r-- zw. SOUTH LL15VATION see cSENL9lAL NOTLs SCALi. 1/4" a ■11 f i• U '? 1.6 p 1- C' l=l fpu-.f�v C*.4j zu, I T i- L' ,p t- L( j rs G e w /F %-3 L-0 a ra� NJ l � �l'o NASH s ASSOCIATES LATERAL CALCULATIONS CLIENT: PROJECT: ARCHITECTS WIND WORKSHEET PER 2015 IBC DATE. 85 MPH/110 MPH= NOMINAL/ULTIMATE WIND SPEED NAME: 19.6 PSF— EXPOSURE "B' FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE () SHEAR UNIT SHEAR W z H z (see chart for wind pressure 0 specified height) WALL SHEAR LENGTH (ft) (#/ft) WALL TYPE zLl x K c9 , b- (r" " )K 2 , 'S 2S I LA 3 44 3I- ��(o k Coob 6`65� PZ-Co `,) L- 65� ION 91 G 8003 118TH AVE. NE Kirkland, WA 98033 (425) 828-4117 WWW NASH—ARCIRTECTS.COM LATERAL CALCULATIONS oLEI'IT. NASH - ASSOQATES WIND WORKSHEET PROJECT: ARCHITECTS PER 2015 IBC DATE: 85 1[PH/110 b[PH= NOb[IAIAL/ULTIMATE liIIdD SPEED NAME: 19.6 PSF— EXPOSURE "B" FRONT ELEVATION LEFT ELEVATION REAR .ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE ( SHEAR HALL SCHEVULE PER I�i 2015 DATE: 07-08-16 SEE PLANS TO DETERMINE THE DIFFERENT DE516NATOR5 FOR SHEAR WALL MATERIALS, NAILING, ANCHOR BOLTS, AND HOLDOWN5. LOCATE HOLD0WN5 AS GL05E AS P0551151 E TO THE END OF THE DE51ONATED WALL. ALL HOLDOWN5, ANCHOR BOLTS, WA5HER5, $ NAILS IN CONTACT WITH P.T. WOOD TO BE HOT DIPPED GALVANIZED. PI = ONE 51DE PLYWOOD P2 = TWO SIDES PLYWOOD MARK 1/16 NAIL SPACING TOP It BTM. BLKG. SILL PLATE BASE PLATE HF#2 VALUE DF#2 VALUE EDGES FIELD PLYWD. PLATES REQ'D. ANCHOR BOLTS NAILING M 19 (#A-F) PI-6" ad 6" 12" 6" 2x4 5/8" ® 48" (2) 16d ® 10" 223 255 PI-4" 8d 4" 12" 4". 2x4 5/8" ® 32" .(2) 16d ® 7" 325 3q5 PI-3" ** ad 3" 12" 3" 3x4 5/5" ® 24" (2) Ibd ® 5" 418 505 PI-2" ** ad 2" 12" 2" 3x4 5/4" ® 24" (2) 16d ® 5" 544 6l0 P2-6" ** ad 6" 12" 6" 3x4 5/5" ® 24" (2) 16d ® 5" 446 510 P2-4" ** ad 4" 12" 4" 3x4 3/4" ® 20" (3) Ibd ® 5" 650 7qO P2-3" •* ad 3" 12" 3" 3x4 3/4" ® 16" (4) 16d 0 5" 836 1010 P2-2" ** ad 2" 12" 2" 3x4 3/4" a 12" (4) 16d ® 4" 1085 11-70 *NOTE: WALL5 WITH UNIT SHEAR OF 351#/ft. OR GREATER SHALL HAVE FRAMING MEMBERS (STUDS $ PLATES) ABUTTING PANELS NOT LESS THAN 3X MEMBERS (PER IBG 2015 TABLE 230(9.3) OR DOUBLE 2x (PER IBC 2015 - SECTION 2306.3 footnote 1). 3X FRAMING WILL BE NOTED ON PLAN. MUD51LL DO NOT NEED TO BE 3X MATERIAL JUST STUDS AND PLATES ON ADJOINING PANEL EDGE5 **NOTE: HEM -FIR VALUES HAVE SEEN ADJUSTED AGCORING TO IBG TABLE 2306.3 Footnote a.(3) SPECIFIC GRAVITY ADJUSTMENT FACTOR = [I40.5-56)I, 56 FOR HEM -FIR = .43 PER AF#PA; [I405-.43)] I. USE POWER -DRIVEN STEEL STUDS AND NAILS BY HILTY OR RAM5ET WHERE APPLICABLE. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 5. SOLID BLOCK WITH JOIST UNDER INTERIOR SHEAR WALL5. 5HERR HALL NOTES "1/I6" 055 OR PLYWOOD SHEATHING - USE 8d COMMON OR GALVANIZED NAILS. BLOCK ALL PANEL E06E5. LONG DIMENSIONS OF PLYWOOD MAY BE INSTALLED VERTICALLY. NAIL ® 12" O.G. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL SPACING IS SPECIFIED AT PANEL E06E5, USE 1-1/2" 8d SHORT NAILS OR 3X STUDS WITH IOd COMMON NAILS. FOR 2" NAIL SPAGIN6, USE 3X STUDS AND STA66ER PANELS. WHERE PLYWOOD 15 2 SIDE5 OF WALL, JOINTS TO FALL ON SEPARATE STUDS ON EACH SIDE. FLOOR PLYWOOD - USE 8d COMMON NAILS a 10" O.G. AT INTERMEDIATE SUPPORTS, 6" O.G. AT ALL PANEL EDGES AND 4" O.G. AT ALL SHEAR WALL5, UNLESS OTHERWISE SHOWN ON PLANS. FLOOR JOISTS - JOIST PARRALLEL TO FLOOR OPENIN65 AND EXTERIOR WALLS SHALL BE CROSS BLOCKED AT 48" O.G. a EDGES W/ (4) 10d NAILS FOR THE FIRST BAY. 3" x 5" x 1/4" SQUARE WASHERS AT ALL ANCHOR BOLTS. STAPLE 50HEDULE i/I6" 055 OR PLYWOOD SHEATHING ALLOWABLE SHEAR VALUES 1!/2 16 gage STAPLES - DF #2 STUDS IV2 16 gage STAPLES - HF #2 STUDS 6" oz. - 155 #/ft. 6" oz. - 121 #/ft. 4" oz. - 230 #/ ft. 4" oz. - 188 #/ ft. 3" oz. - 510 #/ ft. 3" oz. - 254 #/ ft. 2" oz. - 3q5 #/ ft. 2" oz. - 323 #/ ft. FIELD 5PAGING: 12" O.G. NAILS 8 STAPLES. HOLDOWN5 - INSTALL 51MP50N HOLDOWN5 OR EQUIVALENT AT THE END OF SHEAR WALLS WHEN SHOWN ON DRAWINGS. TO ATTAGH USE 2X OR 3X HF #2 CONSTRUCTION GRADE5 AS SHEAR WALL BOUNDARY ELEMENTS. HOLDOWN5 ARE ONLY REQUIRED WHERE SHOWN ON PLANS. CLIENT NASH-ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCHITECTS PER IBC 2015 DATE: NAME: Weight of Building: Roof Assembly. Asphalt Shingles - 2.00 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft R-36 Insulation - 2.35 #/ft 1/2" GWB Ceiling - 2.00 #/ft Cedar Shakes - Felt - 1/2" Plywood - Trusses ® 24" o.c. R-30 Insulation - 1/2" GWB Ceiling - 2.25 #/ft 0.15 #/ft 1.50 #/ft - 1.75 #/ft 2.25 #/ft 2.00 #/ft Tile - 9.50 #/ft Felt - 0.15 �� 1/2" Plywood - 1.50 #/ft Trusses ® 24" o.c. - 1.75 #/ft R-30 Insulation - 2.25 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total Use 9.75 #/ft 10.00 #/ft Total Use 9.90 #/ft 10.00 #/ft Total 17.90 #/ft Use 18.00 #/ft 1st & 2nd Floor Assembly - Car et / Pad - 0.50 #/ft 3/4' T&G Plywood - 2.50 #/ft 2x10 @ 16" o.c. - 2.30 #/ft 1/2" GWB Ceiling - 2_00 #/ft Hardwood - 2.50 #/ft 3/4" T&G Plywood - 2.50 #/ft 2x10 ® 16" o.c. - 2.30 #/ft 1/2" GWB Ceiling - 2.00 #/ft Total Use 7.30 #/ft 10.00 #/ft Total Use 9.30 #/ft 10.00 #/ft Interior Wall Assembly Exterior Wall Assembly. 1/2" GWB - 2X4 ® 16" o.c. - 1/2" GWB - Total Use 2.00 #/ft 1.10 #/ft 2.00 #/ft 5.10 #/ft 8.00 #/ft 3/4" Wood Siding - 2.30 #/ft 1/2" Plywood - 1.50 #/ft 2x6 ® 16" o.c. - 1.37 #/ft R-21 Insulation - 2.10 #/ft 1/2" GWB - 2.00 #/ft Total Use 9.27 #/ft 10.00 #/ft 4" Brick Veneer - + 3.20 #/ft 8003 118th Ave. NE. Kirkland, WA 98033 (425) 828-4117 WWW. NASH-ARCHITECTS. COM rJARCHITECTS CUM: SOCIATES SEISMIC ANALYSIS PROJECT: � DATE NAVE: 2 SEISMIC: V = (C„) OtO (Plywood) 2nd Level Roof: (Asphalt /Cedar Shake) 10#/ft X�Z t sf or (Tile) 18#/ft X sf = �� = Exterior Walls: L x 10#/sf x 1/2 (h) %.,q -;- / CD x K- a (E2) Interior malls: L x 8#/sf x 1/2 (h) N2- x y X `'l `Z- TOTAL = ZS Z-72-- 2 S "L- ist Level: Roof: 2nd Floor: (1st Floor Roof) 10#/ft X sf = 10#/ft X 1_ '6 sf = Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 7 1 1 o -7b-60 (E1) 1526 x 10 L Interior Walls: (I2) + L x 8#/sf x 1/2 (h) S + (Z (11) 30 ws-V KTOTAL 31 Basement: 1st Floor: 10#/ft X Exterior Walls: (E1) + L x 10#/sf x 1/2 (h) 3 IV -7110 70x 1 0 X `I.S Interior Walls: (I1) + L x 8#/sf x 1/2 (h) /0�5-v 7—IC-0 TOTAL: =�-- TOTAL = 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 www.Kash—Architects.com NASH & ASSO nTES SEISMIC ANALYSIS ARCIIITECTS BASE 'SHEAR-. 5A5E SHEAR V= (F 505 /W W V= F (.a'72a/65= .144 LEVEL 2: Wdl Zs, Z # LEVEL 1: Wdl 3`1, 7 # BASEMENT: Wdl p2iL-f , 5 # TOTAL-Wdl O1O 1 S # 3 x 0.149 = S x 0.149� x 0.149 = }� 1G x 0.149 = 12 p (V) CLIENT: PROJECT: DATE: - NAME. Level Dead Load (Wdl) Height (h) Moment (Wdl)(h) Shear Sto Fx " Wdl) h�V ((h) Remarks Wdl) 2 2 s � 2 Z`� `73 I _% � (� ` ii e�, C.e, � B� ,� l Q 21cp 2 �0 Total 11644 N.E. 80th St. Kirkland, WA 98033 (425) 828-4117 Fax (425) 822-1918 WWW. NASH—ARCHITECTS. COM LEVEL LINE LINE SHEAR LINE SHEAR ABOVE TOTAL P > 1 WALL LENGTH Vmax SEIS IC i#�ft) V / 1.4 WIND SHEAR WAIL HEIGHT OVER TURNING FORCE HOLD — DOWN REQ d SHEAR WALL � C) x lqqo e1` � l7' 3t{ A PORTION OF THE NW 1/4 OF THE NW 1/4, SECTION 17, TOWNSHIP 27 .NORTH, RANGE 4 EAST, W.M., SNOHOMISH COUNTY, .WASHINGTON Harold Mayo "NlotLinB iu w perm" aP'= P'X-8D°" �° DYNASTY HOMES 'DRIVEWAY PLANS - GAD Drafting Services1. interpmted ae allowing or peemitnnB the for Civil Engineers, memtemnco of any currently eaien°S illo;ol, ,, Surveyors, Planners & A .. aosmnformiu6 or unppermined building, ant�tut'e ' '� s & ,• "Y5 7 Wetland Blolo ,sts - or site madition wDieD le outside the gimps of a. - . ' - GENERAL NOTES e 'e '"fig 808) G39-80 15 T j .. 't ppliption, regerdleee of whothar euah Building .Corner to be :. - fit: A` .T!.. ?a' �T #t� � ' hmm@hmmayo.com -. . TI't, x'm� p otructure or condition is shown oa tb 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS ,, $„ p' ,' _� •' ly, ;.? 3' " ,.u,. b ' or drn ,scrhbcilding, .true ` Or Removed prior to Occupancy I ` It Or E05ement-RBCOrded 9 -AND DETAILS, THE FOLLOWING SPECIFICATIONS ANO CODES, ANO ALL OTHER APPUCABLE LOCAL MUNICIPAL, STATE, - '"4'P � - f innmaybe eth subjectof a sepamto Perm : A4. iu -AND FEDERAL CODES, RUES AND REGULATIONS CURRENT INTERNATIONAL BUILDING CODE (IBC) '• � '� .-��'� /w me°t action. '� - 2016 ING OT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL L FOR C E P3'Split .. ' pio - WASHINGTON STATE DEPARTMENT OF. ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND 's - - R^6 Fence - :.: . :. -- L sF ar N, F , k xa.I r i 0� !., �"'O.. �`� ' 9ASIN (CURRENT EDITION) sa. c-v"'f 'ek f-•& ..V, _ . j 3B Lo-,- ._--, cir' I -� i �I\i i j ; ``♦. g ; _ / -2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGBREFER TO GN OF EDMONDS STANDARD 't'x - r.../i i , i ` ' ' f34 r - , �! ° 'DETAILS. UNESS NOTED OTHERWISE T NVS ;.'r r r,r , ' w` aj9: ' : ' 'eV Ezistin a '` - S MUST BE N THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. n • '= n §.s '''-' E `� ... - ,. I ..' , a 3. A�COPY OF THESE APPROVED PLAN '4 ,r , r r �, u, �„ w w u, u> r / 1 N a F GBre a c♦r I s - v'.. s..RTH m'o y I-1 -1 4 p Xa 9.-4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING1. 1. ..?rr , � I , 1 n wrr \\ 18.2' I , AUTHORITY. TM� ' `S, e n Nr4'Culvert' ' �' n h..w- A • Z\ ` ` r , r' i II , - ♦ - ` `♦ - b'3 - r r -r '\ • T SHALLRECORD ALL APPROVED DEVIATIONS FROM THESE PLANS -ON A SET OF `AS -BUILT -0RAWINGS ,t'ry •R-t+. .,k„uq/ .RAPHIC SCALEE 331. 5 2, 1 0 5: CONTRCC N G 6 1 AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWNGS FOR SUBMITTAL Ttl THE T : 0�, , I 1 ,,-.. , fl-0 a . e , - ' l r - IT DRAWINGS SHALL BE SUBMITTED TO THE I .:".r :",: #.... 'x. ',':' r";? .-_iaEs% r-. �: ..0 V)10 2O 40, - ' ` +' ` ` A 0 \ I' i)WNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS BUI . i ' - J( A22 J r I CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FlNAL PROJECT APPROV L ¢,s a:4Iz �rQ rr i '` O 1 3 s i s to W ..I , r , ` .. ` "r 1 ' °- 6. EEVATIONS SHOWN ARE IN FEET. SE SURVEY FOR BENCHMARK INFORMATION.' 1 3^"„a '" ' ryrya \ IN FEET .:�/ i.. r. a... ( ♦ ♦ , I, > •C3 \- .rr. " ,. =w.. T„,:. ..ti„✓ 's ( ) 1 ' ♦ ` - 1 `- ` ` S' ` ' ' I C3D i24 r Y M E LOCATIONS OF EXISTING UlIU71ES AND SITE FEATURES SHOWN HEREON HAVE -BEEN FURNISHED BY OTHERS BY j - £ +� t n ._-i 4 ? sa '�• !, +; T inch : 20 ft. ./ . .,. ♦ ,< ♦ ♦ e. '� ' `` ` ` r '' - S U 8• , �' ' FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE NLY ns^� d. i. ; , ,,K... T,1+^V'rn�•s•„ O ® .a ` , r. o w � v' i .. AND NOT NECESSARILY COMPETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY a 4 .;, ' fF ' `' ^S.SV R e . j,,, '' , w♦,. : �A14 r , r ;, , j�.. t I r : - THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITES T -¢ -' �':•u "',:g 1 s.=? `3s. `` ` �� i s �`'7�\r14 / \ ' T SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATIN OF THIS PLAN. CONTRACTOR SHALL VERIFY a, �;- x §.J' 11", C 4e \ 1 Y „ NO POINTS 7V r S .0�11?•` ' r! A ' DEPTH, SIZE TYPE AND CONDITION OF EXISTING UTILITY UNES-AT CONNECTION OR CROSSING P TS -..t £ }• 3,a:. 4 i a -LOCATION. DE '':.:,. ': Q l / -h'., - °%' ` .; ,: ,%V' / \ ' 2Tf ' FORE TRENCHING FOR -NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR *nos '' .$.,. \��t¢' `` ` `,``, ''1/' 1i CI O rn ` i ;p' it 'I A141, V ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED N THESE DRAWINGS. ENGINEER SHALL BE \ / Wt'L< �, "t 'r ; F^' ' !n i 'e� \\����i ��r''� .- - NOIInEO IMMEDIATELY OF CNFUCTS THAT ARISE. VICINITY MAP '� - C A` , , 1' , 1 -S. .I ii" i , 1 .Fl8 14 49 -.M m r � � UNDERGROUND UTILITIES _ / , p _ , \ �C / n ; : , ; w 0 �y6 : :r /\ _ : I I / Po4 Revised-15.2017 LEGAL DESCRIPTION O Q T r G ;� I, j I . LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. G\AA E[ 3 /(/1. I c za: 1L -�`� _, \'Q ' a - _ 0. 2 ACCORDING TO THE PLAT e_ Sa A \ / 4heo1' f i! !; I ; ky,o`sf _ \ SF ` `iy`- ,1` , \ > ' `' i ♦♦ ` :a 9. CONTRACTOR SHALL VERIFY ALL CONDI110N5 AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND LOT 75, PLAT OF HOPAEVIEW ADDITION N 'S o r 9 \ / r` P/1 ' .1 ; , �' " , / ♦ �. �/ G8 - -ifj ¢ _ . SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. - THEREOF -RECORDED iN VOLUME 16 OF PLATS. PAGE 3, IN SNOHOMISH 2 x l Fla i ` ` ` / ' a ? COUNTY. WASHINGTON. \ / ° gig 4 _' /' `, `^ 0b4iT'7na-b00�07>♦-0 ,0 (n 1. �. .o _ 1. N ITIONS. ` Q in✓ e- . 0. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD COD r '♦O� '"Q , , '�' i +: - AREA: Sf 0.62 ACRES ' ��, „`i ll �18♦*�. nF F j,1 13`1 on //% 1 -g "^♦ - fl.', CONTRACTOR SHALL OBTAIN A COPY OF THE-GEOTENNICAL REPORT (WHERE APPLICABLE) AND SHALL ( ) p� taro v \ T E1• n , .� :'V / ♦. / ' �� Y. FAMILIARIZE HIMSELF WITH THE CNTENTS THEREN. ALL SITE WORK SHALL BE PERFORMED IN STRICT F FGr EaE S2 ♦ s B* , ; } `,'� + ` - THOROUGHL sT ,a , o � % w , F34 DATUM/BENCH MARK e �: s -, ` , .1 - I I ', ` ♦♦v♦ /� 'GPP/VtbYG / ` �',�/' O :COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. y8N\ 3-l�, J _ " `', -, i Ss♦♦_ ; s.�' Fl8' ` '�,` / %, !'i , v Y _ roNA .a�\/:. /Q _T�. y ,. ,, \. , „ ♦..,.���, "(- . "_.`'.`;� 3jd. - '72 STRUCTURAL FILLMATERIALAND PLACEMENT SHALL .CON THERECOMMENOATINS OF THE PROJECT 3" BRASS DISK AT SURFACE LOCATED AT THE „ytK:-r \ e m , .1 1 1 v, \ . , i XO. i�a,: ( >� 3q8 GEDTEG+NICAL REPORT. INTERSECTION OF 18OTH ST. S.W. AND 76TH AVE. W: A " " s . I _-: 0 : `;1 ee ELEV. = 277.65 FEET (NAVD 88) , ^.:" k .', i i ` -_s-` ,�; Ft : T, '�-_ 13. SUBGRADE SGLS IN ALL AREAS WHERE RAIN GARDENS INFILTRATION OR PERVIOUS'PAVEMENT15 TO BE PLACED IE 323.5 .�. , 1,.. r ,�? P71T,1 ' �' i ,, , ` /'` fl$3e? ._ i SHALL BE DELINEATED AND PROTECTED AT ALL TIMES FROM COMPACTIVE ACTIVITIES (i... HEAW EQUIPMENT, APPLICANT PROPERTY OWNERS -'� 3-: > ' 2 i 'b. 4 G2 ..STOCKPILING). a.�a o .r:. a ./ o Dynasty Homes 0:,,. ca o _ TBIVI #2 ,, ` F2X% - \ . MEDIUM -DENSE TO VERY DENSE NATIVE Dynasty Homes `; Dyr1a y - f( / ♦ r • T, l2 . .: / , -. -SOI MANHOLES,. CATCH STRUCTURAL UTILITIESFILL. AND PAVEMENT SHALL BEAR ON �' % ' - °'. .% ' r ', 1 - .�I ♦. - .� .' `�``c'.: '\ - -SGL OR COMPACTED: STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE,. WE7 OR IF ORGANIC MATERIAL IS PO BOX 716 - -'PO BOX 716 U EL:324" PK NAIL ♦ ,� g, - EL:324.61 , 3 F Pac... �"'"', 4 `♦ �♦ F12 :�. '; j 8_r�'` ' "• PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL Evers E1.verett-WA.: 98206 ::', - y j Everett, WA 98206 / I 'o : S .F 4.♦ \ o , _ : _� ,� _ - REPORT. _ . ,.r. d . . (/ At6 , tii fib♦♦ 29 ...�.. `-r `. O•'��- I S LANDSCAPED AREAS / .,$ ' j '4�' . ' f - i 15. SEE SURVEY AND �ARCHITECNRAL DRAWWNGS FOR DIMENSIONS AND' LOOARONB OP BUILD NG . �TJ1 . 'y`'s� �,. L Outlet ` -, , ; i _ 342 `; .Z. - ; , ; ,: 82 .,`, - AND OTHER PROPOSED OR EXISTING SITE FEATURES. SURVEYOR .''-.ENGINEE - CONTACT' PERSON O'1`'Cl) ,.. a /- :. .. , ' ♦ _ _ ,� �/ - i ��� :'�' 10 _ .1fi. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNOATON DRAINS SHALL BE INDEPENDENT : ZJy / "" .-`,\`,I I _ - i = . OF OTHER SITE DRAIN LINES AND SHALL BE TICHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE Tri-County Land Surveying :.RMS Engineering.' 0) (O ° E 3$0.6 ; _____ 338 /r i y. / PLANS. 4610 200th St SW �JA R. Michael Spano, PE #19201 �' vj' �::� .. A, 1 ♦. � ' : `I ♦+ `, - � 336 v . ; - _ ` _ - 17. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION 0 LynnWOod, WA 98038 - 2110E 80th Ave W #B - ? 1 , 3 .,; .` \ ' - 425 776 2926 Edmonds, WA -98026 - ,N ,� / - - a . - I -ANY PAVEMENT UNLESS OTIiERWISE APPROVED BY THE ENG QUEER. ( ) _ N - `� ,Slop-S1, , .. ?g _ .._r, :� `.. .. - ` . '-32 .., " t �� ``33? r _, ''+'. ��', 344 '`` - DRAINS, PERIMETER FOUNDATION DRAINS CATCH BASINS AND -OTHER EXTERNAL DRAINS SHALL BE (2O6) 9I �` . �1 O I O 99 8452 Y N / / 4 __-_-.. \ _18. ALL ROOF RA NS, P\� O) TBM # 1 - Found MIC Conc _ : - - I , . - :<< _ - f1 Q r -ssyj__ _� 3 ,P hi0 - _ '`3q?- F32` . -CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE - `y �`1 EL:321.596 0.35' S & tA99 E ,\'.-.. . - �,� ` " ' 56.`t5=' -- - _ :1s:ALL FOOTING DRAINS SERVING BUILDINGS, WALLS, ROCKERIES• ETC. SHALL CONNECT TO THE DRAINAGE SYSTEM SITE CONDITIONS N O� , .-. .; ..._.:,� `-___ _'_... ___ .... d30. --_, :. " DOWNSTREAM OF THE SITE STORMWATER DETENTION SYSTEM. - - .. -. .. _ r ' ... _� _ ,� I , �'. M1 . / 330 3. Revised 05.15.2017 - -" - - ND PAY FOR ALL PERMnS REQUIRED FOR INS OF ALL SITE IMPROVEMENTS ��.' '. ';'� N .-.- _ ,:_. 20. CONTRACTOR SHALL OBTAIN A INSTALLATION ' $ �- h _ --- INDICATED N THESE DRAWINGS. Ex. 8 P j, - - - b N'' n 21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED -FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR.TO FINAL r Q / .. ,`_ _--- �Ex. 8`. ,I i�j• r� CONSTRUCTION ACCEPTANCE, PROVIDE TO THE CITY WATER QUAUTY TECHNICIAN. A COPY OF THE BACKFLOW TEST - �Yiy r�-�-- - P�--TSS_,�__ f ? '' imj Q. REPORT. TEST REPORTS CAN BE FAXED TO 425-744-6057 OR EMAIED TO JEFEKOBLYKMMONDSWA.GOV. BAGCROW 4� _'� - M TESTING SHALL BE COMPETED BY THE OWNER ANNUALLY THEREAFTER. /�-ss�____ i 0 let - I EX.,B PVL^ 2 - - ,. / IE 319.45 12 'Ed a OfOf,AsPhalt 0 ` 88'08 50 22 AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT •/ '1 Conc CL'G OF THEIR PRECNSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. cccfff -W� w - -EXISTING DEVELOPED SOILS ' Everett & Alder ,' Same FOLIAGE Evergreen & Deciduous Trees '. Landscaping . . TERRAIN 1 20 to 40% - Same . aYTU LOT 0) gT `�'1(�. ; Cove E t �w O�' 3. I s2% 7r1Q5 �UD��� �W//�� VI �� p .�.1. NO �. /, ' .. -. -' _ - .. -.' I ALL G 182nd St SW I �' ,-. ' p W -�'"'` TBM #.925 -. -TBM #3 -- _ _ C. - - L ", RRTHE PREVENTION OF SHALLCOMPOST_ ME1H005 DISTURBED AFTER THE COMPLETION OF CONSTRUCTION. SEES EROSION GRADING QUANTITIES :- -. ` - CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. __. 24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE Site Grading: 250 CY Cut-& 50 CY Fill STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. Unsuitable material export to license 9R8. n O r�, (� rr���. - n IN W ^4 ^'•I - - LEGEND - . - 25. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF. SOIL AND ROCK NOTES; ARE REQUIRED. `FOR SOIL EXPANSIONd oR UNSUITABLE ENGINEERING D '' SPECIAL CONSTRUCTION NOTES MATERIALS 1. No CORRECTION HAS BEEN MADE. CONTRACTOR IS RESPONSIBLE FORA o T-q��q� DRIVE WAY AND HOUSE SHALL BE STAKED BY SURVEYOR FOR LOCATION T � :�TTt 77 Edge of Existing Asphalt ----u0p- Proposed UG Power 2s. sLNE of FINISHED GRADE SHALL BE coesraNT BETWEEN FINISHED coNTaugs oR spot ELEvpnorTs seowN. MATERIAL ALL EARTHWORK ESTIMATES` USED FOR COST PURPOSES. p -{+ 1 4+ '-_ 01 1. THE :AND GRADE PRIOR FOR ANY GRADING OPERATION BEGINNING. THE CLEARING ANY Existing Property Line - 9 P Y --LICIT- Proposed'UG Telephone - _ 27. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5x SLOPE FOR A MINIMUM DISTANCE OF 2• EXCESS CUT YARDAGE NOT USED FOR FILL PER THE L ': ' LIMITS SHALL ALSO BE STAKED BY THE SURVEYOR BEFORE REMOVAL OF oFEET, APPROVED PLANS SHALL BE DISPOSED OF AT A PERMITTED SITE � - - 1 LARGE TREES. - - _ _ _ _Existing Contour (Major) - ----utv- _ Pro osed UG Television P -' - 28. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL MAINTAIN SHORING AND BRACING AS OR COMMERCIAL TOPSOIL COMPANY. BUILDINGS. STREETS. WALKWAYS, UTILITIESANDOTHER EXISTING AND .' d ,_3 �r� O VI �� I �' ALL'BE CONSTRUCTED WITH THE ULTRA BLOCK :. 2. THE GRAVITY BLOCK WALL. SH - - - - Existing Contour (Minor) - PFOPOSed CB - NECESSARY TO PROTECT WORKERS, EXISTING PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS. OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR PROPOSED IMPERVIOUS AREAS - - W Z i SYSTEM IN CUT SLOPES ONLY PER THE MANUFACTURES RECOMMENDATIONS. WALL SHALL HAVE A 4 INCHES PIPE BACK DRAIN INSTALLED TO OUTLET ---------------- t D SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. N WATER SERVICE CC N I. THE INTO THE ROAD DITCH. GEOTECHNICAL OR CIVIL ENGINEER SHALL INSPECT _; Existing Building - - - - - - oo mg rain INTERRUPTIONS, CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES F A AND APPROVE THE INSTALLATION. - - - RELOCATE OR HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRIAPPROVAL CONTRACTOR SHAD. NOT - - --W - Existing Water Line----RD-' Roof Drain RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. SHALL CONTAIN EXCELS SOILS WHICH 30. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE 3. THE DRIVEWAY AND HOUSE EXCAVATION SHA --sD- Existing Storm Line Orange Protection Barrier SHALL BE REMOVED FROM THE SITE. 9 INTERRUPTIONS WITH -THE AFFECTED OWNERSANDAPPROPRIATE UTILITY COMPANIES. CONNECTIONS TO 4. ALL FINAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOR, NOT SS-- $XIS{Ing Sewer Line EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID LOT COVERAGE UTILITIES THE CITY OF EDMONDS. -' __- ___...._-.;.. Existing Overhead .Power - - 31. ALL UTILITIES SHALL BE PLACED UNDERGROUND. - - ' Existing Garage: 492 SF CUI ATION P d H 1 805 SF TIN0 UTILItt LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT Type of Area ..Square Footage Stormwater'Facility Lawn and Landscape. 3000 (0.069Acre) . .'.BMP-T5.13 - Roofs 1550 (0.035 Acre) Infiltration Trench Hard Surfaces 2750 (0.065 Acre) infiltration' Trench 25% Retrofit 404 (101 Required) . Infiltration ,Trench OTT CL "a . T C %' Q �� Q W L BUILDING HEIGHT CAL ELEVATION: _ Proposed House ropose ouse. Total:. 2,297 SF 32 EXTS CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILUNG. c (A)366.i:, '..., . POINT A: 366.E FEET .... 381.8 FEET 100- Proposed Contour StNCtural Lot Coverage: - 33: NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, R/W NOTE " '' - L - O - . (6). ` POINT B. --POINT C: -387.T .FEET I - PFOpOSed WO{gr SerVICe-. - 2297/27,195 = 8.45% - LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE BY OWNER'S REPRESENTATIVE No Additional Rightiof Way Dedication Required ,-W 1 361.8�- \ 3� \ POINT D: �, 372.5 FEET TOTAL 1,467.E �, F----ss---- - Proposed Sewer Lateral P COMPLIES WITH APPLICABLE, AND CITY. 34. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY UNE. SHEET INDEX Zane "ef-.I - , .: C rnerlCFla° o I. \ '-1 1 - \ 1' ` \ AVERAGE: FEET - - BUILDING' MAX: 25 FEET' - - Proposed Asphalt ' PFOP08ed Concrete CITY8TORM TER 9DE _ ;- I - 2t8: 7/7�//�_ :. 35. TRENCH BACKFlLL OF UTILITIES LOCATED WITHIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 85R COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING. PLASTIC FOAM AS Sheet 1 Cover Sheet and Site Plan Sheet 2:.Utilit Plon andDetdlls y etb ks - R •red FrggtW%S L) .- $9 I10 - ,•� - V _ .-\ - \ MAX ELEV. 25+366.9' FEET --r..,-+r-?+-> �,^ . 36.-WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE UTILITIES. Plan 8idesN/F to / : L°%Z , ' 1 \ 'ALLOWED: 391.9 .FEET - : - A CUSHION BETWEEN THE Sheet 3 Drainage ouse \\ - New H8.50 1\ DESIGN ELEV: 358.50 +'32.625=391.12 ------------- Saw Cut Line 37. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. Sheet 4 Driveway Profile and Details. .` Rear her- "DESIGNED: RMS I \. FF ,35 1 - - 'HIGHER F PFOP09ed SIR Fence. - - 38. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. " .Sheet 5 TESC and Grading' Plan ..'- • H 2 , S _' Z 4. APPROVED: RMS I \ \ \ BUILDING HEIGHT ALLOWED THAN DESIGN: OKAY - Proposeo Storm Drainage 39. SEE LANDSCAPE DRAWINGS (WHERE APPUCABLE) FOR SITE IRRIGATION SYSTEM. Sheet 6 Detail Sheet ." . Call 48 Hours DATE: 10/8/18 (d\- ''I .3721b� ' FF- 235.0 Finished Floor - 40. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO -CITY ENGINEERING DIVISION FOR APPROVAL -' '' APPR 0 BY � � N 'G , --Before You Dig ' PROJECT NO: 18-069 SCALE: _ 1" 20' �= 7t, �.r _ (D)' PRIOR TO INSTALLATION. ' _ _ _ Q' 1 800 424 5555 SHEET 1 OF 6 L ��OOO Block Wail .- ... Or 811 , .... , .. .. _. '. .. . - - - - (i..,il kS.,Ll1�Sa�V. .,- R ti. v7 iJ .. ��Jg r JUL052019' 1 BUILOINO DEPARTMENT : lY O KC^ BOTTOM TRENCH ELEVATIONS BOTTOM EL OVERFLOW EL TRENCH A 321.00 325.25 TRENCH B 1 329.00 333.25 A PORTION OF THE NW 1/4 OF THE NW 1/4, SECTION 17, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M., SNOHOMISH COUNTY, WASHINGTON DYNASTY HOMES DRIVEWAY PLANS I \ J4\ - - I I /ZZ, 1 I I'�1 I �i �o—tom ❑ ❑ �360— L ❑_�L�—❑—� ❑�°L—� i l- O {4 18.2' 6 WF F34 I I i I w u i "is �'> \ / 5g • ; ��. N Existing N 1 GRAPHIC SCALE 13 M F26 N Garage N I AO o 5 o zo FD�R�F \ 17 (IN FEET) 1 / 1 1 \ \ 18.2' I ' 1 inch = 10 ft. Culvert) I /1 1\ \\ \ \\ \\ e3j' 21 / �60 Foy ' i 1 / RD— ❑ NORTH Q IE ,331.55 2 1 \ \' 4 O o - i i 1 / / . \ ' . / ` \ \ \ \ / \ ' �\ 0gr�g '� / ❑ KEYED NOTES Qi r \� l \ _ _ / \ \ \ \ F Fe•---T F19 ` A22 � / � (D 50 LF Infiltration Trench #A, See Detail %/fu \\ A / / �' \ ' - 40 LF Infiltration Trench #B, See Detail ❑ O3 12" Yard Drain.#1 Sta 0+33 LT 5' 354 \ \ / ~ �1 r / / U3� R r\' / / C30 / F24 A- O4 12" Yard Drain #2 Sta 1+44 LT 5' + \ \ 1 0 i _ \`I�k. • \\\ �\ \\ \\ \\ F2$\\ \ rr\` / a,,. / / 0�.!'' 8, \ /// / G) OS Ultra Block Wall -See Detail Al�' Remo_ve _Existing..Culvert & Re rode Ditch Line o r f \ 1 ; r / / �f 1 00 O and "Install grass sod in new ditch line F1 - r/ / \ // // O 6„ Extruded Curb or Block' (/� \I • yy`\ ;;\ \ \ I l II \\ �° �•'r /�, / / r / /' 0 Install 3" High Row Bump or Slope Drain to /`y . 1 \-�_ \ \ I I i Cl I , g O FD/� 27'f / Direct Drainage to Catch Basins / ..� A14 x �1 FO 1 __ I I I 6 Roof Footing Drain, Direct to CB #2 ,•C �' \'^�.\ 2.9 % \� I 8 1 '1.�,�./Fo I 4�0� \ �� ,' O . \ 4h pV� 2� \ \ 3` I I + I FD 1 I \ 1 iF $ / 10 Wall Footing Drain, Direct to Inlet In Street 0) I' ,/ `it,�;�,�:°\\ ao W �I Rfi \\ � I 1 n I I \'. & ` / 3 I 1 1 i 10 LF 4" PVC 0 2% Minimum r/ / 1 S'IF14 F18 °. F14 I n 1O 1 1 /' > 1© Install Roof Drainage & 13' Infiltration Trench Harold Mayo CAD Drafting 5ervice5 for Civil Engmeer5, Surveyors, Planners 4 Wetland Biologists (808) G59-501 5 hmm@hmmayo.com ,n z 0 in W W / N /'I 1 / \ t \ \ 1 I� I �� _ _ _ F tee Detail on (Sheet 6 -6 }r // / // I I I IE 333.0\4" t1,�6;1/'� �--('it•�) I I n 1 / C S (SD 36) / • 1 I 1 I' p. t!' �F18 ^ti. \ \ \ I I + H14�„ 1© Footing Drains, Flow to Rock Lined Discharge O 4rt `Exisin \ F28 \ 3 ) Cl2\ I \ 1Y)♦?D DR<11N #2o\ �I� I \ \ 3>x v'(z a SPECIAL TRENCR INSPECiTON NOTE:.tl} `y\ � S 'ypy THEIOMSHALHEININCTEDSHALL EXCAVATED OVEDB THEGEOCATIONAND ;C;� I r\ 5 \ SE PR ILE & DETAIL \ \> O BOTTOM SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL {+' \ /: \ FF �X \ENGINEER PRIOR TO ANY BACKFILL WITH WASHED GRAVEL AND 1 F1—.�:% �\ \ \ONHEET 4 \ \ \ 3? \ O 96� BE RESPONSIBLE FOR CONTACTING THE CIVIL AND GEOTECHNIC SHAM -a i /'.. 3\' \i \\ \\ . \ 1 \. ` F , \ \ �2$ O OF 0�4�\76-000�074-09 x ��� ENGINEERS FOR TIhfE AND DATE OF INSPECTION. '\ \ C °a QJ Q'U 22�\\ \\ \ \\ \ �j`\F12(� Existing Ground Co 0 11 v ` `I \ \ O \ ✓ \ \\ \ \ \ ` ` A \ 4„ PVC a� t3 m\ 'Sc., 1 S,.e., O \ \ \ \ \ 1^ \ \ F F3D �� \. Overflow Pie ;;T^" Qy 1 ' �.- \ See Centerline \ `" Tl' t Overfl 1 I Overflow / . .. 1$ c . . ;5v, J� \ \ 3>° �\ -+a� ` -N motive Bgckrii'.�;': 5.,...: y, aM VE 333.25 4 ,�..\ I \ Profile on _ \ \-\ . \ _ - \•�-� _ ,4" Overflow •d'N ^ (� O o,: b p ? Pipe W W Ditch Line I IE 325.5 4 /:. \ ' / \I 1 Sheet 4 - \ �cja _\� �`� _ �3e i "'`Q " IS I a..., ..;+fin: 74. "I�'40�'--_ C-4 �. p. _.... 'G:.�•:� 23 \ \ ` IE 3 6 4 mi e- ? - Lino _ a... Inlet _ \ F , o; o w / 30 ry1. hl i i 340 p7 C '3g6 a. y; �r -��-e u: 1/2" to 1 1 2" w P IE 323.54 ® ;, \ _ _ _ �j _ f/ �'.� , i :..:..o,. > C o �dy a / � e Q �� \ r �� F1$ ,s _ _ \ \ ` ../>,' :: ?i1 �\. J;F �,. ;: Washed Rock G w O �/ Infiltrator H-20 \ / _ e o \ / > t o t ��6 f� F14 , '"t'� �L T rm.e.; �� �g 0J0 \ % / / / / \ 12 I .\ \G ` ` O h 1.,yb d _C: y L,_ u J..,.• �., o - %Y �2 16 ' F2$' �? t� 12 ` \ 4.D Min : TIE 32 A / / F1$ 1 \ \ 4F' - 1� \ l/' `� �358_ _ ` Bottom Trench Q G _-.� \- \ q ,. �/� \C \ / Elevation A&B - O 2 \ \ \ I F12 / xC\ - 3 Install Trench Level &Follow Contour .�+ / - - - 336 \ \/ F, 66- shown above O1 f - - 0 ��R / F 4 \ F24\\ ` > I �'^ __, �� `` INFILTRATION TRENCH c A16 \cta < "e f 1 \ \ \ - - l \ �. L__„ �3s al ? \ \Z ! "'A NOT TO SCALE N :? Lk\,- \ \' Existing �/, 3 R\ / 9utlet �1' ' / I� \ _ T4 F23- ,3 Ground W � \ a / � � _ ��� � S2\ Regrada 2:1 �� LLI Z \321.79 - , \ \ \ �'..w 10 pt \ ` C _ _ _ _ _ _ Finished 10:1 Batt / 1 \ o _ ` \ _ _ _ _ _ _ _ Pavement N. \ \ \ \ ¢ q \ - Surface 1 Ultra Blocks ® J32 .)t 338- ` F1 6_/ _ _ _3� 6" Extruded Conc �r • 6"• N 1� \`\ \\ \ iE326.04'� RS3$ �'.t,334 \\\ l �L_ ThiaknaEda J2" YARD DRAIN #1 - _ _ _ \ \ �3 g �/ 3=4R h W Stop Sign sin of33 LT 5' ,� \-��1'� H1 �� v ^� a I- u \ \ _ _ _ C -33? SEE PROFILE �& DETAIL- 1 _� ;t}70^ z H Q •O 324_ _ y �0 SHEET 4 �r !� " \ -� 146 ^ 38 N \ r� . ^F� r• ..... i"4.' Perforated Pipe O Found MIC Conc GI . _ �- - _ - I� Q Q £ \ \ F40 enveloped in }" to 2" Class B Asphalt �\ Existing 34 F32` P 1-}" Washed Rock 0.35 S & 14.99 E Q DRan - - - 1� ' - _ \ •.] �\ 2� 3" Crushed Surfacing W R Top course OB enzBwCKSHIGH L o Typical Driveway Wall u _ , _ Detail with Ultra Blocks bi ,n New Inlet \ ` _ _ ` \ _ _ ` \ _ \ I rM0/ New Outlet / �\ Sta 0+24 15'-��33a— J - _ _ - Not to Scale 0+25 LT 15' IE 326.50�12° CP _ _ - - _ - ` DRAWN: HMM _ _ _ ENGINEERING DIVIi Pl DESIGNED: RMS IE 323.94 12' Co w / / \ _ — — -- ` — APPROVED: RMS New Culvert / 328.6 rM �� / + _ - - - - - - = — P ® Call 48 Hours DATE: 10/8/18 1 30 LF 12" CP 08.52% / j' Before You Dig PROJECT NO: 18-069 7 7- 1-800-424-55SS SCALE: 1" = 20' && EX. 8" / M m y' / or 811 SHEET 3 OF 6 JUL 0 5 2019 BUILDING TME CITY OF DEPAREDMONDSNT , A PORTION,OF THE NW 1/4.OF THE NW 1/4, SECTION 17, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M., SNOHOMISH COUNTY, WASHINGTON` Herold Mayo CAD Drafting Sernces DYNASTY HOMES DRIVEWAY PLANS for CivIEngmeeFe, Surveyors.. Plannem ' ' . Wetland Biologists 370 ----- -- - 370 00 ao - ------ 368" °J 366 - --- 366 - ¢w 364 Block Wa Is Uphill '4w / 364 of riveway 361.5 / j� 362 o ,0 - - y Ga rage 362 360 359.0 - _6•� -- 360 . d + u� M 358 ..-- 56.5 358 7.75 .. ..: ; 356 —grad of all 354.0 356.5- -- 356 354 55 25— r 354 Ex.- Right Ground 1.5 35 .0 352 - - -350 2 STA 1+9 B. 352 -Finis :.349.0 35L - - ELEV:35 .50 350 ed 350 348 Base Wall g - Ex. c Ground 347.7 "I 350.25 49.0 - 346 - . -- -- ----- 346 Block Walls U hill 346.5 344 - f-Drive s W- Itra--Wdi-Mg — 344 - 342 - r .. - 34L. - _ .. - - --- 342.. e ac j 12" YARD DRAIN 2 of Wall ' C/L nished ST 1+44 LT 5' 340 000 :0 ----,Graderi;E 51.18 TR , FlC -- - 340 338 oM 9 � Left'- roun IE-$W-348.-t8-4" p G - 338 + to 336.5 / 337.75 SUMP 346.18 (2' ATCH) 336ACE-FILTER-SO 0 5 - K--IN— 336 - F w - 336.5 YA D DRAIN, SEE DETAIL w -:ER 902 ON SHEE 6 - 334 STAgggg 4 +14.47 33 334.0 LEV 328.13 332 .. 330 .:. 331.50 -- 330 a•00 ° 330.2 Go' Ultrd Wall R ght . 328 -- - -------- .328 326 \� 326 324 12—YARD RAI — — — — 324 ill 12"- STA 0+3 LT 5' . 322 CP 010.17% _GET 3 1A( ---- -- 322 D G A (808) G39 . hmmQhmmayo.com ■ r �1 IE OUT W 328.10 4" a04 320 SUMP' 32 10 (-2'-CATCH 320 _ - � •I � .�O � PLACE FILTER SOCK IN fARD � � ?i I: . 318 BRAIN,-SEE-BET-AJL-ER 318 ON SHEE 6 . 316 _ -� 316 0+00 0+50 1+00 1+50 2+00 2+18 Driveway Profile Scale: 1" = 20' Horizontal 1" 5Vertical SPECIAL GRAVITY BLOCK WALL NOTES THE WALL SHOWN ON THIS DESIGN IS AN "ULTRA BLOCK" TYPE WALL AND SHALL BE CONSTRUCTED PER THE MANUFACTURES RECOMENDATIONS. AN ALTERNATE PREMANUFACTURED CONCRETE TYPE WALL MAY BE SUBSTITUDED FOR - - THE WALL SHOWN IF APPROVED BY THE DESIGN ENGINEER AND THE CITY. THE' DESIGN ENGINEER. SHALL BE ONSITE TO INSPECT AND APPROVE THE DRIVEWAY - - - - EXCAVATION PRIOR TO ANY BLOCK PLACEMENT. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING THE. ENGINEER TO REQUEST THE WALL INSPECTION. A PRIOR TO ANY EXCAVATION A SURVEYOR SHALL STAKE'THE LINE, LOCATION AND GRADE OF THE DRIVEWAY AND HOUSE. THE DRIVEWAY WALL BETWEEN STATION 0+40 AND 0+85 IS OVER 4.0' HIGH .AND WILL REQUIRE A SEPARATE BUILDING PERMIT APPROVAL PRIOR TO BEGINNING CONSTRUCTION. y �.u„ -ry „vM, - '"Before You Digi Unite: PROJECT NO: lU/8/la 18-069 Y`800-424-5555 SCALE: 1" = 20' .7.., - Or 8111 SHEET 4 of 6 �� J 0 5 2019 BUILDINGDEPAR7MEN7 2" x.2" WOOL/ ITELL. - - FILTER FABRIC SECURED '. TO 2" x 2' 14 GA .. - WIRE FABRIC EQUAL NATIVE DACKFILL MATERIAL 1 p. FILTER FABRIC MATERIAL IN CONTINOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE 2" . 2" WOOD/STEEL POSTS - WIRE MESH FENCE TO SUPPORT FILTER Y FABRIC N i MATERIAL ema" TO Ir OF FILTER I NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN AND ENSURE PROPER EROSION CONTROL THROUGHOUT PROJECG CITY INSPECTION REQUIRED ON 2. SILT FENCE TO BE PLACED DOWNSLOPE OF CONSTRUCTION ALL EROSION CONTROL METHODS ACTIVITY, BEFORE OTHER WORK CAN BEGIN FILTER FABRIC FENCE J NU�ARY ON 20 8 CITY' OF EDMONDS FILTRATION SYSTEMS PUBLIC WORKS STANDARD DEPARTMENT DETAIL fsl, 1g90 APPROVED BY: R. ENGLISH ER-900 TYPE 1 OR 1-L CATCH UNDERDRAIN Pil I s BASIN W/ SCUD LID PER GUTTER CITYSTANDARD DETAIL i — OR SD_304 � 'I ——SO-3O3 — I ....:. ...:.... .:... -. A• --.F--� ,+1 5' (MIN) �10` INFILTRATION TRENCH EXTENTS (MIN)- PROPERTY UNE/EASEMENT'- PUN 4" (MIN) DIA. OBSERVATION- WELLS - NTS ROOF SPACED 25' APART (MAX). 1 'DOWNSPOUT WELL (MIN) PER TRENCH - REMOVABLE PUSH -ON - - 'PVC CAP CLEANOUT 12" eU1L01NG -.. 12" MIN MIN NLEYEL- • • • • .6" (MIN) PIPE PER WSDOT .�•"� SPEC. 9-06.1 12' (MIN) MAINTAIN POS. SLOPE e MIN) PERFORATED PVC REMOVABLE PUSH -ON PVC TEE UNO DRAIN .PIPE PER WSOOT PVCDRAIN'PIPE SPEC.-9-05.2(6), LAID LEVEL . too' (Mm) PLASTIC Box - N S GENERAL NOTES: MARKED "DRAIN' 1. REFER TO THE 2017 CITY OF EDMONDS TEST PLUG : STORMWATER ADDENDUM FOR SETBACK- ' g" IIN)• r " ,(CHECKLIST 13) AND INFEASIBILITY REQUIREMENTS. OBSERVATION/~- .COMPACTED 2.' MIN COVER DEPTHS ASSUME NO VEHICULAR - WELL; SEE NOTE 3 ,BACKFILL LOADING. DESIGNER TO SPECIFY COVER DEPTHS IF VEHICULAR TRAFFIC ANTICIPATED. WASHED DRAIN ROCK, SEE NOTE 2 NOTES, GEOTEXTILE.� SEE NOTE 1 s 1,� GEOTEXTILE FABRIC ALONG WALLS AND TOP' J - " SHALL CONFORM TO ('� • . OF WASHED ROCK. GEOTEXRLE - 'WSDOT SPEC. 9-33.2(1), GEOTEXTILE FOR i- SEPARATION, NON -WOVEN TYPE x • 'h —2' (MIN) ..ABOVE ABOVE - SEASONAL 2. WASHED DRAIN ROCK SHALL TO WSDOT S UNCOMPACTED NATIVE — HIGH SPEC. 9-03.12(S), GRAVEL BACKFILL FOR DRYWELLS. MATERIAL, SCARIFY 3" GROUNDWATER (MIN) SECTION - TABLE OR 3. OBSERVATION WELL SHALL CONFORM TO WSDOT - HYDRAULICALLY SPEC. 9-05.2(8), PERFORATED PVC UNDERORAiN RESTRICTIVE .PIPE. - LAYER REVISION DATE :TYPICAL DOWNSPOUT DECEMBER 2017 CITY' OF EDMONDS INFILTRATION TRENCH' PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fs l'•"�g90 SD-6.36 APPROVED BY: R. ENGUBH PROJECT SIZE MIN LENGTH OF (FEET) QUARRY SPAUS < 1/4 ACRE 30 < 1 ACRE 50 < 3 ACRE 100 P, 3 ACRE I 1GO or SHEET .. 6 of . 6 . RESLP6 JUL 0 5 2019 BUILDING DEPARTME(�jT CiIY OF EDMONDS I WRITTEN DIMENs10N5 ON THIB DRAWING SHALL HAVE PRECEDENCE DYER SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. CONVITIONS. ETC. ATI 1N1116 TO THE WORK BEFORE PROCEEDING. THE OWNER M BE NO(IFIED M ANY VARIATIONS FROM I FN DIMENSIONS AND/OR CONDITIONS SHOWN ON THESE DRAWING. ANY SLY.HVARIATION SHALL BE RESOLVED BY THE OWNER PRIOR TO PROCEEDING WITH THE WORK, OR TFE: CONTRACTOR SHALL ACCEPT wu RESPaNSIBaIn FOR THE cost TO Rc-cnFT sAHE. 1 PC A TRU55Es PER ROOP S�GTION ,4-?� SEE GENERAL NOTES SCALE. 1/4" - 1'-0" 2015 HASH I NGTON STATE ENERGY C C)DE *CLIMATE ZONE 5 AND MARINE 4* H'\/AC : TABLE 4062 ENERGY CREDITS HOUSES BETWEEN 1500 SQFT AND 5000 SOFT REQUIRE 3.5 CREDITS OKIO_N IA EFFICIENT BUILDING ENVELOPE VERTICAL FENESTRATION U=.28 FLOOR R-56 3A H16H EFFICIENCY HVAC EQUIPMENT 6A5 FIRED FURNACE WITH A MINIMUM AFUE OF q4% 6 EFFICIENT WATER HEATING ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 05 GPM OR LESS. ALL OTHER LAVATORY FAU'CEr5 ML15T BE RATED AT LO 6PM OR LE55 OEFFCIENT WATER HEATING , WATER HEATING TO BE GAS FIRED WITH A MINIMUM EF OF 0.111 COMP. ROOF 2Xb BARGE BD. W/ IX2 RAKE UPPER FLOOR P.L. CEDAR SHIMr-LES WHERE SHOWN IXIO WITH IX2 �1 CEDAR TRIM— BOARD AND BATTEN CEDAR SIDING WHERE 5HOWN FIN. FLR. UPPER MAIN FLOOR P.L. IX4 TOP AND SIDES OWITH 2X6 AND IX2 1 BOTTOM WDW TRIM 6 FIN. FLR. MAIN LOWER FLOOR P.L. A.E.G. AT 366.625' 0 6 T.0.5. LOWER - AT 355.5' A residential fire sprinkler system is required. A recommended flow -through design will meet specifications and reduce equipment and continuing maintenance requirements. ECDC19.05.02OB2. Provide a minimum combination water service of one (1") meter and one and one half (11/2") service line, or show that do�'t,OVED RTM and fire protection needs can be mevit#LZ a smaller service. LIGHTING REQUIREMENTS: GREDIT(5) SECTION 404 - ELECTRICAL POWER d LIGHTING SYSTEMS 404.1 Interior Lighting. A minimum oP 95 Percent of ail IuminerleG shall be high efflc..y Iumina1— See note on eleo, plan 5 VENTILTION: MI50T.3 INTERMITTENTLY OPERATING VENTILATION SYSTEMS. THE DELIVERED VENTILATION RATE FOR INTERMITTENTLY OPERATING VENTILATION SYSTEMS SHALL BE THE 1.0 COMBINATION OF ITS DELIVERED CAPACITY FROM TABLE M150'1.3.8 (1), AND ITS VENTILATION EFFECTIVENESS AND DAILY FRACTIONAL OPERATION TIME FROM TABLE MI50T.5.5(Z AIR INFILTRATION: OS BUILDING AIR LEAKAGE TEST 15 REQUIRED PER 1,45EC R402.4.12 MECHANICAL DUCT5 ARE REQUIRED TO BE SEAL TE5TED . IN ACCORDANCE WITH W5EG 503.10.3 AND 601.1 DUCT INSULATION PER 2015 WSEG R403.2.1 Is DUCT LEAKA6E TESTIN6 PER 2015 WSEG R403.2.2 A PERNAMENT CERTIFICATE 15 REQUIRED TO BE POSTED WITHIN V OF THE ELECTRICAL PANEL TO CONTAIN THE HOMES R-VALUE5, U-VALUES, RESULTS FROM DUCT SYSTEM AIR LEAKAGE, RESULTS FROM BUILDING ENVELOPE AIR LEAKA6E TESTING (BLOWER DOOR TEST) AND TYPES AND EFFICIENCIES OF HEATING, COOLIN6, AND SERVICE WATER HEATING EQUIPMENT PER WSEC R4010 HEADERS ARE REQUIRED TO BE INSULATED WITH A MINIMUM OF R-10 INSULATION. CORNERS OF EXTERIOR STUD WALL5 ARE REQUIRED TO BE FULLY INSULATED. " THE EXTERIOR THERMAL ENVELOPE 15 REQUIRED TO CONTAIN A CONTINUOUS AIR BARRIER PER TABLE R402.4.1 2XIO BAND BD. W/ "Z" FLASHING 4XI2 OUT I.SCGER TYPICAL 4.12 ■1■1111111100001■ SG 4:12 56 II I II 56 I��■■■ Lim 10 1II�IM■Ni■■■■■ E1■■!��/ i-A ail\ — ■ I��I � � ..�.�._��.`11 -grill Iry■�1►: ���I�I�I�I�I�I�I�IDi1J1�Ifrl�i �'.l ■ nil ■ ■ ■ ■ 0 III �� ® m �® I®el WEST �LE�/�4TION SEE GENERAL NOTES 5CALE: 1/4" = P-O" R-61 VENTS "r PLACES - ON MAI57 EL-EVA71ON SEE GENERAL NOTES SCALE: 1/4" = 1'-0" METAL &UTTER ON 2Xb FASCIA BD. IX4 ON IX9 CORNER TRIM BD. 6" BEVELED HORIZONTAL CEDAR SIDING WHERE SHOWN ALL WORK SUBJECT TO FIELD INSPECTION FNu-OR .. CODE COMPS , 942UA4RE POOT,ACGi=S: MAIN FLOOR 1001 Si= UFPER FLOOR 12i8 SP LOAER FLOOR '786 SF TOTAL 8365 SP iS ARA6E S74 5P D PLANS MUST 11 ON JOB SITE UPPER FLOOR P.L. FIN. FLR. UPPER MAIN FLOOR P.L. 1 Q FIN. FLR. MAIN MONDS BUILDING DE PARTMENT ray, ADDRESS. OWNER !�.c�11.4� APPROVED DATE: Oj �cj Cge�S,� copy BLDG. OFFICIAL: 31 T� vim• PERMIT NUMBER eLDpO%8--Isi3 7'979 R'alSt't?.WE �� tC EC A E A DERSON STATE OF WASHINGTON R g 8 O & v J � V u IV/ J6— V C m .o L � Q data: 01-24-15 pormit: rovlslons: 03-06-IG Clty Ch drawn bLAMRA ChacKad by: MRA SHEi=T AI O� PAUL NN % BELMONT RESUB MAR 12 2019 BUILDING DEPARTMENT CnYOFEDMONOS WRITTEN DIMENSIONS ON THIS DR/WIING SHALL HAVE FREGEDENCE OVER SCALED DIMEN510N5. CONTRACTOR SHALL VERIFY ALL 0I1,1ENSION5, CONDITIONS, ETG. F TAININ6 TO THE VNORK BEFORE --INS. THE OWNER MUST BE NOTIFIED OF ANY VARIATIONS, FROM THE DIMENSIONS ANO/OR CONDITIONS SHOWN ON THESE DRAWIN65. ANY SXH VARIATION SHALL BE RE5OLVED w THE OWNER PRIOR TO FROGEEOIN6 WITH THE WORK, OR THIS GOMRAGTOR SHALL ACCEPT FULL RESPONSIBILITY FOR THE COST TO RECTIFY 5AME. S: IZ 3: IZ UPPER FLOOR P.L. mi FIN. L.R.FUPPER MAIN FLOOR P.L. --1111 11 nil III 9 9 FIN. FLR. MAIN OWER FLOOR P.L. I � MAX SLOPE 2' I 1 MAX 1 SLOPE 1 LOWER I ... FL___________=== NOfaTH r=L. EVATI ON SOUTH i=LE\/ATI ON SEE GENERAL NOTES SCALE: 1/4" = P-O" SEE GENERAL NOTES SCALE: 1/4" REFER TO ALL ELEVATIONS FOR T T F I G,AL NOTES moo_ WRITTEN DIMENSIONSON THIS DRAWING SHALL HAVE PRECEDENCE OVER 54ALED DIMENSIONS CONTRACTOR SHALL VERIFY ALL DIH4 101Z, CONDITIONS, M. F AININ6 TO THE WORK BEFORE PROCEEDINb. THE OW K6T M NOTIFIED OF ANT VARIATIONS FROM THE DIMENSIONS AND/OR CONDITIONS SHOWN ON THESE DRAWINGS. ANY SIGH VARIATION 5HALL BE RESOLVED BY THE OVdIER PRIOR TO PROCEEDING WITH THE WORK OR THE CONIRA.GTOR SHALL ACCEPT FULL RESP IBILITY FOR THE COST TO RECTIFY SAME. mi I io 0 4XH DFM3 4X5 DF•2 T. P.T. PI-4",j I �xa b.T. IEDG L - - Tg - F77/, - wFw N 0 24" R-10 PERIMETER INSULATION 6 I Q-m t- I - al I al ITEP_ TVB I I e} i I 4" GONG. SLAB ON 51N 10 MIL. VAPOR BARRIER = Q- 4" COURSE GRANULAR BED IF NI ON COMPACTED GRADE - K I ITANiHKv��'S1 - - - - - - - .c6 W/ 24"INSULATIONMETER I I N N IL J G,a.R,a�GE I I SUB5LAB DRAINAGE ICJ ENGINEERING Q O HRRI� ` I �T PER 6EOTEGHNIGAL AT ON5 O ATED V' I 10 MIL. VAPOR BARRIER 4" GRANULAR BED _ LOCATEDON SHEET DI W ( D.c.. ON TAMPED GRADE- SUMLA13 DRAINAGE PER 6ERECOMMENDATOTECHNICAL TIIONS INEBRING I 24"XS" STRIP FOOTING kv GONrINUOUS I tl T r „ C TTYPI..n m LOCATED ON SHEET DI r I OD.S. II I4000>e/Isoo+ I = w.3 Ib000"/Isoo" :_I I I S'-#" I I g' o r 6.. Nx '� _ USE 36"r36"/12 PAD ITH WITH 4-"4 E.W. 3-"4 E.W. 5 y I� I D-mW 0" ONG. FND EDGE OF SLAB mRER1L Wp� I - Y -I I I I I I I - - - IS" L GITH ONG. FD ING CONTINUOUS m 7 1/!Ip IL ry O / -I FOOTING Off, NP ----- D.S. r -�I I I --- 11 I1 II I I5 I II I" I KI 3 M M I I I I 2X6 GK JSTS. FOUNDATION NOTES LI�GND; I. SLOPE ALL CONCRETE STOOPS AND/OR PATIOS BrL AeovE I/4" PER FOOT ANAY FROM DOORWAYS. BEARING WALL ABOVE 2. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PFZ55URE TREATED OR CEDAR. 3. PROVIDE SOLID BLOCKING UNDER PI-611 INDIGAT£5 SHEAR WALL - BEARING WALLS. REFER TO 51-HEDULE ON , 4. FASTNERS, CONNECTORS AND SHEET LI HANGERS INTO OR IN CONTACT WITH PRESSURE -TREATED OR BL.V.M. INDICATES LEN6TH OF BOLT FIRWOOD SHALL BE IN VERTICAL MEMBER OF TRIPLE ZING ZMAX (CG155 PER A5TM A653) HOT DIP GALVANIZE INDICATES 3X FRAMING (ASTM A123 FOR CONNECTORS AND (3X) MEMBERS; SILL-5, PLATE's A5TM 155 FOR FA5TNER5 AND d STUDS ®EDGES: S ANGHOR5). SIMPON T-PTWOOD. - 5. ALL CONCRETE EXPOSED TO WEATHER INCLUDING GARAGE SLABS SHALL BE 5000 PSI WITH 5--796 AIR INTRAINMENT. HOLDOWN/STRAP SCHEDULE MARK HOLDOWN/ STRAP FASTENERS TO (2) STUDS MIN. U.N.O. TI M5T45 (34)-Ibd T2 MST60 (45)-Ibd T3 MSTG4a53 (55)-IOd T4 M5TG66B5 (5b)-lod TS STHDI4114 RJ C38)/(30)-Ibd T6 HD08-SDS3 20-5D5 W'><5" T7 HDU4-5015 10-SD5 Y4"X2 Imo" NOTES. SEE SHEET L-I FOR SHEAR WALL SCHEDULE FOR HD05-SD53 HOLDOWN5 - U5E MINUMUM OF 5" WOOD VERTICAL MEMBER THICKNESS AND 5STB25 ANCHORS W/ 24 1/5" EMBEDMENT. FOR HD4U HOLDOWN5 - USE MINUMUM OF 5" WOOD VERTICAL MEMBER THICKNESS AND SST5I6 ANCHORS W/ 12 5/b" EMBEDMENT. ALL EXTERIOR WALLS ARE CONSIDERED TO BE BEARING WALLS fmOUN=7A71ON PLAN SEE GENERAL NOTES SCALE: 1/4" = I'-0" 4- -5" ME ALE IS H5 F VI YL I I - � g L JI5 = - K IF-4 I Q - - ' MI EF - %I O 2 IL��i F�x i ry E35 6�3/4" 24 G F V41AJ F4 . JII 11I I H �TIO� L JII 11I 2 P.T. L D ER 2 - - - � I iGu�E�XI e 2x1o�J. d' I tl1 l I ry,{1{pj1 o I I I I I ID nr uloav'ciN� 10. m I I F I Iup f 3I/pS51 �DE+`�R - bR � 6� F I I I H 7J�dNJ G -I n 1 Y DEIq.E I 1 4XI DF PT. ®P.L. J EXTEND FLOOR JOISTS TO PAST GARAGE DOORS 24" IQ TWD 204 S.H. S.G. 6020 IXED SAFETY CGLA55 4XI0 D #2 HDR 4XIO O #2 HDR TJI FLOOR FRAMING NOTES: I. 11 -1/5" (360) TJI FLOOR SYSTEM UNLESS OTHERWISE SPECIFIED. 2. SEE FIELD TJI LAYOUT FOR BRACING, BLOGKING, AND GANTILEVER5. GENERAL NOTES 3. LAYOUT TO BE GIVEN TO LOGAL BUILDING DEPARTMENT OFFICIAL AT FRAMING INSPECTION. LEGEND: HEAVIER NOTES: 1. ALL 16. 0.EXTERIOR �TYPIICAL, WITH R-2 INSULTO ATION. 5 2. ALL HEADERS ON UPPER FLOOR TO BE 4x8 INTERIOR BEARING, WALL AT LOWER FLOORS: DOUGLA5 FIR "2 UNLE55 NOTED OTHERWISE. ALL HEADERS TO BE 4XIO DF#2 3. FUR -OUT HEADERS TO MATCH 2x6 WALLS. -mr- MULTIPLE 2x STUDS U.N.O. UNLESS NOTED OTHERWISE ON PLANS 4. PROVIDE SOLID BLOCKING UNDER ALL PI-6" INDICATES SHEAR WALL REFER TO BEARING WALLS. SCHEDULE ON SHEET LI 5. INLINE FRAMING - SINGLE TOP PLATE COLUMN/POST NOTES: STRAP ® SPLICES AND CORNERS, EXCEPT PT. LP. AS NOTED FOR SHEAR TRANSFER ABV 1Y POINT LOAD ABOVE FOR O - 5000# USE 2-2X6 STITCH NAILED 6. ALL GUARDRAILS PER MANUFACTURERS SMOKE DETECTOR IIOV OR 3-2X4 STITCH NAILED SPECIFICATIONS. SUPPORTS CAPABLE OF 0 INTERC.ONNEGTED W\ BATTERY RESISTING LATERAL LOAD OF 200 PLF APPLIED BACK-UP. FOR 5000# - 10000# USE 3-2X6 STITCH NAILED IN ANY DIRECTION AT ANY PART ALONG THE TOP OF RAIL. (2) CARBON MONOXIDE DETECTOR qR 4-2X4 STITCH NAILED ORLOADS UNDER-1000#) 1. TUB/SHOI ER UNITS SHALL HAVE FIRE BLOCKING INTERCONNECTED M BATTERY BETWEEN WALL STUDS AND WATERPROOF BACK-UP. 5URROUND5 TO +12" FROM DRAIN. GLAZIN6, INCLUDING WINDOWS WITHIN +12" OF DRAIN, SHALL 56 5AFETY CLASS HEATING NOTES BE SAFETY 6LA55. SHOWER FLOW I5 LIMITED TO VTO VENT TO OUTSIDE 25 GAL/MIN. WOOD FRAMING TO BE PROTECTED FROM WATER SPLASH AND MOISTURE. I. INSTALLATION PER A5HRAE 11OA-68. FAN - VENT TO OUTSIDE 8. ALL BATHROOM FAN5, KITCHEN HOOD, AND DRYER Q 50 CFM MINIMUM 2. ALL PILOTS, BURNERS AND SWITCHES TO BE MINIMUM +IB" ABOVE SLAB. DUCTS SHALL BE EXHAUSTED THRU THE ATTIC TO THE ROOF OR THRU THE FLOOR SYSTEM TO AN 3. PROVIDE +16" PLATFORM OF 2 LAYERS 5/4" OUTSIDE WALL. ALL WALL DUCT5 SHALL PLATE LINE. PLYWOOD (I LAYER IF PLATFORM 15 ON SLAB). - TERM NATE AT LEAST 36" FROM A WINDOW "AT P.L." MEANS THAT TOP OF OPENING. BEAM 15 AT PLATE LINE 4. TANKLESS WATER HEATER - INSTALL PER MANUFACTURER'S 5PECS. MIN. EF RATIN6 OF Ob2 5. R4 AT ALL HOT WATER PIPE5 IN UNHEATED AREAS OF�BEAM 19 AT PLATE LINE TTOM 6. PAN R 2012 UPC 501.4 IF ON A A N PLATE LINE. HOOD PLADERTFORM L O �� � � L ®®� f� 1. PRESSURE RELIEF VAULVE TO EXTERIOR SEE GENERAL NOTES SCALE: 1/4" = I'-O" PER UPC SECTION 6055 ...ex.l EDE ?737311IStEHL "UN STATE OF WASHINGTDN w m o � � O L1 � . 3 V J � f-i t �0 Q data: 0'7-24-Ib parmlt: rovlsions: 05-06-IG Glty ch arawr by checked MRA by: MRA ULNPAW %BEMONT RESU B MAR 12 2019 BUILDING DEPARTMENT GIT�TOF WMONDS WRITTEN DIMENSIONS ON THIS DRAWIN6 SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ETC. PERTAINING TO THE WORK BEFORE P BBIJIN6. THE OY MUST BE NOTIFIED OF ANY VARIATION5 FROM THE DII-61ON5 AND/OR CONDITIONS B M ON tHESE DRAWINGS. ANY 511LH VARIATION SHALL BE RESOLVED BY T OWNER FR[OR TO PROCEFDIN6 WITH THE WORK OR THE WIVRACTOR EHA ACOEPf FULL RE5 51BILIW FOR THE COST TO RECTIFY SAME. HOLDOWN/5TRAP SCHEDULE MARK HOLDOWN/ STRAP FASTENERS TO (2) STUD5 MIN. U.N.O. TI MST48 (34)-16d T2 MST60 (48)-16d T3 MSTC4853 (55)-I0d T4 M5TG66130 (58)-IOd T5 5THD14/14 RJ T6 HD08-5D53 20-SDS V4"X3" T-1 HDU4-5D5 10-505 !'W'X2 1/z" NOTES. SEE SHEET L-I FOR SHEAR WALL SCHEDULE FOR HD08-5D53 HOLDOWNS - USE MINUMUM OF 5" WOOD VERTICAL MEMBER THIGKNE55 AND SSTB28 ANGHOR5 W/ 24 'T/8" EMBEDMENT. FOR HD4U HOLDOWNS - USE MINUMUM OF 5" WOOD VERTICAL MEMBER THIGKNE55 AND SSTBI6 ANCHORS W/ 12 5/8" EMBEDMENT. ALL EXTERIOR WALLS ARE CONSIDERED TO BE BEARING WALLS A AI TJI FLOOR FR4MIN(5 NOTES I. II 1/6" (360) TJI FLOOR SYSTEM UNLE55 OTHERN15E 5PECIFIED. 2. 5EE-FIELD TJI LAYOUT FOR BRA6I1,16, BLOGKING, AND CANTILEVERS. 3. LAYOUT TO BE GIVEN TO LOCAL BUILDING DEPARTMENT OFFIGIAL AT FRAMING IN5PEGTION. LEGEND: BEARING WALL BELOW BEARING BEAM BELOW ® SHEAR WALL ABOVE ® INDICATES HOLDOWN STRAP rye, ryT REFER TO GHART ON TH15 SHEET ®fir POINT LOAD ABOVE FLOOR LINE ABOVE _ - BEARING WALL ABOVE UPi=l=-R r-L_OOR r-RAM I NCB F'L-AN SEE GENERAL NOTES 5GALE: 1/4" = 1'-0" "o rc 6046 XO 6050 5 DR. 5.G. 1 6060 XOX 6060 XOX 4XIO DF HDR 4XIO D #2 HDR B8) 5 1 all X 4" B'1) 4X10 P#2 HDR MCA< 6LB 2 HDHOP,0. . r-E-E IAR --__ I IIIPI-4" 1 PI-4" rJ l NK vv I I o ITC EN n 5 HDWD m I I I - ry` 0 m vro�0 v _ I yji of ❑ a mI � DINING r HDWD H ROOM HDWD o� o ' N N I 11LLwL� I Q �tt ❑ a '.0.�' b'-6' � '-b" B'-10• 1'1" p 7 X # r VENS N N �/ 5 SH. +g SX MEM (�(�� Q r m < s N _ O * x OIL FURN FLUE 26 STUDY LI LI -P ap 4 y69 ry ALLLL Y I --I p a I oIL Jlnn I V W CFM - I O PDRM HDWD g " m N LI PR — FOYER HDWD m LINE OF �9 T D II- 4XI0 LOOK ABOVE K +g AA - .OI IQO 7 = Q N tnry� X ry OX IL ry 1 I I I I —7ol Tt xg d � U,� 0 N LINE OF 6IAR 6E BELOW OIL Q mox V - M T'3 M. �TPI-5" 5X MEM. ENTRY PORCH LL Li AnQ O GO 3X MEM. g SX MEM—. III TW 4XI D3060F#2 .H. DR 4'_I" I, B,-" I, 4,-1" 11'-61. LEGEND: INTERIOR BEARING WALL �I- MULTIPLE 2x STUDS U.NO. PI-6" INDICATES SHEAR WALL REFER TO -,777777= SG14EPULE ON SHEET LI PT. Ti POINT LOAD ABOVE ABV. 0 SMOKE DETECTOR HOV INTERCONNECTED VA BATTERY BACK-UP. O CARBON MONOXIDE DETECTOR INTERCONNECTED PA BATTERY BACK-UP. 56 SAFETY GLA55 VTO VENT TO OUT51OF Ll GFM 50 MINIMUMOUiSIDE PLATE LINE. "AT PL." MEANS THAT TOP OF BEAM IS AT PLATE LINE "ABV. PL." MEANS THAT BOTTOM PLATE LINE. OF BEAM 19 AT PLATE LINE ® .INDICATES HOLDOWN STRAP REFER TO GHART ON �ryT THIS SHEET Uv�Av v �aN� 1 i 5.H. Qa++q Q a�a 6080 S DR. S.G. 7 #2 HDR y OO 4XIO D 2 HDR 2040 5 H. 5.6. 4XIO DF 2 HDR A I„ 4,_6„ At 4,�„ Ir 9'-5 HEADER NOTES: AT UPPER FLOORS: ALL HEADERS TO BE 4X8 DF#2 UNLE55 NOTED OTHERWISE ON PLANS AT MAIN FLOORS: ALL HEADERS TO BE 4XIO DF#2 UNLE55 NOTED OTHERWISE ON PLANS AT LOWER FLOORS: ALL HEADERS TO BE 4XIO DF#2 UNLESS NOTED OTHERWI5E ON PLANS COLUMN/POST NOTES: FOR 0 - 5000# USE 2-2X6 STITCH NAILED OR 3-2X4 STITCH NAILED FOR 5000# - 10000# U5E 5-2X6 STITCH NAILED OR 4-2X4 STITCH NAILED (FOR LOADS UNDER 1000#) FIREPLACE NOTES: I. ALL FIREPLACES MUST BE NATURAL GAS ONLY. 2. 'O' GLEARANCE FIREPLACE WITH DIRECT VENT. 5. FACTORY BUILT FIREPLACE SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS AND SHALL HAVE APPROVAL LABEL ATTACHED. 4. FIREPLACES AND STOVES MUST BE D.O.E. APPROVED AND BE TESTED, CERTIFIED AND LABELED AS SUITABLE FOR USING DURING A FIRST STAGE BURN BAN. &ENERAL NOTES I. ALL EXTERIOR WARM WALLS TO BE 2.6 STUDS 16' O.G. TYPICAL, WITH R-21 INSULATION. 2. ALL HEADERS ON UPPER FLOOR TO BE 4xb DOUGLAS FIR #2 UNLESS NOTED OTHERWISE. 5. FM -OUT HEADERS TO MATCH 2x6 WALLS. 4. PROVIDE SOLID BLOCKING UNDER ALL BEARING WALLS. 5. INLINE FRAMING - SINGLE TOP PLATE STRAP ® SPLICES AND CORNERS, EXCEPT AS NOTED FOR SHEAR TRANSFER. 6. ALL GUARDRAILS PER MANUFACTURERS SPECIFICATIONS. 5UPPORT5 CAPABLE OF RE515TIN6 LATERAL LOAD OF 200 PLF APPLIED IN ANY DIRECTION AT ANY PART ALONG THE TOP OF RAIL. T. TU5/5HOWER UNITS SHALL HAVE FIRE BLOCKING BETWEEN WALL STUDS AND WATERPROOF SURROUNDS TO +12" FROM DRAIN. GLAZING, WS INCLUDING WINDOWITHIN H72" OF DRAIN, SHALL BE SAFETY GLASS. SHOWER FLOW 15 LIMITED TO 2.5 GAL/MIN. WOOD FRAMING TO BE PROTECTED FROM WATER SPLASH AND M015TURE. 5. ALL BATHROOM FANS, KITCHEN HOOD, AND DRYER DUCTS SHALL BE EXHAUSTED THRU THE ATTIC TO THE ROOF OR THRU THE FLOOR SYSTEM TO AN OUTSIDE WALL. ALL WALL DUCTS SHALL TERMINATE AT LEAST 5I" FROM A WINDOW OPENING. MAIN f=L.00i, FLAN SEE GENERAL NOTES 51-AL.E. 1/4" = 1'-0" M.FiE0 ECO ?737311IS RSt)N SHINGTON FQ� ci 0 ai W B in th V rL cl)0N 0 Q data: 07-24-18 Permit: revisions: 05-06-IG Gity ch drawn byy MRA Check j by: MRA PAUL NN % BEIMONT ESU B MAR 12 2019 BUILDING OEPARTMFNT CIT' OF EDMC,!D'. WRITTEN DIMENSIONS ON THIS DRAWING WH HAVE PREGEDENGE OVER SCALED D)MWGIONS. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, — FERTAIWNG, TO THE WORK BEFORE PROCEEDIN5. TfE OWNER AST EE NOTIFIED OF ANY VARIA"GIG FROM TIE DIMENSION5 AND/OR CONDITIONS SHOWN ON THESE DRAYIING5. ANY SUCH VARIATION SHALL EE RESOLVED BY THE OWNER PRIOR TO PROGE-- WITH TIE WORK, OR THE CAMRAGTOR SHALL ACCEPT FULL RESPON5I5I1-IN FOR THE COST TO RECTIFY SAME. TYPIG AT Gf SHEAF A At 24' O.G. -SET ON TOP OF FLR. SYSTEM. • WITH 2X A AI ALL ROOFS BETWEEN 2 : 12 .AND 4: 12 P 1 TGHES ARE RE0U 1 RED TO HAVE A DOUBLE UNDERLA"rMENT PER -105.2,;2 IRC,. ROOF VENTING CALCULATIONS RooFArea: 1A38!sq.M, VenNationRequlretl' 1438,sq,Jft X144 sq/In /300� _! 50% At 36 m n mum Above Eae (maz 80.6) =j 345.12jsq.fin. 50%'�AtEa:ss i =1 345.72s01n. 7 !RaotJacks Q 50 sq hn Each i,.,,=i., 350 aq.7m. 0 "Standard Comp Ridge Vent Q iT aq.fm.11E ------ . Osgfst. p -Metal Roof Ridge Vent Q 20 sq./in.gf =I Olsglm. q .Side Roof Half Vent Q 8 5 sq f n.At. _� 0 aq.An• ting Q 9.3 sq./in 1# 105 `Lineal Ft of Ea'a Ven------------ =1 346.5fln. [(3) 2" tlta. Holes perblock Q each bay] eUneal Fl otEUppeP FlcoFVenhng i Osq.ftn. ,((3) 2' dia. Holes perblock Q ak ba ] I j j q ;Continuous soffit Vem Q 10 sgAin.Ot Ojsq.ln. q .Gable End Vent (12 in.z12 in )x 70% 0 Cupola Vent (30 in. x 321n) x 45% "Or gJn. 0 Gable End Vent (18 n x 24 in) x 70% � 0 sq.hn. p .Gable End Vent .(24 in X24 in.)x 70% sglm,' Total Venting Q 36 (min.) Above Fa es =i 750 sgJkl_ ..Tot IVenlina fdEaves , =I 3445! oils. T12U55 NOTE ALL TRV55E5 SHALL HAVE. I. STRESS ANALYSIS AND DRAWINGS / DETAILS STAMPED BY A STATE REGISTERED ENGINEER, 2. MANUFACTURER'S STAMP ON PRE- MANUFAGTURED TRV55E5. 3. BRACED TO MANUFACTURER'S' SPEGIFIGATIONS. 4. STRESS ANALYSIS AND DETAILS SHALL BE SUBMITTED TO BUILDING DEFT. FOR APPROVAL AND SHALL BE YEPT ON SITE FOR FRAMING INSPECTION. 5. TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR HUILDINS DEPARTMENT APPROVAL OR ENGINEERING CALCULATIONS. 6. ALL TRV55E5 SHALL HAVE SIMPSON H-I CLIPS AT ENDS. WHERE TRUSSES ARE PARALLEL TO WALL, USE SIMPSON LBO AT MIDSPAN. USE SIMP50N 5TG CLIPS AT NON -BEARING WALLS T. ARCHITECT OF RECORD WILL REVIEW AND APPROVE MANUFACTURER'S TRV55/SHOP DRAWINGS BEFORE SUBMITTAL TO CITY AND BEFORE INSTALLING ALL ROOF F17(r HES TO E3E 4: 1 Z UNLi=55 NOTED OTF-IERW 1 SE REFER TO MAIN AND UPPER FLOOR PLANS FOR WINDOW Hf=—ADr=P- SIZES ROOF FRAMING NOTES GUT RAFTER TAILS TO MATCH -4 TRUSSES CONNECTORS SHALL BE ENGINEERED BY TRUSS MANUFACTURER ROOF PITCH SHALL BE 4,12 TYPICAL UNLESS NOTED OTHERWISE REFER TO SAVE DETAIL ON THIS SHEET FOR EAVES BETWEEN 2'-5' FROM PROPERTY LINES 2xb OVERFRAMING BEARING BEAM BELOW O DS DOWNSPOUT G.E.T. GABLE END TRUSS OVERHANGS, 15" AT 4,12 ROOF PITCH 15" AT GABLE ENDS U.N.O. ROOD >=R,�MI'NG PL]�.N SEE GENERAL NOTES SCALE, 1/4" - P-O" 22'-6" W-2" AI 2'-10" 3'-4" 5050 XO 2040 G 6050 XD 56 2040 5MT E6 SS 4X8 DP#2 D 4X8 D 2 HDR X8 DF 2 HDR 4X8 DF 2 HDR PI-611 � ry%� P1-611 T2"x96" TUB I — O O-- BU ATI P DFa2 o — F P 4 5 1 )L11 q q m ( I BATH 2 Nn I GPT CPT 1 u BDRM. V #:2 I s"or�M° c ONIN. 'fER MSA l a GPT I N m 1 aN I CPT TAB/SHO�Rb - --- O 0 P 4 5 O\�F SEE NOTES m 26 O I I D LiSONGFM° 0 �N I � I VTO W MIN. �tt . 1 r m 1 m `"° 11 0 4B°x36' M14STER SUITE ..tt 1 V L ► . N y ut s o lz VAULTED GLO. CPT BDR #3 "v Id n n ------------------- GPT 1, O O O O 5,�„ ,fie 1" �4' +6 HO GFM�{p�SE O Y FAN VTO 25 1 13 Nq. HALL G41A .TIMER GPT INTAKE DUCT In O 26 4 PI-6" VN N IbR b H N1 IL LINEN 55H � OPEN TO DECK CEDAR N ; N BELOW yy 24 I BJ� '°` T' 'K• 36" OPEN RAILING 0. I � +s Lm 5 `Ha 4 PI_611 PI-6° LINE O FLOOR BELOW PI-611 B050 PI-bn TW .H. EGRESS 26 4X8 D 5H #2 HDR 2CI50 rxiJ 4X8 DF SG 2 HDR 6068 51-1;1R. 5.G. 4>eZ DF#2 DR 0TR. Oft WALL 4.'-1" g'-4." 4'_I„ 4,_0„ 4,_6„ le 011 LEGEND: INTERIOR BEARING WALL �Ix— MULTIPLE 2x 5TUO5 U.N.O. PI-6" INDICAT25 SHEAR WALL REFER TO SCHEDULE ON SHEET LI PT. LD. H POINT LOAD ABOVE ABV. SMOKE DETECTOR IIOV O INTERCONNECTED W'\ BATTERY BAGK-UP. O CARBON MONOXIDE DETECTOR IKIMRGONNECTED VA BATTERY BACK-UP. 56 SAFETY GLASS VTO VENT TO OUTSIDE 50 GFMV M NIMUM SIDE Ll PLATE LINE. "AT P.L." MEANS THAT TOP OF BEAM IS AT PLATE LINE 'ABV. PL." MEANS THAT BOTTOM PLATE LINE. OF BEAM 15 AT PLATE LINE HEAVER NOTES: AT UPPER FLOORS: ALL HEADERS TO BE 4X8 DF#2 UNLESS NOTED OTHERWISE ON PLANS AT MAIN FLOOR5: ALL HEADERS TO BE 4XIO DF#2 UNLESS NOTED OTHERWISE ON PLANS AT LOWER FLOORS: ALL HEADERS TO BE 4XIO DF#2 UNLESS NOTED OTHERWI5E ON PLANS COLUMN/POST NOTES: FOR 0 - 5000# USE 2-2X6 STITCH NAILED OR 3-2X4 STITCH NAILED FOR 5000# - 10000# USE 3-2X6 ETITGH NAILED (FOR LOADS IUNDf{ER '7O�) GENERAL NOTES T a I. ALL EXTERIOR WARM WALLS TO BE 2x6 STUDS 16" O.G. TYPICAL, WITH R-21 INSULATION. 2. f VR-OUT HEADERS TO MATCH 2x6 WALLS. 3. PROVIDE SOLID BLOCKING UNDER ALL BEARIN6 WALLS. 4. INLINE FRAMING - 511,16LE TOP PLATE STRAP ® SPLICES AND CORNERS, EXCEPT AS NOTED FOR SHEAR TRANSFER 5. ALL 6UARDRAILS PER MANUFACTURERS SPE1,I1FIGATION5. SUPPORTS CAPABLE OF RE515TIN6 LATERAL LOAD OF 200 PLF APPLIED IN ANY DIRECTION AT ANY PART ALONG THE TOP OF RAIL. 6. TUB]SHOWER UNITS SHALL HAVE FIRE iLOCKING BETWEEN WALL STUDS AND WATERPROOF SURROUNDS TO H12" FROM DRAIN. GLAZING, INGLUDIN6 WINDOWS WITHIN .12" OF DRAIN, SHALL BE SAFETY 6LA55. 51101,1ER FLOW 15 LIMITED TO 25 6AL/MIN. WOOD FRAMING TO BE PROTECTED FROM WATER SPLASH AND MOISTURE. T. ALL BATHROOM FANS, KITCHEN HOOD, AND DRYER DUCTS SHALL BE EXHAUSTED THRU THE ATTIC TO THE ROOF OR THRU THE FLOOR SYSTEM TO AN OUTSIDE WALL. ALL WALL DUCTS SHALL TERMINATE AT LEAST 36" FROM A WINDOW OPENING. UPPER FLOOR PLAN SEE GENERAL NOTES SCALE, 1/4" - P-O" 7373 R- IS('LRC_µ Cf EC ARE ANOENSON STATE OF WA31iiNG70N W v O g 8 L1 c'tf RM] 3 C� 3 tlA-! v iB- V 0 L y Q date: OT-24-18 permit: revisions: 03-06-19 Glty Gh drawn -byy GheGlced MRA �by: MRA oF= A� rz --------------- PAUL NN //13ELIMONT tl Y6. SUB MAR 1 2 2019 BUILDING DEPARTMENT CITY OF EDMONDS I — WRITTEN DIMENSIONS ON THIS I SHALLNAVE TIONS, ENOVER SLATEDLO OTf' OR SHALL VBRIPY ALL DNSIONS, CONDITIONS, ETC. PERTAINING TO THEWORKBEFORE N5 ANPIM THE OWNER T BE NOTIFIED OF ANY VARIATIONS FROM THEDIMENSIONS AND/OR CONDITIONS SHN ON 1 T ORAWINSS. ANY EULH VARIATIONRESOLVED BY THE OWNER PRIOR TROLEEDINS WITH THE WORK OR THEALLEPT HILL RESIBILITY FOR COST TO RELTIPY SAME. EGG44 P.T. 4X4 N/ 3/411(P BOLT AT EACH END W/ 6ALV. 311611 X 2"(P PLATE WASHER AT EACH END P.T. 4X4 ND P05T f=OST T® E SEAM I SEE GENERAL NOTES SCALE: I/4" = I'-O" POST BEYOND PER PLAN — REFER TO DETAIL 2 ON DI FOR P05T TO DEGK CONNECTION 2.6 CEDAR 2.4 CEDAR TWO 2XIO RIM JOISTS - STITCH HAILED — GALVANIZED - NNIS NAMES 2X1 LEDPR PILKEK E4LN SIDE OP POST -NAIL WITN Sb" GALVANIZED / EACH SIDE (2) 12d 6ALVINIZED —SIDE - TOP 6 BOTTOM 2x2 CEDAR PICKETS 214 CEDAR EACH SIDE PECK PER e e e I PLAN e e I LINE OF DEGK POST PER PLAN u %,,EXTERIOR WOOD DEGK RAIL I7ET,41L SIDING PER ELASTO-MERRIGK WATERPROOF PLAN DECK ON 3/4" A-G SHEATHING METAL FLASHING W/ IOd AT 6" AT EDGES AND ® RIM 12" O.G. FIELD (GLUED) ON 2X10 DEGK JOISTS ® 16" O.G. SET JOISTS 2" BELOW SLOPE TO DRAIN AT-1/4"/PT.— FLOOR SHEATHING 51MP50N 17TT2Z-SD52.5 2 PLACES AT DECK - SEE SHEET A3 USE (2) 2x JOISTS AT EACH LOCATION PER SIMP50N 5PECI1FICATIONS. NAIL FLOOR SHEATHING ® 6" AT DOUBLE JOISTS WITH }"m THREADED ROD 24" LONG. STRUCTURAL 2X BLOCKING — SIMP50N LU526 Z-MAX PT BEAM PER PLAN JOIST HANGER 2.I0 PT LEDGER W/ POST GAP PER PLAN 1/2"-xb" LAG BOLTS PT P05T PER PLAN HOT DIPPED GALVANIZED OR STAINLESS STEEL; LAG BOLTS SHALL BE PLACED 2" OPTIONAL SOFFIT FROM THE BOTTOM OR TOP OF THE DEGK LEDGER 6 BETWEEN 2-5" FROM THE ENDS OF THE DEGK LEDGER. T14E LAG BOLTS WL I I/2" SCREENED VENTS -VERIFY PLYWD. OR CEDAR T66 SHALL BE STAGGERED FROM THE TOP TO THE BOTTOM ALONG THE HORIZONTAL RUN OF THE DECK LEDGER. LAG BOLTS ARE TO BE AT EVERY JOIST BAY (16" 0.0) fl�GK l��T� I L i SEE GENERAL NOTES SCALE: I/4" = 1'-O" RAILING - SEE DETAIL 4 ON SHEET DI 4X4 P.T. POST ' O.G. MAX. a m 2X6 CEDAR TRIM W/ ANGLE FOR DRIP I-" X IB" LA 6 BOLT TWO 1/2" 0 IXP ANCHOR BEAMI PER PLAN BOTTOM) WITH 3/16" X 2"(P PLATE WA5HER 4 O AOCo.CEDAR RIM J015T fV X 12" LA6 BOLT BRAGS THRU BOLT, 4 WASHERS BRACKET DETAIL SCALE: NTS TM 5/4" PLYWOOD SUBFLOOR ON 0" O.G. WITH 3/4" SUBF PLYWOOD LOOR ON INSULATIO TJI OR STICK FIRMS. FLOOR INSULATIO TJI OR STICK F5.0F FLOOR SYSTEM W/INSULATION, SYSTEM W/INSULATION. INSTALL FLOOR SYSTEM INSTALL FLOOR 5YSTEM 2X5 SILL PL. W/ 2X6 SILL PL. W/ 5/01-0 A301 A.B. ® BEFORE BAGKFILL 5/0"O A30-! A.B. ® BEFORE BAGKFILL IS-, O.G. WITH IS-- O.G. WITH 3"X3"Xlg• WASHER TOP FLANGE JOIST HANGERS 3"X3"X'4" WASHER �� _... _. _ ... ... I ZI PAPER BUILDINrl PAPER��j�.�j�.�jr^f.�aclri={�As��'�i�.Q�j •����t�.�i„+���„y��tV,r�,���� Oi.4v�►i�`'���'�s�'t��tvT�,��i� ; ♦w``� A! i♦INStILATION �w s9:5i�w Ally♦ -4 14OIRI—NTA� 1 Ir "'TAL L EXTERIOR E3ASEMEN7 EXTERIOR E3A5EMENT W/ JSTS. PERPENIDIGULAR (INSIDE) W/ JSTS. I AfP-ALLEL (NN5iDE) S SCALE: 1/2" = P-O" CJ SCALE: I/2" = I'-O" I i • p fit-' y '�• I ���� :4�'4J,e�-�' iF7.-^x� f I%I � J'G �.� c 'f xJ �I'I �• C,ALGULATION POR 5ASEMENT 1 SALLS 7.373 R'a15 (ENE•_.µ. iC L. ' A ER FAiNl E 80N1 STATE OF WA IHINWON Y m a gE � F Q� W z in 10 ®4 cj �,1nB V V V m L data: 01-24-15 permit: revisions: 03-06-Iq c Ity ch drawn by MRA chocked �by: MRA SH3=3=T PAULLNW / B'DHONT RESUE MAR 12 2019 BUILDINOOEPARTMENT ORYOf EOio10NDS 24" CARDBOARD BAFFLE ALLOW FOR I" AIR SPACE MIN. EXTEND 12" ABOVE INSULATION. 2X BIRD BLK'G. W/ — 2" SCREENED VENT HOLES WITH 1/4" GORRPSION RESISTANT METAL MESH GOVERING PER 2015 IRG SOLID SHEATHING OR GDX PLYWD. / WHERE EXP05ED TO WEATHER STAIRWAY ILLUMINATION: I. PROVIDE INTERIOR 5TAIRWAY5 WITH AN ARTIFIGIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EAGH LANDING OF THE 5TAIRWAY, CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN I FOOT--AHDLE5 MEASURED AT THE CENTER OF TREADS AND LANDINGS. 2. PROVIDE EXTERIOR STAIRWAYS WITH AN ARTIFICIAL ROOFING MATERIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE FIN15H PER ELEVATION VICINITY OF THE TOP LANDING OF THE STAIRWAY. ON 7/16" OB5 SOLID GDX 24-0 PLYWOOD 3. THE CONTROL FOR ACTIVATION OF THE INTERIOR 5HEATHING; INSTALL PER MFD. STAIRWAY LIGHTING SHALL BE AG1,E551BLE AT SPECIFICATIONS. THE TOP AND BOTTOM OF EACH STAIRWAY 0/16" 05B ACX PLYWD a EVES) WITHOUT TRAVERSING ANY STEPS. MIN. 15# UNDERLAYMENT 4. THE ILLUMINATION OF EXTERIOR STAIRWAYS SHALL NAIL 6" EDGE, 12" FIELD WITH Y CONTROLLED. INSIDE THE DWELLING UNIT OR AAUTTOMATIGALLFROM 8d NAILS UNLESS NOTED OTHERWISE WALL FIRE E3LOGK.INC- FIRE BLOCK ALL VERTICAL 2X RAFTERS OR OPENING IN WALL5 AT PLATES APPROVED TRUSSES BEARING AND FLOORS 2X FASCIA BD. MANUFACTURERS SEAL. SEE ROOF FRAMING PLAN W/ METAL - - FOR 51PAGIN6 FLOOR JOISTS: SEE GUTTER PLAN FOR 51ZE 6 5PAGIN6. DOUBLE INSULATION PER W5EG TT JOISTS UNDER ALL PARALLEL PARTITIONS 7/16" 0513 PLYWD. 5HEATHIN(5 SEE DETAIL I ON SHEET A3 FOR J015T INSIDE FOUNDATION - 2X P.T. SILL PLATE FIN. GRADE TO SLOPE AWAY FROM I BUILDING \ 2x CEILING JOISTS OR BOTTOM CHORD OF TRU55 1/2" GYPSUM WALLBOARD, TYP W/ PVA VAPOR BARRIER ® W6,LL5 AND GEILING5 50LID BL0GKlIkC7 BEARIN6, INSULATIONAT PER N5Er- 2X4 OU55ET ■ I,�/', SEE F UN ATIOI PLAN IFOP 51ZE 4Np D.5. TIGHTLINE Z POSITIVE DRAIN TO 5PLA5HBLOGK "fL OR APPROVED DRAINAGE 6 MIL -BLACK 'VI50UEEN' VAPOR BARRIER SIMPSON HGAMIO P05T TO PAD — ALL FOOTINGS TO BEAR ON — FIRM UNDISTURBED SOIL 4" 4) PERF. FOOTING DRAIN TILE W/ CLOTH COVER 4 GRANULAR COVER A5 REOV. BY SOIL GOND. 'SON HGAMIO 2:1 MAX. —7 SLOPE GRO55 BRIDGING 8' O.G. MAX. WHEN FLOOR JOIST ARE NOT SUPPORTED W/ G.W.B. BELOW SOLID RIM J5T - � RIM ii9l5T VENT � 24" dARDBO I BAFFLE, SLOPE 30°, ENEATH \ IN511(.. #4 GONT. TOP - 8. BOTTOM p pSJe :0. #4 VERTICAL ® 16, O.G. - #4 HORIZ. 16" O.G. — M HANDRAIL: GRIP IVq" - 2" A PROJECTION FROM N051NG WALL NO LESS THAN IVz". OPEN RAIL: I I I I1 OPEN SPACE BETWEEN I I 11 PIGKET5 SHALL BE 11 11 11 LESS THAN 4" CLEAR I1 11 11 11 II 11 STAIR NOTE-5: HEIGHT 1l 1i LHANGER RISER = 1-3/4" MAX. TREAD DEPTH = 10" MIN. �yJ) 2X4 STOP is 3-2xl2 2-2Xb HEADER STRINGERS FLOOR JOIST 2X8 a 16" O.G. 2X4 BLOCKING - I (FIRE5TOP) FIREBLOCK 5TAIR5: ONCE IN TOP & BOTTOM FIREBLOCK5 ' OF RUN BETWEEN 5TRINGER5 6 ALONG RUN BETWEEN 511JD5 USABLE SPACE UNDER STAIRS I I \� TO BE I HR FIRE CON51PJZTION 5/8" TYPE W G.W.B. (TWO LAYERS AT STAIR CEILING) TYP 1 G?.L 7A I R I7E7)41 L ALL BATH ROOM FANS, KITCHEN HOOD, AND DRYER DUGT5 SHALL BE EXHAUSTED THRU THE ATTIC TO THE ROOF OR THRU THE FLOOR SYSTEM TO AN OUTSIDE WALL. ALL WALL DUCTS SHALL TERMINATE AT LEAST 56" FROM A WINDOW OPENING. BETWEEN TOP OF Z L BAFFLE AND TOP OF INSULATION. Iu - IOd ® 6" O.G. TYPICAL SOLID 8 VENT - BLOGKING PER IBG 2015 2-2X TOP PLATE LAP CORNERS, OFFSET END JOINTS BY 46" PER 2015 IBC. INSULATION PER W5EG 3/4" T86 PLYWOOD 5UB-FLOOR (GLUED $ NAILED) NAIL AT 6" EDGE 8 12" FIELD :ING JN6 W/ IOd NAILS GROSS BRIDGING W O.G. MAX. WHEN FLOOR JOIST ARE OT SUPPORTED G.W.B. BELOW ALUNFINISHED BASEMENT MAY NOT BE PART OF THE PLANS POST/BEAM STRAP (SIMP50N 66L 4 3/4' MIN. 66T ® SPLICES OR GLEAR TYP. EQUIVALENT) P05T/5TUD WALL 51MP50N P644 OR PER P05T SIZE PLINTH BLOCK 4" GONG. SLAB ON 1 a 9 �4" COURSE GRAVEL 2-#4 GONT. #4 STUB UP SEE SCHEDULE FOR 5" MIN, CLEAR 5PAGIN6 TYPICAL T`I F 1 GAL YNALL SE:GT 10N5 des EXTERIOR HEADER AT OPENIN65: SEE PLAN FOR 51ZE 2X STUDS 1611 O.G. TYP. 7/I6" 0515 OR PLYWD SHEATHING OR 51DING . NAIL (9" EDGE, 12" FIELD WITH 8d NAILS UNLESS NOTED OTHERWISE 15# FELT OVER STUDS (SIDING COND. ONLY) 2X PLATE INSULATE ® RIM WOOD SIDING SEE ELEVATION SHEET FOR TYPE %'. X 10" ANCHOR BOLT W/ 3"x3"xN" PLATE WASHERS ® 45" O.G. NO LE55 THAN 4111" $ NO MORE THAN 12" FROM EA. SILL OORNER, JOINT, END, OPENING, ETra T' MIN. EMBEDMENT INTO CONG. EXCEPT a SHEAR WALLS. SEE SHEAR WALL NAILING 51-HEDULE. #4 GONT. HORZ. TOP #4 STUB UP ® 45" O.G. HOOK EXTENDED 4. III=1I I— I I WALL INSULATE P R I= = I CODE (R-10 MIN. �I—I 24" TOTAL) ` (—I I a � GONT. IN FOOTING SEE FDN. PLAN FOR PAD SIZE THI5 STAMPED PLAN 15 51TE 5PEGIFIG AND 15 TO BE USED FOR ONE SITE ONLY. BA5IG PERMITS FOR MULTIPLE SITES ARE NOT ALLOWED WITH THI5 STAMPED PLAN WITHOUT ATTACHED WRITTEN PERMISSION OF THE ARCHITECT OF RECORD. NASH !� ASSOG 1 ATF-S 1jENF- SAL N07F-S I. All construction per oppllcoble codes and ordinances. 2015 IRG, IBC. 2. Verify all dimensions on Job site. Bring discrepancies to the attention of Owner and/or Designer. 3. Owner will verify window sizes and manufacturers) with framer before start of construction. 4. One window per bedroom shall meet egress code. 5. Skylight glazing per 2015 IRG. 6. Truss manufacturer shall supply shop drawings to Owner and framer to review and approve before fabrication. 7. Owner will verify electrical and heat layouts with Installer before Installation. 8. Under all parallel bearing walls, use double Joists or as noted on plan. Double Joist (or extra TJI) under all non - bearing parallel walls. 4. TJI products to be Installed per manufacturer's installation guide and approved reports. 10. All metal connections to treated wood shall be at a minimum; triple zinc ZMAX ((5I85 per ASTM A653); Hot Dip Galvanize (A5TM A123 for connectors and A5TMI53 for fasteners and anchors). GLIMATIG Al 6E06f2APHIG Di=SIGN GRITIE RIA TERMITE: 5LIGHT TO MODERATE DECAY: 5LIGHT TO MODERATE WINTER DESIGN TEMP: 1'7- IGE5HIELD REQUIRED: NO FLOOD HAZARDS: . 2005 192 FIRM AIR FREEZING INDEX: 100 TO 250 MEAN ANNUAL TEMP, 50 DES I CAN DATA ROOF LOADS: LL 25#/5P (SNOW) DL 15#/SF TOTAL 40#/SF UNLESS NOTES OTHERWISE FLOOR LOADS: LL 40#/5F - DL 10#/SF TOTAL 50#/SF DECK LOADS: LL 60#/5F DL 10#/5F TOTAL 70#/SF SOIL 1500 P5F MIN. CONCRETE: 2500 P51 AFTER 25 DAYS -5000 P51 FOR EXTERIOR FOUNDATION WALLS, PORCHES, STEPS, AND OR GARAGE SLABS- AIR ENTRAINMENT IS BETWEEN 5--I915 (TABLE 402.2 IRG) MA50NRY , PER 2015 IBC STEEL : PER 2015 IBC (GRADE 40) WOOD PER 2015 IBC NAILING " PER 2015 IBC NAILIN(SPER TABLE R602.36). R802.10 WIND: 65 MPH (NOMINAL), 110 MPG (ULTIMATE) SEISMIC: ZONE - D BASE SHEAR = 12.5 (V)' WEATHERING POTENTIAL: MODERATE FROST LINE, 24" E.F.P.: 45PSF fSEAM: DOUGLAS FIR #2 6BEAM: fv = 65 fb = 5-15 PSI E = 1,600000 4" POST. DOUCLAS FIR #2 6" POST: fv = 85 fb = 8'75 PSI E = 1,3001000 JOISTS B RAFTERS HEM FIR #2 B STUDS: fv = 5 = P51 E E = 1,50,300,000 GLU-LAM BEAMS: fv = 165 psi fb = 2,400 psi (reduced by size factor, GF-K) E = I,500,000 psi NOTE: VARIATIONS FROM THE ABOVE LUMBER GRADES WILL BE NOTED ON THE PLANS. I. SUBFLOOP- TkG PLYWOOD OR OSB APA, RATED 5TURD-I-FLOOR 16" O.G., 5/4" WALL E ROOF 5HEATHING: APA RATED SHEATING 24/16 -7/16" FOOTING FOR : 6" WALL - 6"XI2" FOOTING IS" BELOW GRADE #4 STEEL - 45' ox— VERT. 12" ox- HORIZ. 6" WALL --1"XI&" FOOTING 18" BELOW GRADE #4 STEEL - 45" o.G. VERT. 10" O.G. HORIZ. 10" WALL - 8"XIS" FOOTING 24" BELOW GRADE #4 STEEL - 48" ox- VERT. a" o.c. HORIZ. 7373 R' 31S�T'ENE 1 3 iC E AR E . AN1.9ERSON STATE DF WASHINGTON W W C) Q 11644 NE 80th Kirkland, WA a8055 (425) 828-4111 FAX (425) 822-Ia18 w }O p z T VPik 1 O j F < Q F Z to 111 Z wdz< 0 Z Z FQtu uQim IY Q inJU Z 0 w Q � date: '7-OS-16 revisions: IE3G 2015 IRG 2015 TYP I GOAL WNALL drawn by GheGi�ed . TYP I CAL WNALL SECTIONS �® 1 g• ESUB MAR 12 2019 BUILDING DEPARTMENT W WtiEN DIHE510N5 ON THIS DRAWING E NAVE PRECEDENCE OVER SOALED VN NV1 CONTRACTOR SHALL VERI_ ALL DIMENSIONS. CONDITIONS, M. PERTAININS TO 1HE WORK BEFORE PROCEEDINS. T OWNER MBT BE NOTIPIED OF ANY VAWATIONS FROM TIE OIFEN510N5 AND)OR CONDITION5 SHOWN ON THESE DRAWINGS. ANY S>GH VARIATION SHALL BE RESOLVED BY THE OWNER PRIOR ro PWX.EEDIN6 WITH THE WORK, OR THE CONTRACTOR SHALL AGG FULL R6FONSIBILITr FOR r COST TO REOTIPr SAME. SHEAR NALL SGHEPULE PER IBC 2015 DAIS: 07-08-16 SEE PLANS TO DETERMINE THE DIFFERENT DESIGNATORS FOR SHEAR WALL MATERIALS, - NAILING, ANCHOR BOLTS, AND HOLDOWNS. LOCATE HOLDOWN5 A5 CLOSE AS POSSIBLE TO THE END OF THE DESIGNATED WALL. ALL HOEDOWNS, ANCHOR BOLTS, WASHERS, & NAILS IN CONTACT WITH P.T. WOOD TO BE • HOT DIPPED GALVANIZED. PI = ONE SIDE PLYWOOD - P2 = TWO SIDES PLYWOOD MARK 7/Ib" NAIL SPACING 70P A BTM. BLK6. PLATE BASE -PLATE HFI VALUE DM VALUE EDGES FIELD PLYWD. PLATES —SILL - ANCHOR BOLTS NAILING (#/LF) (#/LF) PI-b' ad 6" 12" 6" 2x4 1".. a 48" (2) 16d a 10" 225 255 PI-4' 8d 4" 12" 4" 2x4 5/8" a 32° (2) 16d a l" 325 3q5 PI-3' ** ad 3" 12, 3' 3x4 5/5" a 24" (2) 16d a 5" 415 505 PI-2" **' 8d 2' 12" 2' 3x4 3/4" a 24" (2) Ibd a 5" 544 610 P2-6' ** 8d 6" 12' W. 3x4 5/8" a 24" (2) Ibd 6 5' 446 510 P2-4" •* 8d 4- 12" 4' 3x4 3/4" a 20" (5) Ibd a 5" 650 l90 P2-3.." ** 8d 3' 12" 3' 3x4 3/4' ® Ib" (4) Ibd a Et " 856 1010 P2-2° ** 8d 2° 12' 2" 3x4 1 3/4' a 12" (4) Ibd a 4° 1 108E 11-10 *NOTE: WALL5 WITH UNIT SHEAR OF 351#/ft. OR GREATER SHALL HAVE FRAMING MEMBERS (STUDS d PLATES) ABUTTING PANELS NOT LESS THAN 3X MEMBERS (PER IBC, 2015 TABLE 23063) OR DOUBLE 2x (PER IBG 2015 - SECTION 2306.3 footnote U. 3X FRAMING WILL BE NOTED ON PLAN. MUDSILL DO NOT NEED TO BE 3X MATERIAL JU5T STUD5 AND PLATES ON ADJOINING PANEL EDGES **NOTE, HEM -FIR VALUES HAVE BEEN ADJUSTED AGCORIN6 TO IBC TABLE 25063 Foot ote a.(3) SPECIFIC GRAVITY ADJUSTMENT FACTOR = (I40.5-56)]; 56 FOR HEM -FIR = .43 PER AFS PA; [I-(05-.43)] _ AD I. USE POWER -DRIVEN STEEL STUDS AND NAILS BY HILTY OR RAMSET WHERE APPLICABLE. 2. PLYWOOD MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. B. 50LID BLOCK WITH JOIST UNDER INTERIOR SHEAR WALLS. 5HEAR WALL NOTES 7/I6" OSB OR PLYWOOD 5HEATHIN6 - USE ad COMMON OR GALVANIZED NAILS. BLOCK ALL PANEL ED6E5. LONG DIMENSIONS OF PLYWOOD MAY BE INSTALLED VERTICALLY. NAIL a 12' O.G. TO ALL INTERMEDIATE STUDS. WHERE 3" NAIL SPACING 15 SPECIFIED AT PANEL EDGES, USE 1-1/2' 8d SHORT NAIL5 OR 3X STUD5 WITH IOd COMMON NAILS. FOR 2" NAIL SPACING, USE 3X STUD5 AND STAGGER PANELS. WHERE PLYWOOD 15 2 SIDES OF WALL, JOINTS TO FALL ON SEPARATE 5 UD5 ON EACH SIDE. FLOOR PLYWOOD - USE 8d COMMON NAILS a 10" O.G. AT INTERMEDIATE SUPPORTS, b" O.G. AT ALL PANEL EDGES AND 4" O.G. AT ALL SHEAR WALLS, UNLESS OTHERWISE SHOWN ON PLANS. FLOOR JOISTS - J015T PARRALLEL TO FLOOR OPENIN&5 AND EXTERIOR WALLS SHALL BE CROSS BLOCKED AT 48' O.G. a EDGES W/ (4) IOd NAILS FOR THE FIRST BAY. 3" x 3' x 1/4' SQUARE WASHERS AT ALL ANCHOR BOLTS. 5TAPLE 5GHEDULE T/16' 05B OR PLYWOOD SHEATHING ALLOWABLE SHEAR VALUES IV. 16 gage STAPLES - DF #2 STUDS ILy 16 gage STAPLES - HF #2 5TUD5 6" o.c. - 155 #/ft. b" o.c. - 12-1 #/ft. 4' o.c. - 230 #/ft. 4° o.c. - 1b8 #/ ft. 3" o.c. - 510 #/ ft. 3" o.c. - 254 #/ ft. 2" o.c. - 395 #/ ft. 2" 523 #/ ft. FIELD SPACING: 12" O.G. NAILS B STAPLES. - HOLDOWNS - INSTALL SIMP50H HOLDONAIS OR EQUIVALENT AT THE END OF SHEAR WALLS WHEN 5HOWN ON DRAWINGS. TO ATTACH USE 2X OR 3X HF #2 GON5TRUGTION GRADES AS SHEAR WALL BOUNDARY ELEMENTS. HOEDOWNS ARE ONLY REQUIRED WHERE SHOWN ON PLANS. MIN. B" X 11.25" - NET HEADER EXTEND TO WIDTH LAST SND SEE PLANS ZARNFL FOR 512E Ib• MIN. NAIL 5HEATHIN6 TO HEADER a 5" O.G. E.W. - LSTA24 I • I. FASTEN TOP PLATE TO HEADER WITH TWO RW; .I I OF Ibd 51NKER NAILS • .1 1. AT 3" O.G. TYPICAL • i i • MIN. 1-3x DP#2 STUD •I or 2-2X DF#2 STUDS I I • CONNECT PLYWOOD ' I I W/ ad NAILS a 3" O.G. TO ALL STUDS, PLATES . j I • < HEADERS APA. RATED SHTG. • I I • I I fib" MIN. 24/O EXP. I .I I. ' I• •jUt_ STHDI4 IPLATESO-2x PLATESNAIL 5HEATHIN6 TO EACH PLATE I-11 W m X 15" A.B. #4 HORIZ. ® 12" o.c. I IuI I W/ 2"X2"X9(6" —194-4 PLATE WASHER Z T" IMBEDMENT F (3) #4 VERTICALS I ( GONG. 5TEM WALL j TOP OF SLAB I I I ' GONT. FOOTING LATERAL RE5TR ANT PANEL 5GALE: N.T.S. 2X STJD/SHEAR WALL, HAIL PER PLANS, SEE 5HEAR WALL 5GHEDULE. NAILIN& PER SHEAR PLYWOOD SUB- FLOOR WALL 50HEDULE FLOOR J015T BOTTOM PLATE NAILING PER PLAN PER SCHEDULE T0.2X RIM JOIST STRAP PER PLAN CW)I TOENAIL J015T TO TOP PLATE 2X RIM JOIST OR BEAM, PER PLAN. Ibd TOENAIL 0 b" o.c. �1 9TAGI<E`•17 SHEAR WALL NO 5,1 5T/D/5HEAR WALLr PLYWOOD 5U6- FLOOR IL PER PLANS, SEE HEAR WALL 5GHEDULE. FLOOR JOIST. OTTOM PLATE NAILIN& PER92 5GHEULE TO2XM JOIST rAX AILIE PER5HEARALL-'5GHEDULE AS5 ®EACH BAY J ST11D ABOVE STRAP TO CONNECT TO 3 12" X 11 1- Ibd. OENAIL a b" o.c. PARALLAM (RIM BOARD) TO TOP PLATES 2X 5TUD/SHEAR WALL, NAIL PER PLANS, SEE SHEAR WALL SCHEDULE. EXTERIOR CANTILEVERED �1 SHEAR WALL ( NO 5GALE TRUSSES OR RAFTERS PER PLAN ROOF SHTG - NAIL PER SHEAR WALL SCHEDULE 8d ® 6" O.G. 2X BLKG. W/ II ® 8" O.G. # VENT. HOLES (RIP BLK'GJ OVERHANG < H3 ANCHOR FASCIA 45.0.0. 5HEATHIN6 PER SHEAR SCHEDULE 2X STUD WALL 2 I6" O.G. 2 YE TP. SHARkNALL TO ROOF GONNEGTION NO SCALE FLOOR Jp15T PTEPRE < DIRECTION PLAN DOUBLE ST BEAM PER PLAN TYF l r ,AL H0L>70WN GONNEGTION DE7)41L5 (9> 5HEAR kNALL5 BETWEEN PLR5. NO SCALE f i d 0.,6 py0 SHEATH H o,c. - ROOF C5HEATHIN6 TO TOP * CHORD TRU55. 6A5LE-END TRU55 WITH BLOCKING AT Ib" O.G. TRUSSES OR RAFTERS PER PLAN 5HEATHIN6 < NI PER SHEAR SGHEDU OVERHANG < SIMPSON FASCIA A55 ANGLE 2 MIN. AT 5.W. 2X STUD WALL TY'P. SHEARWALL TO 6ASLH HND ROOF CONNECTION NO 5GALE MST HOEDOWN ON DOUBLE STHD W/ ALL NAIL HOLE5 PILLED W/Ibd ¢ OF EACH STHD FLOOR JOISTS W PER PLAN J PLYWOOD SUB- 2X S STUD/SHEAR WALL, d FLOOR NAIL PER PLANSr SEE HEAR WALL 5GHEDULE. PLOOR JOIST IOd NAILS BOTTOM PLATE NAILING PER PLAN ®b"PER 5GHEDULE TO 2X RIM JOIST W A V A55 . EACH NAILING PER SHEAR B `WALL 5GHEDULE M5TG46— - STRAP TO Ibd TOENAIL ®b" o.c. TO TOP PLATES END ABOVE CONNECT TO S 1/2" X 11 2X STID/SHEAR WALL, NAIL PER PLANS, SEE PARALLAM (RIM BOAR[ SHEAR WALL 5GHEDULE. OFFSET INTERIOR SHEAR WALL 6 No 5GALE ---------------- 7373 11 ISTERC I EC AR F . ANDERSON STATE OF WASHINSTON A a V O �gg Y z i1AG 11�1 z LL a date: 0-1-24-15 permit: revIslons: 05-06-IG Gity Gh drawn by: MRA Gher_koa by: MRA SH4E_=T=T PULN%EAW BLMONT RESU B MAR 12 2019 BURJJIN G DEPAf3dt 4E,tpT @UTAK'OFEl9N141NRS