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BLD2019-0287I dw1b of ED Mp�N CITY OF EDMONDS 121 5TH AVENUENORTH -EDMONDS, WA 98020 i o PHONE: (425) 771-0220 - FAX: (425) 771-0221 �c. 189 STATUS: ISSUED 04/11/2019 1 Permit #: BLD20190287 Expiration Date: 04/11/2020 Project Address: 8312 TALBOT RD EDMONDS - — - Parcel No: 00594400007202 w.1wI. Ir'.y1 ��momm—swur 1' STEVEN R LOVELL STEVEN R LOVELL STEVEN R LOVELL 8312 TALBOT RD 8312 TALBOT RD 8312 TALBOT RD EDMONDS, WA 98026 EDMONDS, WA 98026 EDMONDS, WA 98026 LICENSE #: EXP: 1: DESCRIPTION COMPLETE MINOR WORK ON ADDITION. INCLUDING: DRIVEWAY, TOP SOILS, LANDSCAPING, FLOORS, CABINETS, TRIM, AND MECHANICAL. SEE: BLD2016-0374 (EXP 3/25/ 19) BLD2013-0175 (EXPIRED) BLD2009-0450 (EXPIRED) BLD2006-0558 (EXPIRED) VALUATION: $60,000 PERMIT TYPE: Residential PERMIT GROUP: 04 - Alteration/Remodel GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: OTHER: ------- OTHER DESC: ZONE: NUMBER OF STORIES: 0 VESTED DATE: NUMBER OF DWELLING UNITS 0 ILOT #: AREA BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 PROPOSEDEX'ISTING AREA BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 BEDROOMS:0 BATHROOMS 1 BEDROOMS:0 BATHROOMS:0 FRONT:ACK SIDESL'FBACK REARSETBACK REQUIRED: PROPOSED: REQUIRED: PROPOSED: REQUIRED: PROPOSED: HEIGHT ALLOWED:O PROPOSED:O REQUIRED: PROPOSED: SETBACK NOTES: 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 APPLINOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL HISMER ND ALL FEES ARE PAID. f Print Name Date . ' Released By I Date ATTENTION FIRE APPLICANT ASSESSOR C1Ty ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRC110. 00. STATUS: ISSUED BLD20190287 CONDITIONS • Final approval on a projector final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Checkthe 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 othertimes 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 ofthis 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. INSPECTIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. 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: Seances are now scheduled online. If you FIRE (425) 775-7720 3. Then: Permits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • E-Eros ion Control/Mobilization • E-Driveway Form & Slope Ver. • E-Engineering Final • B-Mechanical Rough In • B-Hydronic Pressure test • B-Building Final • B-Other I `l)e. 189.3 BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: http://www.edmondswa.sov/ JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: ' %,Q LAC 0C-2i AV. 47.7 Parcel Lot /Unit/Suite #: Subdivision: PROPERTY OWNER: Name: 5i F-�)C.t[ K- l' n)_ZLa_ Mailing Address: 9316 rAi�cTr' AQA4 2 City/State/Zip: 1-2 t Cep , G,�A �,?07 Phone #: 2062 Email: S�J�f �>> tT �iL C"-3A-1 OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? ❑ Yes ❑ No I own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. Owner Signature: APPLICANT / CONTACT INFORMATION: Name of Applicant: Mailing Address: _ City/State/Zip: Phone #: E-mail GENERAL CONTRACTOR: (If different from applicant) General Contractor: Mailing Address: City/State/Zip: _ Phone #: E-mail: WA STATE CONTRACTOR L & I # (CCB) & EXPIRATION DATE: CITY OF EDMONDS BUSINESS LICENSE #: Office Use Only TYPE OF ❑ Accessory Structure/ Detached Garage ..- ❑ Addition ❑ Demolition ❑ Mechanical ❑ New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler ❑ Remodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank ❑ Tenant Improvement ❑ Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit `for the work indicated on this application. •Valuation: 7 PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft: 2nd Floor, sq ft: Garage/Carport:, sq ft: Deck/Covered Porch/Patio: Other sq ft: PROJECT• 11 f 14?i . is L -S71M- uA 4 I certify that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: S}� IFOEW 12� ✓£�-�- Signature: - Date s- t COMMERCIALGENERAL DATA Occupancy Group(s): t JOccupaM t L ad(s Type(s) of Construction: Fire Sprinklers: Yes ❑ No ❑ WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMITTALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet EQUIPMENTMECHANICAL • BTUs Gas / Elec / Other Qty A/C Unit /Compressor Air Handler /VAV Boiler Dryer Duct Exhaust Fans Fireplace Furnace Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: COUNTSPLUMBING FIXTURE .•. Qty Qty Clothes Washer Tub/ Showers Dishwasher Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs Water Heater - Tankless? Y or N Hydronic Heat Water Service Line Sinks Other: Toilets Other: CONNECTION COUNTS.. .. . BTUs Qty BTUs Qty A/C Unit Outdoor BBQ/ Fire pit Boiler Stove/Range/Oven Dryer Water Heater Fireplace/ Insert Other: Furnace Other: COUNTSMEDICAL GAS, AIR VACUUM .. .. 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. V 4 aF E� CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 �c. l89 o PHONE: (425) 771-0220 - FAX: (425) 771-0221 Monday, March 18, 2019 This Application has been accepted by the City of Edmonds for review. More information and changes may be required during this process. The review target date is: Your City Contact is DENISE NELSON Application Number: BL.D20190287 Project Address: 8312 TALBOT RD, EDMONDS STEVEN R LOVELL 8312 TALBOT RD EDMONDS, WA 98026 Work Description: Outstanding Items at Time of Submittal: STEVEN R LOVELL 8312 TALBOT RD EDMONDS, WA 98026 It is anticipated that the following departments will be reviewing your application: 0 Building 0 Planning 0 Engineering 0 Fire 0 Please wait to re -submit corrections until after you have received comments from all reviewing departments. I HEREBY A C KNO W LEDGE THAT I HAVE READ THIS APPLICATION THATTHEINFO RMATION GIVEN IS CORRECT AND THATI AM THE PROPERTY OWNER, OR THE DULY AUTHORIZED AGENT 0FTHEPRO PERTY OWNER TO SUBMITA BUILDING PERMIT APPLICATION TO THECITY. SIGNATURE`R)WM9,VUR A PRINT NAME 7 /O �y � DATE SIGNED To view up to date information about your application please visit the City of Edmonds Development Services website at http://www.ednwndswa.gov. GENERAL NOTES LIVE SAFETY NOTES (continued) FRAMINU NUTE5 (continued) 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 a separate enforcement action. Sound/noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits only during the hours of 7:OOam to 6:OOpm on weekdays and 10:OOam and 6:OOpm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits, unless a variance has been granted. ECC Chapter 5.30 All changes in plans and field modifications shall be approved by the local jurisdiction. The design professional shall prepare drawings as required for approval. IBC 107.4 Temporary address shall be clearly visible from street during all phases of construction. Failure to properly post house/building numbers may result in no inspection by the City Inspector. Curb signage is not acceptable. Address numbers (4" min. ht. & 1/2" min. stroke width) shall be posted to be plainly visible from the street or road fronting the property. IRC R319 LIFE SAFETY NOTES Smoke alarms shall be installed in each sleeping room, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and on each level (including basements and habitable attics) in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur. Smoke alarms shall be hard -wired with battery backup, and when more than one smoke alarm is required within an individual dwelling unit, they shall be interconnected. Discuss exceptions to the power source requirements with the Building Inspector. IRC R314 IBC 907.2.11.2 Carbon monoxide alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur, or when one or more sleeping rooms are added or created. IRC R315 Handrails and guards must be capable of resisting a concentrated load of 200 pounds per square foot applied in any direction at any point along the top. Guard in -fill components must be capable of resisting 50 pounds per square foot. IRC Table R301.5 IBC 1607.8 Handrails shall be continuous through stair flights of four or more risers, without interruption by newel posts (unless at a turn) or other obstructions, and return to a wall, newel post, or safety terminal. The grip -size shall be Type I or II or of equivalent graspablity. IRC 311.7.8 one operable escape window in the basement, habitable attic and in each sleeping room meeting all of the following requirements: -An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade floor opening) •A minimum clear opening height of 24 inches •A minimum clear opening width of 20 inches -Not more than 44 inches between the finished floor and the bottom of the clear opening. Escape windows located under decks or porches must have a path 36 inches in height to a yard or court. R310 IBC 1029 The greatest riser height within any flight of stairs or the greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. IRC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4 FOOTINGS/FOUNDATIONS Footing drains are required around concrete/masonry foundations that retain earth and enclose habitable or usable spaces located below grade, or for crawl spaces when a minimum 6 inch slope within the first 10 feet of the foundation wall is not achieved. A separate footing drain inspection by the Building Inspector is required. IRC R401.3 IRC R405.1 Slab -on -grade floors shall be a minimum 3.5-inch thick concrete over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc. There shall be a thermal -break for slabs inside a foundation wall, and if the slab is less than 24" below the exterior grade, 24" wide R-10 perimeter insulation must be provided. Slabs used as part of a hydronic heating system shall have R-10 insulation provided throughout the entire slab area. IRC R506 WSEC R402.2.9 WSEC Table R402.1.1 Vertical rebar must be hooked and tied in place at time of footing inspection. Maintain minimum 3" clearance to earth, 1-1/2" to form -work for reinforcement. R403.1.3 R404.1.2.3.7.4 Anchor bolts shall be at least 1/2 -inch in diameter and extend 7 inches into concrete. There shall be a minimum of two bolts per plate, with one bolt within 12 inches but not closer than seven bolt diameters from the end of the plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and 3"x3"x0.229" washers unless engineered. IRC R403.1.6 FRAMING NOTES Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvanized steel, stainless steel, silicon bronze or copper. IRC R317.3.1 IBC 2304.9.5.1 oists less than 18" and beams less than 12" to grade and all wood xposed to weather shall be preservative -treated or naturally esistant to decay. IRC R317 IBC 2304.11 oists shall have not less than 1.5 inches bearing on wood or metal nd 3 inches on concrete. Joists shall be prevented from rotating t the ends and at intermediate support by approved hangers, 2 h nominal blocking, or attachment to a rim board. C 502.6/502.7 IBC 2308.8 Foundation cripple walls shall be framed of studs not less in size than the studs above. Walls over 4 feet in height shall be framed of studs having the size required for an additional story. Cripple walls studs less than 14 inches in height shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(1), or cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. IRC R602.9 Prior to the framing inspection, the building must be dried in with a minimum of roofing, windows, and siding paper installed. Truss layouts showing girder truss/hip-master locations are not permitted to change and must be followed correctly. If the truss manufacturer requests to change, in part or in whole, the layout shown, they must contact the architect/designer to ensure that the structural design of the building is maintained. If the layout shown is changed, in part or in whole, the Building Division requires new engineering calculations and must approve the changes prior to the installation of the roof sheathing. Exterior and bearing wall studs may be notched <25% and bored <40% of the stud width. Non -bearing wall studs may be notched <40% and bored <60% of the stud width. Any bore located <5/8" from the stud face is considered a notch. Rafters and joists may be notched in the outer thirds of the span with a maximum notch depth 1/6th and a notch width 1/3rd the depth of the member. Rafters and joists may be bored up to 1/3rd the depth of the member no closer than 2" to each edge or to another bore. Top plates notched or bored >50% of the width must have a 16ga. strap, 6 inches past and fastened with 8-1 Od nails at each side of the opening. IRC R502.8 IRC R602.6 IBC 2308 Attic access openings are required for buildings with combustible ceiling or roof construction over an area >30 sq. ft. and with a 30" vertical space between ceiling and roof framing members. The rough -framed opening shall be 22"x30" and located in a hallway or other readily accessible location. The access cover shall be weather-stripped and insulated to a level equal to the surrounding surfaces. IRC R807.1 WSEC 402.2.4 Attic ventilation openings shall not be less than 1/150 of the area of the space ventilated. It may be reduced to 1/300 if at least 50 percent and not more than 80 percent of the required openings are at least 3 feet above the eave vents with the balance provided by the eave vents. The net free cross -ventilation area may also be reduced to 1/300 when a Class I or II vapor barrier is installed on the warm -in -winter side of the ceiling. IRC R806.2 ADDITIONAL REQUIREMENTS A survey may be required prior to the foundation wall inspection if the Building Inspector is unable to verify setbacks. Lot line stakes should be in place at the time of the foundation inspection and established property pins should be made visible. Q U o CN MECHANICAL NOTES FLUMB11N(i NWhN PlKL-KA I Ll) UUN J 1 K U U I WIN Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4 A 30"x30" level working space shall be provided in front of the control side to service appliances. In attics and underfloor areas, a passageway a minimum of 30 inches high and 20 inches wide traveling not more than 20 feet from the access shall be provided. A 24 inch wide solid pathway shall be provided in attics. A switch -controlled luminaire is required at the passageway opening and a receptacle outlet at or near the appliance. A means of electrical disconnect is required within sight of the appliance or the breaker is to be capable of being locked in the open position. IRC M1305 IMC 306 NEC 422.31(B) Provide the combustion air required for the proper operation of the appliance(s). The minimum required volume per the standard method is 50 cubic feet per 1000 BTU/hr. Where exhaust fans, clothes dryers, and kitchen ventilation systems interfere with the operation of appliances, makeup air shall be provided. Fuel -fired appliances shall not be located in sleeping rooms, bathrooms, toilet rooms, or storage closets unless specific installation requirements are met. IRC G 2406.2 G2407.4 G2407.5.1 IFGC 303.3 304.4 304.5 An exhaust hood/system of >400cfm installed or required by the range or cooktop manufacturer must be provided with makeup air equal to the exhaust air rate. IRC M1503.4 IMC 505.2 Provide required makeup air in the laundry room. Louvered doors or openings/grilles into other spaces may be used to meet the requirements. Other limitations may arise if a gas dryer is installed. IMC 504.5 G2407.4 G2407.9.1 Dryer ducts shall terminate outside of the building, 3 ft. from any openings into the building. The termination shall have a backdraft damper and no screen. The dryer duct shall be a minimum .016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a smooth interior finish, have sections joined with the insert end in the direction of airflow without the use of fasteners, be supported at 4 ft. intervals, and secured in place and protected by nail plates that extend 2" above/below bottom/top plates. The joints shall be sealed with UL181A listed mastic or tape. Dryer duct maximum lengths are 25 ft. for electric and 35 ft. for gas with deductions for fittings (or sized/length per manufacturer). If concealed, the equivalent length of the duct shall be permanently labeled or tagged within 6 ft. of the dryer connection. IRC M1502 M1601.4.1 G2439 IMC 504 IFGC 614 Hydronic heating system piping shall be tested at 100 psi water pressure or 1 1/2 times the operating pressure, whichever is greater, for a minimum of 15 minutes. Piping embedded in concrete shall be pressure tested prior to the placing of concrete and be maintained at operating pressure during concrete placement. The test must be observed by the Building Inspector prior to concrete placement. Note: a means of providing outdoor air per IRC R303.4, M1507 and IMC 403.2 is required. IMC 1208 - 1209 Refrigerant circuit access ports located outdoors shall be fitted with locking -type tamper- resistant caps. IRC M1411.6 IMC 1101.10 Fixtures installed on a floor level that is lower than the next upstream manhole cover of the public or private sewer shall be protected from backflow of sewage by installing an approved type of backwater valve. Fixtures on floor levels above such elevation shall not discharge through the backwater valve. UPC 710.1 Vent all plumbing fixtures through the roof per UPC 906.0 or with a loop vent per UPC 909.0. Air admittance valves are not permitted unless first approved by the Building Inspector on a case by case basis. Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling assemblies or a floor/sub-floor assembly, where damage may occur from a leak, shall be installed in a watertight pan made of corrosion -resistant materials. The pan shall have a minimum 3/" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 Access will be required for the whirlpool/jetted tub pump and the tempering valve for all tubs. The tempering valve may also be installed at the water heater. UPC 409 Showers shall be a minimum of 900 square inches and be capable of encompassing a 30 inch circle. The shower receptor shall have a finished dam, curb, or threshold between 2" and 9" above the top of the drain. The floor of the shower shall slope a minimum of 1/a" and a maximum of 1/2". Lining materials for built-up showers and shower seats shall be sloped, extend upward 3" above the horizontal surface, and over the top of the dam or threshold. Shower receptors shall be tested by filling with water to the top of the rough threshold while plugged at the drain. Protect the weep holes in the sub -drain clamping ring from clogging. UPC 408.5 - 408.7 Main building shut-off required on water supply line. UPC 606.2 Pressure reduction valve on main water supply line required by City code. 4nt hot water tank relief valve directly to the outside. C 608.5 Hot water heater must be seismically anchored or strapped at points within the upper one-third and lower one-third of its vertical dimensions. At the lower point, a minimum distance of 4" must be maintained above the controls with the strapping. UPC 507.2 All pressure absorbing devices (e.g. air chambers, mechanical devices, hammer arrestors) shall be accessible or installed per manufacturer. UPC 609.10 Minimum 1" air -gap required at dishwasher. UPC 414.3 Hose bibs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. UPC 603.5.7 Soaker and jetted tubs shall be installed and supported per the manufacturer's installation specifications. UPC 409.6 Dwelling/garage separation shall be maintained by installing 1/2" gypsum wallboard on the garage side from the foundation to the underside of the roof sheathing. Ceiling of garages with habitable space above shall have 5/8-inch Type X gypsum wallboard attached with 1-7/8 inch 6d coated nails or equivalent drywall screws and the structural elements supporting the ceiling protected with 1/2 gypsum wallboard. Enclosed accessible space under stairs shall have walls, under -stair surface and any soffits protected on the enclosed side with 1/2" gypsum wallboard. Water resistant gypsum shall not be used as a tile backing board where there will be direct exposure to water, or in areas subject to continuous high humidity (showers, etc.). IRC R302 IRC R702.3.8.1 Fireblocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -frame construction in the following locations: 1) In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs as follows: 1.1 Vertically at the ceiling and floor levels. 1.2 Horizontally at intervals not exceeding 10 feet. 2) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3) In concealed spaces between stair stringers at top and bottom of the run. 4) At openings around vent, pipes, and ducts at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. For additional requirements see IRC 302.11 lDraftstops shall be installed in combustible construction where there is usable space both above and below the concealed space of a floor/ceiling assembly, so that the area of the concealed space does not exceed 1000 sq ft. and shall divide the space into approximately equal areas. Where the assembly is enclosed by a floor membrane above and a ceiling membrane below, draftstopping shall be provided in floor/ceiling assemblies under the following circumstances: 1.Ceiling is suspended under the floor framing. 2.Floor framing is constructed of truss -type open -web or perforated members. tstopping materials shall not be less than 1/2 inch gypsum board, 3/8 wood structural panels or other approved materials adequately orted and installed parallel to the floor framing membersIRC R302.12 ADDITIONAL REQUIREMENT Height verification shall be done by the applicant's agent/contractor and observed by the Building Inspector on site. The agent/contractor shall set up the equipment (transit/builders level), establish the datum point, and the point of average grade. These items must be consistent with the approved plans. If the proposed height of a building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone, an elevation survey is required. An elevation survey consists of three components to be conducted by a licensed surveyor. 1) Prior to construction, the surveyor shall establish average grade as specified in ECDC 21.40.030, and shall establish a reference datum point that will be undisturbed and can be freely accessed. 2) The surveyor shall locate the elevation of the first floor prior to the City under -floor inspection. 3) A final letter of height confirmation shall be provided upon completion of the structure. [.') W Q U o o ¢. E co H > U C� "It 1890 CN 2 i ' "Nothing in this permit approval process shall;,-, interpreted as alloy Ingo, or permitting the maatenanra of any currently existing illegal, nonconforming or unpermitted building, structure or site condition which is outside the swpe of the \ I) /fit I P I I -AS - t�.. •� i ; . - C"15�EP, R��ptilL-'f OR parm ' app rcatmn, regardless of whether such �,I' .�.} G HEIGHT CHECK .-^ - - ALL fdLlUy ) buildin Vu�` i= IlU[LDIN / FWA UN EflGflOUN enforcement ecnoa 1 of a p ate or I NSfr SHALL BE SET U FOR �,_. ;. __ .. .. ... ....... .. .... . �.. .. C of �, IW CTR pIjTIL01iY, ANDIQR g, structure or condition is shown on the RELOCATED D site pplan or drawing. Such bu ld ng, structure I SEAM SiD BE condition maybe the subject ae, ar U( t n TRA SPECTION I INSPECTOR AT FRA&IING TO CHECK HEIGHT OF ST UCTURE• i MAXIIdUMH ICNT•25FEET. IdEASURED i FROM AVE •E ELEVATION OF UNDISTUBBED. - - ` I _ ....... �N i SOIL AT CO NFRS OFFX7ENDED BUILDING I w ^ �^ RECTANGL SUBJECT TO FIELD CHECK BY 1 ` ~ /VWr Wr BUILDIN ARTMENT. ;l , N MAXIMUM HEIGHT•25 FEET. MEASURI D It P FROM AVERA K ELEVATION OF UNDIS1 JRRED SOIL AT CORNERS OF EXTENDED BU LDING PECTION RECTANGLE. SUBdBCL70 FIELD CHE K BY REPORTS LL SUBMIT ALL SPECIAL INS BUILDING DEPARTMENT. TO CITY BUILDING (' i I — INSPECTOR ON A WEEKLY BASIS 1 I j Obteb! ElectllcaI Permit from `� =- i �22.fj stafa 1Labor do aDaustries Ake,' rLo'45 - i Chimneys shall extend at least 2 feet higher an any .portion of a building within 10 feet, but shall not be less -than 3 feet above the highest point where the chimney - -- - passes through the roof. Natural draft appliance vents ! .—SHNGTO�.opE "a shall terminate at lent feet above the highest connected appliance outlet. Mechanical draft appliance vents shallilk - t terminate as follows: .. ..... - '•. • >3 feet horizontally from any portion of- roof WATTSUN/TARGET CALCULATIONS - _ ENERGY CODE CtfIMFL1ANCE r o Aal Ilb b � • >3 feet above a forced air inlet within 10 feet ` ' - • "-�-~ � a r "n ibnslr em'� • >4 feet below, ?✓4 feet horizontally from, or >1 _ �, CBiL1yN�G: 41t� r v Kcal. . - WALLS I L loot above any dwelling door, window or au inlet _ - >3 feet to as inside comer of 2 walls i• - _ _ _ - • FL OOR- bottom of the vent>12 inches above grade ABt u 3d • >3 feet.horizontally and not directly above an oil , ; • r SL V GLAZINGt tank vent or gas meterr�y t Ca91e EY �c x `23�1 ft5fe4151 I,, : • power exhaust ?:10 feet from lot lines/buildings .% w (N 6/ �'' Olalla.W�913 RpVFD • most discharge away from the building. - t rtA_ om EO Direct vent appliances shall terminate per manufacturer. / nvr S y Il �MIGENEL ( IIIC R1003.9 DiC M1804 MC 804 .. - e� —'�' •5� //-- " E N,•� ly State biortt?tantlustl3eSfro l J m UE-rri,01C��6 ° r 7 r f 1. �I . • _ ADDRESS NUMBERS SHALL BE POSTED Y VISIBLE AND LEGIBLE FROM PLAINLY vZ9 ,S _ .. STREET OR ROAD FRONTING PROPERTY. Co%� s�d,AllrJ6 192603 Edition IRC w1%AC Amendments - . O 1 '' •�/ % W2003 Edition IBC u/WAC Amendmens S GY`/� �i�/ �� /1l) /IJtCM) ZL✓ l n y F (W 003 Edition UPC ,fWAC Amcndmens . ! - .r.1 _ _......._._.._ ._ _ _ ._.._...._. 1^ tk[.a=� BndA e0ices03 A,B, I - j - i _ _I _ . i 22• "/�b1 2 0 •A '?tgl l $12003 Edition IMC wAVAC Amendments on C wIWAC Ameadmu is 02003 Edition FC w/WAC Amealzten ' f 0 • 9 .... - - /10r Carbon monoxide alarms shall be +y installed outside of each separate sleeping area in the immediate rj^Z� fia`u t$200Is 3 Edition VIAQ WAC 51-13 i:1:LNurPEnA riur�" �i 2004 Edition WSEC RAC 51-11 ' APPROVED N O C) W APPROVED BY PLANNING®pk A BY PLANNING • p'J 1�'t n1P Any request for modification, variance or other DOI 0g1Dm - ALL WORK SUBJECT administrative deviation (hereinafter "variance') , musk. be specifically called out and identified. TO FIELD ` Approval of any plat or plan containing provisions d and for which a .... ' INSPECTION FOR - -. ' vicinity of the bedrooms and on each which do,-nott comply with city cD e level in iri has not been specifically identified, CODE COMPLIANCE new construction and varisitce existing dwellings hen alterations, .. ! regrested and considered by the appropriate city " ' ' with 4. appropriate provision 1 repairs or addition's;; wiring a permit offDial iri accordance I __ co state law does not a ro an Its o approve y ins occur, or when one r more sleeping I ! PP of city code r rooms are added or c1 ated. -I I IItC 15 � � motto code specification. _ I ENGINEERING DIVISION • --'- -' ... ..... ... .. _... . I . o D S NOTEDu l� f .. I I BS'itltld iidith m IRC w1WACAmendments 1 I, - -- - I ` ` 1 p2006 Edition IBC w/WAC Amendments - .. I •, ,,_ I ■2DD6EditionUPCW/WAC Amendments - 4�'Si. . . Y. - .._....-, i - _ ,0dA endicesA,B,QI .^- .., :, �2006' itionlMCw/WACAmendments; Edition IFOC wlWACAmendments ..., ._ 132006EditionlPCw,lWAC T( Amendments . ' • ! -i Edition VIAL AC 51-13 _ ...... - 02006 02006 Edition WS WAC 51-I I 1 _; i I ENEIRGY CODE COMPLIANCE - DMOND SUN/TAR SET CALCULATIONS t I?l o BUII NCa FDEPARTMRNT 7tm�� CEILINC, All -RAN olq Y9+� I �y' !'of Edmoeds BII?I �1 iQ IDeFartmert �� a � . - - WORK -h el, , am Le. (,(� WALL: f - �,.�,• R CITY OF EDMONDS BUILDING DEP FITMENT LO K� WORK 1 0 � p li Al ADDRESS; I OWNER I - APPROVED DATE: BLDG. OFFICIAL: CdPoi1'G i\iUfVlEiEt13 ' f.- Ll FLOOR; ary•- Clli `Sl' ,.dLt� .1r ./C7.1� N. ' a ONUS ADDRESS I SLAB: to ' . �/ I 110; l: OWNER D GLAZING: - ..ty _ ,�,•.�► C ' OF BUM Y APPROVED DATE: -(Ilk CGPPOd USED i� D&VL-P %5YE A �( DATE - BLDG. OFFICIAL / f( /iDDIT10r1!•t�. C�•�'1�1 r l�M't+ T,yANSEX /I (i o ffR- P.ti4PfdW 9 "56G W1U- 6e F/L`t 9 6.)oviL ee pt�k 4 cv. ll rs w to n o rQ GomP1Y ...._R_._ "• - •_-.::•-.—�__—�.�_�_ _�-_—=:_..---_.-.=-xRFw.FENiiT•::1+t4iJili�Fi�i---z:---- : -_-: � :---..-:-:-::_•--.-:.:......... _ _.- pAT�-- - - I Weil. aolc SP.r:4uP� ... ._ _._... ...... .. ... ...r -.-. .._. - .... ... ... _ RECEIVED A MAR 18 2019 niitu BUILDING . •� u - `RTothng in this permit approval Process shall i:n I„ A�1,.✓,tt'' S Z ,'I(� ,."'� interpreted ee ailovn or permitting the maiatemmCz of any currently eaieting illegal, �V�— —. w'--'—'"-•"'-' nonconforming or un ermiEted buildin et ctu ru s%Cli G or Bite wndition whi Iseutside the scope of the \ ++ ff•• 1 qpr�� j3I4lL-T OR permit application, I) �t (/� "T. ' ;%" I -- � �� V 1 buildin , s rr co d itio of whether such .. {� Vtn is . I- ItU[LD[NG HEIGHT CHECK f.- FWa UNDERGROUN ) of a ep to or T SHALL BE SET U FOR N - orcemen action."I { � DIOD structure Such bu'I ng structure e r ' 5I CT[ON 1 .. ...._. -. ..... CE $!{AIS.BET D a may e a sub'ect s am C� N SPE...; . _ .. ALL q) . IL17Y,AN site pp] n TRANSIT I I ... .... SFA Cf randitio �., INSPECTOR AT FRAMING UCCURE• ` " wsvJ� 1 TO CHECK HEIGHT OF ST �� oN Nit J a w MAXIMUMH 1 II SFGIL AT CO INF S OFEGEND D BUILDING C ; OM AV E BED. ER � ELEVATION OF RECTANGLE SUBJECT TO FIELD CHECK BY — FF BUILDIR� ARTMENT. I _ i IZ ) P� MAXIMUM HEIGHf•25FEEf.MEASUR D 'Zc{•FJ ( I �'' •' ( � C�- FROM AVERAdE ELEVATION OF UNDISI JRRED ECIAL INSPECTION l I SOIL AT CORNERS OF EXTENDED BU DING RECTAN I.E. SUBJECT TO FIELD CHE K AY I I SUBMIT ALL SP BUILDING DEPARTMENT. REPORTS TO CITY BUILDINGy INSPECTOR ON A WEEKLY BASIS Obtain Electrical Permit from `u t 11,4-4 I — —. I i _ (ZZ� State Labor Industries O I , : I IChimneys shall extend at least 2 feet higher tHan any -- portion of a building within 10 feet, but shall not be less - 11 _ _ ,than 3 feet above the highest point where the chmmey EJ _ TE passes though the roof. Natural draft appliance vents - _ ,• rjJASHNGTO CODE �d,+�^ ' ' shall tenninate at least'5 feet above the highest connected SLpLDINC ,� ocw_ PP ,, ,o„y 2 '.appliance outlet. Mechanical draft appliance vents shall I terminate as follows: ... .... _ .._ ........... ... ........ '-- r , • a owce "" .� n+ " _ _ • I • >3 feet horizontally from any portion of the roof '. � - o , y ' • >3 feet above a forced air inlet within 10 feet ' ` ` , "' • ' t:EILING - ' I' ENERGY CODE G9DSyLIANCE WATTSUN/TARGET CALCULATIONS • L11 C Moca P. ,o„P wins J • >4 feet below, >4 feet horizontally from, or >1 c, I Q �� ✓�1'rl� n , �•, 1 foot above any dwelling door, window or air inlet WALL: ' I • >3 feet to an inside comer of 2 walls- • bottom of the vent>12 inches above grade : •• - . - 4 _ SLAB,U, FL 3d V >3 feet:horizontally and not directly above an oil - I GLA G: u. B r tank vent or gas meter i a ... , -Mee AoO(1"larf- 6.6"! C'2'fter �nnr:2'f�0 g1e EYe Consul%�n9 ore • 3Y C+Fe?f�.9 OIL w wrtA 6� {�II FL`O 6� �0 / Olalla: W 1 ^4S _Jo"51857 A151 I„ • power exhaust>10 feet from lot lnes/buildings I . _ _ - - _ must discharge away from the building. - _ ,.••�"' ppI;OVED ^`LI Direct vent appliances shall terminate per manufacturer. ' _ � _ .�� IRC R1003.9 IRC M1804 IMC 804�� $ /Q f Obtain )Electrical =PerInuitfromOr &In State Lab ate---" W_. ( 4.. io-:� pro T I AD DRESS_ gE 1 BI. ADDRESS NUMBERS SHALL BE POSTE PLAINLY VISIBLE AND LEGIBLE FROM STREET OR ROAD FRONTING PROPE ✓ �� ' " - I .•" 102003 Edition i p • I I - IRC w•/W'AC Amendments 2003 Edition BBC u/WAC Amendments - • _..r..-.__.....- ' -- -- - .-_._........ ..M�„�" Uj10t. 1 G•t-t lys,r s, P ..C� :n,.\. .Py " E U011UPC.tv/WACAmendments and Appendices A,B, I n1_ � •C ?4111I �2003 Edition IMC w�AC Edition [FOC • ' O .......,._ - .. .._.. _.. -...�-_......__.,...,...._ ..... Nb f '._._...,,.._._... .- - CITY OF EDMONDS BUILDI (3 D ARTM WORKl 6Y1 �P_/'YIbCL2 �U L iulLxotre<:roEnAT`n u/WAC Amendmemmss 2003 j�❑2 3 Edition IFC w/WAC Amendments 1�12004 Edition 13 Edition WSEC NAC55I �I I 614b11uaryAlpr 1`(p Abd+ ADDRESS 3 OWNER APPROVED BY PL r h" nocoFp , APPROVED BY PLANNING®�� D a. (UI 1Nk" 07.1(0. 09 5- --Ii� .,c,�•APPROVEDDATIR 23 ELDO oFFIaAL• - Ot7 � DIP r Any request for modification, variance or other �( 1A( sngine L+ Carbon monoxide alarms shall be //0 _ _ _ D b D FERD199 ' 9fIUMBEIFF admntstranve deviation (hereinafter "variance') 9 (ft installed outside of each separate `s'' --' -• %JLD$DO9 D5D mus. be specifically salted out and identified. aeWAAB • (Eb3)s57-4151 ag onsul OIaII 359 y. sleeping area in the immediate rj-23^0 (' App oval Of any plat or plan containing provisions Po a \v✓�7 3�17V'�- - ner Free vicinity of the bedrooms and on each : whiih do'not eom t with city code and for which a - - - - - - - -- - Other av AQC frustum' ❑ 8ar ❑ Ordinance ❑ V&I 1. level in new construction and in varhnce has notbeenspecifically identified, °EneJov ❑ I. existing dwellings when alterations, - l regtested and considered by the appropriate city N wrxA°rPRo o uas N10R — - — repairs or addition's quiring a permit' offcial in accordance with ttie appropriate provision APPflOVED PUNSMrOSPECEG TIO GEO A'nEEO�a'�"EO WITHOUTAU L ONE NACOOROA CE I CL' PROJECTn occur, or when one r more sleeping of dty code or state law does not approve any items rooms are added or c}eated. ' ' IRC 15 notfo code specification. — ---- - fILL] 1 W20061niunIRC wrlWAACAniendments . I I 0 Edition Amendments 82006 Editita UPf Bw/WACAmendments and - .. .. . I Appendices ices , , 0 I {29's p 132006 Edition llvlC wlWACAmendments? ❑2006Edition lFCCw/WACAmendments I ❑2006 Edition lFC w,/WAC Amandments - - .i .. 1 - -- - E2006 Edition VIAQ AC 51-13 ' • ' ■12006 Edition WSEC WAC 51.-11 .. f l • f> I GY CODE C CE WATSSUNTAR- TCALCU[LA ONS CITY OF `EDMONDS Qy �� a V9yt� Ly ChydEdmonds BI�nihig IDepartmert BUI G DEPARTM NIT CEILAVG:�= 0 S a,R l h1f�N �i w . WORK Cl (tl a't1 C6YVl Ik+C QED I,Ubi�% WALL:_ R ) )IIII,! i10 - %tie! Tyt'i�li` - i `G r>•3, r.',• i. CITY OF EDMONDS ADDRESS t2 SLAB: 1i L1�! a , Fly �uSevl�O "Dt �.. :'x '.'� Al.�1 p ED1'fl® IL i BUILDING DE P FITMENT D K'� — : - y. WORK ? OWNER 0 GLAZ1NGs sD .. ' 0 i. ia A41A! -Ilk on-vi tAs`ADDRAPPROVED DATEi� EXp � Ib f�•. j��I� � � "ri y�,,? ii } ICAA� rR' OWNER I DV�J 1 . � BLDG. OFFICIAL (, �DlTlorfan (16� 1 G4'91i REgA^' pLANS "56c- WILL 6 e P &D ... �- Ctd4 P APPROVED `s00,- ',F I . ; ED DATE. - BLDG. OFFICIAL:LiJ� ( [ t F'•4 ULO,i.1BU!snNamis:10AL EH. �`rmlarnvdR omlcimo MMY 2 3 ,.BBB (_) E: R M i 7' 31JILDING DEPAHTMeN 1 ' i ht! I1 IVI E R city nr- =r, aos Os 9Q07 7., 23N(^I JUL. i z I nUiLii!SY+ 4 EECE ) _ ce: � i q C-ALr= s f/41 C tyof Edmonds Building Department WASHINOTON STATE ' Fil11LDItJ0 ;Of),E ,o.amclansma I�:Iliul Ga� ln a,rPP'oralalanr t I 'yss mn8lo ri .:: r�: new Gr M1a Le r ;M1 rC i rc�eu�n., ❑:. Eagle Eye Consulting Engineers P. O. Box 523 Olalla, WA 98359 • (253)857-4151 I ) APPROVED � nar orii,la srF nnoxs sxnu nor uc cxaxceo. un lmaxra pox au wonx sums iurlcvui i`lir uwrwi°HN s�nsrrrnoveo lwreo orvrl:nrsicer,vmaova�srarnn Wp .- _ATIOI� ECIT,OF PLAN APPI2®VED _.. _... S i 0,t c t_�T- ....... — S UILDIN RECHWED JUI..03 Mi. 8-ALDINB DEPARTWN?' 1J�.1 [ 2007 CIrY OF FOMOND5 , ,r EECE R jam( I is S JQ frwifw mR- V iMkM# ILIA"@ @0#44*v ............... 0 % v TO (MkTU LOA-@) Gmr WtSlZi,) fA)--T-vA P LA.0 l2>=_6t,'j C L_L-r-T) WA_SHIN_T0N__ G STATE 'R ZIA Z NMI` V 0 0 Cagle Eye Consultirl ",,near, (23)857-4151 APPROVE:% Al q 12 . ...... TBI =2' T, 01 L . ........ 7 APPAWAL OF THIS FOU,.:ATION DjLeTGNj e4wti, %Ake IS CONDITIONAL SUnjr :OTT To INSP lot MILL "W-UlfM tm,& fat OF EXISTING SITE CONDITIONS. .: Cagle ye c MILL RETAINING WALLS MUST B DESIGNED M CONSTRUCTED M RESIST, THE LATERAL I PRESSURE OF THE RETAINED MATERIAL, PROVISIONS MUST BE MABE FOR TH9 N AN iNAGE OF SURFACE C TR L ROUVRA C 1. 2- WATER BUILDINGS. Alp, coo low lr� _j/ 179- )`U P& lu v LOT LINE STAKES mUSI BE IN PLACE AT TIME OF te FOUNDATION INSPECTION 0 *ge ObwApo CAUTION: At footing i1spection, a grading elevation will be performed. If grading ItUXA, exceeds amount on approved grading Plan, no further inspections will be performed until i . approved by the City. s advised grading plaris are reviewed and -fo— _aLt 2 'AO. ft- IF THE BUILDING INSPECTOR IS UNABLE TO VERIFY SETBACKS DUE TO TOPOGRAPHY AND/OR EXCAVATED SOIL, A SURVEY BY A 2k _WASHINGTON STATE LICENSED LAND SURVEYOR WILL BE REQUIRED PRIOR TO FOUNDATION WALL INSPECTION. Pang— eAe0 W&V Tjjj(_ U_)[,K4 oojj&, PER IRC R401 ANDR405 FOOTING DRAINS Mom (�Mt 7 ARE. REQUIRED FOR ALL FOUNDATION ft! LU WALLS THAT ENCLOSE HABITABLE OR 24628 USEABLE SPACE BELOW GRADE, OR FOR CRAWLSPACES WHEN MINIMUM () INCH SLOPE WITHIN THE FIRST 10 FEET OF THE FOUNDATION WALL IS NOT ACHIEVED. OWN" (PAWI, 6Wk-- SEPARATE FOOTING DRAIN INSPECTION IS ce OeA 146� REQUIRED BY THE ]BUILDING INSPECTOR. 40 7, VVESE D PLAN A 601-r- Woe- 4 CITYOFE it PLANSE SITA L�44 ItJ . ..... 6wt I ..ydro' sBnfl.J 'ItofEd WIN _tj Fp PV (0) VT LA Ph- i A rf�&'Alw& AV W teet - A 40 y 4 -15 .o .. . ...... ........ . 122 AIL Oft'). ............. ..MAR. 2 2 7.00' Sul lNe, r DEOAtOWs EECE - I .. ".._._ `-......__.._.u... __._,.,..__...w.....,,_.,__..:. _._._:.,._....__ ~ram ,_ r�..u,•. - .. _ _. ..... _. .... _..,.._.._......, _._... ...._' _-..._.. .,..... ._.__ '-" �. r. ... ,•,w, .;f r . ""• raw - .csra �---•--._.-.._._._.._.�.—+—.__—f_ .,._.C�'�. _'it __.�...—._ �,. _.•3_ w .. .. n Lr� v.e,u �'.•_•_'�: ...�?'=}+... 59—^.'m..-P' yr - • L -- •_--_ __ ��_.__�_ .�.r-•-r..�..�•a� ... .._.._Fs. .. ,...-•�"(i�. ,� L-. .. >,.:, ui ..:........ .. 3- 'a'.3"�-'..C.� A'�.'� �,�+ .�.-"•r>�' s.7-�a �.. a;'•tg. u•" -_._--•.---_..-.__.,-1.�',tiw_..:.:�:tt.�,:,__..:_ _..._._.:.,.._.,,_ ..._.:.�w."..._._.,__ .: ....: �.:" •r v : ..v f x �'� �'ak'Ci'ti �_ ��S.r �Istril -...,,_.-„_-.,-._,_-.._-a...,•,......,...._. _ — _ ter___= _ _.�u.d'��i'_ .��tr_ Via..• ��o� k_-"�3,F �FC,,'�.z',eFy%r��r` .M ide the manufatitureA g instruedow, Slid a i� ____—asolionUabs�uOperation label b the4 w Umuc wntrol. that reads "Wbota - �; ' _ . __.__._....-• Houve Voeruti�mitw" (sG: altct'afiog instructions). CA 1 S{ 8 lEE FoLLj4iris SHT bunngappi., in sol or M , : � t�pile.S'tn� f � Inzc >I>t&>; 7 . •'UUtadt.' 1 1 SI v ( kDNi11l1K UA}OQciaz = ' r ' €, t„ �— f Nil u.. u s. `_ _ e '{' �'U T P � � '�� 0+� i Il � `•��' '• .; p�u�'I�xd �., ! t r ; Lot IL .r ( �ireI i (194Ca 1e8L tv*—, ' (,()''t9trL,lFuA01 JAL 0pC0 �ssls9GB+c 10, ti a i _To4t ( q .10 �ya� 1 �► IrSt��t IIQL \'. �..• ��'b`�. .Q4y11'Ot( r - ._—__. _..�_ "1^�" _--��—.._._ .1 DIi -' NSTATE • -CO YL+� l� -b�.S �j�,� - BUHLDIh COC . ! �• r9 ".� :: .. s„r'•v... °�i!r c !: ., •� „ •'a bum - hq :M... .� uac milt-►b I :. �d �r ,. .; �I. . ou+nlit . `. CN�alr r7p t}It{21. r 1;4yU� 1 ..,ttti2. 4.0.: V-VALUe :Q . `. . �J •"'�~ - �'iC t7f �'� �i ,�6j. ... ... Ea41c Ey¢ Ca,sullln 1=n9�neefs i IOU uea"s `. - rD ' o I i 1 P O 13ox 52;1 ttii•�� . �.y�� 3)867-4151 lr'. _.._ _ - �(w•c 6 pY Ma... pin • .. 1 - I '' +S /� wnr« ryi { {] t PI UVED ._- �} �r.aai 1L 2 oAr "r user , M p �1 �p -; • Carbon monoxide .alarms shall .be �-f •GE7 installed outside of each separate i ! I ��_ _ ,,._•:-_ .._,.._ ,-__,-,. ..._._ ._,._.,.._ � ...... 2�3 ', � i�-I sleeping area is the immediate T �"' vicinity of the bedrooms and on each M �: level in new construction and in .. ...._ y�Y existing dwellings when alteration's, - : •fit 7?-Wa� repairs or additions requiring a permit REVISED PLAN l�PPll�® +ul ' r^ al' - - / - occur, or when one or more sle in - CITY OF N S BUILDING DI ; 0; I nn "i✓ - - .. ' 2 C� A -k3 rr' � rooms are added or created.. " .: �1' �� ••,, c i� YDi 11(� , • n2C R315PLANS E . ---- - . ADDITIONAL PLUMBING ROUIRE ENTS - - 1{ytkL, DATE r{� (S•+7 I �r1 _ _ : Main building shot -off required on water supply Ilhe.-��1!i/(1� •'s�'?�� ',,Ll,{1; Pressure reduction valve on main water supply line required by City code. Expeaslan tank required on each hot water -tank /*W t „y�iPw'y�lvM'"� "l/A: (1{"�u ✓�.. - -^ �` -` k��y- ' - , �p t IYi riM•r - -1 t� I ,� /..tt 5�; _ I,��, •••• 1C, 1 Y'F9d - • Vent Got water tank relict valve directly to tho outside. _ AQ WAt_ ,ct,•`+�tFN�'a ' •r I�1),�{'I, 1, �,. U r•' v� Y/ •' - ' ...a".'u? _; —� T �.•./ • Hot water heater must be selsmically anchored or strapped at polats within - .- - - - ;he upper eat!Mrdedd":Idwerone-third otits verUcaidlihenatoas: At the ��I�• t!1)(y�'I,.I�ry•cvwvi+ww'�D W �'lL 0$ 'tiur ower poink a minimum distance of 4"-must be maintained above the r controls with the strapping. 1 {ti .. - —, _.>-._.:..__,_..,..___._ ..._...... _._.- .,...,., ......:......, .., c- FonAo'Nstr•s, _ m I .. �t CrA�t�., � r4eti? � �ij�n.4s.�.1 StA i All pressure absorbing devices (e.. air hammer arrestors)shall be accessible. chambers, mechanics devices &.�.iP•t t� uJ __.. _..__.:. VENT S l • ••-•-•-•- : _._..Y»,._._._...._,. 1111 um 1" alo-gap required at dishwasher. - . OUCH THE D 1 C 4f; Qt .. -^ - - THROUGH ROOF• OR WITH A LOOP - .. .. .'14'•q 16 - - Hose bibs (exterior toucets) are required to have a permanently affixed " VENT AS PERMITTED BY UPC 909.0. AIR V. IS l5 MAR 2 2 2D06 _.._r ........ _ tl•s n e im fi- d ARE 'NOT - - n Iptio Berl � m ADMITTANCE VALVES " JUL 1 2 2DD7 tI ". BUILDINB DEPAB'R:�tEWt PERMUTED, UNLESS FIRST APPROVED clry oP EDtdotJim i t Sk d alb hllbi II ' on er an, jette u a s a e usta W and supported per the - manufacturer's Installation specifications . BY THE BUILDING OFFICIAL UNDER AN•1 �•: i EECE' _ er � — ALTERNATE z:. ME .. � :..:.a�;_;;,•;:.:.e'-'-"-_y..r: _.._ ._.. -�•-.�:_•, PER UPC301 q: , P k. .- — .n _�. _rT.• �_.., ....:. � -•-,r. ,e+k `"tee -,,-:_ �'•. ._�� };, _ �'--= _ _z.:-,.�.__s �"fi.fi"t�, _ ..:t�s...;t„ ,.•,'2.a:�:•,?fci' _??Vfl�� ,..s„<,�°, _: cf�u . ).. �� .. � ram' ` �a,a�i_. ''a.:aa�''�. �=-•• �:,° .,.� ..,.,:G_.,.w-.,o-.,�•.,•.:T:�1�"..�;wm,:...:-^�. I REVISIONS I BYJ F- r2� 7 -4— I-?/?, -T 12A 4, P, MAO Pe A e� 1)6�1 Kl- 6, 1! 1-0- 00c - vuvAl" "g x 0, 171 Ait , +4AN-PPA ah;5&4 R15W 6 TAP- 2.4� 1 S -7 V 5�&Xlg ALC, C- VAL-L CUT V46T(Wet COPIC AevvE FT4, 04. !WW 2r:6- 1?-avm it It Ca H6 FUZ FT4 r pwa lot CIf O.,! 7/1 > P 0 E, M 4* G5D B -vv A+k HC W- r Z FO9, Z04 4W:' Cog(- w/--LL M COL. f-; P- ,19 PL 11A 21 To Z5016p� j 4 Iv 7F FLP x At5ovi! 1120-�6 SAMA�0141`& UP 4 Lf-c 4-41 �51 LL (�i44 --T V-1 & x Per IRC R 310: Provide one openable escape window in basement and UP, Cx,4 in each sleeping room meeting all of the following requirements: Y, it �8, 0 uw- cF nxvz Ataa 1. An openable area of not less than 5.7 sq. ft. (5 sq. ft. - for grade floor opening) 2ME TT 2. A minimum clear opening height of 24 inches 3- A minimum clear opening width of 20 inches 2. e— 4. the nished sill height of not more than 44 inches above finished floor Fi. D(Arr, F- 8331 ov. H E C E V E K� JUL 03 MR/ L ' of sneeze i .,.._..__..—._.___-`__:---....... _ _ _ y __ - - - - Provide one enab - i -- :Kk% ._ _-_ op le escape window in basement and in each eping meeting all of the following iequirementsm f t 1. An operable, area ofnot than not !, sq. ft. (5 sq. .. ..:. .. . Ti%•r., ':.9:.r .:,'-- .., t�:_,,.,:-,:-.— _:=.Yr=_. 5.7 R for grade floor' i} p I7 2. A minimttnT d yy t ti4 4.: Finished sill te ight of, lot ' ore ; than 40 abov I i e finished floo . } Dryer ducts shall terminate outside of the building, 3 ft. from any openings into the building. The termination shall have a backdraft damper and no screen. The dryer.dut shall be a minimum .016-}n, (27 ga.) thick, a minimum 4 inches -R313.1f i I • ( .in diameter, have asmooth interior finish, have sectionsjoihed with theinsert end is the dreeGoa of airflow without the IR AND a. , ' +, > THE ISSUANCE a F - THIS PEINIIT 6 t -` use o£ fasteners, be: supported at 4 ft. intervals, and secured in place .and protected by nail plates that extend 2 {{{ - '-' / 0 INNERCONNECTED SMt(p DETECTORS WITH B�TTaRFV above/below bottom/top, plates. The joints shall be sealed with ULISIA listed mastic or tape. Dryer duct maximum An exhaust hood/system 011. _ BACKUP IN THE FOLLOtim c LocnnoNs: lengths are 25 ft.;for electric and 35 ft. for gas' with dedutions for fittings (or sized/length 6ft.ih per manufacturer).. If >400efm installed or s - • - i ty j concealed the equ}valent length of the duct shall be permanently labeled or tagged within 6 ft. of the dryer connection. required by the range or - - / ' 1 m enex sLEEPINc M. u1,7" i IRC M1502 M1601.4.1 G2439 cooktop. manufaturer must A i . . - I 1MC 5oa .IFGC 614 .. _ r .. / �/ ;, • OUTSIDE EACH SEA TE SLEEPING AREA IN THE 6 be provided with makeupair IMMEDIATE VICIN FTNEBEDROOMS }� 7. equal to the exhaust air rate. _ 1 •{j!J`F� i V - ,-- �/- • ON EACH ADUrTI N L STORI' OF THE Da ELLING, IRC M1503.4 IMC SO$.2 SPACESAND BASEM BUT NOT INCLUDING. RAWL jj UNINN 1 ABLE ATTICS INBWELLI CSOR _ SPLIT LEVELS AND WIT'HO -AN i nLr y. ,y,� DWELLING UNITS W - ( � �' • 1 jti CF' V INTERVENING, DOOR VEENTHE ADJACENT LEV ii a 77' V ALL PLUMBING. FIXTURES ��-' .. _ _ )I �+ �• .j - ,• ` (, �, dP µJ': THROUGH THE:ROOF OR WITH A LOOP. j� I SMOKE ALARM INST� ED ON THE UPPER LEVEL S �••L' VENT AS PERMITTED BY UPC 909.0: AIR ESSTHAN ONE FULL t - {µr/ }�: HEUPPE ADMITTANCE VALVES ARE NOT A•••VVa1111•• fvyyl SUFFICE FOR THE A CENT LOWER LEVEL PRO IDi6\ F � f � "�•„ r THATTHE LOWER RL V `SL I .I PERMITTED, UNLESS FEtST APPROVED . { � eeLowr L ss f1 } BY THE BUILDING OFFICIAL UNDER AN i Is ALTERNATE METHOD PER UPC 301.2. ttazds and Hand ai s ust be Table R301.5 G r are food ' : r , ... .....,,.... -... , ...' ` ....- .. l �- capable of resisting 200 pounds per q C. ;'�•' .� A single concentrated load appli d Guain rd } _) f7• _ .- i ? - direction at any point along theSop)Ie �` -""in=fill oompanents must hB ca able res'tstin aLi -- p - q f Provide aired makeupair , •^}.. - f7 Y aPF'1 1 / 50 pounds per square fot1Y in the rom. { Q�^y 1 m4 t �� S/ I I 1 6j ii 3 Louvered doors .or Q ` openings/grilles into other tir_ - ii spaces maybe used to meet - i -: - - r j,•�..• ':� d,. U - / .� the requirements. Other ! f }f - 4c ♦ t limitations may arise if a gas _f I+� i71'•,.. rr' _ . - _... _ Qua w . \_.5.: i 1 'p• dryeris installed. '�r•P•1 __ - IMC 504.5 ' G2407.4 G2407.9.1 I Sal lEfh : _ ..:. .N .. a . I . i � } i t . 5 , ' !! } 1, I I } ,� .4P! .,. 3 ts. „ I r ,.I-- r ♦ Vli+f �j ..t WASHING'fON STATE I' TA��ff rvt I�PWI+�+ VV�«V CAS a t7.9 '.I (.. ..��i�Ti41,c+' yawTrr '. 'Yj�r'C�i".•^•V"'�vfa '� - va ; I rODawpm :: —�P21 I ,` fI i '; .• al '� S•�l�/N hw;eaanaro _I,! - ar ! pee II Whe►� VA -,A _ i o � : DIMS 4} ( 's 61 i.J ..... ... :. _ .. , -d installer shall provide the manufacturer"$. S { i;stallat,on, Operating . instructions, and i! �( J �. - _ ... -.. _ - ratio4 .._.LI. P Q3rS' whole house ventilation Sy smm ope I �, _ : + 1 . i ka.�ln(�(31S beI slur be affixed to d1uN... . description. A la "Whom -� whole house umr-r control that reads d n ; QQ � Hwsa Ventilation" (szc fera+^ g /�p ♦ - .. .-.., .. _... . _ e U •tl� � \i m i n( _ of I� o �► ,.,' �� n tutus �� t ,.,>,�:,:.INs TicV I 1 VIA I, WG:s��Ae 1 3571'� l6 f ! �i 3jMi.ttlLiri EK fll�frp�__V iI /� ,I�G DIMS l Carbon monoxide alarms shall be d; ® gM u 0� V�IPtI.i ��fJlr 9 1 _ - ..'installed outside o£ each separate } '. u?7 r sluing area is the immediate 1 ' I .,rJ e A: ✓d� vicinity "ty of the -bedrooms and on each sS ' ' +�a"'�. (Q ��OmtJ• I - level in new construction -.and in pLANSG existing dwellings when alterations, T -.1 = ✓ �r - >• I '� :.lJ 7�x+ m repairs or additions requiring a permit pATE -+.",,,�,•.--"'� ' S` l occur, or when one or more sleeping -. - 'yi •'."'"--' IF I Y( moms are added or created. } 4 �,;.-. >RCR31$. EdmD�lds�al�ling Pa �n t r2 Ala l"f° 4� , f �I -' - -'` - .71W ^�,N \fat+Y.�t'� NL+�iil >:.iV wILIU�Ihnc�E�q,�Tf4N,.. I . 3?t1o�-.�� GW , - ,� ESUB -co . FEB 3 2000 . -- JUL � 22�t17 'Ht11LDIN3 DEPARTMENT I . EDhtONOS ; Fireblocking shall be provided to cut off all concealed Exterior and bearing wall studs may be notched <25 % and draft openings (both vertical and horizontal) and to form bored u40% of the stud width. Non -bearing wall studs an effective fire barrier between stories, and between a top may be notched <40% and bored <60% of the stud width. story and the roof space. Fireblocking shall be provided Any bore located <5/8" from the stud face is considered a: in wood -frame construction in the following locations: notch. Rafters and joists may be notched in the outer 1 1) In concealed spaces of stud walls and partitions, thirds of the span with a notch depth 1/61 anda notch including furred spaces and parallel rows of studs or width 1/3' the depth of the member. Rafters and joists staggered studs as follows: may be bored up to 1/3td the depth of the member no . 1.1 Vertically at the ceiling and floor levels. closer then 2" to each edge or to another bore. Top plates 1.2 Horizontally at intervals not exceeding 10 feet. notched or bored >50% of the width must have a 16ga. 2) At all interconnections between concealed vertical an strap, 6 inches past and fastened with 8-10d nails at each horizontal spaces such as occur at soffits, drop ceilings and side of the opening. cove ceilings. R1C R502.8 IRC R602.6 IBC 2308 3) In concealed spaces between stair stringers at the top and bottom of the run. 4) At openings around vent, pipes, and ducts at ceiling floor level, with an approved material to resist the free passage of flame and products of combustion. For additional requirements see IBC 302.11 Fireblockdng materials (except for item #4 above) shall consist of the following: 1) Two-inch nominal lumber . 2) Two thicknesses of 1-inch nominal lumber with broken lapjoints. 3) One thickness of 23/32-inch wood stmctuml panels wi joints backed by 23/32-inch wood structural panels. 4) One thickness of '/.-inch particleboard with join backed by Y.-inch particleboard. 5) One-half-inch,gypsum board. 6) Ode -quarter -inch cement -based millboard. 7) Batts or blankets of mineral wool or glass fiber or other approved materials installed in such a manner as to be securely retained in place. IRC 302.11.1 Note: Batt insulation can be used to meet the 10-foot horizontal £ireblockdng requirement. Unfaced fiberglass batt insulation used as fireblocking shall fill the entire wall cavity to a minimum height of 16 inches measured vertically, and be tightly packed around any pnpmg, conduit, or similar obstructions. Loose -fill insulation -- 1%- �r material shall not be used as a fireblock unless specifically --- -- 0__ZX1(1 aWAL tested to the form and manner intended for use to demonstrate its ability to remain in place and to retard the ---- spread of fire and hot gases. _ An exhaust hood/system of >400cftn installed or required by the range or cooktop manufacturer must be provided with makeup air equal to the exhaust air rate. IRC M150 A IMC 505.2 O O caogo O JJOgS'¢ Gti �4�0 O� 0 cl` -� ZxZj Gl U016,61 TI n ►J°ire L1- -iT ds } Provide required makeup air1 in the laundry m^ room. ,� � � � "1 ta Louvered doors or N myb openings/grilles other }Iy LW p ! spaces may he useded to to meet the requirements. Other .. limitations may arise if a gas a -1- dryer is installed."- IMC 504.5- G2407.4 G2407.9.1 2' _. .. am S -. 44ci? GL _ 1 1 4__4�t� ..trr.e !+RiMtiApn h-tl.1pMNC6t�ARPRIVRm I�7)]XiZ'ldrL9> �` I �i 2DG2 �1it�c .-._4A o[i [OX4 -PI LL..@ --T I SILL .G� 32". l itl � t Aj .� 7X-fO wa F6L w1 V�/ K tg MLrLVL �i SILL@ Se 4X:Pz_H . �It t �No�—i_ V \_ (6) bt-44D LF—P 2.X645 P__ 'EXPIRES Zjo REVISIONS BY 8331 C{tIt JUL 1 2 7.007 II&DING DEPAR7METd i i.I _F: PDhtONlx�. enen.. — _.. EECE of Shoots '.; . • ..�1�,:_a::.:�-� cw��z_'� �..�•.=.�._ti-.:._•_'�..?,: a::..:.. -. . r �._ ._.. .. �' ..' t 3-�,,.�'"e+,�.a , � ' �z..,`�r'.'t�-,�c ^^•..�.e,-s--.,.�e ,m"s.-. - - - - - ' - -- - - - - - - - `_� — __�.. -Imo-•=- __.... 3'-�" +� V. is I r �. _ i f7�t��A. Al�� s , er I rl t ,�o� t I - 22Kt`� I %11.t�Rfa4► �' _" V u�j t u rl l '1 LJ -� G ON STATE i..y1y - - �i ilJll DING CODE r . I ... { •,,,.,..._ �' � I °�d f PP alMpaa � t '1 1 1 : N piv IprasamTg e I : I i 1 ' - ( ii .. a sI Y• f. '/1 �. � .:..�.... -�el efi.Y �r 1 n 1�.ftl.anroli �.I -;fir- _ _..... " • I . ... i � 1 EagIE F,Y.: Cnnglllinc, - , ` p. , t �� a.. 7 w .,t _..{- - ��•(-_-° --- -- --.._ at JJANatoYe� -- II R r _�::::'" _ ,E°...�":: �_...•!�..:-::::.=.. 9 .. ............. �� Ir a, 1 UPI Y`tA - ► 1 Table R301.5 Guards and Handrails must be r s I capable of resisting 200 pounds per square foot � � •• � � � � � � Cam, � � P (A single concentrated load applied m any direction at any point along the top) and Guard : - ' , \ PLANS %AIVIINER 6 in -fill components must be capable of resisting 50 pounds. per square foot. :I All. d exposed to weather .. _ _ _ ,. :. , • _ , � shall be pressure treated or � � ... naturally resistant to decay. g r - _ _��t�--._— ----- ,-__ �_ ° _ ,•, a � _ - �i� dm I • ". (UCos (p " wS 2, y.F.. �R Y. r".F'+3Y^ « .J.e' • r "ram ... n..- �� .F ... ti:a:Y.Y+�Liit � S � Pay W �N. d .. .._...... ....... ... ..i • •) i _. •� JUL f � � -.. MAR2 06 EtJT ' � 'I` ��.t2�� .as_.-.�'Cc�.n�� .k T._. xA�_.q{.�._ . _-_ - .i ..�ei.��- •.b - � � .. ...., .: ...,. .. .. E.�..<e ,: ',. .� .. EPAP'fN .. _ ._-.._..�.>.___ »..-^;✓1 "4__!'+,�s.y-�Z' 4..:m.,. - ..,ua._.v.4.. e ems_ e.. -... - ...,._ -�� ..,_,. _-_._.. ___'__ . ___ .,. _-,�,_,.-..r >� wx�,., e � �>P.+ ., : , �• .-,.. `:: P , s. n^ , -MM ��'`� k--t— Slrap, I-TP 4 9, V6"V,c, 1 — mina, w6il-F_ i - S�G� Ti 4i—► I TjS t 12q �s1U iWA:L. �l4-t7 'B 4 Wµ� 5.U,I• 44k-THIN�6 -MI4ATWS / 'M00rMM P ATB, IP0raL�L-- d T_ 51VY1�, LTp4 � 16'! GIG. � - .. Yn Tr, mun5lu, pI? sfTioBv�"�vt 31 4X121+ - I ..... Hot water delivered from 2, _- —w- I _ _--_-. Y J public -use lavatories shall _ -"' "-" - -, -' - - Access will be required for be limited to a maximum •� I I the whirlpooUjetted tub temperature of 120 " �N 1 _ pump and the tempering degrees F. The water - ! `b. valve. The tempering valve! _ heater shall not be _,...__.�jiJ„(,. -- A' -I� ma also be installed at the ... Y considered a control for I water heater. meeting this provision. I UPC 414 � +� 0 — UPC 413.1_— REVISIONS NY j !-OT LlNE STAKES MUST I SE IN PLACE AT TIME OF FOUNDATION INSPECTION i� I� I I� cc i A i i c i F:) BI � _ =Aj — a � Uh `" G C �I lSH DI �1 ��— ATE P =Ski}:TP!.1�2 T?P U•BO�P .Ti7 �l I .. p } J LYE �oI iMt. P �.� - .. �., t N YI sWhn�Enyinee�s —'_� �IaNu.wA,rz �, , 57 - — y Ll; � 3 ,� Zx 1 �kls f _... T .. n. i OAIt _. - , • �S __ ;. '� _•� •�A ^ ,_-/ o�{ - �.,i,�.. -.•. "�1, IRC R11J 1 AND IJ.t SMOKE HIS IF EOUIRED '1 ' ISSUANCE Of THIS PERMR REQUIRES - er uo � � 1 INNERCON14= SMOKE DETECEORS WITH BATTERY 'L�rNi n�E�-iy Q a1�y II P S � 1 BACKUP IN THE FOLLOWING LOCATIONS: 511 B [ L4pTWVr ! ` v-^3YC "" f ` _ • IN EACI[ SLEEPING ROOM. .._'^ - ..' - - tj - ^" -" - -Ll1-I [ // • OUTSIDE EACH SEPARATE SLEEPING AREA IN THE "'-V 4 1Jr-r I j IMMEDIATE VICINITY OF THE BEDROOMS. + p �, F T = ' ON J - �•+�� • EACH ADDITIONAL STORY OF THE DWELLING. i ./` � , n n INCLUDING BASEMENTS BUT NOT INCLUDING CRAWL. O� D K. -/ SPACES DWELLING UNITS WIT" SPLIT LEVEL INDWELLINGS WITHOUT OR DWELLING UNITS WITH SPLIT LEVELS AND WITHOUT AN INTERVENING DOOR BETWEEN THE ADJACENT LEVELSA / iMAW 1 i SMOKE ALA0.11 INSTALLED ON THE UPPER LEVEL SNALC - .r 1 "'^^^FFF yyJ,I w ,�"( PPP I SUFFICE FOR THE ADJACENT LOWER LEVEL PROVIDED v,sreRQ° I KwIP7 I ,� _�� THATTNE LOWER LEVEL IS LESS THAN ONE FULL STORY FySI �O - F-� �^"'"'•""°"" I _ �' BELOW THE UPPER LEVEL. 7' - - _. - - •I E EXPIRES aNAt Zt 7 Wl� 8331 I_WEGVSYEAE® ' e _.�..... _ 6 F MiN G E AR t I" , fhr' Nan . i �i^►aiE ' i Bxi2 ! I REVISEDPLAIoi APPROVED BTATa ®Pw N t�i t 1S1O - t.! J Carbon monoxide alarms shall be CITY OF ED DS 1L \U ll V ' N T installed outside of each separate sleeping area in the immediate - _ . . vicinity of the bedrooms and on each PLANS EXA a - level in new construction and ho i existing dwellings when alterations, DATE--... _/ oee• repave or additions requiring a permit + -- - occur, or when one or more sleeping I- rooms are added or created. - IBC R315 �0 Drawn .... IUi_ 03 : �; -- Jos W LS lEJ LS l%'!S ty eOA,r..e>i, 8held R / 14 - - : Of Shasta � &%:a PLANT JIeN N0.fOppN CIPMPWNrO �oT SHEARWALL AND DIAPHRAGM' SCHEDULE MARK ALLOW LOAD . MATERIAL -• ecGe eeoc"ixa RF0'D NAILING ANCHOR- BOLTS PLATE NAILING REMARKS EDGE ;' FIELD Roof. '180,.pIt .112" CGX. No Bd @ 6" 8d @ 12" Minimum Standard _ Floce .215 °plf 1/4.' CDX No 10d @ S' 10d @ 10' 'Mtnlmum' 5iatldar$' ` 260 plf. 1 /2- CDX OR I/JIOCA Yes 8d @ 6- 8d @ 12" Ye @ 48" 16d @ 16" Minimum Standard ' 7 wr 1. . CAS r b — y ( ' . Eo rz ANCHOR ftLrS Fcg . Ff9UND1 .owi- ti _%, WASH SRS -40� VAWP_ UP FOR WI lib LOAD (TSc 2306 •�, I) vA..v6 4rerrwn.re Ai(o �w15 kle ,m. tNAF9ir_A&.Y ..! l ,«,... V. 9 ►MR,) Sul w Vie,. I1 U Ma1�l p�2,J('P�R. �L.C? FR+tuyG.11 7)(11 2:o1;P5L J€ t _. p0 4 vJ/I�/�1 X F8 legE L V L FPr F-,P,4 w/ 3 �fswg !10 1J 3 Y9X'I9" 5D$ Sc2Fu e C \Q �0 . t ri r11o•u� � ta� r �W. '1'1Q• T W! INc'TON STATE \\ ' i G� aL SplAb a�Tkf M� I2 Vt / 5-11q K i str �i1P SAS lb` t�va� btu Nl� S6t•• u�FwS A+�Ou� r<-ep __ ; . >lVxo'el�c J - 1. QMAp 60 LSD 0' I. 7lrG' �6(••tAJAt.I-+'GU F�-a•All(. '�6 r� l F i- r i I i i e _._ ! (i q. il�vi in 06 _ r ( 1ALOLO v > - --,- � (,Sk;.Zk X Ids Sy ` oL iA 02AO `� 21 �x ll2 �2L0 .2��Sxt 422a0� 77'1'R^Y4 1 Y ®1Mfn11 1�{t�fA U1A4li=VI�18 i1,f.I- ..� CU �� : 32. Me()t tP �d L ("o0(�k(oS�B SM11wi r• 201 kf ., p s� � '('lk••�� FS,A /� kg( C�SI. s?s x ao 4. 9-10 Is -4 ROS_ 511'vl 5?6�q'!o2 •;ag�q,y- 27�,� �• 81 . Sa�icSX�'�'�S¢y{(p�x�a?••I•�.kl'128= rSl 'L�`l�: II 3 � (2`f9o•8� JAI W) 9�a vua rLcP:., _.--_ U?w . 1c�-1� l es . �iE� � Xl2S• 8'FS= �'•6 � c� kw fo,WWA12 ;jpv?tf0 �Sb1G5� f l(axsoa�-lam X�7 .aDS REVISED PLAIN APPROVI CITYOFED upo (P •t/b0'I� lbbl/lo� C�p.�,q j ND UILDINGDIVISI �._—_ vP'°.FlFLY% �' VV Y�J (,Y+�'-" .. (•O �,y7 G(�YJI?�'S�t'J� '33 t1 PLANS E AMINER DATE Ila7 (�U1V� `IX►Z 2- JNc�• �*5y_to2-Xt,s s _ 53%� _ SI'" _ 5�3 `U13 .. �V IV ! AC, $t"Idv_u ",� -GO 6s_i v Z I�?5�1(D�GS x(z3 2200 = �o # yLri 5.�tj(o c iP (r 0� �j (0211�(`('l `j (1*) 7'dl �IIcG`lv'� Vb3l �t�p� u.o SOUQ �A( �-65, vjt_ fir. LV_ �•41 s�e`r ��,:.XT •fet 70 (.ea�NS�P (XbW A/f90 i3��-4� X(�s k UeS-- � �1Glco-� 2X,(•s y keS= Z°I.09 �(x�--� p� -rb t� �� tird�� k.,� z�.:�;� ��e tc�"az, 8abX (92s8 xt2,-� 1.2an 24 3C k ` , 6Lf� /�� > �>4��`1'� Xl'2 3' F��' h1• 61. l �i$ :E �tS Zv � ��t�i ... U ND-: � � 1H11 a `1 � z1 � •[ *.>G(ro4s 3,Si-4 L46D EocD jr-il XCI - 49 VSzc Ort yPov� �, c� t �6 M f� IG'u u C ID�°►'L8{'L5� (2�1D �%Y'L !!JL, % /C' ROOF TRUSSES I' THE APPROVED PLANS FOR THIS PROJECT SPECIFY THAT ENGINEERED MANUFACTURED ROOF TRUSSES WILL BE USED TRUSS fi F III I DESIGN DRAWINGS MUST BE STAMPED AND SIGNED BY A WASHINGTON STATE LICENSED PROFESSIONAL ENGINEER, AND r SHALL INCLUDE, AT MINIMUM, THE INFORMATION SPECIFIED ' q' 'BELOW. PROVIDE THESE DRAWINGS TO THE CITY BUILDING l jeJx Iy, bl hr,Mr_hfi;1 INSP OR BE FQRF_g�RAMJNG INSPECTION IS REQUESTED. 1. Slape or depth, span and spacing. 2. Location of all joints a, 3. Required bearing widths.« /� { 4. Design loads as applicable o` OA A b. 4.1. Top chord live load (including snow loads). M I 4.2. Top chord dead load. 4.3. Bottom chord live load. 0) I 4.4. Concentrated loads and their points of application. l 4.5. Controlling wind and earthquake loads. 'CJ t •..L•C 5. Adjustments to lumber and joint corrector design values for conditions of use. 6. Each reaction force and direction. t2N, - 7. Joint connector type and description (e.g., size, thickness or gauge) and the. V a dimensioned location of each'oint connector except where s r t _ - �� tl • J p symmetrically located a relative. to the joint interface. 6 a�8. Lumber size, species and grade of each member. F1' �l�l��°i�R.WAS R�y�sL �CSC1id�ID,.©it�Q 3 9. Connection requirements for:pw 40 � VAWt-= up FOR WI�ro t-oAp ( Tic- 23o6,�j, I vol 9.1. Tmsstottussgirder• � / 2i>O1 9.2. Truss ply to ply. 9.3. Field splices. I - - - ¢,: � y - I • � ? 10. Calculated deflection ratio and/or maximum description for live and total load: - - Iy.4L I - _ 11. Maximum axial compression forces in the truss members to enable the building li ��•� � - designer to design the size, connections and anchorage of the permanent continuous - i µlN• _ lateral bracing. Forces shall be shown on the truss design drawing or on supplemental docu d a Q;i j (p• 12..Required permanent truss member bracing location. c� wFlswnl l S bKf XB �, fill I -DIN, l O >L pP�ov,looai,i�ol Tyr N �\ 4.141ti ysr SO, cAup i2.lA' kt* �.' ,4�i lb u vr-.l �Nt sP Wtw aotr� eA /� Ia,�rX lt�� cs toC3 1 �t v u per- iLJkt t ct� 6 6146- - - - - [ •:.i LS1� �Y 'fYA �••�pµO-tlr>,iif tb 440*7- rj;U� 3, 06 a d� • tom- 1 - I 1 O►1ir l�lid-�OPW-. 3 d�Gpoo = { 6� T�4 UG fX1�R Y.t- OR 9V_4 orl CSC( G` S �t, #� l oix • 46 Lc So lAlm, � •a tJSrkzg.� aea, t� , J^I�(>a•° A •l�l. �•fo��F Gb4�� •�' sty �.-r�.tza• �� _ .`� 1 }ht ( GSA Z* @40ut.. l6i`�1C 21 .'Cxl 5�tteS- $�•l7 LL of 4xk ,1 A�1•to : 4.µ _ uio �••� l6ltf � zfi � Sx cz� 2aao� �rR•Ya .• II i)2tA `6tP1 j�� b4�fXs�c i1�e'• z�-�l�oar�-�� i�llzg� .g, {I f6L ' ' � �•.��liNa WPw. t,t�rs t� ® '^� �, 1, -a !��. to/ (,004►�528 �'`� { t fete tr . -h,,.,�,_ .�, ` � .tea I' `� �k-��C FAA �•hk�f Cam. 5?S 1c � � 2�,at �°S � �• �z.� SI/��x ip�� c� tf-��rP`'� / S75�p20 a8�g2J 22ao= I�-fa•al o� T F< �� S¢�'�(OcrxID(l�.�tpi jc1�28= ,SI 'L2( dg vISLD PLAN RaP1g ED •' \ b �•7LI0�'I`Iob(a) (211O7a� CITY OF'. ND ull-af 1;iR ION IAA / ,r 'iceCt PLANS G _ — - �. I. 1�Pxg-1-z��s-+q�s=�.oS {� �Ivi- I2Xpy IT #I1 Wa ` M �4Ot1 �8-�oav &��(�� 3solcsy-3� ruo�ot»-�� xc7z� .c>75 �, LEHrr pp P� c/I w) 0 ONO *'fib UP0. 44P' ¢44 � � _. .. � �CU.. 2d,Dk. �lbt�� "R? � �• 4V"4� 4bs�{-t-; tO `�r�F lu`Aiz.t��y �33y��'jj LK S SI�IQSor� I 3 SLy3 nUi �lulAtl S -tp { i�z 6b5�clo* S x tz3 22op _ 90"II Si✓t0 1�75�C51c W�C!''x`3� lbweao a Zct"i "tCetW ,, 1� � t I °6 095(�217Ki-t9 C1�a)1 CAA .. P ' Uf he, (0 l�I �1/+�t-� �2 *AA IfJ� A �9 i . 'a {yam RN1 --' `f `tP C�dR a u c, fiP7Y 1 — (Vt Utz --Vo "� (yam /yam / In + ,, V g '' t,� .. *"`0: 5p.�d -W8 �• -�z TO CoNsgF"►c- i�:. ' lR ,; {1'--• , , . r/C/`! /T rr l.0 �Ii/iJ-� (Q�Wi•I''f ?..%.tJ _ :�.._......_ __..__..._,.- 40D kP sQro,J 0Yt-L4- En+-'re)2, _ 1 UK-- ?�P 4M y((04 2XI•S ; 4te5> 21•a9 �1t� -u� � -m 1� 601_� pww, �� t)t o f .� �.` ��Y v/U" / rJ'�, V'�t' • l/av�r• p. I(�21 y l� /1W� /w 'J�1'l',� Q /,� p t ni r• oanNl,r l Ir Sr/�� V L XtZ lilts! . !/1 i�V° l V g L7 nIA nEP� 7ML'P.I, �>Ol�''vxl'Z-}' 27�' .l0�•81 '1(�� . �ls zo � �� 17N0. �JS 8&OX5`-04'2k tl�+pebo tr ��200 .o>� _ . .�CS1G�b B�, U ow Lt XCl2&-- , Q9 / q/1� �,�• Ct�jg� L., - /1 .ram,.. .1 USA\ Owzf yfeRovSn eKAo:WPt1__, S(" tbbkp fs U�MAR '222U06 C mD 1 sVltiJ� DIZ I2i4ID Y `r/iI7��777 a GI�V� aUC1N OFE NOPIDSNr rJbxt7✓ 4LP, `%fLF(f� - - SHEARWALL AND DIAPHRAGM SCHEDULE. idARK ALLOW LOAD MATERIAL eL°°alx° NAILING ANCHOfi• • FLATE NAILING REMAfiKS ;. . EDGE y FIELD Roof iso pl( 1/2" CDX, No Bd @ 6' . lid @ it Mlnimurq Standard Floor 215 pit- 13/4." COX No 10d @ 6" 10d @ 10" 'Minimum Standard": ' SW t , 260 plf 1/21CDX ORiI a Yes 8d @ 6" 8d @ 12° �£.R @ 48' 116d @ 16" Minimum Standard ' FOB ' 75d 11 _11 w0eo 8Lx s: ,moan_ 1.5�.14'K{b' YeAF u(ao t G3u 3> 9 BWact+� `Sy rl,t C• pz(oOGb> (� • loan 041-11�1 !�` �p,,.� iwtzA w, u �h`-co � � 'tk?�Q I(5�6o)GUn•b2x1�5�'� �•fo3 �. toms aa�v �a �� " • _... _-......_ � CIT1'OF � N 6U➢ tJENf�,�® ] • X l�tb �P ''Qmccroc>��ct�?�a7 `�9 a�a', Jul ASS @ Y9� ` ML XI2-��doo- jJ E �• L�'� Vygl P I LAIVSE 744 —:......� q /1 4o 01a21�'' Vie tz.�ZLw � G 3y % : Q70 k�X ZI . W4 p �► (*l zuo `; ti (• gt�gi�co C�9 s� �t�ya� a © {'fib V�&(�C• I% .��k t�yl2�+~ cbo .� � � ��`��„)J��'C. • Swg S,u3 � � �. �,� �� I?�o � 63 fi �•xl s�•�"s UaS•� �a • S � .. • . - ... J �'�� t��6 i3�.' �jX.Nc.+ 2Zro=. a �l • 79 ,� Vo / t'C �tlr It l�r. g Ff pic,x, s x w 42.eR4 um a04 Ya7a a t5nk CAXiu6 4GK2'bp fixK mo ilt „ ulio u" (o16ib w i - � (� t'f h� �z�l2s�o� •� ��i �uo � b��/b" dail�Vom �- dst •@ tlo"� -� �. �.�. �� t��+ iu�.�1- V � 1 � ,U,. ae.aW . � 00 ass se AWr V4&--W c6V-e6We kc lo*w_ Poll $ dS l!�'.� (P ��'`� �`�Ki 124f2)(654 IL�6- ZQ.p ,V Y 1� I�/2�VN "L/%a%'."17•Z ,. �T-A. 9gg .-To �'1 R�V �� Nh4if F+ 'Ifti Lrwc2/�'J 3 .. .. - �•`" i��x(1 h2 !' (�1 ,4 y/V1�L /�� ' .25 Ot�f �tQRR7qlk�� ➢ ��"S E � �.�U) �-F�St MAR 2210, TJ" IDNG°6,076) 2U-DGENT Y 1� 4' C i ; • c I CIS SHING STATE 1 vara^r 7n I LiUILDINC' (ODE a we n n II � I � nwoadddaasaea t..� - nla y 1 y M II aVMe�alolanv �. A - _;,y l arc �NresWneyro :I.. V� Caanananee : ! .if ': a i I �e�'rxiwnol n ed n I „ �n�L7Mnoreraiw�s �' ,•ml Cv - ..- Mnnv Mim. I I� f Eagle 7s"Itin tv7pmeers ..•. 01.11, Wq a7 li (';a)g57-a751 OJ .Oli I,ll IIl L 1 LLbpitlfC gNC—[bJy .. fOMC GanCC^^ W V 1 +I L 1M111K 1lEA{g qyy< — , UK U' sa0 ° Sz tngmeers -___ _.___ —_�.._ .�� .. .. • ___��_ . - � _ IF � -tk , _ _ _.. l� <L`P9;_..._ __ '!►t� blt1`ts1� R 3�pe>a�✓e tb ( .J^Rr •�P _ L'7sm'`t.�TG3-�.�:'._ .. _'T- he � greatest riser height �- ;: within my flight of stairs " ( i i _ p utl' _ -�La _.... _;.:.:.._.�-.-. or the greatest tread depth - with any ight f fairs shall n not fl exceeds the �Zi_'��_+_ml ^i!`.�V.___.._.. _ ._..... smallest by more than 3/8 iJ b' i iwilt�ll_.i'_ __.... inch. F'GttP v a f�- -- --- ° i� -- mcx3ua.a,i (J� MC 1009AA - t _.__ {ISfP�1, G� ttfus�E�e.IPrQiOa I��, LaxTl� i WAS REVISED .PI C TYOED MOND -. .....__.. _.. _-.... ... ..... ....___- �. .._64629 PLANSEXA ER - }.��(,t+r� "U.•-•' Ip OL s-{% DATE _ NIOS �L: cp r. I- • t,U•rab __.... ...� __ -._.._----- — _ tv JA Alp Jul. 3 'Till b lt Ag d _ �� ......._ ...... ._. .. vut�EANG oED ,ovML"ri. _. - - - _ _ : . o �p�� I rebar must be hooked and tied in n FF� ' place m footing inspection. R403.1 �Ju 1 ? 7�07 I G 'Eb )Ede f iddiq P-PAIdling Depa4 Ctii�g9 Vertical eatti time , T. i �J UN `� 1' �I ? 22006 �.y.0UEPARTMENT y� L 0. .. I '� � �� Fj • (� I I..j� 'T4-00! EOMON0.S SEE FLOOR JOIST CONNECTION, PER / / V DETAIL "X" I 1 UPPER AND LOWER FLOOR SY DM E PRIOR TO BACKFILLING. P.T. MUDSILL WITH A.B. PER S W SCHED 8" WALL (2) #4 CONT. FREE DRAINING 12"MIN. BACKFILL o *CLEAR #4 0 10" O.C. HORIZ. I-- #4 0 12" O.C. VERT. 00 2" LEAR #4x5' AT 12" O.C. W/ (4) #4 EVENLY SPACED N4 DOWEL • 12" O.C. ALTERNATE BEND IN FfG. ROUGHENED CONST. JOINT, TYPICAL Nf N � o O_ 4"0 PERF. PVC PIPE IN oo 24" 1-1/2" DRAIN ROCK, WRAP W/ FILTER FABRIC & ROUTE PIPE TO DAYLIGHT. 8—FOOT BA NOT TO SCALE io 3 10' 0 0 w 2 °1 #4x8' 0 4 CENTERED c a FLOOR J011 IF FREE DRAII BACKFILL— #44L012" W/ (g) #¢ EVEN ,Y SW N�a / N 0 PVC PIPE c °o // " DRAIN ROCK, FILTER FABRIC PIPE TO 7 22— NOT TO SCALE FLR. 'PER FACE MT. HANGER PER PLAN INSTALL 2x P.T. LEDGER TO / 77��WAUL W/ 5/8" A.B. 014" �4 O.C., DRILL & EPDXY 3.5" EMBEDMENT. NOTE: FOR BASEMENT WALL REINFORCEMENT - 60 KSI CONI STRENGTH - 3000 PSI (3) #4 CONT. (TYPICAL) 7—MALL SEE FLOOR JOIST .____- CONNECTION, PER / DETAIL "X" UPPER FLOOR SYSTEM (_ AND SLAB ON GRADE TO BE CONSTRUCTED PRIOR TO BACKFlLUNG. P.T. MUDSILL WITH A.B. L PER S.W. SCHED. MIN. (2) #4 CONT. 2" CLR. #4-0 1u` O.C: HORIZ., TYP. MAIN FLR. FMG. INSTALL 2x P.T. LEDGER TO I WALL W/ 1/2" A.B. 0 48" J i O.C., BLOCK THE WHOLE FLOOR PER JOIST SPACING W/ 10d AT 6" O.C. #4 0 e O.C. VERT„ ALT. y CONT. TO UPPER WALL Tz.#4 DOWEL 0 4" O.C. ALTERNATE BEND IN FTG. YPICAL ROUGHENED CONST. ✓ �401CONTC. SLAB ON GRADE PER ROUTE 4"0 PE IN 1-1 WRAP W & DAYLIGHT SHEA PER is CONC PER 7�W TE: FOR BASEMENT WALL INFORCEMENT 60 KSI NIC. STRENGTH - 3000 PSI #4 CONT. (TYPICAL) FOOT BASEMENT WALL / X\ FLOOR JOIST CONN. NOT TO SCALE RIPPED 2x MUDSILL TO MATCH WITH J�(2" DIA. A.B. SPACED PER PLAN /4" T&G APA RATED FLR. SHTG. W/ / d 0 6" D.C. EDGE, 12" O,C. FIELD I/ 3x P.T. LEDGER WITH 5/8"0 ALL —THREAD ROD DRILL & EPDXY 4" MIN. EMBED. AT 12" O.C. SIMPSON IUS JOIST HANGER OR EQ. FLOOR JST. OR BLKG. (2) JOIST BAYS, IF JOISTS ARE PARALLEL TO WALL OR ENTIRE FLOOR DIAPHRAGM WHERE REQUIRED PER ,PLAN NOTE: NAILS & CONNECTORS IN CONTACT WITH CONCRETE OR P.T. WOOD SHALL BE HOT —DIPPED, f ZINC —COATED GALVANIZED OR PER IBC 2304.9.5. (2) #4 CONT, 2x FURRING PER PLAN, IF REQUIRED SEE FLOOR JOIST CONNECTION, PER DETAIL "X" UPPER AND LOWER o N \ FLOOR SYSTEMS TO BE CONSTRUCTED PRIOR TO BACKFIWNG. P.T. MUDSILL WITH A.B. 8" WALL PER S.W. SCHED. 12"MIN. (2) #4 CONT. FREE DRAINING BACKFILL / #4 0 10" O.C., HORIZ. 2" CLEAR iv 2" #5 0 8" O.C.. VERT. LEAR #5 DOWEL O B" O.C. #4x4' AT 12" ALTERNATE BEND IN FTG, O.C. W/ (4) #4 ROUGHENED CONST. EVENLY SPACE— JOINT, TYPICAL SLAB ON GRADE G o NOTE: FOR BASEMENT WALL �' ° REINFORCEMENT - 60 KSI eO PERF. PVC PIPE IN -T CONIC. STRENGTH WOO PSI 1-1/2" DRAIN ROCK, �30" �53 WRAP W/ FILTER FABRIC & ROUTE PIPE TO (3) #4 CONT. DAYLIGHT. (TYPICAL) 12—FOOT BASEMENT WALL NOT TO SCALE 1'bxll(v. WWI - 1 ��uXb jai ea �i� VEI t�S do JRR ENGINEERING, INC. CHECKED: FILE NAMI a GAR. RF. FMG.I ��11 2x P.T. MUDSILL WITH r- — — -- --> ,;,.,a, 1 /2"0 A.B. AT 48" O.C. zz 9 . gm 10" WALL /\ /% /j #5 0 � C., VERT. 2—#4 CONT. FREE DPAINING BACKFILL COMPLYING #4 0 10" O.C., HOR. 2" CLR WITH WS)OT SPEC 9-03.12(2) "GRAVEL BACKFILL FOR WALLS" TO " as BACK OF HEEL MINIMUM. C, a ROUGHENE) CONSTRUCTION JOINT as 1/4'INCH NOMINAL AMPLITUDE, / (1YP•) l q Q 4"0 PERF. NC PIPE IN 1-1/2" #5 J "' 0 6" O.C. DRAIN ROCK, WRAP W/ FABRIC & ROUTE PIPi TO DAYLIGHT. ie^ 5'-2" 14 0 10" O.C. a 4 0 10" O.C., AT. TOP & SOT. • 4" SLAB ° 4 0 6" O.C. 0 2" CLR. � \NA HI'VCl ON STATE 1 I D i (ODC r � ao Ial e -,il oP I v �--- T-8" " CLR o n r SLAB WITH #4 0 18" O.C. c'� W. TO BE IN PLACE PRIOR O BACKFILLING ABOVE 8 FEET. RETAINING WALL NOT TO SCALE STRUCTURAL NOTES: �pOG Construction shall comply with the 200b International Building Code, Washington State DOT/APWA "Standard Specifications for Road, Bridge and Municipal Construction", these drawings and State and local codes and requirements. Contractor shall verify dimensions prior to construction and report discrepancies to the engineer. These retaining walls are not designed for hydrostatic pressure. SOIL AND FOUNDATION AND DAN Soil bearing capacity 3000 pef at bottom of footings based on combined soil reports provided by Dennis M. Bruce on September 23, 2005 and Uu & Assoc., Inc. on May 21, 2006. At rest (EFP)-42 pef, active (EFP)-32 pef and soil coefficient of friction-0.65. REINFORCED CONCRETE: 1. Detail, fabricate, and place reinforcing steel as shown in ACI "Manual of Standard Practice" ACI 315. 2. Concrete and Reinforcing a. 28 day test strength: Vc - 3,000 psi, minim b, Reinforcing Grade:- ASTM A-615 60 kel - c. Reinforcing cover: 3" clear bottom footings, 2" clear elsewhere (U.N.O.). 3. Lap field *pilots a minimum of 36 bar diameters, Install corner bare or bend wall and footing bars 2' — 6" around all comers. 4. Wood used for forming shall be removed prior to backfilling. 5. Concrete at construction joints shall have been intentionally roughened and cleaned of all loose concrete and debris. Construction joints not shown on these drawings *hall be approved by the Engineer prior to construction. JEXCAVATION AND BACKFILL: 1. Excavation and fill shall comply with the 2003 IBC. J 2. Wall foundations shall be placed on suitable undisturbed native soil. Unsuitable materials encountered shall be removed under the directl;'In a geotechnical engineer and disposed of in an approved manner. 3. Wall backfi I shall be free draining granular material conforming to State DOT%AeWA "Standard Spp �iTcptions for Road, Bridge and,MuniConstruction , section 9-03.12 2 Gravel Backfill for Walla.4. ackfllling shall not commence until ooncrote strength has reached�000 psi. This may be determined by testing of a representativesample of concrete by an experienced testing lab. __ _. ._ SLJ ' FY:, o D _ sJ 5. All fill shall be placed in 8—inch thick maximum lifts (loose) and co aid. of n e,eas D': •,y- 1-. _ Only hand operated equipment may be used within 4 feet of the wall., oA �6�R�d'1 oR t2,. 13smx vjA L(^. Al- ovjMF_(L15 OPTION. 1 Lk_Y . ENTYiL F_ FLo012 FOR; 1 y- .a_ 41, A`Z PLA CAL ®REV PLO APPR _ TI,�� _ fl LIUILDINGDt SIO' l ,CITY OF p7,ANS E - • - �,IJILDIMD DEPARINE11 nv o= =Deaomin. as t WAByJo'f SHEET TILE: , ,y '^ ,,, SPECIFICATIONS AND DETAILS it, r ' uNAL V26d 7 1 REVISION APEXPIRES: 10-25-200077 MAY 01. 2007 P'D 1 LOVELL ADDITION 'UL 1'- OWNER: MR. & MRS. STEVE LOVELL EECf 19208 80th PLACE W _._ EDMONDS, WA 98026 (206) 396-9585 SHEE1 NEER: JRR Engineering, Inc. S-1 18609 76th Ave. W., Ste. B, Lynnwood, WA 98037 OF (425) 697-5108 FAX 697-4506 1 SHEE1 v OV E "'q _ °1P CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 o PHONE: (425) 771-0220 - FAX: (425) 771-0221 °e. I89 STATUS: ISSUED 03/25/2016 Expiration Date: 03/2 Parcel No: 00594400007202 ct Address: 8312 TALBOT RD, EDMONDS STEVEN R LOVELL STEVEN R LOVELL STEVEN R LOVELL 8312 TALBOT RD 8312 TALBOT RD 8312 TALBOT RD EDMONDS, WA 98026 EDMONDS, WA 98026 EDMONDS, WA 98026 (206)396-9585 (206)396-9585 (206)396-9585 LICENSE #: EXP: COMPLETE MINOR WORK ON ADDITION. SEE: BLD2013-0175 BLD2006-0558 (EXPIRED) BLD2009-0450 (EXPIRED) VALUATION: $70,000.00 PERMIT TYPE: Residential PERMIT GROUP: 18 - Complete Minor Work GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: OTHER: ------- OTHER DESC: ZONE: NUMBER OF STORIES: 0 VESTED DATE: NUMBER OF DWELLINGUNITS: 0 LOT #: BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 tt BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 BEDROOMS:0 BATHROOMS:0 BEDROOMS:0 BATHROOMS:0 FRONTSEFBACK SIDESETBACK REAR SETBACK REQUIRED: PROPOSED: REQUIRED: PROPOSED: REQUIRED: PROPOSED: HEIGHT ALLOWED:O PROPOSED:O REQUIRED: PROPOSED: SETBACK NOTES: 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 APPL1CAy19V IS NQZA PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. Print Name Date Date ATTENTION 1T IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBC] 10/ 1RC1 10. V ONLINE APPLICANT ASSESSOR ® OTHER STATUS: ISSUED BLD20160374 • 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 orpolicies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMITMME LIMIT: SEE ECDC 19.o0.005(A)(6) CALL 1' INS P FCTIONS BUILDING 425 771-0220 EXT. 1333 ENGINEERING 425 771-0220 EXT. 1326 FIRE 425 775-7720 PUBLIC WORKS 425) 771-0235 1 PR&TREATM©VT 425 672-5755 1 RECYCLING 425 275-4801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. None City of Edmonds DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION 121 5'b Avenue N, Edmonds, WA 98020 Phone 425.771.0220 4 Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, to #, City State, Zip): 31 a -(ALJ3v7- ID Parcel #: Subdivision/Lot #: Project Valuation: $ � 7 ©CO APPLICANT: S v Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: PR R �O: Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: ND AGENCY: Phone: Fax: ,A16dre'V(Street, City, State, Zip): E-Mail Address: C T CTOR:* ( &LZV&112_ �: n 1D—a5? Fax: Address (Street, Cit , State, Zip): E-Mail Address: *Contractor must have a valid City of Edmonds business license prior to doing work in the City. Contact the City Clerk's Office at 425.775.2525 WA WA State License #/Exp. Date: City Business License #/Exp. Date: DETAIL THE SCOPE OF WORK: 0 Pt,�`�� f V1, l hl�C��, lX JL� - S FA-p 20 1 3 - D -1 S Lo 'Zo o 01 -• D4 Sb BL�Zr�O -C��- PROPOSED NEW SQUARE FOOTAGE FOR THIS PROJECT: Basement: s . ft. Select Basement Type: Finished LJ Unfinished Ll ls` Floor: s . ft. Garage/Carport: -sq. ft. 2❑d Floor: s . ft. Deck/Cvrd Porch/Patio: s . ft. Bedrooms # Full-3/4 Bath # Half -Bath # Other: sq. ft. Fire Sprinklers: Yes LJ No Retaining Wall: Yes LJ No LJ Grading: Cut cu. yds. Fill cu.yds. Cut/Fill in Critical Area: Yes LJ No I declare under penalty of perjury laws that the information I have provided on this formlapplication is true, correct and complete, and that I am the property owner or duly authorized agent of the properly owner to submit a permit application to the City of Edmonds. Print Name: 1�jLr,►d I., Q. Lpy� tL Owner ❑ Agent/Other El (specify): Signature: 4& r4L 1 Date: 3''2s1� iv �x�►1�D� L( Lt FORM A LABuilding New Folder 2010\130NE & x-ferred to L-Building-New drive\Form A2014.docx Updated: 1/17/2014 �Ee7 8L0J1.0- 03-7q New CN FL't V CITY OF EDMONDS STATUS: ISSUED 03/27/2013 Expiration Date: 83_a2d-ftLf 121 5TH AVENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 Permit #: BLD20130175. Proiect Address: 8312 TALBOT RD, EDMONDS STEVEN R LOVELL STEVEN R LOVELL OWNER EXEMPTION 8312 TALBOT RD 8312 TALBOT RD EDMONDS, WA 98026 EDMONDS, WA 98026 (206)396-9585 (206)396-9585 LICENSE #: EXP: i DESCRIPTION COMPLETE WORK ON AN ADDITION TO A SFR. BLD2009-0450 (EXPIRED) BLD2006-0558 (EXPIRED) VALUATION: $156,000.00 PERMIT TYPE: Residential PERMIT GROUP: 18 - Complete Minor Work GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: N OCCUPANT GROUP: R-3/U OCCUPANT LOAD: FENCE: N ( 0 X 0 FT.) CODE: 09 OTHER: N ------ OTHER DESC: ZONE: RS-20 NUMBER OF STORIES: 0 VESTED DATE. NUMBER OF DWELLING UNITS: 0 1 LOT #: EXISTINGAREA BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 PROPOSED AREA 1 BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 SETBACKFRONT 1E SETBACK REARSETBACK REQUIRED: N 25 PROPOSED: 45 1 REQUIRED: E 35/10 PROPOSED: 13 & 48 REQUIRED: 25 PROPOSED: 25 4EIGHT ALLOWED:25 PROPOSED:24.5 I REQUIRED: W 35/10 PROPOSED: I 1 & 25 >ETBACK NOTES: RETAINING WALL WILL NOT EXCEED YIN HEIGHT ABOVE ORIGINAL GRADE. SEPA ISSUED FOR GRADING UNDER OLD 'ERMIT. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THI$ APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. 7F--a&l rE lcy1,c-&. -3-27-1 Print Name Date Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED, UBC1091IBC I101IRC110. 1 = ONLINE = APPLICANT = ASSESSOR .t �< OTHER 0 It Just a reminder..: Mailing Address 831,;? 1 A)b-1Q C-6 Job Address 61, Building Permit # OIL 2[)1 -'J For: i Issued on 3Tl 11 Z2 Expires: 3 a All required inspection(s) must be completed by the expiration date. If more work must be,6one your permit may be renewed. by submitting enewal fees of $,55q. Prior to expiration. [ Please call (425) 771-0220 x 1333 to schedule for inspection(s) if the work is complete and the permit has not expired. If the permit expires without all required inspection approvals. the matter will be forwarded to enforcement for resolution [ ] This permit is not renewable. Please call a Permit Coordinator for more information. Thank You. DATE MAILED Building Division 425-771-0220 STATUS: ISSUED BLD20130175 CONDITIONS • Installation, use and maintenance of equipment and components shall be per manufacturer's specifications, installation instructions, and applicable state codes. Provide manufacture's installation instructions on site for Building Inspector. • Installer shall provide the manufacturer's installation, operating instructions, and a whole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). • Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. • In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks. Per UPC 608. • Type B or L vent connectors required on fuel -burning appliances passing through unheated spaces. Per IMC 803.2 • Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 • Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it enters the building. • Gas pipe test must be observed by City Building Inspector, affidavits shall not be accepted. • 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. • Provide combustion air per IMC Chapter 7 for commercial and multi -family residential installations, and 1RC Chapter 17 for one and two-family dwellings. • 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. • Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water shutoff. • 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. • New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly visible from the street or road fronting the property. Address numbers shall be Arabic numerals or alphabet letters. Numbers shall be legible from the public way, at least 4 inches high with a''/z inch min. stroke width on a contrasting background. INSPECTIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) BUILDING (425) 771-0220 EXT. 1333 1 ENGINEERING (425) 771-0220 EXT. 1326 1 .FIRE (425) 775-7720 PUBLIC WORKS (425) 771-0235 PRE-TREATMENT (425) 672-5755 RECYCLING (425) 275-4801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection beinE requested, Contact Name and Phone Number, Date Prefereed, and whether you Drefer mornine or afternoon. • E-Erosion Control/Mobilization • E-Storm Tightline • E-Tightline Drain Connections • E-Infiltration System • E-Footing Drain Connection • E-Water Service Line • E-Engineering Final • B-Soils/Grading Special Inspection • B-Preconstruction Meeting • B-Foundation Drainage • B-Isolated Footings/Piers • B-Slab .Insulation • B-Plumb Ground Work • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-Framing • B-Insulation/Energy • B-Sheetrock Nail • B-Building Final • G~ d "'Si. 1890 City of Edmonds DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION 121 5h Avenue N, Edmonds, WA 98020 Phone 425.771.0220 2 Fax 425.771.0221 PLEASE REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS PROJECT ADDRESS (Street, Suite #, City State, Zip): Parcel #: Subdivision/Lot #: Project Valuation: $ APPLICANT: 5TiEJC^j Phone: 2.D(! Ifty - 9 Fax: Address (Street, City, State, Zip): 8 r E-Mail Address: SR t c cLL AjAJL'G PROPERTY OWNER: Phone: Fax: Address (Street, City, State, Zip): 31� I —► E-Mail Address: vR _ P1_vVf_ & All. ' '0 4 LENDING AGENCY: Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: CONTRACTOR:* Phone: Fax: Address (Street, City, State, Zip): E-Mail Address: *Contractor must have a valid City of Edmonds business license prior to doing work in the City. Contact the City Clerk's Office at 425.775.2525 WA State License #/Exp. Date: City Business License #/Exp. Date: DETAIL SCOPE OF WORK: -Po,4i5Ac5_ t2.i o to cl t l4r I J4-/F5 PROPOSED NEW SQUARE FOOTAGE FOR THIS PROJECT: Basement: sq. ft. Select Basement Type: ❑ Finished ❑ Unfinished 1" Floor: sq. ft. Garage/Carport: sq .ft. 2°d Floor: sq. ft. Deck/Patio: sq. ft. Retaining Wall: ❑ Yes ❑ No Other: sq.ft I declare under penalty of perjury laws 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 gent of the property owner to submit a permit application to the City of Edmonds. Print Name: 5i CON 1,0✓4C❑ Owner ❑ Agent/Other(specify): Signature: _ Date: 7 i FORM A LABuilding New Folder 2010\DONE & x-ferred to L-Building-New driveTorm A.doc Updated: 10/2011 Oy EDA O Fst 18go City of Edmonds Equipment Type DEVELOPMENT SERVICES RESIDENTIAL BUILDING PERMIT APPLICATION FORM A 121 5t' Avenue N, Edmonds, WA 98020 Phone 425.771.0220 Q Fax 425.771.0221 Appliance/Equipment Information (new and relocated) Total # Furnace # Gas # Elec # Other: BTUs: <100k >100k Location 7 Air Handler/ACNAV # Gas # Elec # Other: CFM: <100k >100k Location Boiler/Compressor/ Heat Pump/Roof Top Unit # Gas # Elec # Other: BTUs: <l00k, 100k-500k, 500MMil HP: <3, 3-15, 15-30 Location Hydronic Heating #,,,ZGas #_Elec _In -Floor, Wall Radiant, Boiler BTUs: 130K Location &A oml C Exhaust Fans (single duct) Location: # Z Bath # i Kitchen # f Laundry # _Other: Fireplace #Gas #_Elec #_Other: Location i ✓� PaM Other Number of Outlets FUEL GAS Fixture/Appliance Type AC Unit --------------- BTUs: Location: Furnace --------------- BTUs: Location: Water Heater -------- BTUs: Location: Boiler ------------------ BTUs: Location: Fireplace/Insert BTUs: Location: Stove/Range/Oven: Dryer Outdoor BBQ: Other: TOTAL OUTLETS PLUAIBING FIXTURE COUNT Number Fixture Type Number Fixture Type Water Closet (Toilet) Refrigerator water supply (for waterrice dispenser) Sink (kitchen, laundry, lavatory, bar, eye wash, etc.) Water Service Line 3 Tub/Shower Drinking Fountain f Dishwasher Bidet/Urinal Ll Hose Bib Pressure Reduction Valve/Pressure Regulator Water Heater Tankless? Yes_ No_ Backflow Prevention Device (e.g. "PA, DCDA, AVB) Expansion Tank for Water Heater Hydronic Heat in: Floor Wall Floor Drain/Floor Sink Other: 2, Clothes Washer Other: FORM A L:\Building New Folder 2010\130NE & x-ferred to L-Building-New drive\Form A.doc Updated: 10/2011 t OF EDAf O c�sr. 1890 City of Edmonds DEVELOPMENT SERVICES RESIDENTIAL BUILDING CHECKLIST 121 5`h Avenue N, Edmonds, WA 98020 Phone 425.771.0220 2 Fax 425.771.0221 PROJECT ADDRESS: 83)9, Ti4 %,b ®' g,0 AZ) Plans shall be of sufficient clarity to indicate the location, nature, and extent of the work proposed, and conform to the provisions of the adopted International Codes and City Ordinances. � a o SUBMITTAL REQUIREMENTS rn A A aro � The number indicates the number of copies for r ;D �. submittal(if applicable). Check marks indicate additional submittal requirement o o :: a CD Application Form A 1 1 1 1 1 1 1 Site Plan 3 3 3 3 3 3 3 Reduced Site Plan (I I X 14 or 8 '/2 x 11) 1 1 1 1 1 1 Architectural Construction Drawings 2 2 2 2 2 Structural Drawing and Calculations 2 2 2 2 2 Energy Code Compliance (shown on plans) ✓ ✓ ✓ Site Classification Worksheet (stormwater) 3 3 3 Drainage Plan/Stormwater Plan 3 3, 3 E72A Completed Detail or Drainage Report 3 3 3 Grading Plan/Excavation/Fill 3 3 3 Critical Areas Determination or Checklist 1 1 1 1 1 Geotechnical Report > 14% slope 3 3 3 3 Washington State Contractors License ✓ ✓ ✓ ✓ ✓ ✓ ✓ Contractor's City of Edmonds Business License ✓ . ✓ ✓ ✓ ✓ ✓ ✓ Plan Check Fee (due upon submittal) ✓ ✓ ✓ ✓ ✓ ✓ ✓ Peer Review Fee ✓ ✓ ✓ ✓ New one -family, two-family and townhouses with living space greater than 3,000 sq. ft. 3 re uires Fire Sprinkler plans and calculations. • Handouts and Standard Details may be found on the City's website www.ci.edmonds.wa.us or can be obtained at City Hall during normal business hours. • Plans/calculation/reports prepared by state licensed architects or professional engineers must be stamped and signed by the design professional. • Sidehill or steep slope construction is not considered conventional construction and soils reports are required for lots with 15% or more slope, unless determined unnecessary by the Building Official. FORM A LABuilding New Folder 2010\DONE & x-fered to L-Building-New drive\Form A.doc Updated: 10/2011 . '-B,LD20090450 (PT -LIVE) - PermitTrax by Bitco Software Page 1 of 1 FEES BUILDING PERMIT t PROP OWNER: LOVELL, STEVEN t ADDRESS: 8312 TALBOT RD, EDMONDS a t ISSUED: 7/30/2009 SCREENS: Select Screen... 02 - ADDITION PERMIT #: BLD20090450 STATUS: ISSUED BALANCE: $0.00 CREATED: 7/14/2009 FUNCTIONS: Select Permit Function... CASHIER ADD NEW SUMMARY TOTAL: $5,622.50 BALANCE DUE: $0.00 FEE ID DATE FEE TYPE FEE DESCRIPTION FEE AMOUNT PAID BAL DUE 200 7/14/2009 S X-Permit Surcharge Fee $15.00 ($15.00) $0.00 + 215 7/14/2009 S B-Building Permit Fee - $2,738.00 ($2,738.00) $0.00 !l/ iL 215 5/31/2011 A 3rd Year Renewal (CITY: 1) $540.00 ($540.00) $0.00 @ CFO% 215B 7/14/2009 S B-Plumbing Permit Fee g $246.00 ($246.00) V� $0.00-�- 215C 7/14/2009 S B-Mechanical Permit Fee 140.00 ($140.00) $0.00-F 215F 7/14/2009 A B RETAINING WALL $150.00 ($150.00) $0.00 215F 7/23/2010 A 2ND YEAR RENEWAL 220 7/23/2009 A B-Building Plan Review Fee 305A 7/20/2009 A E-Engineering Inspection Fee 430 7/14/2009 S B-State Building Code Surch... $0.00 $0.00 -� $0.00 4- $0.00 2¢37 .e5+, p2oul�t �s-�C�►tic��.E $1,369.00 ($1,369.00) $60.00 ($60.00) $360.00 ($360.00) $4.50 ($4.50) t&4�&K fb http://edmondspmtweb/PermitTrax/Module_Permits/Permits_Per... 6/21 /2012 '13LD20060558 (PT -LIVE) - PermitTrax by Bitco Software Page 1 of 1 � BUILDING PERMIT t- PROP OWNER: LOVELL, STEVEN & NANNE ADDRESS: 8312 TALBOT RD, EDMONDS ISSUED: 7/17/2006 SCREENS: Select Screen... 52 - RENEWAL PERMIT #: BLD20060558 STATUS: EXPIRED BALANCE: $0.00 CREATED: 6/11/2006 FUNCTIONS: Select Permit Function... FEES CASHIER ADD NEW SUMMARY TOTAL: $8,141.50 BALANCE DUE: $0.00 FEE ID DATE FEE TYPE FEE DESCRIPTION FEE AMOUNT PAID BAL DUE 200 6/11/2006 S X-Permit Surcharge Fee $15.00 ($15.00) $0.00 215 6/11/2006 S B-Building Permit Fee $2,495.00 ($2,495.00) $0.00 215 7/11/2008 A B-Building Permit 3rd Year R... $1,050.00 ($1,050.00) $0.00 215A 6/11/2006 S B-Grading Permit Fee $200.00 ($200.00) $0.00 215B 6/11/2006 S B-Plumbing Permit Fee $236.00 ($236.00) $0.00 215C 6/11/2006 S B-Mechanical Permit Fee $130.00 ($130.00) $0.00 215D 6/11/2006 S B-Rockery/Retaining Wall Pe... $100.00 ($100.00) $0.00 215F 7/2/2007 A B-Renewal Fee $1,247.00 ($1,247.00) $0.00 220 6/11/2006 S B-Building Plan Review Fee $2,164.00 ($2,164.00) $0.00 220 9/7/2006 A B-Building Revision Fee $50.00 ($50.00) $0.00 220 9/22/2006 A B-Building Revision Fee $50.00 ($50.00) $0.00 220 9/10/2007 A B-Revision #3 $100.00 ($100.00) $0.00 305A 6/11/2006 S E-Engineering Inspection Fee $50.00 ($50.00) $0.00 http://edmondspmtweb/PermitTrax/Module_Permits/Permits_Per... 6/21 /2012 EXEMPTION FROM CONTRACTOR REGISTRATION VERIFICATION FORM D The undersigned property owner or authorized person as described below, has applied for a building permit from the City of Edmonds and claims that he/she/it is exempt from providing contractor registration in accordance with the provisions of RCW 18.27. The property owner or authorized person, by their signature below, hereby verifies to the City of Edmonds that: ❑ Value of work under $500.00. The aggregate contract price of labor and materials and all other items required for the project is less than $500.00 and is not part of a larger operation to be undertaken on the property. This exemption does not apply to a person who advertises or puts out any signor card or other device which might indicate to the public that he/she is a contractor, or that he/she is qualified to engage in the business of contractor. RCW 18.27.09.0(9). Owner who contracts for a project. A property owner contracting with registered contractors for the project, and who him/herself is not performing any activity of a contractor for the purpose of leasing or selling improved property that he/she has owned for less than twelve months. RCW 18.27.090(11). ❑ Work performed personally on own. property. Anyone personally working on property he/she owns, or at which he/she resides, as long as the property owner, or resident, does not perform any activity of a contractor on his/her property for the purpose of selling, demolishing, or leasing the property. RCW 18.27.090(12). ❑ Use of own employees. Property owner using him/herself or his/her own employees to perform maintenance, repair, and. alteration work in or upon his/her own property. RCW 18.27.090(13). ❑ Licensed Architect, engineer, electrician or plumber. All work performed under this permit will be performed by an architect, civil or professional engineer, certified electrician or certified plumber operating within the scope of his/her certification. RCW 18.72.090(14). 0 Other. Specify which provision of RCW 18.27.090 applies: THE UNDERSIGNED PROPERTY OWNER OR AUTHORIZED PERSON HEREBY VERIFIES THAT ALL INFORMATION PROVIDED ON THIS FORM IS TRUE AND ACCURATE TO THE BEST OF HIS OR HER KNOWLEDGE AND ACKNOWLEDGES THAT IF ANY OF THE INFORMATION PROVIDED ON THIS FORM IS FALSE HE OR SHE UNDERSTANDS THAT THE BUILDING PERMIT WILL BE IMMEDIATELY REVOKED AND ALL FEES PAID FORFEITED. DATED this ✓�©�`' day of .S , 20�. PROPERTY OWNER/AUTHORIZED PERSON Signature �Si EJ�c�c/ i'�• ,�o t/,�� Print Name WITNESS. uts gn ture - -�) ul Print Name L:\TEMP\BUILDING\HANDOUTS REVISED IN 2009\PREVIOUS HANDOUTS\FORMS\CONTRACTOR EXEMPTION FORM D.DOCREVISED 7/07 City of Edmonds building Department (To Whom It May Concern) Regarding permit # BLD20090450 located at 8312 Talbot Road I need to renew / reapply for the continuation of my project. Although I have been renewing my permit for a number of years without much forward progress, I now have a construction loan in the process, giving me optimism for final completion. My project is approximately half done, as per my lender. The house is framed, sheeted, and roofed. My expenses on construction, after purchase, have been $ 162,000 to date. The remaining work totals $ 157,000, providing no surprises. Remaining work includes: Engineering $ 4,000 Dirt work — retaining walls, drains, utilities $ 25,600 Windows $ 7500 Siding $ 14,750 Gutters $ 2,200 Concrete $ 7,500 Decking / Rail $ 2,800 Doors $ 5,600 Landscaping $ 4,200 Plumbing $ 9,980 Heating $ 10,500 Electrical (I am an electrician) $ 6,500 Insulation $ 5,100 Sheetrock $ 13,800 Floors $ 12,500 Paint $ 4,800 Cabinets / countertops $ 8,400 Interior trim $ 10,500 Total $ 156,230 I believe my situation is somewhat unique, in that I have been renewing since 2006, paying into department, without realizing the services, due to my own circumstances. My hope is that my history, and the valuation above, will be considered in determining the new construction permit fee, in the 50% range. I appreciate your consideration, Steven R. Lovell0�;6z" R EC E aVEE FEB 15 2013 DEVELOPMENT SERVICES COUNTER BLD20060558 (PT -LIVE) - PermitTrax by Bitco Software Page 1 of 2 BUILDING PERMIT PROP OWNER: LOVELL, STEVEN & NANNE ADDRESS: 8312 TALBOT RD, EDMONDS 1 ISSUED:7/17/2006 SCREENS: Select Screen... 52 - RENEWAL PERMIT #: BLD20060558 STATUS: EXPIRED BALANCE: $0.00 CREATED: 6/11 /2006 FUNCTIONS: Select Permit Function... INSPECTIONS PRINT ADD NEW SUMMARY COMM.. ID DESCRIPTION LAST (#) REQ? DO.. SCHEDULE RE.. 1001 E-Erosion Control/Mobilization 5/10/2010 9 Y N 0Expired 1100 1013 E-Storm Tightline 0 Y N 0 Expired Q 1016 E-Infiltration System 0 Y N Expired 04 1017 E-Footing Drain Connection 6/13/2006 1 Y N 0 Expired Q ' 1034 E-Water Service Line 0 Y N Expired ' 1077 E-Engineering Final 0 Y N 0Expired G ` 1081 E-2009 Erosion Control Inspection 0 Y N 0Expired ' 1106 B-Setbacks 10/2/2006 1 Y Y 1108 B-Footings 10/2/2006 1 Y Y 1110 B-Foundation Wall 11/2/2006 2 Y Y 1112 B-Foundation Drainage 0 Y N Expired 1114 B-Isolated Footings/Piers 0 Y N Expired 1118 B-Slab Insulation 0 Y N Expired 1122 B-First Floor Framing 0 Y N I Expired f" 1126 B-Plumb Rough In 0 Y N 0 Expired Q 1128 B-Gas Test/Pipe 0 Y N 0 Expired .' 1132 B-Exterior Sheathing 7/11/2008 2 Y Y 1136 B-Shear Nailing 8/5/2008 1 Y Y 1140 B-Height Verification 7/26/2012 1 Y Y 1142 B-Framing 0 Y N Q Expired a . ' 1144 B-Wall Insulation/Caulk 0 Y N Expired 1146 B-Floor Insulation/Caulk 0 Y N 0 Expired Q 1148 B-Ceiling'Insulation/Caulk 0 Y N 0Expired 1150 B-Sheetrock Nail 0 Y N 10Expired ' 1152 B-Plumbing Final 0 Y N 0 Expired http://edmondspmtweb/PermitTrax/Module Permits/Permits_Penuit/Permit Inspections.as... 3/6/2013 BLD20060558 (PT -LIVE) - PermitTrax by Bitco Software Page 2 of 2 1156 B-Mechanical Final 0 Y N Expired 1158 IB-Building Final 0 Y N 9 Expired http://edmondspmtwebIPermitTrax/Module Permits/Permits_PermitIPennit_Inspections.as... 3/6/2013 CHAMBERS SHALL MEET ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" NOMINAL 3/4" - 2" (19 mm - 51 mm) CLEAN, CRUSHED, ANGULAR STONE (AASHTO M43 #3 THROUGH #57 STONE SIZES ALLOWED) CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES, <35%D FINES. COMPACT IN 6" LIFTS TO 95% STANDARD PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS PAVEMENT CCU FOR UNPAVED INSTALLATION O ./j RUTTING FROM VEHICLES MAY OCCUR, ADS 601 NON -WOVEN INCREASE COVER TO 24"[610 mmI MINIMUM, GEOTEXTILE (OR EQUAL) ALL AROUND ANGULAR STONE SC-310 END CAP 34" 6 [152 mm] MIN. [864 mm] DESIGN ENGINEER RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADE SOILS 18" [457 mm] 96" [2438 mm] MIN. MAX' 6" [15522 m�m]�MIN. + 16" [406 mm] DEPTH TO BE DETERMINED BY DESIGN ENGINEER 6" [152 mm] MIN. 12" [305 mm] MIN. lf'u Q MAR 1 9 2013 allop� � T THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LFRD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. novwceo ona"noEsn�s"s,wc • THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY THE DESIGN ENGINEER 70 ENSURE THAT THE PRODUCT(S) DEPICTEDD AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. StormTech® wmrn.•n.m�•rs��w� Subsurface Stonnwater Management" 701NOD ROAD,BO SUITE I ROCKY O67 PHONE: BBB.892,2A92.2699 I FAX 666328-8401 WWW.STORMTECH.CON SC-310 TYPICAL CROSS SECTION SCALE: NTS DATE: 08-22-1 2 DRAWN BY: JLM CHECKED: CO1 CHAMBERS SHALL MEET ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" NOMINAL 3/4" - 2" (19 mm - 51 mm) CLEAN, CRUSHED, ANGULAR STONE (AASHTO M43 #3 THROUGH #57 STONE SIZES ALLOWED) CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES, <35% FINES. COMPACT IN 6" LIFTS TO 95% STANDARD PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS PAVEMENT / FOR UNPAVED INSTALLATION WHERE ADS 601 NON -WOVEN I "" RUTTmGFROM vewaesMAY OCCUR, 96" [2438 mm] 18° [457 mm] MAX. I = ., INCREASE E COVERT 4"[ 1 MINIMUM GEOTEXTILE (OR , 6" [152 mm] MIN. EQUAL) ALL AROUND ANGULAR STONE 16" [406 mm] DEPTH TO BE �- I --- DETERMINED BY =I I _ DESIGN ENGINEER -. -i i'�iiii � ii-_11 -F .__ _ _ i iii-T I r_ I I =_ l i illlirT+' T-iit-iiL 6" [152 mm] MIN. SC-310 END CAP J 6" [152 mm] MIN. --{ 34 -{ 12" [305 mm] MIN. [864 mm] DESIGN ENGINEER RESPONSIBLE FOR RECEIVED ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADE SOILS I� ®�.4 FEB ID 2013 DEVELOPMENT SER JICI COUNTER THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LFRD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. • AovoNCEo afw"nGE ersmas, ina THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 00 00 StormTech° Suasur)aCe SI-ater Management' 70 INWOOD ROAD, SUITES 1 ROCKY HILL, CT 080e7 PHONE: 886897-2694 1 FAX E136-3288401 WWW.STORMTECH.CCM SC-310 TYPICAL CROSS SECTION SCALE: NTS DATE: 08-22-12 DRAWN BY: JLM CHECKED: CHAMBERS SHALL MEET ASTM F2922 "STANDARD SPECIFICATION FOR POLYETHYLENE (PE) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" NOMINAL 3/4" - 2" (19 mm - 51 mm) CLEAN, CRUSHED, ANGULAR STONE (AASHTO M43 #3 THROUGH #57 STONE SIZES ALLOWED) ADS 601 NON -WOVEN GEOTEXTILE (OR EQUAL) ALL AROUND ANGULAR STONE SC-310 END CAP 6" [152 mm] MIN. DESIGN ENGINEER RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADE SOILS CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES, <35% FINES. COMPACT IN 6" LIFTS TO'95% STANDARD PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS PAVEMENT �' : FOR UNPAVED INSTALLATION WHERE RUTTING FROM VEHICLES MAY OCCUR , 181I [457 mm] 96" [2438 mm] ' INCREASEEASE COVER TO 24' (fi10 mm� MINIMUM .. MAX. 6" [152 mm] MIN. MIN. ^ i 16" [406 mm] DEPTH TO BE W�z __-_ DETERMINED BY DESIGN ENGINEER 6„ [152 mm] MIN. 34 12" [305 mm] MIN. [864 mm] EC E M' 9 r. ILL FEB 15 2013 DEVELOPMENT SER THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LFRD BRIDGE DESIGN SPECIFICAi 1N,TER SECTION 12.12 FOR EARTH AND LIVE LOADS WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. SC-310 TYPICAL CROSS SECTION THE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSI8ILRY OF THE DESIGN StoimTech° SCALE: NTS • ENGINEER TO ENSURE THAT THE PRODUCTS) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND Subsurface Stamwater Management" DATE: OS-ZZ-12 AOVPNLEo dW"AGF Bv8TQa6, Ir+c PROJECT REQUIREMENTS, TS INWOOD ROAD, SUITE 3ROCKY HILL, CT080GI DRAWN BY: JLM PHONE: 88M92-2694 I FAX 686.928-UOI WWWSTORMTECH.COM CHECKED: ES o�N CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS,WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 7/30/2009 Permit #: BLD20090450 BUILDING Expiration Date: 7/30/201'• Project Address: 8312 TALBOT RD EDMONDS Parcel No: 00594400007202 APPLICANTCONTRACTOR STEVEN LOVELL STEVEN LOVELL OWNERASGENERAL 8312 TALBOT RD 8312 TALBOT RD EDMONDS, WA 98026- (206)396-9585 Ext. EDMONDS, WA 98026- (206) 396-9585 Ext. ( ) - Ext. LICENSE #: EXP: ADD TO 1ST FIR: PORCH 51SF, ENTRY IOISF, GARAGE 1413, REMODEL IST FIR STAIRS ADD TO 2ND FLR: BEDRM, KITCHEN, NOOK, STORAGE 1546SF, REMODEL 2ND FIR STAIRS, BATH, LAUNDRY ADD UPPER FLR: DECK 86SF, MASTER BID/BATH 987SF, STORAGE 70SF ADD ROOF DECK: 768SF 9/ 10/07 NEW ENGINEER RONALD K. RIACH (JRR ENGINEERING, INC.) PE 29489 AND ARCHITECT IS NOW DENNIS ANDREW CHRISTIAN AIA 8331 RENEWAL OF BLD PERMIT # BLD20060558 VALUATION: $372,805 PERMIT TYPE: Residential PERMIT GROUP: 02 - Addition GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: VB RETAININGWALL ROCKERY: N OCCUPANT GROUP: R3 OCCUPANT LOAD: FENCE: N ( 0 X 0 FT.) CODE: 2006 OTHER: N------- OTHER DESC: ZONE: RS•20 NUMBER OF —STORIES: 0 1 VESTED DATE: NUMBER OF DWELLING UNITS: 1 ILOT #: 1,�XISTING ARFA BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 PROPOSED AREA BASEMENT: 0 1ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 FRONT t REQUIRED: PROPOSED: REQUIRED: PROPOSED: REQUIRED: PROPOSED: HEIGHT ALLOWED:25 PROPOSED:24.5 REQUIRED: PROPOSED: SETBACK NOTES: SETBACKS REQ: N 25',E 35', W 10', S 25' PROPOSED N 45', E 13/48, W 25/1 1, S 25'. Grading shown @ 485 cyds. I AGREE TO COMPLY WITH CITY AND rTATE LAWS REGULATING CONST RUCT ION 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 BUILDIN(3OFFICIAL O&,VIS1HERvMPUTY AND ALL FEES ARE PAID. , ARCHIVE ,0 �zre Print Name Date = APPLICANT rO �jads, C L J , TINR Zt Cc) © 2 JZZ ) fa ATTENTION ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC109/ IBCI 10/ IRCI 10. STATUS: ISSUED CONDITIONS BLD20090450 • 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 fromternporary construction sites as a result of construction activity are exempt fromthe noise lin» is 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 fo this permit. Issuance of this permit 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. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) I BUILDING (425) 771-0220 EXT, 1333 1 04GINFFRING (425) 771-0220 EXT. 1326 1 FIRE (425) 771-0215 1 PUBLIC WORKS 425 771-0235 1 PRETREATMENT (425)672-5755 1 RECYCLING 425 275-4801 When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Prefereed, and whether you prefer morning or afternoon. �1`I.`1;i��JIIIrOl .`�I V1672I:i lNl8 AANT. .�. EXEMPTION FROM CONTRACTOR REGISTRATION VERIFICATION FORM D The undersigned property owner or authorized person as described below, has applied for a building permit from the City of Edmonds and claims that he/she/it is exempt from providing contractor registration in accordance with the provisions of RCW 18.27. The property owner or authorized person, by their signature below, hereby verifies to the City of Edmonds that: O Value of work under $500.00. The aggregate contract price of labor and materials and all other items required for the project is less than $500.00 and is not part of a larger operation to be undertaken on the property. This exemption does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he/she is a contractor, or that he/she is qualified to engage in the business of contractor. RCW 18.27,090(9). O Owner who contracts for a project. A property owner contracting with registered contractors for the project, and who him/herself is not performing any activity of a contractor for the purpose of leasing or selling improved property that he/she has owned for less than twelve months. RCW 18.27.090(11). Work performed personally on own property. Anyone personally working on property he/she owns, or at which he/she resides, as long as the property owner, or resident, does not perform any activity of a contractor on his/her property for the purpose of selling, demolishing, or leasing the property. RCW 18.27.090(12). O Use of own employees. Property owner using him/herself or his/her own employees to perform maintenance, repair, and alteration work in or upon his/her own property. RCW 18.27.090(13). O Licensed Architect, engineer, electrician or plumber. All work performed under this permit will be performed by an architect, civil or professional engineer, certified electrician or certified plumber operating within the scope of his/her certification. RCW 18.72.090(14). O Other. Specify which provision of RCW 18.27.090 applies: THE UNDERSIGNED PROPERTY OWNER OR AUTHORIZED PERSON HEREBY VERIFIES THAT ALL INFORMATION PROVIDED ON THIS FORM IS TRUE AND ACCURATE TO THE BEST OF HIS OR HER KNOWLEDGE AND ACKNOWLEDGES THAT IF ANY OF THE INFORMATION PROVIDED ON THIS FORM IS FALSE HE OR SHE UNDERSTANDS THAT THE BUILDING PERMIT WILL BE IMMEDIATELY REVOKED AND ALL FEES PAID FORFEITED. DATED this _ 3 (d day of , 20 O� PROPERTY OWNER/AUTHORIZED PERSON Signature Print Name WITNESS S nat re L0,9,q Q Alt-Uts� Print Name REVISED 7/07 BLD20090118 (THORNQUIST/PT-LIVE) - PermitTrax by Bitco Software Page 1 of 1 BUILDING PERMIT PERMIT #: BLD20090118 PROP OWNER: DST'S "DUMMY" PERMIT FOR ... STATUS: VOID ADDRESS: 121 5TH AVE N, EDMONDS BALANCE: $3,653.50 ISSUED: POSTED: 3/2/2009 ........ SCREENS: Select Screen... FUNCTIONS: Select Permit Function... j, =S A / 02 3DI ION Add Fee Cashier Close Total: $3,653.50 Balance Due: $3,653.50 Fern M Date Fee Type Fee Description Fee Amount Paid Bal Due 200 3/2/20091 S� X-Permit Surcharge Fee $15.00 $0.00 $15.00 6/3/2009€ S B-Building Permit Fee $2,738.001 $0.00 $2,738.00 W215 215B 6/3/20091 S B-Plumbing Permit Fee $246.00+ $0.00 $246.00 _ 215C 6/3/20091 S B-Mechanical Permit Fee $140.00 - $0.00 $140.00 215D 6/3/2009 A B-Rockery/Retaining Wall Pe.:. $150.00- $0.00 $150.00 220 6/3/2009E A Building Plan Review 2006 c... $60.0 $0.00 $60.00 305A i 6/3/20091 A E-Engineering Inspection Fee $300.00 $0.00 $300.00 430 6/3/2009' S B-State Building Code Surch... $4.50$0.00 $4.50 �oreCl8t@.n ML S-I-eUe. Love. ( I -�,L-p 2c�oCQo558 �tr�es http://edmondspmtweb/permittrax/PermitTraxMaln/wtPermitConsoleFees.aspx?CONID P... 6/3/2009 - BLD20090118 (THORNQUIST/PT-LIVE) - PermitTrax by Bitco Software Page I of I BUILDING PERMIT PERMIT #: BLD20090118 PROP OWNER: DST'S "DUMMY" PERMIT FOR ... STATUS: VOID ADDRESS: 121 5TH AVE N, EDMONDS ISSUED: BALANCE: $3,653.50 POSTED: 3/2/2009 Group Group Desc Const Const Desc Amount I Sqr Ft Modifier Total Remove . . . ........... . R-3 Residential, one & two f ... VB $102.00 2,634 1.00 $268,668.00 Remove U Utility, miscellaneous VB $3 6 o.. 1,413 L 1.00 $55,954.80 F`Re—m-ove� Z4 ------------ . ........... . . . . ------- Deck, Ramp, stairs, Trel.. .............. . .............. . ............ . ......... . . ... . . . .......... ----g $20.00 1 905 1.001 — - - -------------------- - -- - - - - - - - - ... ... . $ 18,100.001 Rernove zi Unfinish Basement Misc $30.00 I 70 1.00 $2,100.00 Remove zz Contractor Bid .................---------------------------------------------------------............. I Misc $0.00 --- L 1 1.001 $27,982.00 . ......... http://edmondspmtweblpermittraxlPermitTraxMainlwfPem-iitConsoleValuation.aspx?CONI... 6/3/2009 City of Edmonds Permit Application Form Form A i of ED Site Address:A31 ,21 7-A I fQ I i�o,-D Suite # Sno County Tax Account Parcel #: (� 13gy 0 OW 7 2,,-')Z— Lot # Business/Tenant Name (if applicable): PROPERTY OWNER: Mailing Address: 8-9 )'2 TA-Jh. r AA O ` City: EWWVIdw� State: /A Zip: 99yz(o Phone: (Zo (o — 9 c9:5 FAX: ( ) E-Mail: 5A11,ovE1_(, @_ o ,</Ef APPLICANT/CONTACT: ,Same as Property Owner ❑Same as Contractor ❑Other Fill out the following information if "Other". Name & Mailing) City: Phone: ( ) E-Mail: State: Z FAX: ( ) CONTRACTOR: Same as Property Owner 00ther (Name) Mailing City: State: Phone: ( ) E-Mail: FAX: ( ) State License Number: Exp: Date: City Business License No: L:\TEMP\BUILDING\HANDOUTS REVISED IN 2009\2009 updated handouts\FORM A.doc 5/19/2009 HEAT SOURCE (CHECK THE PRIMARY FUEL SOURCE FOR HEAT/HOT WATER) HEAT [,Natural Gas ❑ Propane ❑ Electric ❑ Oil ❑ Geothermal ❑ Other HOT WATER ❑ Natural Gas ❑ Propane ❑ Electric ❑ Oil ❑ Geothermal ❑ Other TYPE OF CONSTRUCTION: V O (i.e. VA, VB, III B, etc.) DETAILED SCOPE OF WORK Please provide a complete detailed written scope of work for the proposed project. Additions (additional square footage): Specify room use, floor level and square footage and direction if applicable (i.e. 545 square foot master bedroom/bathroom addition on the second floor with 140 square foot deck and 245 square foot kitchen addition on the main floor at south side of house). Remodels (interior renovations): Specify room uses and floor levels (i.e. combine bedrooms 1 and 2 on the main floor to create new. master bedroom/bathroom; replace dining room sliding glass door with new French doors, reconfigure kitchen with new island prep counter and install new gas fireplace in the living room). PROPOSED NEW SQUARE FOOTAGE FOR THIS PROJECT: Basement: sq ft (Select Basement Type: ❑ Finished ❑ Unfinished First Floor: sq ft Garage: sq ft 2" d Floor: sq ft Deck: sq ft 3RD Floor: sq ft Other: sq ft Contractor's Bid: LATEMPTUILDING\HANDOUTS REVISED IN 2009\2009 updated handouts\FORM A.doc 5/19/2009 2 Please note the number of fixtures/appliances that are new or relocated only. Number Fixture Type Number Fixture Type ZWater Closet (Toilet) Refrigerator water supply (for water/ice dispenser) Sink (kitchen, laundry, lavatory, bar, eye wash, etc.) Water Service Line Tub/Shower Drinking Fountain Dishwasher Bidet/Urinal Hose Bib Pressure Reduction Valve/Pressure Regulator Water Heater Tankless? Yes_ No_ Backflow Prevention Device (e.g. RBPA, ncDA, AVB) Expansion Tank for Water Heater Hydronic Heat in: Floor Wall Floor Drain/Floor Sink Other: Clothes Washer Other: Number of Outlets Fixture/Appliance Type AC Unit ------- -------- BTUs: Location: Furnace------ ---BTUs: Location: Water Heater ----- --BTUs: Location: Boiler --------------BTUs: Location: Fireplace/Insert BTUs: Location: Stove/Range/Oven: Dryer / Outdoor BBQ: Other: Other: MEDICAL GAS, AIR, VACUUM Number of Outlets Type of Gas/Air/Vacuum System Oxygen Nitrous oxide Medical Air Carbon Dioxide Helium Medical — Surgical Vacuum Other: Other: Other: L:\TEMP\BUILDING\HANDOUTS REVISED IN 2009\2009 updated handouts\FORM A.doc 5/19/2009 City of Edmonds building department July 23, 2010 To Whom It May Concern: Concerning building permit # bld20090450 Address, 8312 Talbot Road This project has been stagnant for some time due to a long and drawn out divorce. The divorce is slated to be finalized in the next couple of weeks. I will need a couple of months to get all in order to get construction back under way. I am very excited to back on the project and bring it to completion. If you have any questions or concerns, please do not hesitate to contact me. Thank you, Steve Lovell Cell 206 396-9585 t IrlE�•K9R 121 STH AVENUE NORTH - FDWA 98020 [� PHONE: (425) 771-0220 - FAX:: (425) (425) 771-02l Parcel No: 00594400007202 PROPERTYOWNER APPLIC.A.NT CONTRACTOR STEVEN & NANNE LOVELL STEVEN LOVELL OWNER AS GENERAL 8312 TALBOT RD 8312 TALBOT RD 8312 TALBOT RD EDMONDS, WA 98026 EDMONDS, WA 98026 EDMONDS- WA 98026 206-396-9585 206-396-9585 206-396-9585 LICENSE #: EXP: O: DESCRIPTION LOWER FLR PORCH 51 SF- ENTRY A DD`N 101 SF- GARAGE 1413, REMODEL STAIRS MAIN FLR: BEDRM- KITCHEN,NOOK,STORAGE 1546SF_ REMODEL STAIRS, BATH- LAUNDRY UPPER FLR: DECK 86SF- MA STER BED/BATH 987SF- STORAGE 70SF ROOF DECK: 768SF VALUATION: $334,986 PERMIT TYPE: Residential PERMIT GROUP: 2 - Addition GRADING. Y CYDS. 485 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: Y OCCUPANT GROUP: R3 OCCUPANT LOAD. FENCE: N ( 0 X 0 FT.) CODE: 2003 OTHER: N------- OTHER DESC: ZONE: RS-20 NUMBER OF STORIES: 3 IVESTED DATE: NUMBER OF DWELLING UNITS: I EUSTLNG AREA BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 PROPOSEDAREA BASEMENT: 0 1 ST FLOOR: 101 2ND FLOOR: 1546 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: Q 13RD FLOOR: 987 GARAGE. 1413 DECK: 905 OTHER: 70 FRONT:ACK SIDESETBACK REAR SETBACK REQUIRED: PROPOSED: REQUIRED: PROPOSED: REQUIRED: PROPOSED: HEIGHT ALLOWE-D:25 PROPOSED24.5 REQUIRED: PROPOSED: SETBACK NOTES: SETBACKS REQ: N 25'-E 35'. W 10% S 25' PROPOSED N 45% E 13/48, W 25/11; S25' I AGREE TO COMPLY WITH CITY AND STATE LAWSREGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATINGTO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. HIS APPLI-�--ATiON_LSNOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. Print Name Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRU(-Il'RE UNTIL A FINAL INSPEC770N BAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEETN' GRAi`'IT_F3. UBCI09IBCI 10' IRC110. ARCHIVE N n APPLICANT n ASSINSOR OOTHERok.`� 'Re neuje FNGIva) -7/a /Qs S105ol- x STATUS: ISSUED BLD20060558 REQUIRED SPECIAL INSPECTIONS FOR THIS PROJECT: 1) Soil Cuts 2) Foundation subgrade verfication 3) Retaining wall/rockery placement 4) Placement of fill 5) subsurface drainage installation including foundation drainage 6) General site monitoring 7) Temporary Shoring 8) Temporary and final erosion control • Lot line stakes must be in place at the time of foundation/setback inspection. • Installer shall provide the manufacturer's installation, operating instructions, and a wfiole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). • MaximumHeight 25 feet. Measured from average elevation of undisturbed soil at comers of extended building rectangle. Subject to field check by building department. • Special inspections have been called for on this project and are noted on the approved construction plans and building pen -nit. It is the owner and/or contractors responsibility to assure that reports are provided to the City on a weekly basis. Be advised — if special inspection reports are not forthcoming. the Building Official may issue a "Stop Work" and no City inspections will be provided until such time as the reporting agency has complied and reports are reviewed and approved by the City. • Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. • in addition to the required pressure/reliefvaKle, an approved listed expansion tank shall be installed on all hot water tanks. Per UPC 608. • Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 • Gas pipe test must be observed by City Building Inspector; affidavits shall not be accepted. • Provide combustion air per IMC Chapter 7 for commercial and multi -family residential installations, and 1RC Chapter 17 for one and two-family dwellings. • Any request for the modification, variance or other administrative deviation (hereinafter "variance") must be specifically called out and identified. Approval of any plat or plan containing provisions which do not comp)` with City code and for which a variance has not been specifically identified, request 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 of7:00amto 6:00pmon weekdays and 10:00amand 6:00pmon Saturdays. excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activites must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • 48 hours notice is required when requesting your FINAL Engineering Inspection. 425-771-0220, ext.1326. INSPECTIONS THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS. SIDEWALKS, DRIVEWAYS; MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) CALL FOR INSPECTIONS BUILDING (425) 771-0220EX71333 FNGINEPRING (425) 771-0220 EXT. 1326 FIRE (425) 771-0215 PUBLIC WORKS 425 771-0235 1 PRF TREATI\ ENT 425 672-5755 RECYCLING 425 2754801 • E-Erosion Control/Mobilization • F-Storm Tight line • E-Infiltration System • E-Footins Drain Connection • &Water Service Line • FrFEngineerine Final 5 or f • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-Slab Insulation • B-First Floor Framing • B-Plumb Rough In • B-Gas Test/Pipe • B-FAerior Sheathing • B-Shear Nailing • B-Height Verification • B-Framing • B-WallInsulation/Caulk • B-Floor Insulation/Caulk • B-Ceiling Insulation/Caulk • B-SheetrockNail • B-Plumbing Final • B-Mechanical Final • B-Building Final EXEMPTION FROM CONTRACTOR REGISTRATION VERIFICATION FORM The undersigned property owner or contractor has applied for a building permit from the City of Edmonds and claims that he/she/it are exempt from providing contractor registration in accordance with the provisions of RCW 18.27. The property owner, by their signature below hereby verifies to the City of Edmonds that: ❑ Value of work under $500.00. The aggregate contract price of labor and materials and all other items required for the project is less than $500.00 and is not part of a larger opertation to be undertaken on the property. The person employed to do this work has not advertised nor otherwise put himself forward to the permittee to be a contractor or qualified to engage in the business of a contract. RCW 18.27.090(9). ❑ Work performed personally on own property. The undersigned verifies that all work done under this permit will be done by the permittee personally on his/her own property and that the improvements constructed on the property are not being undertaken with the intention and purpose of selling the improved property. ❑ Commercial property exemption. The permittee is the owner of commercial property and the owner's own employees will perform all maintenance, repair and alteration work on the property. No work will be done by contract under the permit. RCW 18.27.090(13). ❑ Licensed architect, engineer, electrician or plumber. All work performed under this permit will be performed by an architect, civil or professional engineer, licensed electrician or licensed plumber operating within the scope of his or her license. RCW 18.27.090(14). General Contractor. The owner is the General Contractor for the project and is required to hire a minimum of two licensed subcontractors (unrelated building trades or crafts). The general contractor is responsible to verify all State licenses of subcontractor. RCW 18.27.010 THE UNDERSIGNED PROPERTY OWNER HEREBY VERIFIES THAT ALL INFORMATION PROVIDED ON THIS FORM IS TRUE AND ACCURATE TO THE BEST OF HIS OR HER KNOWLEDGE AND ACKNOWLEDGES THAT IF ANY OF THE INFORMATION PROVIDED ON THIS FORM IS FALSE, HE OR SHE UNDERSTANDS THAT THE BUILDING PERMIT WILL BE IMMEDIATELY REVOKED AND ALL FEES PAID FORFEITED. Dated this day of <)r.T _ , 20 OS PROPERTY OWNER/PERMITTEE WITNESS: RECEIVED NM' 2 3 2005 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS LATEMP\BUILDING\FORMS\exemp contractor regis verif form.doc03/28/01 Owner Plan Check # Q Project Address -T� Date Buildine Valuation & Fees V "! W 13,0a USE AREA VALUE PER SQ. FT VALUATION SFR COM Basement Semi -Finished 69.30 $ In First Floor O I q Sty. f G�� ` - ' � �(�j' f 12.9v-32-W22.00 92.40 3. I $ _hg $ s� $ F-q1 $ T—J $ �� $ �� Sid Floor Opp- Unheated/Storage 92.40 25.00 Deck % 4-6'6 17.00 25.00 Unheated Sunroom TOTAL VALUATION $ ,� Plumbing FEES Base Fee $30 Permit Fee $ � Fixtures x $10 1 q0 Plan Check Fee 3&6 $ W Base Fee $85 State Surcharge $4.50 City Surcharge $15 Total Plumbing $ Investigation Fee ($205 min or double) $ Plumbing $ 36 Mechanical Mechanical $ 1310 Base Fee $30 Grading /Yards e $ IF otal Mechanical $ Total $ Fees Calculated by: Checked by: Planning Fees 1 % Inspection Fee $65 minimum Bond Amount $ $ SEPA $420 up to 5 hours More than 5 hour Charge $ $ Recording fee Base $ + #Pa es $ ADB Administrative Approval $100 Critical Areas $135 $ Other Total $ Fees Calculated by: LATEMPWILDINMHANDOUIVee sheet itemized form. doc06/3 0/05 Microfilmed / Engineering Fees COST X # OF INSPECTIONS Storm Drainage Review SFR >5000 s .ft. $50 $ SFR Inspections $50x $ Commercial/MF Inspections 2.2% (Bond Amount $ $ Right of Way Base $160 + $15 Surcharge QQ&i Right of Way Inspections $50x Street Cut Fee $ Water Meter Fee Size $ Water Connection Fee $ Side Sewer Connection Fee .--i 4 -V&Y 4VZOW04$ Side Sewer Permit Fee ($30 SFR, $100 Com/MF) $ Alley Disruption Fee 111.000.000.344.110.000.000.00 Base $140 Parking Disruption Fee 111.000.000.344.120.000.000.00 Base $140 Sidewalk Disruption Fee 111.000.000.344.130.000.000.00 Base $140 Storm System Dv t. Charge New SFR 412.200.000.379.000.000.000.00 $428 Traffic Mitigation Fee ($840.72 SFR) $ Development Project Peer Review Fee $50 Plus Actual Cost In Lieu Sidewalk Fee LF $ Fee $ $ Other Total $ Fees Calculated by: Fire Fees Plan Review Fee ($50 per hour) Number of Hours $ Inspection Fee $50 x Number of Inspections $ Fire Connection $345 $ Total Fees Calculated by: Miscellaneous Description Department Total $ Total Fees Building $ Planning $ Engineering $ Fire $ Investigation Fee $ Miscellaneous $ , t Review $170 5` Review $170 6` Review $170 Grand Total $ L:ITEMP\BUILDING\3ANDOUT\fee sheet itemized form.doc06/30/05 Microfilmed :s �u PLUMBING FIXTURE COUNT Number Fixture Type a Water Closet (Toilet) 3 Sink (Including laundry sink, bar sink, etc.) ,3 Lavatory (Bathroom sink) Tub/Shower Dishwasher / Clothes Washer `f Hose Bib (Exteror water faucet) Hot Water Tank Expansion Tank (for water heater) Floor Drain Backflow Protection Device Pressure Reduction Valve Grease Trap Water Service Line Drinking Fountain Bidet I Urinal GAS OUTLETS AC Unit Furnace BTU's Water Heater Boiler Dryer Stove/Range/Oven Gas Fireplace/Logs/Insert l Outdoor Barbeque Total Gas Piping Outlets Appliance Location S tt Pr. �t t-A 1,5 T u Qakh )gas I fs- p(0kcHb:-n,! poy- 6+&XlctOA� &eiail 60 70 I . -,/ . )OL I L-1 4 q '01 )(- 4 It 4 / TEMPORARY CONSTRUCTION ENTRANCE KOUIRED - k0c, r- -cf ck I W G- I I stw oy-d Deiw I A 6 cl D K L 5, 5 I?- ) I'Z )� -1, D01,,),,1s;40LA7- To cr,4 + 1'7o slq� (KNERICOPTRIT70 IS FOR EROS10i,! CO,,'i',.*OL Al,.10 CSC 1r,"ONIAGE (A"I I L %)j2,:315 Mwj A0 KCL Ei'\JGINEERING DIVISION =APP V D 4S NOTED (n K�,4 Date: A� Zt, 499A & igWEA inspurrioNs mm. "^"MU, 426-771-6220 EXT 11023 MMNU DhlvtvvAY ALLOWED 14% ALL Ek-10,S)FI) , 6 )-. BE . C"WERED WITH1," 2 DAY.) "GCEPTABLE TIGHXW :6 MATERIAL S D R 35, SCH 40 N -- 1-81012 HANCOF1 RIGHT-OF-WAY CONSTRUCTION PERMIT AND INSPECTION REQUIRED p) 's 10?f- ()A/ GMA' afy COPY - ,Z) IA)(' AbIff'.' A") 1,04U., MAR 19 2013 BUILDING DEpA MY 0 0 F EDMRM,4T Lino Type Area (squarofv� 1. 21 NonAteMilUdd Replaced' z 0. 0 IteffalatLd. .3. New (Post 1.977 Totnl Regultited Imperviat* Area Hifilation -required if in —cps, of200,ff- F 5 jVd(T%I &ran MiiguttJ by Didsting Stamdvw&Lv Mjillagoindnt Sygtom(s) 6. Romdutd Areli XdtYmt Migrated 7. Avan 111,opomed. to bo Mtrdated by LOW linpact0ovologntoilt Tochuftint.g. Y , J pp,L: G r- RES ©'WNERICONTRACTOR IS APDAIJ�AGLC FOR EROSION CONTROL,ND Qt' C + UMPORARY CONSTRU(4•1 ENTRANCE REQUIRED' P OVED Y PLANNING v,A�� I�f� ,, 77. i ' (.If) r �1 • r ILL �✓ r' f i % .t i ' ✓ Ir r�� r �rJ J�, � Jr, J r ,rlar� .......... ENGINEERING DIVISION ARP V D NOT {� Date:Ek 1�, t `>RIGHT-OF-WAY CONSTRUDTION PERMIT, `,"' � AND INSPECTION REQUIRED 9 7-1 o n a 0 G � y C vM Pr'1 m 0 Line 1. 2/ 4. "3. 6. 7. U o u tom. 011 Gai'. • , �G 6� . W. V. A . b �2zl 00 "Lone Corner.,, l�/Fla.� Type N oxt-Regblated Area Replaced New (Post 1977) 4 4 3 4 4 4 4 ruar..rinrrvrK.MitrsYw:awirJra,rw.rvwr.�zr�.�wrhrirrwwri . Total Regulated hapervioug' Area . Mitigation required if in excess of 2000s Utill Area Mitigated by Rxisting Stormwnter Mitnagoinent Systelu(s) Regidate'd Area Not;. Yet Mitigated Area Proposed to be :Miti'gated by .Low Impact Development Techniques •2- Setbacks a iu'srcO Actual Front ,IU Sides Ef' Others a 2� Hei ts— ..�.--• cl,p Viet vfll"j { f p s '`� ©L17 thus �• ! �CaQ S l.fQ20. . Regulated- 3 V _.. / ,? dam ... ._._:_...._. MAR 19 2013 r BUILDIND DEPAR�JMENT "7 Z CITY OF EDMONDS Al£sa -TOTr41- v9 4{ 3 sass 8= 1 -P�/c a 2 A.... D... .—I t..Oms 7'n«l.wi1v...a Group Northwest, Inc. February 6, 2013 Mr. Steve Lovell MR 1EQ 1,Y f FEB 15 2013 s Geotechnical Engineers, Geologists & Environmental Scientists 8312 Talbot Rd. DEVELOPMENT SERVICES Edmonds, Washington 98026 COUNTER Subject: Stormwater Infiltration Evaluation, Lovell Residence Renovation, 8312 Talbot Rd., Edmonds, Washington Dear Mr. Lovell: G-3384 GEO Group Northwest, Inc., has completed its evaluation of the above -subject property located Edmonds, Washington. This report presents our evaluation and recommendations regarding stormwater infiltration associated with the renovation of your residence underway at the site. PROTECT DESCRIPTION We understand that the renovated residence and appurtenant improvements will result in the presence of 6143 square feet of non-exempt impervious area on the site. Stormwater runoff from this area is proposed to be managed by the low -impact development technique of infiltrating it into the site soils by using a gravelless trench system. A site plan for the property is provided in Plate 1- Site Plan. PREVIOUS INVESTIGATION In 2006, Liu & Associates, Inc., completed a geotechnical evaluation of the site, and issued reports of its results dated May 21, 20061, and May 24, 20062. As part of this work, a soil 1 Geotechnical Review and Recommendations, Lowell Residence Renovation, 8312 Talbot Road, Edmonds, Washington (L&A Job No. 6A066). Liu and Associates, Inc., May 21, 2006. 2 Infiltration Trenches, Lowell Residence Renovation, 8312 Talbot Road, Edmonds, Washington (L&A Job No. 6A066. Liu & Associates, Inc., May 24, 2006. 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 Phone 425/649-8757 Fax 425/649-8758 Mr. Steve Lovell G-3384 February 6, 2013 Page 2 infiltration evaluation was performed. During this previous work, eight test pits were excavated at the site, six of which were located in the vicinity of the proposed infiltration area. The test pits were excavated to depths of approximately 7 feet below the ground surface, and geologic logs of the observed conditions were generated. Soils encountered in the test pits were reported to consist of fine-grained, clean sand with little or no gravel. According to the reports, groundwater was not encountered in the test pits. Copies of the test pit logs are presented in Appendix C. GEOLOGIC CONDITIONS According to published geologic mapping of the Edmonds area3, surface soils at the site consist of Quaternary -age glacial till associated with the Vashon Stade of the Fraser Glaciation. These soils typically consist of very compact, unsorted mixtures of silt, sand, gravel, and occasional cobbles or boulders which were directly overridden by the Puget Lobe glacier. The actual soil conditions at the site, however, are not similar to those for glacial till. Poorly graded sandy soils with little to no gravel have been found during investigations at the site, which are discussed below and in the previous geotechnical reports by Liu & Associates. These observed conditions indicate that the surface soils at the site consist of Vashon Stade advance outwash, which commonly underlies the glacial till. SUPPLEMENTAL INVESTIGATION On January 21, 2013, a GEO Group Northwest geologist visually evaluated and logged the soil conditions in two exploratory test pits on site, identified as TP-9 and TP-10, hand excavated by the owner. The test pit locations are indicated in Plate 1- Site Plan. Soils encountered in the test pits typically consisted of a thin, discontinuous layer of duff and topsoil up to approximately 4 inches thick, underlain with weathered sand and lesser slightly silty sand subsoils to depths of approximately 4 to 5 feet. Relatively less weathered sand soils (soil parent materials) were encountered in both test pits below the weathered zone. Groundwater water seepage was encountered at depths of 55 to 6 feet in the test pits. The test pit logs are presented in Appendix A. 3 Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles, Washington. Minard, J.P., USGS Miscellaneous Field Studies Map MF-1541, 1983. GEO Group Northwest, Inc. Mr. Steve Lovell G-3384 February 6, 2013 Page 3 The soils in both test pits were found to have characteristics similar to Indianola Series loamy sand soils as described in the Snohomish County Area, Washington, Soil Survey (USDA, 1983). These soils are occasionally found in areas that have been more generally mapped as Alderwood- Urban Land complex soils, particularly in areas underlain with glacial advance outwash. We collected bulk samples of the relatively unweathered sand soils from both of the test pits. These samples, TH-1 from test pit TP-9 and TH-2 from test pit TP-10, were delivered to a soils testing laboratory for grain -size distribution analysis. The results from the laboratory analysis are provided in Appendix B. SOIL INFILTRATION RATE DETERMINATION Long-term infiltration rates for the sand soils were determined using the USDA Soil Textural Classification Method procedures in the City of Edmonds Stormwater Code Supplement, dated April 2010. The laboratory analysis results were recalculated to ignore the portion of the samples that were retained on a U.S. #10 sieve, per the USDA Soil Textural Triangle classification system. Based on this method, the sand soils present at depths of 5 to 6 feet below ground surface in test pits TP-9 and TP-10, respectively, are classified as sand. The analysis and classification results are summarized in the following table. USDA -Normalized Sieve Analvsis Results Screen Size Cumulative Percent Retained Cumulative Percent Passing Cumulative Percent Retained Cumulative Percent Passing Sample No. TH-1(TP-9) TH-1(TP-9) TH-2 (TP-10) TH-2 (TP-10) #40 21.7 78.3 18.3 83.7 #60 68.7 31.3 47.2 52.8 #100 90.0 10.0 77.2 22.8 #200 96.8 3.2 94.5 5.5 #270 97.9 2.1 95.3 4.7 USDA Classification SAND SAND GEO Group Northwest, Inc. Mr. Steve Lovell February 6, 2013 G-3384 Page 4 The maximum long-term infiltration rate for soils classified as sand is established to be 2 inches per hour, per the City's Stormwater Code Supplement. In the case of these site soils, it is our opinion that additional correction factors. regarding " infiltration system maintenance do not need to be included in the long-term infiltration rate determination, provided that appropriate cleanouts and a debris -interceptor catch basin are incorporated into the infiltration system. Also, uniformity of the soil characteristics is illustrated by the similarity of subsurface soil conditions found in the total of ten test pits that have been excavated at the site. Soils similar to those analyzed for this investigation were found in each of the previously -excavated test pits on the site. Therefore, it is our opinion that the uniformity of the soil characteristics is sufficient to not require a correction factor be applied to the long-term rate. CONCLUSIONS Based upon the results of our investigation, it is our opinion that the less weathered sand soils found below the subsoils in the test pits are suitable for infiltration of stormwater generated by impervious surfaces at the site. These soils ("C" horizon soils) are of the type found below a depth of approximately 4 to 4.5 feet in test pits TP-9 and TP-10. In the previously -excavated test pits, these soils are found at depths ranging between 3 and 4.5 feet, as summarized below. Logs of the previously -excavated test pits are provided in Appendix C. Summary of Elevations of Top of Soils for Infiltration Test Pit Number Approx. Grade (feet) Elevation at Gr Approx. Elevation at top of Sand Soils (feet) Approx. Depth to Suitable Sand Soils (feet) TP-1 106 101.5 4.5 TP-2 106 102 4 TP-3 107 104.5 3.5 TP-4 104 101 3 TP-5 104 101 3 TP-6 103 100 3 TP-9 100 96 4 TP-10 101 96.5 4.5 Note: The grade elevations are interpreted from the survey data on Plate 1. GEO Group Northwest, Inc. Mr. Steve Lovell G-3384 February 6, 2013 Page 5 In our opinion, the groundwater seepage observed at an elevation of approximately 95 feet in test pits TP-9 and TP-10 will not adversely affect the functionality of the proposed stormwater infiltration system, provided that the bottom of the system is at an elevation of at least 96 feet, per the City's design requirements (City of Edmonds Development Information Handout #E72 B). We understand that the planned elevation of the bottom of the gravelless trench system is approximately 100 feet, which will provide adequate separation from the observed seepage. RECOMMENDATIONS Based on the results of our evaluation and the City of Edmonds sizing charts for gravelless trench infiltration systems (City of Edmonds Development Information Handout #E72 B), we / recommend that the gravelless trench system have a length of 86 feet (6,143 ft2 x 1.4% = 86 ft system length). The system should be located at least 5 feet from the property boundaries, and should be buried a minimum of 24 inches if it is located in parking or driveway areas. If the project qualifies for a LID Credit Option of 10 percent reduction in infiltration capacity (as described in the Edmonds Stormwater Supplement), the trench length can be reduced by 10 percent to approximately 77.4 feet. These lengths are based on the system meeting only the minimum City requirements for gravelless trench systems (minimum width of 2.8 feet and minimum storage of 2.6 cuft per lineal foot). If the selected system exceeds these requirements, we it is our opinion that the length of the trench can be adjusted in proportion to the system's exceedance beyond the minimum requirements. LIMITATIONS This report has been prepared for the specific application to this site for the exclusive use of Mr. Steve Lovell and his authorized representatives. Any use of this report by other parties is solely at that party's own risk. We recommend that this report be included in its entirety in the project contract documents for reference during construction. Our findings and recommendations stated herein are based on field observations, our experience and judgment. The recommendations are our professional opinion derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the budget constraint. No warranty is expressed or implied. In the event that soil conditions not anticipated GEO Group Northwest, Inc. Mr. Steve Lovell G-3384 February 6, 2013 Page 6 in this report are encountered during site development, GEO Group Northwest, Inc., should be notified and the above recommendations should be re-evaluated. CLOSING If you have any questions regarding this report, or if we may be of further service, please do not hesitate to contact us. Sincerely, GEO GROUP NORTHWEST, INC. -p 1 � 7 4 005 Keith Johnson `rceA ��o � ed GOo Project Geologist KEITH A. JOHNSON GPM C!y �h of wastii G �' 20114 <v c� �QISTEP� William Chang, PE SS�ONAL �NCa Principal Engineer Attachments: Plate 1 — Site Plan Appendix A - Test Pit Logs and Soil Classification Legend Appendix B — Grain Size Distribution Test Results Appendix C — Logs of Previous Test Pits by Liu & Associates GEO Group Northwest, Inc. r —77 Jo t Cd 148.83' Lf T v H r s O ems. CN d- �` o CA z / TH O _ •, �� -� f �b d E� LLr --�,- LrN\ 0 m TP-9 O GRA EL R1 �r00 •�25 OG'-'• Source: Liu & Associates, Inc., May 21, 2006. Z N 04'51 '0G"W LEGEND HAND -EXCAVATED TEST PIT, JANUARY 2013 TP-9 HAND -EXCAVATED TEST HOLE, MAY 2006 TH-1 APPENDIX A TEST PIT LOGS AND SOIL CLASSIFICATION LEGEND G-3384 GEO Group Northwest, Inc. LEGEND FOR SOIL CLASSIFICATION AND PENETRATION TEST DATA UNIFIED SOIL CLASSIFICATION SYSTEM USCS MAJOR DIVISION GROUP evuorn TYPICAL DESCRIPTION LABORATORY CLASSIFICATION CRITERIA CLEAN GRAVELS GRAVELS (little or no COARSE- (More Than Hall fines) ILINED SOILS Coarse Fraction Is Larger Than No. 4 Sieve) DIRTY GRAVELS (with some fines) SANDS CLEAN SANDS (More Than Hall More Than Had Coarse Fraction Is (little ar no by Weight Larger Smeller Than No. fines) Than No. 200 4 Sieve) Sieve DIRTY SANDS (with some fines) SILTS Uquid Umft (Below A-Une on < 50% Plasticity Chart, Uquid Umft FINE-GRAINED Negligible SOILS Organics) > 50% CLAYS Liquid Umft (Above A-Une on < 50% Plasticity Chart Liquid Limit Negligible Organics) > 50% Less Than Half by Weight Larger Liquid Limit Than No. 200 ORGANIC SILTS < 50% Sieve & CLAYS (Below A-Une on Plasticity Chart) Uquld Limit > 50% HIGHLY ORGANIC SOILS GW WELL GRADED GRAVELS, GRAVEL -SAND MIXTURE, LITTLE OR NO FINES CONTENT OF FINES BELOW POORLY GRADED GRAVELS, AND GRAVEL -SAND 5% GP MIXTURES LITTLE OR NO FINES GM SILTY GRAVELS, GRAVEL -SAND -SILT MIXTURES CONTENT OF FINES EXCEEDS GC CLAYEY GRAVELS, GRAVEL -SAND -CLAY 12% MIXTURES SW WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES CONTENT OF FINES BELOW POORLY POORLY GRADED SANDS, GRAVELLY SANDS, 5% SIX OR NO FINES SM I SILTY SANDS, SAND -SILT MIXTURES INTENT OF FINES EXCEEDSI2% Sc I CLAYEY SANDS, SAND -CLAY MIXTURES ML MH CL CH OL ON PI SOIL PARTICLE SIZE U.S. STANDARD SIEVE FRACTION Passing Retalned Sieve Sieve size (sin ) SILT/CLAY e200 0.075 aA&M FINE N40 0.425 0200 0.075 MEDIUM •10 2.00 #40 0.425 COARSE N4 4.75 #10 2.00 GRAVE FINE 0.75' 19 #4 4.75 COARSE 3' 78 0.7W 19 COBBLES 78 mm to 203 mm BOULDERS > 203 mm ROCK FRAGMENTS > 78 mm ROCK >0.78 cubic meter In volume INORGANIC SILTS, ROCK FLOUR, SANDY SILTS OF SLIGHT PLASTICITY — INORGANIC SILTS, MICACEOUS OR 50 DIATOMACEOUS, FINE SANDY OR SILTY SOIL INORGANIC CLAYS OF LOW PLASTICITY, 40 GRAVELLY, SANDY, OR SILTY CLAYS, CLEAN XX W CLAYS z INORGANIC CLAYS OF HIGH PLASTICITY, FAT �: 30 CLAYS U 520 ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY 5 to - 7— ORGANIC CLAYS OF HIGH PLASTICITY 4- 0A Cu = (D80 / D10) greater than 4 Cc = (D30)2 / (D10 ' 1380) between 1 and 3 CLEAN GRAVELS NOT MEETING ABOVE REQUIREMENTS GM: ATTERBERG LIMITS BELOW 'A' LINE. or P.I. LESS THAN 4 GC: ATTERBERG LIMITS ABOVE'A' UNE. Or P.I. MORE THAN 7 Cu = (D80 / D10) greater than 8 Cc = (D30f / (D10' D80) between 1 and 3 CLEAN SANDS NOT MEETING ABOVE REQUIREMENTS ATTERBERG LIMITS BELOW 'A' LINE with P.I. LESS THAN 4 ATTERBERG LIMITS ABOVE 'A' LINE with P.I. MORE THAN 7 I MAN 1155 a WAVr am W13 0 10 20 30 40 50 80 70 80 g0 too PEAT AND OTHER HIGHLY ORGANIC SOILS LIQUID LIMIT (%) GENERAL GUIDANCE FOR ENGINEERING PROPERTIES OF SOILS, BASED ON STANDARD PENETRATION TEST (SPT) DATA SANDY SOILS SILTY 3 CLAYEY SOILS Urtcmflrred Blow Counts Relative Friction Angle Blow Counts- ount (�u, N Density, % m, degrees Descriptlon N Description tsf 0-4 0 -15 Very Loose 4. 10 15 - 35 28 - 30 Loose 10-30 35 - 85 28.35 Medium Dense 30-50 85.85 35.42 Dense > 50 85 - 100 38 -46 Very Dense < 2 < 0.25 Very soft 2.4 0.25.0.50 Soft 4-8 0.50 - 1.00 Medum Stiff 8. 15 1.00 - 2.00 Stiff 15 - 30 2.00 - 4.00 Very Stiff > 30 > 4.00 Hard Group Northwest, Inc. — Geotechnical Engineers, Geologists, & Environmental Scientists 13240 NE 20th Street, Suite 10 Bellevue, WA 98005 Ph" (425)649.8757 Fax (425) 649-8758 PLATE A3 APPENDIX B G-3384 GRAIN SIZE DISTRIBUTION TEST RESULTS GEO Group Northwest, Inc. n, 0.0 SIEVE ANALYSIS WORKSHEET 2008 WSDOT T27, T11 A.A.R TESTING LABORATORY, INC. P.Q. BOX 2523 REDMOND, WA. 98073.2523 PROJECT: Lovell Residence MATERIAL: Golden Brown Sand PROJECT No. 13-131 LAB ID: 13-011 CLIENT: Geo Group NW SOURCE: Test Hole 1 - West 5- DATE SAMPLED: 1/21/2013 DATE RECEIVED: 1/21/2013 DATE TESTED: 1/23/2013 m n SCREEN SIZE INDIVIDUAL WEIGHT RETAINED CUMULATIVE WEIGHT RETAINED CUMULATIVE PERCENT RETAINER CUMULATIVE PERCENT PASSING 2010 WSDOT SIEVE SPECIFICATIONS #4 0.8 0 100 #10 4.9 1 99 #40 204.7 22 78 #60 636.2 69 31 #100 831.7 90 10 #200 894.1 97 3 #270. 904.8 97.9 2.1 SPECIFICATION REMARKSf- CONFORMANCE NON-CONFORMANCE SCALE M 5s SHAKING METHOD: Mechanical PERFORMED BY: Mike Blackwell CALCULATED BY: Mike Blackwell REVIEWED BY, Mike Blackwell General grading ASTM J S RFPf)RT Wet Seive (#200) Dry Sieve C1�.,-.T�� Washing Sampling ! Splitting ASTM Di 14a T�,jZ / C'f�j,T7 ICHA! is oc onn1 �rcn -----•--- RATORY,INC. ...... n.A. vvMLVrMK.(=Jiiw LABO Lab farm 30 I A.A.R TESTING LABORATORY, INC. P.O. BOX 2523 REDMOND, WA. 98073-2523 PROJECT: MATERIAL: SIEVE ANALYSIS WORKSHEET 2008 WSDOT T27, T11 PROJECT No. 13-131 LAB ID: 13-012 CLIENT: Geo Group NW SOURCE: Test Hole 2 - West W Lovell Residence DATE SAMPLED: 1/21/2013 DATE RECEIVED: 1/21/2,013 Golden Brown Sand & Gravel DATE TESTED: 1/23/2013 m c. SCREEN SIZE MDWMUAL WEIGHT RETAINED. CUMULATIVE WEIGHT RETAINED CUMULATIVE PERCENT RETAINED CUMULATIVE PERCENT PASSING 2010 WSDOT SIEVE SPECIFICATIONS: 2' 0 0 100 1" 39.2 4 96 3/4" 61.3 6 94 3/8" 94.4 10 90 #4 116.2 12 88 #10 148.3 15 85 #40 300.9 31 69 #60 540.8 55 45 #100 790.5 81 19 #200 935.1 95 5 #270 941 96.0 4.0 SPECIFICATION . REMARKS'. CONFORMANCE NON-CONFORMANCE SCALE #: 58 SHAKING METHOD: Mechanical PERFORMED BY: Mike Blackwell CALCULATED BY: Mike Blackwell REVIEWED BY: Mike Blackwell General grading Wet Salve(#200) Ory. Sieve Washing Sampling ! Splf tang ASTM C33 TLAO OcmAn e..' ASTM C117, T11 1 \1/1T nr n ASTM C136, T27 ASTIN D1140 D 75,T2/ C7Q2,T248 - - - - - — - • -- • -- • •- - - LA" . I — # i n� rrra 1 1 MIN f rrMU UAL U►- A.A.It I LS PING LABORATORY, INC. Lab farm 30 Page 1 of 2 Keith Johnson From: <mikeb@aartesting.com> To: "Keith Johnson" <kjohnson@geogroupnw.com> Sent: Monday, January 28, 2013 2:33 PM Subject: Re: Lovell Residence Test Hole #1 = 923.9 g Test Hole #2 = 980.5 g M. Blackwell Quoting Keith Johnson <kjohnson@geo roupnw.com>: > Hi Mike, > Do you have a total weight for the two samples? I need to > renormalize the retained weights/percentages to exclude the part > coarser than #10. > Thanks, > Keith > ----- Original Message ----- From: <mikeb@aartesting.com> > To: <kiohnson@ eogroupnw.com> > Sent: Friday, January 25, 2013 2:14 PM > Subject: Lovell Residence >> Keith, >> Please find sieve reports attached. Regards, >> AAR Testing Laboratory, Inc. >> Michael Blackwell >> Quality Manager >> 425-881-5812 >> mikeb@aartesting.com >> ----- Forwarded message from scanner@aartesting com ----- >> Date: Fri, 25 Jan 2013 10:57:40 -0736 >> From: scanner@aartestin .com >> Reply -To: scanner@aartesting.com >> Subject: Message from KMBT_C220 >> To: mikeb@aartesting.com 1/28/2013 Page 2 of 2 >> ----- End forwarded message 1/28/2013 APPENDIX C G-3384 LOGS OF PREVIOUS TEST PITS BY LIU & ASSOCIATES GEO Group Northwest, Inc. TEST PIT NO. -- Logged By _JSL Date 5/15/_ 2006 _ Depth USCS n CLASS Soil Description lion Dark -brown, loose, organic, slighlly silty fine SANG, with fine roots. I moist (TOPSOIL) SP Brown, medium -dense, fine SAND, trace gravel, few tine r 2 (weathered ADVANCE OUTWASH) Dots, moist :s 4 S SP Light -brown, m -dense to dense, fine SAND, trace gravel, moist ADVANCE OUTWASH) 6 7 e Test pit terminated @ 7 0 0. groundwater not encountered. 9 10 TEST PIT NO. 2 Logged By JSL Date 5/15!_-- Depth USCS R. CLASS OL Dark -brawn, Soil Descri tton Dose. organic, 1 slighlly silt)•, fine SAND, with fine ro,ots moist TOPSOILL_ SP Brown, medium -dense, fine to medium SAND, trace gravel, moist (weathered ADVANCE OUTWASH) 3 4 SP 5 Light -brown to light -gray, medium -dense to dense, One to medium SAND, some ravel, moist (fresh ADVANCE OUTWASH 8 7 8 9 Test pit terminated @ 4.5 fl, groundwater not encountered. 10 LIU & ASSOCIATES, INC. Geotecrinical Engineering Engineering Geology Earth Science Ground El 106.1 Sample yy No % ` Other _--j Test J0/' J Ground EI. 0 �+ ample W Other '� No. % T-1 �I TEST PIT LOGS STEVE LOVELL RESIDENCE 8312 TALBOT ROAD EDMONDS. WASHINGTON JOB tvo. 6A066 _ GATE 5/20/2006 PLATE 3 TEST PIT NO. 3 Logged By. JSL Date 5/15/2006 Depth USCS -- M CLASS Soil Description O 1 Dark -brown, loose, organic. slightly silty. fine SAND, with rool to 1 44-inch diameter moisl TOPSOILi SP 2 Brown, medium -dense, fine to medium SAND, trace gravel. few fine roots. moist (weathered ADVANCE OUTWASH) SP light -brown to light -gray, medium -dense to dense. fine to medium 4 SAND, [race to some gravel, few fine roots. moist (fresh ADVANCE OUTWASH) 5 8 7 a 9 11 Test pit terminated @ 7.0 ft, groundwater not encountered TEST PIT NO. 4 Logged By JSL Date: 5/15/2006 Depth USCS a- CLASS Soil Descrl Lion Sar OL Dark -brown, loose, organic, slightly silty, fine SAND, with fine roots, r 1 moist TOPSOIL_ SP Brown, medium -dense, fine to medium SAND, trace gravel, few fine 2 roots, moist (weathered ADVANCE OUTWASH) 3 4 SP Light •txown to light -gray, medium -dense to dense, fine to medium SAND, some gravel, moist (fresh ADVANCE OUTWASH) 5 6 7 a 9 Test pit terminated @ 6.0 R, groundwater not encountered. 10 LIU & ASSOCIATES, INC. GeOtechnical Engineering Engineering Geology . Earth Science Ground EI 10 1 /+ nriple W Other I No % test Ground EL )014 f W Other TEST PIT LOGS STEVE LOVELL RESIDENCE 8312 TALBOT ROAD EDMONDS, WASHINGTON JOB NO. 6AO66 DATE 5/20/2006 PLATE 4 TEST PIT NO, 5 Lugged BY ESL Date: 5/15/2006 -- Depth usc5 — _ _ n ewss OL "'— Soil Description Dark brown, loos;, t organic, slighllY Silty. fin moist TOP Y e SAND with fine fools (-SOIL) SP _ Brown, medium -dense, fine to medium SAND, tr roace gravel, few fine uts, moist (weathered ADVANCE OUTWASfi) 3 SP 4 Light -brown, um f m•dense to dense, finedi e to rnum ND SA. trace ravel, moist fresh ADVANCE OUTWASH 5 r, 7 Test pit terminated @ 3.5 ft. groundwater not encountered. 8 9 10 TEST PIT NO. g Logged BY JSL Date: 5/15/2006 __--- Depth USCS _ h. CLASS sa OL Darkn -brown, loose, organic, slightly silly, fi ie SAND with fine roots. moist TOPSOIL_ SP Brown to ligh!•bro 2 wn, medium -dense to dense. fine to mm ediuSAND, trace gravel, moist (weathere d ADVANCE OUIWASH) 7 4 5 Test Pit terminated @ 3.0 fl, groundwater not encountered. 6 7 8 9 10 LIU & ASSOCIATES, INC. Geotechnical Engineering . Engineering (',eorogy Earth Science Ground El. impte yy --'— i)(hen No rent /0/J Ground EI. 10 3 + No "Pie w Other % Test _ _1 _ 100, TEST PIT LOGS STEVE LOVELL RESIDENCE 8312 TALBOT ROAD EDMONDS, WASHINGTON JOB NO. 6AO66 _ DATE rzQ PLATE 5 PRICING SHEET PAGE NO. OF PAGES CONTRACTORARCH. 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Is wall ee �n move at top or is wa I restrained by rcofft ss Qro4� a bx TL.Itcw u�• 044� on Inside face. b. ff wall is restrained provide connection design and reinforcing , c, If wall is un-restrained at top, provide detail to allow for wall deflection. �; n � 4, 4 d ap length between vertical bars and dowel bars ade uat = 6 oICaw%• �'� L075. Z5 fa p &Kf- .ed co&A- (Act t i, z 3) � T � (Z S 3 2. Sleet 3 L0 5, a -Foot Basement all reversed from what is indicated in alculations page 2, verify. a. Wall reinforcing appearsAASi ftAZ {�b s'x�� 2 k,�.v� b.�.�•� aol yr 1.�• Sincerely, a�, 4 q WJA, PLLC �y� 7.1kSh�SR•C Architects Engineers 1 (.jp� --rT'—V Land ape hct�IPian c r Ro ert V. Stevens, P-E., S.E. Senior Structural Engineer s�, a w'� Z.� r•- tom' � o �l�t'� port bAiJ ��w� r-�yevr�� ce �s die- ptwteal l c( �5 QreA c.J a S 4A. Acti/A� l� r Q-- r I r8i�s..•.�c'K� �,J4ll u�4S �lo�al-tcJd C4, OFSio` N C-d-ZORATIVE AOG 2 2 DEVELC,TY OF `�.. �so� �s�.iti+.j.�►. T W 4 11 (�i G Avg & 5urr> A rnE• WA 9dl34 T 206.254-2570 F206.254.2671 WJADC_COM WJA - P9 1 CITY C'OPY Dennis M. Bruce,. P.E. APR 11- 6, a00A M.S.C.E., M.B.A. Geotechnical/Civil Engineer RESUB L- °V C-7L L ' 4tsvrto o .�NcEs : � Eaz'�c �r• IeEPoe-r ,� ,� Qv�� . • ' •-rpw c r eq4 GCs AJ . L F(f77 A) AA !A i DczS >< At,171WJ AR E C0 N S t STAP 7- v4tTkk ato-rFCu. T{ �5"CoM M6AAA-Troks., Sysj"Ecr Qto s r `rEr 1 /US Pic-T7coRL5 By -rws 1'AJ4A. �Apt (;p-'k-4'md / -r6.0 A e Ou a \t\J I -rH Kr-yls-ro" e-t U. Atj 3 roc p- =�> .4 s ERrt✓-s or 3 r — 4- 73LDC(e- WA(,t,S #}rf E- �0 �p�OvFA S c11_ I NS J'�C'?'Ib�tJS 73Y 1�.-13P-&E,At: - E-rl�tiJtW6 w/kt L-s AP,wc 30 r-T • �t;Ad�- G) 'PRASSt ucT ��s1eu �Pt~ct�t�s 7 -f L 4(64-r- \'E7Rcol:. t�Y TN�/kT �TROr��t+ WALLS. rTGS A 1� t Ai'�-tt- Am��s 1 �u ? �►ts • $gip *SOIL CU -M S -T'p-DIUG G1' BF)(Cf1vATojh. A1JA 6XjL 6°NT- �oR. TtfE MA�� A'�o 4Q�� C©I��StT S �Qv��u�� 1'�Gft� t CUTS ��P4S�� Ahti-rmNAL Leo-reeiV, bHALE��' So L t; vwu ��vs PEc Trots R�"c�v�.e�� ass 1""zna©o� SOILS • FOUNDATIONS • SITE DEVELOPMENT • INSPEC770N • DRAINAGE • DE9IGN & PERMIT • LEGAL P.O. Box 55502 • Shoreline, WA 98155 • (206) 546-9217 • FAX (206) 546-8442 .. i EDM 07-24 LIU & ASSOCIATES, INC. CITY COPY Geotechnicai Engineering Engineering Geology Earth Science June 12, 2006 Mr. Steve Lovell 8312 Talbot Road Edmonds, WA 98026 Dear Mr. Lovell: Subject: Permanent Precast Concrete Block Walls Lovell Residence Renovation 8312 Talbot Road Edmonds, Washington L&A Job No. 6AO66 INTRODUCTION Temporary cut slopes will be required in the back of the residence for the construction of the proposed addition to the residence. We understand that these temporary cut slopes will be stabilized with tiers of precast concrete block walls constructed with Allan Blocks following the completion of the addition. We also understand that the wall height of each tier is limited to 3 feet by City of Edmonds. DESIGN AND CONSTRUCTION RECOMMENDATIONS Our recommendations for the design and construction of the tiered concrete block walls are shown on Plate 1 attached hereto. Each upper -tier wall should be set back a horizontal distance at least the height of the wall below in order not to exert a surcharge load on the wall below. The backslope behind each wall should be no steeper than 3H:IV. The walls should be founded on firm native soils or compacted structural fill. The base -course blocks of each wall should be embedded at least 6 inches below finish grade and installed on a compacted 8-inch crushed rock base at least 4 inches thick.° E C �/ D 19213 Kenlake Place NE - Kenmore, Washington 98 8_ EECE Phone (425) 483-9134 - Fax (425) 486-2746 June 12, 2006 Mr. Steve Lovell L&A Job No. 6A066 Page 2 A drain line composed of 4-inch rigid, perforated PVC pipes wrapped in non -woven filter fabric should be installed along the base behind the walls. Keyway trenches and the drain lines should be sloped (at 0.5% minimum) to generate flow by gravity. A chimney drain consisting of clean, 5/8-inch crushed rock should be installed against the back of the walls. The chimney drains should be hydraulically connected to the wall drain lines. Structural fill should be used to backfill the walls. Structural fill should consist of clean soils with particles not larger than three inches and should be free of organic and other deleterious substances. Structural fill should have a moisture content within one percent of its optimum moisture content at the time of placement. The optimum moisture content is the water content in the soil that enable the soil to be compacted to the highest dry density for a given compaction effort. The on -site clean sandy soils contain a fair amount of fines and may be used as structural fill if their moisture content can be controlled to close to their optimum moisture content. Imported material for structural fill should be clean, free -draining, granular soils containing no more than 5 percent by weight finer than the No. 200 sieve based on the fraction of the material passing No. 4 sieve, and should have individual particles not greater than four inches. Imported structural fill should be stockpiled and covered separately from the on -site soils. Structural fill should be placed in lifts no more than 10 inches thick in loose state, with each lift compacted to at least 92% of the maximum dry density determined by ASTM D1557 (Modified Proctor Method). The stability of concrete block walls can be enhanced by reinforcing the wall backfill with geogrid mesh. If geogrid mesh is used, the surface of wall backfill over which the geogrid mesh is to be laid should be flat with no bumps or depressions. The geogrid mesh should be stretched tightly in the direction perpendicular to the wall then anchored down along its edges with stakes LIU & ASSOCIATES, INC. June 12, 2006 Mr. Steve Lovell L&A Job No. 6AO66 Page 3 before placing the next lift of backfill over it. The overlaps of geogrid mesh in the direction paralleling the walls should be at least one foot wide, and overlap of geogrid mesh in the direction perpendicular to the walls should not be allowed. The block walls should be designed against local as well as global stability. Each wall should be designed against sliding and overturning failures with a factor of safety of at least 1.7 for static loading and 1.25 against seismic loading of 100-year earthquake event. The factor of safety against global stability should be at least 1.5 for static loading condition and 1.15 for seismic loading condition. Our recommendations for geotechnical parameters for stability analyses and designs of the precast concrete block are as follows: Wall Backfill: Unit Weight = 125 pcf Angle of Internal Friction = 36' Cohesion = 0 psf Native Soils behind Wall Backfill and Foundation Soils: Unit Weight = 130 pcf Angle of Internal Friction = 40' Cohesion = 0 psf STABILITY ANALYSES We have completed analyses of the stability of individual tier of block walls and the global stability of the retained slope, using the above recommended soil parameters. The results of our analyses are presented under INDEX attached to this report. As shown in the stability analyses results, the design of the tier Allan block walls shown on Plate 1 meets the above required factors LIU & ASSOCIATES, INC. June 12, 2006 Mr. Steve Lovell L&A Job No. 6AO66 Page 4 of safety for stability of individual walls as well of global slope under the static and seismic loading conditions. Please call if you have any questions. Attach: Plate 1 Yours very truly, LIU ASSOCIATES, INC. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. APPENDIX Stability Analyses of Allan Block Walls and Global Slope LIU & ASSOCIATES, INC. �L'Ogvs'L SLOpG SrA�(Ll TY XSTABL File: AB2 6-12-06 19:58 ****************************************** * X S T A B L * * * Slope Stability Analysis * using the * Method of Slices * Copyright (C) 1992 - 96 * Interactive Software Designs, Inc. * Moscow, ID 83843, U.S.A. * All Rights Reserved * * * Ver. 5.200 96 - 1295 ****************************************** Problem Description : Static Slope Stability Analysis ----------------------------- SEGMENT ----------------------------- BOUNDARY COORDINATES 13 SURFACE boundary segments Segment x-left y-left x-right y-right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 50.0 80.0 50.0 2 2 80.0 50.0 80.1 53.3 1 3 80.1 53.3 84.0 54.1 1 4 84.0 54.1 85.0 54.1 1 5 85.0 54.1 85.1 57.4 1 6 85.1 57.4 89.1 58.2 1 7 89.1 58.2 90.1 58.2 1 8 90.1 58.2 90.2 61.5 1 9 90.2 61.5 94.2 62.3 1 10 94.2 62.3 95.2 62.3 1 11 95.2 62.3 95.3 65.6 1 12 95.3 65.6 99.3 66.4 1 13 99.3 66.4 180.0 67.0 2 4 SUBSURFACE boundary segments Segment x-left y-left x-right y-right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 80.0 50.0 90.0 50.0 2 2 90.0 50.0 95.0 61.3 2 3 95.0 61.3 98.6 61.3 2 4 98.6 61.3 99.3 66.4 2 %i 0 a/ b -------------------------- ISOTROPIC Soil Parameters -------------------------- 2 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 125.0 130.0 .0 36.00 .000 .0 1 2 130.0 135.0 .0 40.00 .000 .0 1 A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 400 trial surfaces will be generated and analyzed. 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = .0 ft and x = 65.0 ft Each surface terminates between x = 105.0 ft and x = 175.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft 6.0 ft line segments define each trial failure surface. -------------------- ANGULAR RESTRICTIONS -------------------- The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit -45.0 degrees Upper angular limit (slope angle - 5.0) degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * * * The most critical circular failure surface is specified by 11 coordinate points Point x-surf y-surf No. (ft) (ft) 1 58.16 50.00 2 64.07 48.99 3 70.06 48.65 4 76.05 48.98 5 81.97 49.97 6 87.74 51.61 7 93.29 53.89 8 98.56 56.77 9 103.47 60.21 10 107.96 64.19 11 110.04 66.48 **** Simplified BISHOP FOS = 1.837 **** The following is a summary of the TEN most critical surfaces Problem Description : Static Slope Stability Analysis FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x-coord Moment (ft) (ft) (ft) (ft) (ft) (ft-lb) 1. 1.837 70.14 102.47 53.82 58.16 110.04 1.070E+06 2. 2.108 79.20 80.48 33.63 65.00 109.68 1.099E+06 3. 2.113 67.47 107.69 59.91 51.32 110.90 1.457E+06 4. 2.204 64.31 101.15 53.72 47.89 105.21 9.560E+05 5. 2.432 67.75 109.65 62.87 47.89 113.44 2.138E+06 6. 2.512 81.67 71.36 27.10 65.00 108.20 1.216E+06 7. 2.532 75.20 88.11 43.25 54.74 112.63 2.015E+06 8. 2.781 74.88 76.08 32.95 54.74 106.25 1.552E+06 9. 2.841 84.89 89.19 43.95 65.00 122.56 2.735E+06 10. 2.861 83.84 70.60 27.91 65.00 111.42 .1.656E+06 * * * END OF FILE * * * 125 100 a 75 a� 25 0 Static Slope Stability Analysis 10 most critical surfaces, MINIMUM BISHOP FOS = 1.837 0 25 50 75 100 125 150 175 200 X—AXIS (feet) XSTABL File: ABE2 6-12-06 19:55 ****************************************** * X S T A B L * * * Slope Stability Analysis * using the * Method of Slices * * * Copyright (C) 1992 - 96 * Interactive Software Designs, Inc. * Moscow, ID 83843, U.S.A. * * * All Rights Reserved * * * Ver. 5.200 96 - 1295 ****************************************** Problem Description : Seismic Slope Stability Analysis ----------------------------- SEGMENT BOUNDARY COORDINATES ----------------------------- 13 SURFACE boundary segments Segment x-left y-left x-right y-right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 .0 50.0 80.0 50.0 2 2 80.0 50.0 80.1 53.3 1 3 80.1 53.3 84.0 54.1 1 4 84.0 54.1 85.0 54.1 1 5 85.0 54.1 85.1 57.4 1 6 85.1 57.4 89.1 58.2 1 7 89.1 58.2, 90.1 58.2 1 8 90.1 58.2 90.2 61.5 1 9 90.2 61.5 94.2 62.3 1 10 94.2 62.3 95.2 62.3 1 11 95.2 62.3 95.3 65.6 1 12 95.3 65.6 99.3 66.4 1 13 99.3 66.4 180.0 67.0 2 4 SUBSURFACE boundary segments Segment x-left y-left x-right y-right Soil Unit No. (ft) (ft) (ft) (ft) Below Segment 1 80.0 50.0 90.0 50.0 2 2 90.0 50.0 95.0 61.3 2 3 95.0 61.3 98.6 61.3 2 4 98.6 61.3 99.3 66.4 2 6/2 0 -------------------------- ISOTROPIC Soil Parameters -------------------------- 2 Soil unit(s) specified Soil Unit Weight Cohesion Friction Pore Pressure Water Unit Moist Sat. Intercept Angle Parameter Constant Surface No. (pcf) (pcf) (psf) (deg) Ru (psf) No. 1 125.0 130.0 .0 36.00 .000 .0 1 2 130.0 135.0 .0 40.00 .000 .0 1 A horizontal earthquake loading coefficient of .200 has been assigned A vertical earthquake loading coefficient of .000 has been assigned A critical failure surface searching method, using a random technique for generating CIRCULAR surfaces has been specified. 400 trial surfaces will be generated and analyzed. 20 Surfaces initiate from each of 20 points equally spaced along the ground surface between x = .0 ft and x = 65.0 ft Each surface terminates between x = 105.0 ft and x = 175.0 ft Unless further limitations were imposed, the minimum elevation at which a surface extends is y = .0 ft 6.0 ft line segments define each trial failure surface. --------------------- ANGULAR RESTRICTIONS --------------------- The first segment of each failure surface will be inclined within the angular range defined by : Lower angular limit :_ -45.0 degrees Upper angular limit := (slope angle - 5.0) degrees Factors of safety have been calculated by the * * * * * SIMPLIFIED BISHOP METHOD * * * The most critical circular failure surface is specified by 11 coordinate points Point x-surf y-surf No. (ft) (ft) 1 58.16 50.00 2 64.07 48.99 3 70.06 48.65 4 76.05 48.98 5 81.97 49.97 6 87.74 51.61 7 93.29 53.89 8 98.56 56.77 9 103.47 60.21 10 107.96 64.19 11 110.04 66.48 **** Simplified BISHOP FOS = 1.207 **** The following is a summary of the TEN most critical surfaces Problem Description : Seismic Slope Stability Analysis FOS Circle Center Radius Initial Terminal Resisting (BISHOP) x-coord y-coord x-coord x-coord Moment (ft) (ft) (ft) (ft)- (ft) (ft-lb) 1. 1.207 70.14 102.47 53.82 58.16 110.04 9.847E+05 2. 1.351 67.47 107.69 59.91 51.32 110.90 1.357E+06 3. 1.405 64.31 101.15 53.72 .47.89 105.21 8.961E+05 4. 1.439 79.20 80.48 33.63 65.00 109.68 1.030E+06 5. 1.515 67.75 109.65 62.87 47.89 113.44 2.011E+06 6. 1.638 75.20 88.1.1 43.25 54.74 112.63 1.909E+06 a 7. 1.672 73.52 140.36 92.29 54.74 129.00 .4.374E+06 8. 1.722 71.73 152.78 104.79 51.32 131.39 5.275E+06 9. 1.724 81.17 113.39 66.35 61.58 128.21 3.689E+06 10. 1.745 83.92 101.48 54.85 65.00 126.17 3.091E+06 * * * END OF FILE * * * ��l 100 a 75 a� 0 X Q 50 I 25 0 Seismic Slope Stability Analysis 10 most critical surfaces, MINIMUM BISHOP FOS = 1.207 0 25 50 75 100 125 150 175 200 X—AXIS (feet) SRWall (ver 3.22 April 2002) LN U000630112 Licensed to: Joseph Wu Pioneer Engineering 711 N 104th Street Seattle WA 98133 License Number: U000630112 Page 1 9'/z o Project Identification: Project Name: Lovell Residence Renovation Section: Data Sheet: Owner: Steve Lovell Client: Prepared by: jw Date: June 12 2006 Time: 11:15:43 AM Data file: c:\documents and settings\joseph wu\my documents\my files\pei projects\projects\geotech\2006 files\g618 slope stability analyses - allen block walls\abe Type of Structure: Geosynthetic-Reinforced Segmental Retaining Wall Design Methodology: NCMA Method A Seismic Analysis Details: Peak Ground Acceleration (PGA) ratio 0..20 Wall Geometry: Design Wall Height (ft) 3.82_ Embedment Wall Height (ft) 0.5 Exposed Design Wall Height (ft) 3.32 Minimum Levelling Pad Thickness (ft) 0.5 Number of Segmental Wall Units 6 Hinge Height (ft) 3.82 Wall Inclination (degrees) 3.0 ' SRWall (ver 3.22 April 2002) LN U000630112 Slopes: Front Slope (degrees) 14.0 Back Slope (degrees) 14.0 Distance to Broken Back (ft) 4.0 Equivalent Back Slope (degrees) 7.45 Uniformly Distributed Surcharges: Live Load Surcharge Dead Load Surcharge Soil Data: Soil Description: Reinforced Soil Sand Retained Soil Sand Levelling Pad Soil Gravel Foundation Soil Sand Segmental Unit Name: Allan Block Segmental Unit Data: Cap Height (in) none Unit Height (Hu)(in) 7.63 Unit Width (Wu)(in) 11.64 Unit Length (in) 17.63 Setback (in) 0.4 Weight (infilled) (lbs) 123.0 Unit Weight (infilled) (pcf) 135.7 Center of Gravity (in) 5.82 Segmental Unit Interface Shear Data: none none Page 2 Friction Cohesion Angle Unit Weight (psf) (degrees) (pcf) N/A 36.0 125.0 N/A 40.0 130.0 N/A 42.0 125.0 0.0 40.0 130.0 Properties Ultimate Strength Criteria Service State Criteria Minimum (lbs/ft) 1919.0 1919.0 Friction Angle (degrees) 25.6 25.6 Maximum (lbs/ft) 2876.0 2876.0 Geosynthetic Reinforcement TvDes and Number: Type Number Name 1 0 Raugrid 2/3 2 3 Raugrid 4/2 3 0 Raugrid 6/3 SRWall (ver 3.22 April 2002) LN U000630112 Geosynthetics Properties: Strength and Polymer Type: Ultimate Strength (lbs/ft) Page 3 112� Type 1 Type 2 Type 3 1884.0 2918.0 3994.0 polyester polyester polyester Reduction Factors: Type 1 Type 2 Type 3 Creep (=1.00 for seismic analysis) 1.00 1.00 1.00 Durability 1.15 1.15 1.15 Installation Damage 1.10 1.10 1.10 Overall Factor of Safety 1.50 1.50 1.50 (Dynamic) Allowable Strength: Type 1 Type 2 Type 3 Ta (lbs/ft) 992.89 1537.81 2104.87 Coefficient of Interaction: Type 1 Type 2 Type 3 Ci 0.8 0.8 0.8 Coefficient of Direct Sliding: Type 1 Type 2 Type 3 Cds 0.85 0.85 0.85 Connection Strength: Type 1 Type 2 Type 3 Ultimate Strength Criterion: Minimum (lbs/ft) 340.0 830.0 1709.0 Friction Angle (degrees) 24.0 29.0 11.0 Maximum (lbs/ft) 638.0 1390.0 2050.0 Service State Criterion: Minimum (lbs/ft) 340.0 620.0 304.0 Friction Angle (degrees) 24.0 16.0 11.0 Maximum (lbs/ft) 638.0 950.0 .750.0 Geosynthetic-Segmental Retainina Wall Unit Interface Shear Strength: Type 1 Type 2 Type 3 Ultimate Strength Criterion: Minimum (lbs/ft) 1919.0 1919.0 1919.0 Friction Angle (degrees) 25.6 25.6 25.6 Maximum (lbs/ft) 2876.0 2876.0 2876.0 Service State Criterion: Minimum (lbs/ft) 1919.0 1919.0 1919.0 Friction Angle (degrees) 25.6 25.6 25.6 Maximum (lbs/ft) 2876.0 2876.0 2876.0 • SRWall (ver 3.22 April 2002) LN 0000630112 Page 4 Coefficients of Earth Pressure and Failure Plane Orientations: Seismic Coefficent W int)) 0.25 Seismic Coefficent W ext)) 0.1 Reinforced Soil (static) (Ka) 0.253 Reinforced Soil (static) (Ka horizontal component) 0.236 Reinforced Soil (static + dynamic) (Kae) 0.536 Reinforced Soil (static + dynamic) (Kaeh horizontal component) 0.5 Orientation of failure plane from horizontal (degrees) 55.71 Retained Soil (static) (Ka) 0.196 Retained Soil (static) (Kah horizontal component) 0.17 Retained Soil (static + dynamic) (Kae) 0.26 Retained Soil (static + dynamic) (Kaeh horizontal component) 0.227 Orientation of failure plane from horizontal (degrees) 54.18 Results of External Stability (Seismic) Analyses: Calculated Design Criteria FOS Sliding 2.84 1.25 OK FOS Overturning 3.13 1.25 OK FOS Bearing Capacity 25.07 2.0 OK Base Reinforcement Length (L) (ft) 2.5 2.29 OK Base Eccentricity (e)(ft) 0.33 N/A Base Eccentricity Ratio (e/L-2e) 0.18 N/A Base Reinforcement Ratio (L/H). 0.65 0.6 OK Note: calculated values MEET ALL design criteria Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) 325.1 Total Vertical Force (lbs/ft) 1269.7 Sliding Resistance (lbs/ft) 922.5 Driving Moment (ibs-ft/ft) 544.0 Resisting Moment (lbs-ft/ft) 1700.1 Bearing Capacity (psf) 17276.5 Maximum Bearing Pressure (psf) 689.1 Results of Internal Stability (Seismic) Analyses: SRW Geosyn Elev Length Anchor FOS FOS FOS Layer Unit . Type (ft) (ft) Length Over- Pullout Sliding Spacing # (ft) stress (ft) > 1.0 > 1.25 > 1.25 > 1.25 < 3.0 6 2 3.19 4.5 1.53 8.63 1.65 50.76 OK 4 2 1.91 3.5 1.33 7.94 2.35 17.58 OK 2 2 0.64 2.5 1.13 7.35 2.66 9.99 OK Note: calculated values MEET ALL design criteria Note: Seismic analysis may not.give the lowest factors of safety for FOS against reinforcement over -stress in internal stabilty calculations. Be sure to check current design using static analysis option. SRWall (ver 3.22 April 2002) Page 5 LN U000630112 NO Detailed Results of Internal Stability Analyses: SRW Geosyn Elev Allowable Tensile Pullout Sliding Sliding Unit Type (ft) Strength Load Capacity Force Capacity # (lbs/ft) (lbs/ft) (lbs/ft) (lbs/ft) (lbs/ft) 6 4 2 2 2 2 3.18 1.91 0.64 1537.8 1537.8 1537.8 178.2 193.7 209.2 294.4 455.0 555.9 40.5 2057.5 130.1 2280.0 252.0 2518.4 Results of Facing Stability (Seismic) Analyses: SRW Heel Geosynthetic FOS FOS Shear FOS Connection Unit Elev Type Over- Shear (deformation) Connection (deformation) # (ft) turning (peak) (peak) > 1.25 > 1.25 < 0.02 x Hu > 1.25 < 0.75 in 6 3.18 2 1.48 22.5 OK 4.92 OK 5 2.54 none 5.75 - - - - 4 1.91 2 4.89 21.54 OK 5.0 OK 3 1.27 none 5.37 - - - - 2 0.64 2 5.07 20.73 OK 5.08 OK 1 0.0 none 5.26 - - - - Note: calculated values MEET ALL design criteria Detailed Results of Facing Stability Analyses (Moment and Shear): SRW Heel Geo Drive Resist Shear Shear Shear Unit Elev Type Moment Moment Load Capacity Capacity # (ft) (lbs-ft/ft) (Zbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft) +out -in (peak) (deformation) fi 3.18 2 27.5 40.6 87.1 1959.1 1959.1 5 2.54 none 111.5 641.2 -0.2 1999.2 1999.2 4 1.91 2 254.7 1244.7 94.7 2039.3 2039.3 3 1.27 none 459.3 2467.2 -0.3 2079.4 2079.4 2 0.64 2 728.0 3692.5 102.2 2119.6 2119.6 1 0.0 none 1063.1 5595.8 -0.5 2159.7 2159.7 Detailed Results of Facing Stability Analyses (Connections): SRW Heel Geo Connection Connection Connection Unit Elev Type Load Capacity Capacity # (ft) (lbs/ft) (peak) (deformation) (Zbs/ft) (lbs/ft) 6 3.18 2 178.2 876.4 644.0 4 1.91 2 193.7 969.2 692.0 2 0.64 2 209.2 1062.0 740.0 SRWall (ver 3.22 April 2002) LN 0000630112 4.0 ft 3.0 degrees -0.5 ft �e 2.5 ft ®1 Project Identification: Project Name: Lovell Residence Renovation Section: Data Sheet: Page 6 ILI /o Owner: Steve Lovell Client: Prepared by:jw Date: June 12 2006 Time: 11:15:43 AM Data file: c:\documents and settings\joseph wu\my documents\my files\pei projects\projects\geotech\2006 files\g618 slope stability analyses - allen block walls\abe SRWall (ver 3.22 April 2002) LN U000630112 Page 1 �zo Licensed to: Joseph Wu Pioneer Engineering 711 N 104th Street Seattle WA 98133 License Number: U000630112 Project identification: Project Name: Lovell Residence Renovation Section: Data Sheet: Owner: Steve Lovell Client: Prepared by: jw Date: June 12 2006 Time: 11:19:51 AM Data file: c:\documents and settings\joseph wu\my documents\my files\pei projects\projects\geotech\2006 files\g618 slope stability analyses - allen block walls\ab Type of Structure: Design Methodology: Geosynthetic-Reinforced Segmental Retaining Wall NCMA Method A Seismic Analysis Details: Peak Ground Acceleration (PGA) ratio 0.00 Wall Geometr Design Wall Height (ft) 3.82 Embedment Wall Height (ft) 0.5 Exposed Design Wall Height (ft) 3.32 Minimum Levelling Pad Thickness (ft) 0.5 Number of Segmental Wall Units 6 Hinge Height (ft) 3.81 Wall Inclination (degrees) 3.0 SRWall (ver 3.22 April 2002) LN 00006.30112 Slopes: Front Slope (degrees) 14.0 Back Slope (degrees) 14.0 Distance to Broken Back (ft) 4.0 Equivalent Back Slope (degrees) 7.45 Uniformly Distributed Surcharges: Live Load Surcharge none Dead Load Surcharge none Soil Data: Soil Description: Reinforced Soil Sand Retained Soil Sand Levelling Pad Soil Gravel Foundation Soil Sand Segmental Unit Name: Allan Block Segmental Unit Data: Page 2 I6 �0 Friction Cohesion Angle Unit Weight (psf) (degrees) (pcf) N/A 36.0 125.0 N/A 40.0 130.0 N/A 42.0 125.0 0.0 40.0 130.0 Cap Height (in) none Unit Height (Hu)(in) 7.63 Unit Width (Wu)(in) 11.64 Unit Length (in) 17.63 Setback (in) 0.4 Weight (infilled) (lbs) 123.0 Unit Weight (infilled) (pcf) 135.7 Center of Gravity (in) 5.82 Segmental Unit Interface Shear Data: Properties Ultimate Strength Criteria Service State Criteria Minimum (lbs/ft) 1919.0 1919.0 Friction Angle (degrees! 25.6 25.6 Maximum (lbs/ft) 2876.0 2876.0 Geosynthetic Reinforcement Tvpes and Number: Type Number Name 1 0 Raugrid 2/3 2 3 Raugrid 4/2 3 0 Raugrid 6/3 SRWall (ver 3.22 April 2002) LN 0000630112 Geosynthetics Properties: Strength and Polymer Type: Ultimate Strength (lbs/ft) Polymer Type Reduction Factors: Creep Durability Installation Damage Overall Factor of Safety Allowable Strength: Ta (lbs/ft) Coefficient of Interaction. Ci Page 3 l � /0 Type 1 Type 2 Type 3 1884.0 2918.0 3994.0 polyester polyester polyester Type 1 Type 2 Type 3 1.52 1.52 1.52 1.15 1.15 1.15 1.10 1.10 1.10 1.50 1.50 1.50 Type 1 Type 2 653.21 1011.72 Type 1 Type 2 0.8 0.8 Coefficient of Direct Sliding: Type 1 Type 2 Cds 0.85 0.85 Type 3 1384.79 Type 3 0.8 Type 3 0.85 Connection Strength_ Type 1 Type 2 Type 3 Ultimate Strength Criterion: Minimum (lbs/ft) 340.0 830.0 1709.0 Friction Angle (degrees) 24.0 29.0 11.0 Maximum (lbs/ft) 638.0 1390.0 2050.0 Service State Criterion: Minimum (lbs/ft) 340.0 620.0 304.0 Friction Angle (degrees) 24.0 16.0 11.0 Maximum (lbs/ft) 638.0 950.0 750.0 Geosynthetic-Segmental Retaining Wall Unit Interface Shear Strength: Type 1 Type 2 Type 3 Ultimate Strength Criterion: Minimum (lbs/ft) 1919.0 1919.0 1919.0 Friction Angle (degrees) 25.6 25.6 25.6 Maximum (lbs/ft) 2876.0 2876.0 2876.0 Service State Criterion: Minimum (lbs/ft) 1919.0 1919.0 1919.0 Friction Angle (degrees) 25.6 25.6 25.6 Maximum (lbs/ft) 2876.0 2876.0 2876.0 SRWall (ver 3.22 April 2002) LN U000630112 Coefficients of Earth Pressure and Failure Plane Orientations: Reinforced Soil (Ka) Reinforced Soil (Ka horizontal component) Orientation of failure plane from horizontal (degrees) Retained Soil (Ka) Retained Soil (Ka horizontal component) Orientation of failure plane from horizontal (degrees) Results of External Stabilitv Analyses: 0.253 0.236 55.71 0.196 0.17 59.23 Page 4 /D Calculated Design Criteria FOS Sliding 4.7 1.7 OK FOS Overturning 6.17 1.7 OK FOS Bearing Capacity 35.57 2.0 OK Base Reinforcement Length (L) (ft) 2.5 2.29 OK Base Eccentricity (e)(ft) 0.13 N/A Base Eccentricity Ratio (e/L-2e) 0.06 N/A Base Reinforcement Ratio (L/H) 0.65 0.6 OK Note: calculated values MEET ALL design criteria Detailed Results of External Stability Analyses: Calculated Values: Total Horizontal Force (lbs/ft) 196.4 Total Vertical Force (lbs/ft) 1269.7 Sliding Resistance (lbs/ft) 922.5 Driving Moment (lbs-ft/ft) 275.6 Resisting Moment (lbs-ft/ft) 1700.1 Bearing Capacity (psf) 20130.1 Maximum Bearing Pressure (psf) 565.9 Results of Internal Stabilitv Analvses: SRW Geosyn Elev Length Anchor FOS FOS FOS Layer Unit Type (ft) (ft) Length Over- Pullout Sliding Spacing # (ft) stress (ft) > 1.0 > 1.0 > 1.7 > 1.7 < 3.0 6 2 3.18 4.5 1.53 42.5 12.36 >99 OK 4 2 1.91 3.5 1.33 14.17 6.37 38.95 OK 2 2 0.64 2.5 1.13 8.5 4.67 17.79 OK Note: calculated values MEET ALL design criteria Detailed Results of Internal Stability Analyses: SRW Geosyn E1ev Allowable Tensile Pullout Sliding Sliding Unit Type (ft) Strength Load Capacity Force Capacity # (Zbs/ft) (lbs/ft) (lbs/ft) (Zbs/ft) (lbs/ft) 6 2 3.18 1011.7 23.8 294.4 11.8 2057.5 4 2 1.91 1011.7 71.4 455.0 58.7 2288.0 2 2 0.64 1011.7 119.0 555.9 141.6 2518.4 $,SRWal1 (ver 3.22 April 2002) Page 5 LN U000630112 Ia Results of Facina Stabilitv Analvses: SRW Heel Geosynthetic FOS FOS Shear FOS Connection Unit Elev Type Over- Shear (deformation) Connection (deformation) # (ft) turning (peak) (peak) > 1.7 > 1.7 < 0.02 x Hu > 1.7 < 0.75 in 6 3.18 2 32.19 >99 OK 36.81 OK 5 2.54 none 63.54 - - - - 4 1.91 2 36.54 68.53 OK 13.57 OK 3 1.27 none 30.56 - - - 2 0.64 2 23.42 39.57 OK 8.92 OK 1 0.0 none 20.42 - - - - Note: calculated values MEET ALL design criteria Detailed Results of Facing Stability Analyses (Moment and Shear): SRW Heel Geo Drive Resist Shear Shear Shear Unit Elev Type Moment Moment Load Capacity Capacity # (ft) (lbs-ftlft) (lbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft) +out -in (peak) (deformation) 6 3.18 2 1.3 40.6 6.0 1959.1 1959.1 5 2.54 none 10.1 641.3 0.0 1999.2 1999.2 4 1.91 2 34.1 1244.7 29.8 2039.3 2039.3 3 1.27 none 80.7 2467.2 0.0 2079.4 2079.4 2 0.64 2 157.7 3692.5 53.6 2119.6 2119.6 1 0.0 none 272.5 5563.8 0.0 2159.7 2159.7 Detailed Results of Facinq Stability Analyses (Connections): SRW Heel Geo Connection Connection Connection Unit Elev Type Load Capacity Capacity # (ft) (lbs/ft) (peak) (deformation) (1bs/ft) (lbs/ft) 6 3.18 2 23.8 876.4 644.0 4 1.91 2 71.4 969.2 692.0 2 0.64 2 119.0 1062.0 740.0 e 7 � SRWall (ver 3.22 April 2002) LN U000630112 4.0 ft 3.0 degrees it -0.5 ft La 2.5 ft Project Identification: Project Name: Lovell Residence Renovation Section: Data Sheet: Owner: Steve Lovell Client: Prepared by:jw Date: June 12 2006 Time: 11:19:51 AM Page 6 20/ 1'20 Data file: c:\documents and settings\joseph wu\my documents\my files\pei projects\projects\geotech\2006 files\g618 slope stability analyses - allen block walls\ab i EDM 07-24 LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth science May 21, 2006 Mr. Steve Lovell 8312 Talbot Road Edmonds, WA 98026 Dear Mr. Lovell: Subject: Geotechnical Review and Recommendations Lovell Residence Renovation 8312 Talbot Road Edmonds, Washington L&A Job No. 6AO66 INTRODUCTION You have retained Liu & Associates, Inc. as the geotechnical engineer of record for the subject project. For us to perform a geotechnical review of this project, you provided us with a copy of the report titled "Geotechnical Evaluation — Foundation Recommendations, Proposed House Addition and Rear Yard Grading Project, 8312 Talbot Road, Edmonds, Washington," dated September 23, 2005, prepared by Dennis M. Bruce. The purpose of this review is to provide geotechnical recommendations for the following specifics of this project: 1. Temporary cut slopes in the back of the house for the construction of the proposed addition to the house and the grading of the new driveway. 2. Recommendations for geotechnical parameters for the design of basement walls of the addition which will also serve as retaining walls to support cut banks and backfill. 3. Design recommendations for segmental precast concrete block walls. 4. Design recommendations for infiltration trenches to dispose stormwa over impervious surfaces of the residence. D 19213 Kenlake Place NE - Kenmore, Washington 981128 EECE Phone (425) 483-9134 - Fax (425) 486-2746 -- May 21, 2006 Steve Lovell Residence Renovation L&A Job No. 6AO66 Page 2 To achieve the above purpose, you hand -dug 8 test holes to explore the subsurface conditions of the residence site in the front yard area where infiltration trenches are proposed and in the back yard where the addition and the new driveway is proposed. We have examined the test holes and prepared soil logs for these holes. Presented in this report are our findings of the subsurface conditions and our geotechnical recommendations for the specifics outlined above. GEOLOGIC AND SOIL CONDITIONS GEOLOGIC SETTING The Geologic Map of the Eastern Half and Part of the Western Half Quadrangles Washington, by James P. Minard, published by U. S. Geological Survey in 1983, was referenced for the geologic and soil conditions of the lot. According to this publication, the surficial soil units at and in the vicinity of the lot are mapped as Vashon Till (Qvo underlain by Advance Outwash (Qva). The Vashon till soil unit shown on the above -referenced geologic was, however, not encountered by the test holes dug on the residence site. Rather, the surficial soil unit encountered by the test holes on the site appears to be an advance outwash deposit normally underlying the Vashon till. The geology of the Puget Sound Lowland has been modified by the advance and retreat of several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced to the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation, which has occurred during the later stages of the Pleistocene Epoch and retreated from the region some 14,500 years ago. LIU & ASSOCIATES, INC. May 21, 2006 Steve Lovell Residence Renovation L&A Job No. 6A066 Page 3 The advance outwash soil unit is composed of stratified sand and gravel with minor amounts of silt and clay, deposited by the meltwater of advancing glacial ice. Due to its generally granular composition, the advance outwash is of moderately high permeability and generally drains well. The advance outwash is glacially overridden and is generally dense to very dense in its natural, undisturbed state, except the top 3 to 5 feet where exposed on slopes may be eroded and weathered to a loose to medium -dense state. The advance outwash deposits can stand in steep cuts or natural slopes for extended period of time when undisturbed. Where exposed on slopes of poor vegetation cover and subjected to storm runoff, the advance outwash deposits can be gradually eroded and may slough to a flatter inclination. The advance outwash deposits in their native, undisturbed state can provide very good foundation support with little settlement expected for light to moderate residential structures. SOIL CONDITIONS Subsurface conditions of the residence site were explored with 8 hand -dug test holes, excavated on May 15, 2006, to depths from 2.9 to 7.0 feet. The approximate locations of the test holes are shown on Plate 1 - Site and Exploration Location Plan. The test holes were located with either a tape measure or by visual reference to existing topographic features in the field and on the site plan, and their locations should be considered only accurate to the measuring method used. A geotechnical engineer from our office examined the soil and geologic conditions encountered by and completed the logs of test holes. Soil samples obtained from each soil unit in the test holes were visually classified in general accordance with United Soil Classification System, a copy of which is presented on Plate 2. Detailed descriptions of soil units encountered during site exploration are presented in the test hole logs on Plates 3 through 6. LIU & ASSOCIATES, INC. i May 21, 2006 Steve Lovell Residence Renovation L&A Job No. 6AO66 Page 4 The test holes revealed that the site is mantled by a layer of loose, organic topsoil, from 5 to 10 inches thick. The topsoil is generally underlain by a layer of weathered advance outwash soils of brown to light -brown, medium -dense, fine to medium sand with a trace of gravel, from 2.5 to 4.0 feet thick, except in Test Holes 7 and 8 dug in the backyard where the layer of weathered advance outwash soils was not encountered. The nearly level backyard appears to be the result of cutting into the hillside during grading for the construction of the residence with the surficial weathered advance outwash soils in this area removed. Underlying this layer of weathered advance outwash soils in the front yard and the topsoil in the back yard to the depths explored is a light -brown to light -gray fresh advance outwash deposit of dense, clean, fine to medium sand with a trace to some gravel. This fresh advance outwash deposit becomes very dense with increasing depth. GROUNDWATER CONDITION Groundwater was not encountered in any of the test holes excavated on the site. The advance outwash deposit underlying the site is of moderately high permeability, and would allow stormwater to seep through easily. Stormwater infiltrating into the advance outwash deposits would perch and accumulate over an underlying impervious transitional beds deposit of fine sandy silt to clayey silt at greater depth. This transitional beds deposit is not exposed within the residence site. Therefore, groundwater over the transitional beds deposits should have no impact on the proposed renovation work of the residence. GEOTECHNICAL REVIEW AND MODIFIED RECOMMENDATIONS We have reviewed the 9/23/2005 Bruce geotechnical report, and are in general agreement with the geotechnical recommendations in that report, except those modified in this report. Based on the soil conditions encountered in the test holes dug on the residence site, it is our opinion that LIU & ASSOCIATES, INC. May 21, 2006 Steve Lovell Residence Renovation L&A Job No. 6A066 Page 5 the site is suitable for the proposed renovation of the residence from the geotechnical engineering viewpoint, provided that the recommendations in the 9/23/2005 Bruce report, as modified in this report, are fully implemented and observed during construction. GRADING SEASON Due to the sensitive nature of the steep slope in the back of the residence site, we recommend that grading and foundation construction work for the renovation of the residence be carried out and completed in the dryer period from April 1 to October 30 of the year. The site should be stabilized with proper drainage and erosion control measures in place beyond this dry season grading period. If work has to proceed in the wetter months outside of the above dryer period, the measures recommended in the Bruce 9/23/2005 report and this report for slope stabilization, erosion mitigation and drainage control should be in place and operational on a daily basis during construction. EXCAVATION AND FILL SLOPES Under no circumstance should excavation slopes be steeper than the limits specified by local, state and federal safety regulations if workers have to perform construction work in excavated areas. Unsupported temporary cuts greater than 4 feet in height should be no steeper than 1 H:1 V in the surficial topsoil and medium -dense weathered advance outwash soils, and no steeper than 1 /2H:1 V in the underlying dense to very -dense fresh advance outwash soils. Permanent cuts should be no steeper than 2-1/211:1V in the surficial topsoil and weathered soils, and no steeper than 2H: IV in the underlying fresh advance outwash soils. The soil units and the stability of cut slopes should be observed and verified by a geotechnical engineer during excavation. A vertical toe cut up to 4 feet high in the fresh advance outwash soils may be used in combination with the above temporary cut slopes, with the toe cut to be lined by an ecology block wall as shown on LIU & ASSOCIATES, INC. May 21, 2006 Steve Lovell Residence Renovation L&A Job No. 6A066 Page 6 Plate 7 attached hereto. Temporary cut slopes should be covered with plastic tarps, as required, to protect the slopes against erosion by stormwater. Permanent fill embankments required to support structural or traffic loads should be constructed with compacted structural fill placed over proof -rolled, undisturbed, dense, fresh advance outwash soils after the unsuitable surficial soils are stripped. Permanent fill to be placed on slopes steeper than 20 percent grade should be retained structurally. Sloping ground exceeding 15 percent grade over which fill is to be placed should be benched with vertical steps no more than 4 feet high after stripping of unsuitable surficial soils. The slope of permanent fill embankments should be no steeper than 2H:IV. Upon completion, the sloping face of permanent fill embankments should be thoroughly compacted to a non -yielding state with a hoe -pack. The above recommended cut and fill slopes are under the assumption that groundwater seepage will not be encountered during construction. If encountered, the construction work should be immediately halted and the slope stability re-evaluated. The slopes may have to be flattened and other measures taken to stabilize the slopes. Storm runoff should not be allowed to flow uncontrolled over the top of cut or fill slopes. Permanent cut slopes or fill embankments should be seeded and vegetated as soon as possible for erosion protection and long-term stability, and should be covered with clear plastic sheets, as required, to protect them from erosion by stormwater until the vegetation is fully established. BASEMENT AND RETAINING WALLS Building basement walls restrained at the top from lateral movement are considered unyielding and should be designed for a lateral soil pressure under the at -rest condition. Retaining walls, if any, unrestrained at the top from lateral movement, may be designed for active soil pressure. We LIU & ASSOCIATES, INC. May 21, 2006 Steve Lovell Residence Renovation L&A Job No. 6A066 Page 7 recommend an at -rest soil pressure of 42 pcf equivalent fluid density (EFD) and an active soil pressure of 32 pcf EFD be used for the design of building basement walls and retaining walls, respectively, with level or descending backslope for a horizontal distance at least equal to the wall height. For walls with an ascending backslope, an additional pressure of 0.75 pcf per degree of inclining angle of backslope should be added to the above design soil pressures. To counter the above active or at -rest pressure, a passive lateral soil pressure of 375 pcf EFD may be used. This passive pressure value is applicable only to walls with a level or ascending backslope for a horizontal distance at least one and one half times the wall height. To resist against sliding, the friction force between the footings and the subgrade soils maybe calculated based on a coefficient of friction of 0.65. The above soil parameters are ultimate values based on a fully drained backfill of the walls, and proper factors of safety should be applied in the design of the basement walls against sliding and overturning failures. A vertical drainage blanket, at least 12-inch-thick horizontally, consisting of clean, free -draining, pea gravel or washed gravel should be placed against basement and retaining walls to prevent accumulation of groundwater behind and buildup of hydrostatic pressure against the walls. This drainage blanket fill should be compacted to a non -yielding state with a vibratory compactor. The top 18 inches of the backfill may consist of compacted, on -site soils. Structural fill should be used for the remaining backfill of basement and retaining walls. Heavy compaction equipment should not be allowed within the walls of a horizontal distance equal to that of the wall heights. A 4-inch perforated PVC footing drain pipe, as recommended in the DRAINAGE CONTROL section of this report, should be provided for the basement and retaining walls. The drain lines should be hydraulically connected to the drainage blanket behind the walls. LIU & ASSOCIATES, INC. May 21, 2006 Steve Lovell Residence Renovation L&A Job No. 6A066 Page 8 SEGMENTAL CONCRETE BLOCK WALLS Retaining walls constructed of precast concrete blocks, such as Keystone blocks or Allan blocks, should have its backfill reinforced with geogrid mesh if the wall height is over 5 feet. Our design of the segmental concrete block walls is shown on Plate 8 attached hereto. The walls should be founded on dense, undisturbed, fresh advance outwash soils. The exposed soils in the keyway trenches should be compacted to a non -yielding state with a vibratory mechanical compactor, then topped with a layer of 7/8-inch crushed rock at least 4 inches thick. The base -course blocks should be set on the crushed rock base. A 4-inch-minimum perforated PVC drain pipe should be placed in the keyway trenches behind the block walls. The bottom of the keyway trenches and the drain lines should be sloped at 0.5 percent minimum to generate flow by gravity. The drain lines should be tightlined to discharged into a storm sewer or a suitable stormwater disposal facility. The block walls should be backfilled with on -site, clean, fee -draining sandy soils or 7/8- inch crushed rock. If on -site soils are used for backfilling the block walls, they should be placed and compacted in accordance with the recommendations for STRUCTURAL FILL in the 9/23/2005 Bruce report. If 7/8-inch crushed rock is used as block wall backfill, it should be placed in lifts no more than 12 inches thick in loose state, with each lift compacted to a non - yielding state with a vibratory compactor. INFILTRATION TRENCHES Field infiltration tests were conducted in Test Holes 2 and 5 excavated in the front yard where the infiltration trenches are to be constructed for disposing stormwater collected over impervious surfaces of the residence. The infiltration tests were conducted in general accordance with the procedure outlined in the EPA test guideline of "Falling Head Percolation Test Procedure". The test holes were dug to a diameter of about 10 inches to 4.5 and 3.5 feet deep for Test Holes 2 and 5, respectively, into light -brown to light -gray, fresh advance outwash soils of medium -dense to LIU & ASSOCIATES, INC. May 21, 2006 Steve Lovell Residence Renovation L&A Job No. 6A066 Page 9 dense, fine to medium sand with a trace of gravel. A garden hose connected to tap water was inserted in the test holes to soak the soils for infiltration tests for at least 10 minutes. The test holes were then filled with tap water and the drop of the water levels in the test holes were measured over elapsed time to determine the in -situ infiltration rate of the target soils. The results of the infiltration tests are tabulated as follows: Infiltration Test 1 (Test Pit 2) Soil Description Elapsed Time, Min. Water Level, In. Water Level Drop, In. Infiltration Rate, In/Min Light -brown to light -gray, fine to medium SAND 0.0 47-1/2 1 51-1/4 2 54-3/4 3 57-3/4 4 59-1/2 12 3.0 Infiltration Test 2 (Test Pit 5) Soil Description Elapsed Time, Min. Water Level, In. Water Level Drop, In. Infiltration Rate, hVHr Light -brown, fine to medium SAND 0.0 42-1/2 1 46 2 49-1/8 3 51-1/2 4 53-3/4 5 55-1/4 12-3/4 2.55 The results of the in -situ infiltration tests show that the advance outwash sand soils underlying the residence site can adequately support the use of infiltration trenches to dispose stormwater. The lesser of the above two test infiltration rates is 2.55 ipm (inches per minute). City of Edmonds stupefies that the infiltration rate used for design of infiltration trenches cannot exceed LIU & ASSOCIATES, INC. May 21, 2006 Steve Lovell Residence Renovation L&A Job No. 6AO66 Page 10 0.333 ipm. Based on a design infiltration rate, ID = 0.333 ipm, an assumed total impervious area, AT = 8,000 square feet (roofs and paved driveway combined, served by the infiltration trench), for a 100-year, 24-hour design storm event (Ploo, 3 inches over 24 hours), the required area of infiltration, Api = (0.054 Ploo AT)/(10 ID) would be 389 square feet. For a 5-foot-wide trench, the required length of infiltration trench would be 78 lineal feet. For a total impervious area different than above assume area, the wide or length or both can prorated from the above calculated infiltration trench dimensions. Our recommendations for the construction of infiltration trenches are shown on Plate 9 attached hereto. The bottom of the infiltration trenches should be excavated at least 6 inches into the underlying, clean, light -brown to light -gray, fresh advance outwash deposit. The side walls of the trenches should be lined with a layer of non -woven filter fabric, and the trenches backfilled with clean washed gravel to within about 12 inches of the finished grade. A 6-inch perforated PVC pipe through which stormwater is to be dispersed into the ground should be set level in the gravel fill of the infiltration trenches. The perforated PVC pipes should be set as high as possible in the trenches to have maximum separation from the winter high groundwater table, but should have at least 18 inches of soil/gravel cover over the perforated pipes. The top of the gravel fill should also be covered with filter fabric. The remaining trenches may be backfilled with on -site clean soils. Rows of infiltration trenches, if installed, should be spaced at least 3 feet apart edge to edge. CLOSURE We are pleased to be of service to you on this project. Please feel free to call us if you have any questions regarding this report or need further consultation. LIU & ASSOCIATES, INC. May 21, 2006 Steve Lovell Residence Renovation L&A Job No. 6AO66 Page 11 Nine plates attached °t3 G S. Yours very truly, �� WAS�y, �r LIU ASSOCIATES, INC. t 2758989� J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer 50MIs 7/17/ LIU & ASSOCIATES, INC. K6)"4N, p - f ,10 - LINK vv/ L-%jf LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science SITE AND EXPLORATION LOCATION PLAN STEVE LOVELL RESIDENCE 8312 TALBOT ROAD EDMONDS, WASHINGTON JOB NO 6AO66 I DATE 5/19/2006 PLATE 1 COARSE - GRAINED SOILS MORE THAN 50% RETAINED ON Th NO. 200 SIEVE FINE- GRAINED SOILS MORE THAN 50% PASSING ON THE NO. 200 SIEVE UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GRAVEL MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE SAND MORE THAN 50% OF COARSE FRACTION PASSING NO. 4 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50% SILTY AND CLAY LIQUID LIMIT 50% OR MORE CLEAN GRAVEL GRAVEL WITH FINES CLEAN SAND SAND WITH FINES HIGHLY ORGANIC SOILS INORGANIC ORGANIC INORGANIC ORGANIC GROUP SYMBOL GROUP NAME GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL ` GP POORLY -GRADED GRAVEL GM SILTY GRAVEL GC CLAYEY GRAVEL SW WELL -GRADED SAND, FINE TO COARSE SAND SID POORLY -GRADED SAND SM SILTY SAND SC CLAYEY SAND ML SILT CL CLAY OL ORGANIC SILT, ORGANIC CLAY MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FAT CLAY OH ORGANIC SILT, ORGANIC SILT PT PEAT AND OTHER HIGHLY ORGANIC SOILS NOTES: SOIL MOISTURE MODIFIERS: 1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83. THE TOUCH 2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY ON ASTM D2487-83. MOIST - DAMP, BUT NO VISIBLE WATER 3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL WET - VISIBLE FREE WATER OR SATURATED, APPEARANCE OF SOILS, AND/OR TEST DATA. USUALLY SOIL IS OBTAINED FROM BELOW WATER TABLE LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science UNIFIED SOIL CLASSIFICATION SYSTEM PLATE 2 TEST PIT NO. Logged By: JSL Date: 5/15/2006 1 Ground El. ± Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test Dark -brown, loose, organic, slightly silty, fine SAND, with fine roots, 1 moist (TOPSOIL) SIP Brown, medium -dense, fine SAND, trace gravel, few fine roots, moist 2 (weathered ADVANCE OUTWASH) 3 4 5 Light -brown, medium -dense to dense, fine SAND, trace gravel, moist SP (fresh ADVANCE OUTWASH) 6 7 8 Test pit terminated @ 7.0 ft, groundwater not encountered. 9 10 Logged By: JSL TEST PIT NO. Date: 5/15/2006 2 Ground El. ± Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test OL Dark -brown, loose, organic, slightly silty, fine SAND, with fine roots, 1 moist TOPSOILL_ SIP Brown, medium -dense, fine to medium SAND, trace gravel, moist 2 (weathered ADVANCE OUTWASH) 3 4 SIP Light -brown to light -gray, medium -dense to dense, fine to medium 5 SAND, some gravel, moist (fresh ADVANCE OUTWASH) 6 7 8 Test pit terminated @ 4.5 ft, groundwater not encountered. 9 10 LI U & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science TEST PIT LOGS STEVE LOVELL RESIDENCE 8312 TALBOT ROAD EDMONDS, WASHINGTON JOB NO 6AO66 I DATE 5/20/2006 PLATE 3 TEST PIT NO. 3 Logged By: JSL Date: 5/15/2006 Ground El. ± TEST PIT NO. 4 Logged By: JSL Date: 5/15/2006 Ground El - TEST PIT LOGS LIU & ASSOCIATES, INC. STEVE LOVELL RESIDENCE 8312 TALBOT ROAD Geotechnical Engineering Engineering Geology Earth Science EDMONDS, WASHINGTON JOB NO. 6AO66 DATE 5/20/2006 PLATE 4 Depth USCS Sample W Other ft. CLASS. SOII Description No. % Test OL Dark -brown, loose, organic, slightly silty, fine SAND, with roots to 1 1/4-inch diameter, moist TOPSOIL) SP Brown, medium -dense, fine to medium SAND, trace gravel, few fine 2 roots, moist (weathered ADVANCE OUTWASH) 3 Light -brown to light -gray, medium -dense to dense, fine to medium SP SAND, trace to some gravel, few fine roots, moist 4 (fresh ADVANCE OUTWASH) 5 6 7 8 Test pit terminated @ 7.0 ft, groundwater not encountered. 9 10 Depth ft. USCS CLASS. SOII Description Sample No. W % Other Test OL Dark -brown, loose, organic, slightly silty, fine SAND, with fine roots, 1 moist(TOPSOIL) SP Brown, medium -dense, fine to medium SAND, trace gravel, few fine 2 roots, moist (weathered ADVANCE OUTWASH) 3 a Light -brown to light -gray, medium -dense to dense, fine to medium SP SAND, some gravel, moist (fresh ADVANCE OUTWASH) 5 6 7 8 Test pit terminated @ 6.0 ft, groundwater not encountered. 9 10 TEST PIT NO. 5 Logged By: JSL Date: 5/15/2006 Ground El. + TEST PIT NO. 6 Logged By: JSL Date: 5/15/2006 Ground El. ± TEST PIT LOGS LIU & ASSOCIATES, INC. STEVE LOVELL RESIDENCE 8312 TALBOT ROAD Geotechnical Engineering Engineering Geology Earth Science EDMONDS, WASHINGTON JOB NO. 6AO66 DATE 5/20/2006 PLATE 5 Depth ft. USCS CLASS. SOII Description Sample No. w % Other Test OL Dark -brown, loos--, organic, slightly silty, fine SAND, with fine roots, 1 moist TL� ( OPSOI_ SIP Brown, medium -dense, fine to medium SAND, trace gravel, few fine 2 routs, moist (weathered ADVANCE OUTWASH) 3 SP Light -brown, medium -dense to dense, fine to medium SAND, trace 4 ravel, moist fresh ADVANCE OUTWASH 5 6 Test pit terminated @ 3.5 ft, groundwater not encountered. 7 8 9 10 Depth USCS Sample w Other ft. CLASS. SOII Description No. % Test OL Dark -brown, loose, organic, slightly silty, fine SAND, with fine roots, 1 moist T( OPSOIL)_ SP Brown to ligh+-brown, medium -dense to dense, fine to medium SAND, 2 trace gravel, moist (weathered ADVANCE OUTWASH) 3 4 5 Test pit terminated @ 3.0 ft, groundwater not encountered. 6 7 8 9 10 TEST PIT NO. M Logged By: JSL Date: 5/15/2006 Ground El. ± Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test OL Dark -brown, loose, organic, slightly silty, fine SAND, with fine roots, 1 moist (TOPSOIL) SP Light -gray, dense, fine SAND, trace gravel, moist 2 (fresh ADVANCE OUTWASH) 3 4 Test pit terminated @ 2.9 ft, groundwater not encountered. 5 6 7 8 9 10 Logged By: JSL TEST PIT NO. Date: 5/15/2006 Ground El. ± Depth USCS Sample W Other ft. CLASS. Soil Description No. % Test OL Dark -brown, loose, organic, slightly silty, fine SAND, with fine roots, 1 moist(TOPSOIL) SIP Light -gray, dense, fine to medium SAND, some gravel, moist 2 (fresh ADVANCE OUTWASH) 3 4 5 Test pit terminated @ 3.7 ft, groundwater not encountered. 6 7 8 9 10 LIU & ASSOCIATES, INC. Geotechnical Engineering - Engineering Geology Earth Science TEST PIT LOGS STEVE LOVELL RESIDENCE 8312 TALBOT ROAD EDMONDS, WASHINGTON JOB NO. 6A066 DATE 5/20/2006 PLATE 6 Z Z � LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science Z_ oci- z \C n -Z 11 �Z d - ,c _ li L TEMPORARY CUT SLOPES STEVE LOVELL RESIDENCE 8312 TALBOT ROAD EDMONDS, WASHINGTON JOB NO. 6AO66 DATE 5/20/2006 PLATE 7 o N R,.ORIP 3 N: "11, -" KEYSToIJs- oR 6LoGkS . ' O M 4' Kr'YLi-rOt4 t-- OR. A LL" &Lo c-kS - � U 2AvG to+> �:Ke:S ORA1141rA4 Solt, sT1Zv6-rIJR6\t_ rI Lt_ D(2 -7/8'+ G2USN�D fl'OGK F I L q A No �1-VJot/E2 FI LTr;12 FP��! c. .9 04 �II II. 4," M t,� K0e.,K bASG o•7&LjT n 4 rYt'•� . Oo s-mere" TNAtJ 3N; I k/ 4--o6 P.I O t16< f S-NATA6P'10 Zoo o 2 e6z . (TYe.) sir Z ( � .... ..--• I . S � �, _ GKUS�{ Kock -ASL�! S� �JIoTEA�O✓�� SEGMENTAL CONCRETE BLOCK WALLS LIU & ASSOCIATES, INC. STEVE LOVELL RESIDENCE 8312 TALBOT ROAD Geotechnical Engineering - Engineering Geology Earth Science EDMONDS, WASHINGTON JOB NO. 6AO66 I DATE 5/20/2006 1 PLATE 8 oUJ sY -Z lz�> L & -Z d d Z ool— d m ilj > v IIl v� 1) N 3 =$ �fj-Q-C I� � �•n �T • � 7�.a Cdro J f 0 O p 0 li 7i00�n1�0 �� 70•e .4/ pQ� O ago0�3�C /_ p•�p•.O� e�Ooa �a1 _ � � • • o . moo• ° VI '�•Q e e °� I - •• Z Z � ell 10 Q° L LL� oOQ Da h0. e7• •,�a"II • e ' • i � <l` ^e o Ono . U p�o .�.. � o ' f'o0 • � p • J • .�'n J I --:III MEIIIE111I II�i III -T- 11Z I •Niw „01 1 saIIJNV n LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science YPICAL SECTION - INFILTRATION TRENCHES STEVE LOVELL RESIDENCE 8312 TALBOT ROAD EDMONDS, WASHINGTON JOB NO. 6A066 DATE 5/20/2006 1 PLATE 9 it , M. City of Edmonds c/o Steve Lovell 8312 Talbot Rd. Edmonds, WA 98026 65 Y71 ED 05 @ Cad Dennis M. Bruce, P.E. EDM 07-24 Geotechnical/Civil Engineer r 23, 2005.E RECEII ED EECE Subject: Geotechnical Evaluation — Foundation Recommendations Proposed House Addition and Rear Yard Grading Project 8312 Talbot Rd., Edmonds, Washington This engineering report presents the results of a geotechnical evaluation of the Lovell property at 8312 Talbot Rd., Edmonds, Washington. This evaluation was required due to owner / contractor concerns, as well as City of Edmonds Building Department requirements. REFERENCES: • Site Plan (furnished by owner) R EC E 1 V E E) • House Addition Plans by Phil King, Designer NOV 2 3 cUo • Site photographs OEYELOPMENT SERVICES C-rr My OF EDMONDS BACKGROUND: The overall Lovell property is approximately 82 feet wide (along Talbot Rd. and approximately 145 feet deep (see Site Plan). The property contains an existing wood -frame residence with open carport and gravel driveway (see photographs and Site Plan). The property contains slopes that vary from approximately 15 percent to approximately 35 percent. Visual evaluation of the property revealed no evidence of any geotechnical distress: no slides, no soil tension cracks, no evidence of soil creep or any evidence of erosional degradation. The existing Lovell residence is sound with no evidence of geotechnical distress - no foundation cracking, no settlements or any evidence of drainage problems. SOILS • FOUNDATIONS SITE DEVELOPMENT • INSPECTION • DRAINAGE • DESIGN & PERMIT • LEGAL P.O. Box 55502 Shoreline, WA 98155 • (206) 546-9217 • FAX (206) 546-8442 'City of Edmonds c/o Steve Lovell September 23, 2005 Page 2 It is understood that Steve Lovell proposes to construct a new rear addition and garage. Additionally, the existing slope at the rear of his property is to be stabilized by means of a two or three -tiered retaining wall. EVALUATION: In order to augment the existing site geotechnical information, 3 soil test pits were dug under this engineer's observation on July 25, 2005. All 3 test pits were dug in the vicinity of the proposed rear addition and stabilization walls (see Site Plan). All 3 test pits revealed similar sub -grade conditions, namely: 0" to 6" Lawn, organics, roots, and organic silt 6" to 4.5' (bottom of test pits) Dense sands and gravels No water was encountered in any of the 3 test pits. All test pit walls remained vertical and stable. No sloughing or caving occurred. CONCLUSIONS / RECOMMENDATIONS: Based on the findings of this investigation, and experience with similar sites in the area, the Lovell property at 8312 Talbot Rd., Edmonds, Washington is geotechnicaliv approved for the proposed house addition and yard grading project, subject to the following: • Rear slope retaining walls: The proposed 24-foot soil cuts at the rear yard require stabilization and 2 or 3 tiers of retaining walls. Geotechnicai inspections required. • Standard reinforced continuous and spread footings. Allowable bearing pressure: 3,000 p.s.f. • Equivalent fluid pressure of 25 p.c.f. is recommended for any retaining wall design provided drainage zone is inspected and verified by this engineer. • For retaining wall design, use friction factor of 0.55 and passive pressure of 350 p.c.f. • Geotechnical inspections by this engineer prior to any foundation concrete placement. The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed native soils or on structural fill placed above native soils. See the later sub -section entitled General Earthwork and Structural Fill for 'City of Edmonds c/o Steve Lovell September 23, 2005 Page 3 structural fill placement and compaction recommendations. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty-four (24) inches, respectively, and should be bottomed at least eighteen (18) inches below the lower adjacent finish ground surface. Depending on the final site grades, some over -excavation may be required below footings to expose competent native soils. Unless lean concrete is used to fill the over excavated hole, the width of the over -excavation at the bottom must be at least as wide as the sum of two times the depth of the over -excavation and the footing width. For example, an over -excavation extending two feet below the bottom of a three-foot wide footing must be at least seven feet wide at the base of the excavation. Footings constructed according to the above recommendations may be designed for an allowable soil bearing pressure of three thousand (3,000) pounds per square foot (p.s.f.). A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that total post -construction settlement of footings founded on competent, native soils (or on structural fill up to five (5) feet in thickness) will be about one-half inch, with differential settlements on the order of one -quarter inch. Lateral loads due to wind or seismic forces may be resisted by friction between the foundations and the bearing soils, or by passive earth pressure acting on the vertical, embedded portions of the foundations. For the latter condition, the foundations must either be poured directly against undisturbed soil or the backfill placed around the outside of the foundation must be level structural fill. We recommend the following design values be used for the foundation's resistance to lateral loading: Parameter Design Value Coefficient of Friction 0.55 Passive Earth Pressure 350 p_c.f. (1) p.c.f. is pounds per cubic foot. (2) Passive earth pressure is computed using the equivalent fluid density. We recommend that a safety factor of at least 1.5 be used for design of the foundation's resistance to lateral loading. City of,Edmonds c/o Steve Lovell September 23, 2005 Page 4 SLABS -ON -GRADE:. Slab -on -grade floors may be supported on undisturbed, competent native soils or on structural fill. The slabs may be supported on the existing soils provided these soils can be re -compacted prior to placement of the free -draining sand or gravel underneath the slab. This sand and gravel layer should be a minimum of four (4) inches thick. We also recommend using a vapor barrier such as 6-mil. plastic membrane beneath the slab with minimum overlaps of 12 inches for sealing purposes. PERMANENT FOUNDATION AND RETAINING WALLS: Retaining walls backfilled on one side only should be designed to resist lateral earth pressures imposed by the soils retained by these structures. The following recommended design parameters are for walls less than twelve (12) feet in height, which restrain level backfill: Parameter Design Value Active Earth Pressure* 25 p.c.f. Passive Earth Pressure 350 p.c.f. Coefficient of Friction 0.55 Soil Unit Weight 125 p.c.f. Where: (1) p. c.f. is pounds per cubic foot (2) Active and passive earth pressures are computed using equivalent fluid densities. For restrained walls which cannot defect at least 0.002 times the wall height, a uniform lateral pressure of one hundred (100 p.s.f. should be added to the active equivalent fluid pressure). The values given above are to be used for design of permanent foundation and retaining walls only. An appropriate safety factor should be applied when designing the walls. We recommend using a safety factor of at least 1.5 for overturning and sliding. The above design values do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes or loads will be placed above the walls. If these conditions exist, then those pressures should be added to the above lateral pressures. Also, if sloping backfill is desired behind the walls, then we will need to be given the wall dimensions and slope of the backfill in order to provide the appropriate design earth pressures. City of Edmonds c/o Steve Lovell September 23, 2005 Page 5 Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of the wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. Placement and compaction of retaining wall backfill should be accomplished with hand -operated equipment. Retaining Wall Backfill Backfill placed within eighteen (18) inches of any retaining or foundation walls should be free -draining structural fill containing no organics. This backfill should contain no more than five (5) percent silt or clay particles and have no particles greater than four (4) inches in diameter_ The percentage of particles passing the No. 4 sieve should be between twenty-five (25) and seventy (70) percent. Due to their high silt content, if the native soils are used as backfill, a drainage composite, such as Mirafi and Enkadrain, should be placed against the retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. The purpose of these backfill requirements is to assure that the design criteria for the retaining wall is not exceeded because of a build-up of hydrostatic pressure behind the wall. The subsection entitled General Earthwork and Structural Fill contains recommendations regarding placement and compaction of structural fill behind retaining and foundation walls. EXCAVATION AND SLOPES: At the time of this investigation and report, it is understood that Steve Lovell proposes to undertake rear yard excavation and re -grading to achieve a flatter rear yard. This excavation will result in a two or three -tiered retaining wall (to be determined by Value Engineering with structural engineer and owner). The total excavation is understood to be 24 feet deep, as indicated on the attached sketches. It is essential that an experienced excavation contractor and foundation wall contractor be utilized for this project. The extremely dense sands and gravels allow for stable cuts and excellent sub -grade support for the walls. In no case should excavation slopes be greater than the limits specified in local, state and national government safety regulations. Temporary cuts up to a height of four (4) feet deep in unsaturated soils may be vertical. For temporary cuts having a height greater than four (4) feet, the cut should have an inclination no steeper than 1:1 (Horizontal -.Vertical) from the top of the slope to the bottom of the excavation. Under specific recommendations by the geotechnical engineer, excavation cuts may be modified for site conditions. All permanent cuts into native soils should be inclined no steeper than 2.1 (H:V). Fill slopes should not exceed 2H:1V. It is important to note that 'City of Edmonds c/o Steve Lovell .September 23, 2005 Page 6 sands do cave.suddenly, and without warning. The contractors should be made aware of this potential hazard. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve stability of the surficial layer of soil. DRAINAGE CONSIDERATIONS: Footing drains are recommended at the base of all footings and retaining walls. These drains should be surrounded by at least six (6) inches of one -inch -minus washed rock wrapped in non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At the highest point, the perforated pipe invert should be at least as low as the bottom of the footing and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. No groundwater was observed in any of the 3 test pits during the fieldwork. Seepage into the planned excavation is possible, and likely if excavation occurs during winter months, and if encountered should be drained away from the site by use of drainage ditches, perforated pipe, French drains, or by pumping from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation of the site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Any exposed slopes to be covered with plastic to minimize erosion. Final site grading in areas adjacent to buildings should be sloped at least two (2) percent away from the building, except where the area adjacent to the building is paved. GENERAL EARTHWORK AND STRUCTURAL FILL: The proposed building and pavement areas should be stripped and cleared of all surface vegetation, all organic matter, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill. Structural fill is defined as any fill placed under the building, behind permanent retaining or foundation walls, or in other areas where the underlying soils needs to support loads. This engineer should observe site conditions during and after excavation prior to placement of any structural fill. All structural fill should be placed in horizontal lifts with a moisture content at or near the optimum moisture content. The optimum moisture content is that moisture 'City of Edmonds c/o Steve Lovell September 23, 2005 Page 7 content which results in the greatest compacted dry density. The moisture content of fil soils is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type, compaction equipment, and the number of passes made to compact the lift. In no case should the lifts exceed twelve (12) inches in loose thickness. The following table presents recommended relative compaction for structural fill: Location of Fill Placement Beneath footings, slabs or walkways Behind retaining walls Beneath pavements Minimum Relative Compaction 95% 90% 95% for upper 12 inches of Sub -grade, 90% below that level Where: Minimum relative compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). Use of On -Site Soils If grading activities take place during wet weather, or when the sandy, on -site soils are very wet, site preparation costs may be higher because of delays due to rains and the potential need to import granular fill. The on -site soils are generally sandy and thus are not highly moisture sensitive. Grading operations will be difficult when the moisture content of these soils greatly exceeds the optimum moisture content. It Moisture sensitive soils will also be susceptible to excessive softening and pumping" from construction equipment traffic when the moisture content is greater than the optimum moisture content. Ideally, structural fill, which is to be placed in wet weather, should consist of a granular soil having no more than five (5) percent silt or clay particles. The percentage of particles passing the No. 200 sieve should be measured from that portion of the soil passing the three -quarter -inch sieve. The use of "some" on -site soils for fill material may be acceptable if the upper organic materials are segregated and moisture contents are monitored by engineering inspection. •City of Fdmonds c/o Steve Lovell September 23, 2005 Page 8 DRAINAGE CONTROLS: No drainage problems were evident with the existing Lovell residence and overall property at 8312 Talbot Rd. It is understood that the current gutter and downspout system ties into the City of Edmonds drainage system in Talbot Rd. The highly permeable sub -grade sands allow for excellent infiltration. The new addition project should comply with City of Edmonds drainage requirements. CONCRETE: All foundation concrete (footings, stem walls, slabs, any retaining walls, etc.) shall have a minimum cement content of 5-1/2 sacks per cubic yard of concrete mix. TREE REMOVAL: In order to achieve the rear grading project and stabilization walls, the existing trees must be removed. The existing rear trees provide no significant geotechnical stabilization to the slopes. The proposed structural retaining wall will greatly improve slope stability. Thus, the rear trees may be removed in coniiunction with the new stabilization wall project. Steve Lovell asked this engineer to evaluate a Cedar tree at the front of the property (adjacent the driveway). This tree provides no geotechnical stabilization and may be removed, subject to compliance with City of Edmonds stipulations. REAR GRADING / STABILIZATION WALL: It is understood that Steve Lovell proposes to re -grade the rear slope of his property and construct two or three -tiered retaining walls. This project will require up to 24 feet of excavation in a staggered manner. The dense sand and gravel soils provide excellent sub -grade for the proposed retaining wall system. It is essential that an experienced excavation contractor and foundation contractor be utilized to minimize slope disturbance during construction. City of Edmonds c/o Steve Lovell September 23, 2005 Page 9 Additionally, geotechnical inspections by this engineer are required. INSPECTIONS: The recommendations of this report are only valid when key geotechnical aspects are inspected by this engineer during construction: • Soil cuts • Foundation sub -grade verification • Any retaining wall, or rockery placement • Any fill placement • Subsurface drainage installation • Temporary and final erosion control measures SUMMARY: The proposed Lovell house addition and rear yard grading project at 8312 Talbot Rd., Edmonds, Washington is geotechnically viable when constructed in accordance with the recommendations herein, compliance with City of Seattle D.P.D. approved plans and requirements, and key geotechnical inspections during construction. GEOTECHNICAL REVIEW OF FINAL PLANS: At the time of this investigation and report, final house and slope stabilization plans were not available for review. As stated in this report, the dense sub -grade sands and gravels allow for standard construction for the house addition and allow for the proposed rear yard grading and stabilization wall project. This engineer continues to work with project owner, designer and structural engineer regarding rear wall details. Prior to final permit issuance, this engineer should review the final project plans to veri compliance with the recommendations of this report. Upon satisfactory review, a "Statement of Minimal Risk" will be issued. CLOSURE: The findings and recommendations of this report were prepared in accordance with generally accepted professional engineering principles and practice. No other warranty, either express or implied, is made. The conclusions are based on the results of the field exploration and interpolation of subsurface conditions between explored locations. If conditions are encountered during construction that appear to be different -City of Edmonds c/o Steve Lovell September 23, 2005 Page 10 than those described in this report, this engineer should be notified to observe the situation and review and verify or modify the recommendations. If there are any questions, do not hesitate to call. I MMS iZl23l t"> DMB:abj Dennis M. Bruce, P.E. Geotechnical / Civil Engineer t r�� G CITY OF EDMONDS SPECIAL INSPECTION AND TESTING AGREEMENT 1"1AY 1 2006 ect at I �.---s BI,,,"A-r. The pro) _ issued under 144ii1 permit number requires special inspection and/or testing per IBC Chapter 17 D5Sh'7 complete list of special inspections is attached to this document. BEFORE A PERMIT CAN BE ISSUED: The owner and contractor and special inspector shall complete this agreement and the attached structural test(s) and inspections schedule including the required acknowledgements. APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the Building Official prior to performing any duties or inspections. Each special inspector shall submit Statement of Qualifications to the Building Official for review. Special inspectors shall display identification when performing special inspections on site. Special inspection and testing shall meet the minimum requirements of IBC Chapter 17 and the following: 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 and applicable workmanship provisions of the IBC. Architect or Engineer reviewed shop drawings may be used only as as aid to inspection. Special Inspections are to be performed on a continuous basis —meaning that the special inspector is on site at all times observing the work requiring special inspection. Periodic inspections, N any, must have prior approval by the City based on a separate written plan reviewed and approved by the Building Official and the engineer or architect of record. 2. Report Non -conforming Items The special inspector shall bring non -conforming items to the immediate attention of the contractor and note all such items in the daily field report_ Any item not resolved in, a timely manner shall be immediate cause of the special inspector to notify the Building Official of the plan deviation, error, change or omission. It shall also be the duty of the special inspector to promptly notify the engineer or architect 3. Complete Daily Reports Each special inspector shall complete and sign both the special inspection record and the daily report form for each day's inspection. These records shall remain at the jobsite with the contractor for r review by the City Building Inspector_ 4. Furnish Weekly Reports The special inspector or inspection agency shall furnish the City with weekly reports of tests and inspections. The project engineer or architect, and others as designated shall also be copied on reports. Weekly reports must include the following: 0 Description of daily inspections and tests made with applicable locations a List of all non -conforming items Report on status of non -conforming items (resolved or unresolved) • Itemized changes authorized by the Architect, Engineer and City if not included in non- conformance items. 5. :Furnish Final Construction Report The special inspector or inspection agency shall submit a fmal signed report to the City stating that all item requiring special inspection and testing were fulfilled and reported. And, to the best of i_t'iU"%URDING1SpmiallnspectionA&wm=tlBCdoc 7/04 his/ber knowledge the project is in conformance with the approved plans and specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance or unresolved items or any discrepancies in inspection coverage, (i.e., missed Inspections, periodic inspection when continuous inspections were required, etc.) shall be specifically itemized in this report. B. Contractor Responsibilities I. Notify the Special Inspector It is the duty of the contractor to notify the special inspector when work is ready for special Inspection. Note, the items listed on the attached schedule 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. 2. Provide Access to Approved Mans 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 building inspector upon request. G City of Edmonds Building Department Responsibilities I. Approve special inspectors or inspection agencies The building department shall approve all special inspectors and special inspection requirements. 2. Monitor special inspection and approve weekly reports Work requiring special inspection and the performance of special inspectors shall be monitored by the City Building Inspector. HisWer approval must be obtained prior to placement of concrete or other similar activities in addition to that of the special. inspector. 3. Issue Certificate of.Occupancy The Building Official may issue a Certificate of Occupancy after all weekly special inspection reports including the final report have been submitted and accepted. D. Owner Responsibilities The project owner or the engineer- or architect of record acting as the owner's agent shall fund special inspection services. E. Eayineer or Architect of Record Responsibilities The engineer or architect of record shall include special inspection requirements on the plans and specifications_ ACKNOWI.F.DGENLENTS Lhave r gree mpdy with the terms and conditions of this agreement Owner Date �O O Special Inspector Date b 1� "i. 10 NOTICE TO PERMITTEE AND/OR OWNER DO NOT REMOVE PARTIAL APPROVAL barCORRECTON REQUIRED ENFORCEMENT VIOLATION Owner �� Q-- Permit Number �) 03(D- d �� Job Address003 t �- 7��001_ 6 Site Contact ❑ WORK DESCRIBED BELOW HAS BEEN INSPECTED AND IS APPROVED ❑ APPROVED PLANS AND JOB CARD MUST BE AVAILABLE TO INSPECTOR ON SITE ❑ CORRECTIONS LISTED BELOW MUST BE MADE: BEFORE WORK CAN BE APPROVED AND/OR THE NEXT PHASE OF WORK IS STARTED �tECALL FOR INSPECTION ❑ $50 REINSPECTION FEE MUST BE PAID PRIOR TO INSPECTION REQUEST ❑ STOP WORK -UNTIL AUTHORIZED TO CONTINUE BY CITY INSPECTOR ❑ NO PERMrr-STOP WORK -REMOVE CONSTRUCTION OR OBTAIN PERMIT AND MAKE WORK COMPLY WITH ALL APPLICABLE CITY CODES T A IONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED TO BE CORRECTED WITHIN 0 ALENDAR DAYS OR PENALTIES MAY BE APPLIED. FOR INSPECTION CALL 425-771-0220 ITBuilding ❑ Planning ❑ Engineering ❑ Fire ❑ Public Works V\� Vx-bk Inspector l C' -Po_ i 6 Date White: Permit File Pink: Enforcement Buff- Applicant SEE FLOOR JOIST CONNECTION, PER DETAIL "X" z J FAND FLOOR SYSTEM co ff LAB ON GRADE CONSTRUCTED TO BACKFILLING. rn.t r_RADE... 10" WALL 12"MIN. o , z 0 2" I CLR. --' #4x8' ® 4" O.C., o CENTERED TO I FLOOR Q N N FREE 2 BACKFIco #4 ®W/ 66OR12i (3)EVENLY N N x a 4"0 PERF. PVC PIPE IN 1-1/2- DRAIN ROCK, WRAP W/ FILTER FABRIC & ROUTE PIPE TO DAYLIGHT. P.T. MUDSILL WITH A.B. PER S.W. SCHED. (2) #4 CONT. #4 0 10" O.C. HORIZ., TYP. 2" CLR. MAIN FLR. FMG. INSTALL 2x P.T. LEDGER TO WALL W/ 1 /2" A.B. 0 48" O.C., BLOCK THE WHOLE I' Z'0 iT. 4 �� 4 C �tV�ERT.,AL�C9�}1E1� CONT. Ty4e UPPER WALL :emsSi�� VJ/16t7'OMi/6T(C- {I X-TF-?-iJkl- #4 DOWEL 0 4" O.C. RN END IN FTG ROUGHENED CONST. JOINT, TYPICAL i— 4" CONC. SLAB ON GRADE Q flfl NOTE: FOR BASEMENT WALL REINFORCEMENT = 60 KSI 0 -CONC. STRENGTHbQ IV - 3-�- 0" ;1 0 2 (11#4 CO DEVELOPM&NT Si:�} .g 89 'Y OF ED ON S 7F�r r 22-FOOT BA§RMENT WALL NALL'�Vl` NOT TO SCALE `d EXPIRES /to ,ERR ENGINEERING. INC. 18609 76th Avenue West, Ste. B Lynnwood, WA 98037 (425) 697-5108 Fax: (425) 697-4506 job no. design jcm drawn jcm app'v'd' RKR dwg. LQVELL_MSMINALL 3t/2ao(o -i-v r' � ,n. -i -t ,ram �'� � -. ).v °` .�. •{- , LOVELL ADDN. RETAINING WALL MR. & MRS. STEVE LOVELL 8312 TALBOT ROAD EDMONDS, WA 98026 DATE: 8/02/2006 SHT: 5 OF 6 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION PREVIOUS f' € 12919 N.E. 126TH PLACE REPORT No. No. KIRKLAND, WASHINGTON 98034 (425) 823-9800 EVERETT (425) 259-0817 DATE CERT. NO. � �- 3 -- ° � Fl E�® REP®RT PROJECT S =v'= L_a u-L LOCATION BLDG. PERMIT NO. OWNER D Z Q04p WEATHER TEMP. AT AM AT PM ENGINEER ARCHITECT ATTN: CONTRACTOR (2) (3) INSPECTION PERFORMED ITEMS INSPECTED _. FOUNDATIONS RESTEEL/CONCRETE _ RESTEEL ONLY _ FOOTINGS _ SLAB _ RESTEEL/MASONRY _ STR.ST/WELDING _ AUGER CAST PILES _COLUMNS OTHER STR.ST/BOLTING y WALLS — — — DRILLED PIERS — BEAMS (LOCATION (AREAS) ZL_ S 7-JiZ ii'DQ t+Lig,K. 't�i3I ci CONCRETE/ ASONRY MIX NO. 133Li Z6,Z DESIGN STRENGTH (f'C) SUPPLIER R 1D.tr� TOTAL CU. YD. PLACED SLUMP (INCHES) -Ir�`t SPECIMENS CAST (,Li I !o"X_ AIR CONTENT (%) SEE CYLINDER REPORT NO. ES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS e _ REMARKS: J I RECEIVE' t,,,OV 0 TEST RESULTS APPLY ONLY TO THE ITEMS DEVELrO�P�MEK SER HEREIN TESTED. THIS REPORT SHALL NOT INSPCC7 M"g)'F4IrOND! (S) BE REPRODUCED EXCEPT IN FULL, WITH. OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. INSPECTOR SIGNATURE REVISED 7/05 SIGNED BY CASCADE TESTING LABORATORY, INC TESTING &INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 9803A (425) 823-9800 EVERETT (425) 259-0817 COMPRESSION REPORT TO;ii GTTKI- THE FOLLOWING WAS NOTED: FIELD TEST DATA FIELD REPORT No. DATE CERT. NO. 1D-Z3-L1) 0 - 1�;-L PROJECT LOCATION BLDG. PERMIT NO. OWNER WEATHER TEMP. AT AM AT PM ENGINEER ;)' — ARCHITECT CONTRACTOR M l aVtEL TRUCK SAMPLED 53!Z TRUCK TICKET NO. Ems? MIX 1\10/33 Z Z SLUMP C-143 % AIR UNIT WEIGHT ASTM C-138 YIELD CEMENT FACTOR TEMP. ASTM C-1064 CONC AIR FTIMEASTM �, win lirs 7 AIR TEST METHOD: ❑ PRESSURE ASTM C-231 OR ❑ VOLUME ASTM C-173 EQUIPMENT USED I.D. SLUMP CONE CSLCO0 j(p THERMOMETER CCOTHO IL&_ AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar COMPRESSIVE STRENGTH BATCHD TA FOR _CU.Yo. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT S3 (pS' 53•70 FLY ASH C.A. C.A. IC13Yas C.A. `J /O 4,t;' 1,5kvO FINE AGG. i 30C WATER TOTAL On Site Cure Method CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 3�5 -Z3 10-30 2533p7 L CONCRETE COMPRESSION MACHINE I.D. #CGOGOOO "'`ASTM C-1231 SAMPLE P/U DATE 1 10 a� -0t� TEST METHOD C `� ❑ ASTM C-617 SAMPLING IN ACCORDANCE WITH - APPLICABLE CODES & SPECS. SUPPLIER 6CIGiI4L' CEMENTTYPE Z �� CU. YARDS PLACED 17 DE 6ZeSVIs Wit= 3z()02-1 Lo;4A ta► t = AEA 16 9 Rid ABPOI . C % DESIGN STRENGTH 3000 PLACEMENT AREA& NOTES TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. INSPECTOR(S). NA DEVF.t OP��Myy �F ED INSPECTOR IRONATURE 041ax ?-7W( REVISED 3/06 SIGNED BY u r. A j- .(1 A, A. 0 r, �.. i V CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 9803A (A25) 823-9800 EVERETT (A25)259-0817 COMPRESSION REPORT TO: y'� oCAAE-) - n`- `cif a Box asLg WD q�c8Z ATTN: THE FOLLOWING WAS NOTED: FIELD TEST DATA FIELD REPORT No DATE CERT. NO. PROJECT S+-quia -ll LOCATION I L BLDG. PERMIT NO. OWNER Zed WEATHER TEMP. AT AM 7? AT PM ENGINEER L , U . LG- t m t. ARCHITECT CONTRACTOR l i npiasr TRUCK SAMPLED ie7©t TRUCK TICKET NO. t ' MIX NOI TIME SLUMP ASTM C 143 '� AIR UNIT WEIGHT ASTM C-138 YIELD CEMENT FACTOR TEMP. ASTM C-1064 CONC AIR i( AIR TEST METHOD: ❑ PRESSURE ASTM C-231 OR Q VOLUME ASTM C-173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO-L(CL— THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar COMPRESSIVE STRENGTH BATCH DATA FOR _CU.YD. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT FLY ASH C.A. ECEIVED C.A. C.A. FINE AGG. WATER DEVELOPMENT SERI ICES CT . TOTAL On Site Cure Method CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK t- (� t� 1,2 3 r-10 Z3 0 � 2�t� 2 / 1 �7�/ CONCRETE COMPRESSION MACHINE I.D. #CCOCOOO ..09iSTM C-1231 43 ,Ti C ❑ ASTM C-617 SAMPLING E ACCORDANCE WITH SAMPLE PiU DATE TEST METHOD APPLICABLE CODES &SPECS. (. SUPPLIER li kgt CEMENTTYPE 5��- CU. YARDS PLACED ?—OV,/.sS C� j i AEA 14 C1Z! �1R� A9AAFX.�� CiA6#Z� i O2 ( DESIGN STRENGTH �' a�i� t1 Si PLACEMENT AREA & NOTES TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED BE REPRODUCED EXCEPT IN FULL, WITH- jg OUT THE WRITTEN APPROVAL OF CASCADE �_�� TESTING LABORATORY. INC. INSPECTOR SIGNATURE t L REVISED 3/06 1 SIGNED BY COPIES TO: MA i�`�` j6';' TESTING LABORATORY, INC. TESTING &INSPECTION PREVIOUS 12906 McCASCADE 12919 N.E. 126TH PLACE REPORT No. No.� KIRKLAND, WASHINGTON 98034 (425) 823-9800 EVERETT (425) 259-0817 DATE CERT. NO. Ff aD ` REPORT I?2 (~ �� T PROJECT �� E3CATION TO: ��'L �� `' l s`��'`��y n ° VOt D�ELOP,y"ar BLDG. PERMIT NO. OWNER © R cii. Ory OX SERv^'� Z "'O)y SS C 4yEATHER TEMP. AT AM l 7 — AT PM ENGINE R .0. L t)M e ARCHITECT ATTN: CONTRACTOR (2) (3) INSPECTION PERFORMED ITEMS INSPECTED _ FOUNDATIONS 2RESTEEUCONCRETE _ RESTEEL ONLY _ FOOTINGS _ SLAB _ RESTEELIMASONRY _ STR.ST/WELDING _ AUGER CAST PILES _ COLUMNS — OTHER — STR.ST/BOLTING — DRILLED PIERS WALLS — BEAMS LOCATION (AREAS) ±D p l f) ++ fl:,j 3OL)�:�n I YJ1 — i 111 iC� 1 CONCRETEI ASONAY MIX NO. I �J3`1ZLrsZ DESIGN STRENGTH (f'c)_3000 SUPPLIER TOTAL CU. YD. PLACED SLUMP (INCHES) SPECIMENS CAST 7� au I Ir 7L1� AIR CONTENT (%) -�_� SEE CYLINDER REPORT NO.� ZES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH — _ BLDG. DEPT. APPROVED PLANS TEST RESULTS APPLY ONLY TO THE ITEMS 1 jj HEREIN TESTED. THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED li BE REPRODUCED EXCEPT IN FULL. WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC- INSPECTOR SIGNATURE REVISED 9/06 SIGNED BY /1 1L / ! _ COPIES TO: m A, l /,7 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 9603A 1425) 823-9800 EVERETT PI(425)259-0817 COMPRESSION REPO( cel ivet) .�: 0 qct 0 ENT g , TO:—N��[.�.W�1.`sP-� VP EDER4,4, Or P O 13 C>X ( I c � A4 R. ATTN: THE FOLLOWING WAS NOTED: FIELD TEST DATA FIELD REPORT No. DATE ERT NO. T PROJECT _ LOCATION 1z BLDG. PERMIT NO. OWNER 20c) WEATHER TEMP. AT AM 3- J AT PM GINEER ARCHITECT CONTRACTOR i Fi C TRUCK SAMPLED%©� TRUCK TICKET NO. �� Z MIX NO13 TIME SLUMP ASTM C-143 %AIR UNIT WEIGHT ASTM C-138 YIELD CEMENT FACTOR ASTM C1064 CONC AIR �• u AIR TEST METHOD: ❑ PRESSURE ASTM C-231 OR ❑ VOLUME ASTM C-173 EQUIPMENT USED I.D. SLUMP CONE CSLCOO L(p THERMOMETER CCOTHO AIRMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar COMPRESSIVE STRENGTH BATCH DATA FOR Cu.YD. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT FLY ASH C.A. C.A. C.A. FINE AGG. WATER TOTAL On Site Cure Method CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SO. IN) TOTAL LOAD STRENGTH PSI TYPE BREAK 2 fog 3 rvo jr/3 ?D ("34 S �4 2 5IF- SVt3 1 e a CONCRETE COMPRESSION MACHINE I.D. #i CCOCOOO `C7A ❑ ASTM C 1231 SAMPLING IN ACCORDANCE WITH SAMPLE P/U DATE / TEST METHOD — 3 APPLICABLE CODES & SPECS. [- SUPPLIER (1] IC �� CEMENT TYPE LSI - CU. YARDS PLACED AEA $l�z i Lo fArh Ate+ . 35ti( � 1�QAC_4,a l 2C_ GQW DESIGN STRENGTH 300D n 5, R. ! , PLACEMENT AREA & NOTES TEST RESULTS APPLY ONLY TO THE ITEMS% - HEREIN TESTED. THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE�S�� pp TESTING LABORATORY, INC. INSPECTOR SIGNATURE ZV' I REVISED 3/06 SIGNED BY COPIES TO: of K ll f /V . / i� CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (A25) 823-980C EVERETT (425)259-0817 COMPRESSION REPORT TO: Pi"3rac��e V lj� " l 1 I li u_`14 9 Pt ✓ ATTN THE FOLLOWING WAS NOTED: FIELD TEST DATA FIELD - ' REPORT No. No. '/ DATE CERT NO. PROJECT o ke,, V c- Lin U�-�l LOCATION 3 l—L BLDG. PERMIT NO. OWNER -2,0G3(o - WEATHER TEMP. AT AM i� IglA/1 AT PM ENGINEER C—) ARCHITECT CONTRACTOR M L a%E - TRUCK SAMPLED 534Z TRUCK TICKET NO. 'R7 MIX NOI33 Z Z TIME SLUMP ASTM C-143 %AIR UNIT WEIGHT ASTM C-138 YIELD CEMENT FACTOR ASTMECP1064 CONC AIR :oo -1 ` " R (P S AIR TEST METHOD: ❑ PRESSURE ASTM C-231 OR ❑ VOLUME ASTM C-173 EQUIPMENT USED I.D. SLUMP CONE CSLCO0j_Le_ THERMOMETER CCOTHO Ito AMMETER CCOAIO OTHER TYPE OF BREAK: (A) Cone (C) Cone and Shear (b) Cone and Split (d) Shear (e) Columnar COMPRESSIVE STRENGTH BATCHD TA FOR cu.vD. DESIGN WEIGHTS % MOIST. ADJUSTED WEIGHTS CEMENT (y i FLY ASH C.A. C.A. 00 C.A. `0 is 4,75' /syy0 FINE AGG. 315 30 Q WATER 130Z TOTAL On Site Cure Method CYLINDER NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA (SQ.IN) TOTAL LOAD STRENGTH PSI TYPE BREAK �3)5 - 3 t6 3o a 2 Z -T .2 a3 ' 2316 1 t ►-'Po Z$ 231-7 11 ab Z Ssz�v r CONCRETE COMPRESSION MACHINE I.D. #C;COC;000 Q T �l ASTM C-1231 SAMPLING IN ACCORDANCE WITH SAMPLE P/U DATE TEST METHOD C " �q ❑ ASTM C-617 APPLICABLE CODES & SPECS. - / SUPPLIER i>"1lit�' _ CEMENTTYPE (� CU. YARDS PLACED / 9 wt-W -3z0JQ41LOi4n I4 , AEA 16 DZ/ 4DiiD ABPM)(. / DESIGN STRENGTH-30_ PLACEMENT AREA & NOTES NOV 3 0 2006 TEST RESULTS APPLY ONLY TO THE ITEMS �j L' TY OF EDMONDS HEREIN TESTED. THIS REPORT SHALL NOT INSPECTOR(S), NAME(S) PRINTED BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE ) TESTING LABORATORY. INC. INSPECTOR SIGNATUREy _. t -z REVISED3106 SIGNED BY f_ 1 COPIES TO: F � A �` "`Sp l G �/ /? L_ NOTICE TO PERMITTEE AND/OR OWNER DO NOT REMOVE PARTIAL APPROVAL N CORRECTON REQUIRED ENFORCEMENT VIOLATION Owner c,`) Permit Number Job Address 3 ( �{-� 60t } Site Contact ❑ WORK DESCRIBED BELOW HAS BEEN INSPECTED AND IS APPROVED ❑ APPROVED PLANS AND JOB CARD MUST BE AVAILABLE TO INSPECTOR ON SITE ❑ CORRECTIONS LISTED BELOW MUST BE MADE: BEFORE WORK CAN BE APPROVED AND/OR THE NEXT PHASE OF WORK IS STARTED J�! RECALL FOR INSPECTION ❑ $50 REINSPECTION FEE MUST BE PAID PRIOR TO INSPECTION REQUEST ❑ STOP WORK -UNTIL AUTHORIZED TO CONTINUE BY CITY INSPECTOR ❑ NO PERMIT -STOP WORK -REMOVE CONSTRUCTION OR OBTAIN PERMIT AND MAKE WORK COMPLY WITH ALL APPLICABLE CITY CODES V(,vn�� 4c-m Cis �,X�k 7P�� u,\. ZA-k (I S M � • ' Yr�-�`I U ..�� o lr�n� Yy a Wyv�� e�- C. LW CA v Lj (L_r Ci ora-v4 . CC : l CkA v C44c.,104CQVZ THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED TO BE CORRECTED WITHIN 3 Q CALENDAR DAYS OR PENALTIES MAY BE APPLIED. FOR INSPECTION CALL 425-771-0220 Building ❑ Planning ❑ Engineering ❑ Fire ❑ Public Works 1 " ` It ` o cC Inspector D ?1-6-7 Date White: Permit File Pink: Enforcement Buff: Applicant -E. 10 NOTICE TO PERMITTEE AND/OR OWNER DO NOT REMOVE El PARTIAL APPROVAL CORRECTON REQUIRED 0 ENFORCEMENT VIOLATION Owner - U� Permit Number �y4(s - ® �� Job Address �J�� O`' Site Contact ❑ WORK DESCRIBED BELOW HAS BEEN INSPECTED AND IS APPROVED ❑ APPROVED PLANS AND JOB CARD MUST BE AVAILABLE TO INSPECTOR ON SITE ❑ CORRECTIONS LISTED BELOW MUST BE MADE: BEFORE WORK CAN BE APPROVED AND/OR THE NEXT PHASE OF WORK IS STARTED ❑ RECALL FOR INSPECTION ❑ $50 REINSPECTION FEE MUST BE PAID PRIOR TO INSPECTION REQUEST ❑ STOP WORK -UNTIL AUTHORIZED TO CONTINUE BY CITY INSPECTOR ❑ NO PERMIT -STOP WORK -REMOVE CONSTRUCTION OR OBTAIN PERMIT AND MAKE WORK COMPLY WITH ALL APPLICABLE CITY CODES 5) P, E 0---cc�� C TRACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED TO BE CORRECTED WITHIN vv CALENDAR DAYS OR PENALTIES MAY BE APPLIED. FOR INSPECTION CALL 425-771-0220 Building ❑ Planning ❑ Engineering ❑ Fire ❑ Public Works V"t\ c © -7 Inspector Date White: Permit File Pink: Enforcement Buff: Applicant w f � of EDP City of Edmonds �.: PLAN REVIEW COMMENTS BUILDING DIVISION gsr ygga. (425)771-0220 DATE: August 13, 2007 TO: Steve Lovell snlovell@comcast.net FROM: Jenny Readwin, Plans x RE: Permit # 2006-0558 Project: Structural Revision Project Address: 8312 Talbot Rd. During review of the above noted revision, it was found that the following information, corrections, or clarifications are needed. 1) Because you have now switched Engineers and Architects the new design professionals must each write a letter stating that they have reviewed the previous City approved plans and calculations and that they agree with them subject to the changes shown on the new revised plans and calculations and that they are now acting as the Engineer or Architect or Record for this project. E Uf Al - BUILDING DEP C'. JRR Engirrie&ing, Inc. 18609 76th Avenue West, Suite B Lynnwood, WA 98037-4149 Phone: (425) 697-5108 Fax: (425) 697-4506 August 22, 2007 Jenny Reardon, Plans Examiner City Of Edmonds 121 — 5t' Ave N. Edmonds, WA 98026 SUBJECT: Engineer of Record, Lovell Residence, 8312 Talbot Rd., Edmonds, JRR #06-89 REF: Permit # : 2006-0558 Dear Ms. Reardon: JRR Engineering, Inc. (JRR) has reviewed the above subject residential plans prepared by others for compliance with the 2003 IBC and made numerous revisions. As a result of substantial revisions and JRR's Construction Period Services, all parties may consider JRR the Engineer of Record. Sincerely, JRR Engineering, Inc. 12-',?,1,?06 Id K. Riach, P.E \\Kmr\c\1 _JRR\LETTE RS\0689Aresponse_02.doc 2 REVISION ROUTING FORM 1444 3 Date: ***FOR INTEROFFICE USE ONLY*** DST: Owner l Job Address i3f a l aJb& )�� Permit It PLANNING RESUB #1 RESUB #2 BUILDING RESUB #1 Target To On Back ADD? Days Mail/Fax Target To On Back ADD? Days Mail/Fax Target To On Back ADD? Days Mail/Fax V RPviPw hrc Y VW/hr + Other Planning FPPQ It RESUB #2 Target To On Back ADD? Days Mail/Fax 0 --R--,o —rr ,%111 l�&eview hrs x $50/hr + Other Building Fees $ /OD RESUB #1 RESUB #2 FIRE 1 al V,l L 1 V Vll —1- 1 11/L : L" y J 1Y10.11/ 1 0.A # Review hrs x $50/hr + Other Engineering Fees $ Target To On Back ADD? Days Mail/Fax RESUB #1 Target To On Back ADD? Days Mail/Fax # Review hrs x $50/hr + Other Fire Fees $ COMMENTS & NOTES Con r HIM t Clearly) Ph Address E-mail s /,V wet c m r Total Fees Due: $_ Receipt # Date: Ov ED4o �St. 1890 NO r.1-- TO PERMITTEE AND/OR OWNER DO NOT REMOVE PARTIAL APPROVAL N CORRECTON REQUIRED n ENFORCEMENT VIOLATION Owner �,. c, ,j7 1' Permit Number �'(j�(`_ OSS6 Job Address 3 �}-�� Site Contact ❑ WORK DESCRIBED BELOW HAS BEEN INSPECTED AND IS APPROVED ❑ APPROVED PLANS AND JOB CARD MUST BE AVAILABLE TO INSPECTOR ON SITE ❑ CORRECTIONS LISTED BELOW MUST BE MADE: BEFORE WORK CAN BE APPROVED AND/OR THE NEXT PHASE OF WORK IS STARTED RECALL FOR INSPECTION ❑ $50 REINSPECTION FEE MUST BE PAID PRIOR TO INSPECTION REQUEST ❑ STOP WORK -UNTIL AUTHORIZED TO CONTINUE BY CITY INSPECTOR ❑ NO PERMIT -STOP WORK -REMOVE CONSTRUCTION OR OBTAIN PERMIT AND MAKE WORK COMPLY WITH ALL APPLICABLE CITY CODES pp tn i vd y t✓ YES' Cam- C1 rCC.V.�C�✓' i tSv1� ` ' `Ck,L_j �X THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED TO BE CORRECTED WITHIN 3 _Z CALENDAR DAYS OR PENALTIES MAY BE APPLIED. FOR INSPECTION CALL 425-771-0220 Building ❑ Planning ❑ Engineering ❑ Fire ❑ Public Works Y-y\ � Ci'� 40 , a� '' Inspector D ' ?--677 Date White: Permit File Pink: Enforcement Buff: Applicant O ED_11 N U1 r r -- TO PERMITTEE AND/OR OWNER �St. 1890 DO NOT REMOVE PARTIAL APPROVAL CORRECTON REQUIRED ENFORCEMENT VIOLATION Owner � 6 Uc 91 Permit Number D c jb Job Address 3� )` I �� C� Site Contact ❑ WORK DESCRIBED BELOW HAS BEEN INSPECTED AND IS APPROVED ❑ APPROVED PLANS AND JOB CARD MUST BE AVAILABLE TO INSPECTOR ON SITE ❑ CORRECTIONS LISTED BELOW MUST BE MADE: BEFORE WORK CAN BE APPROVED AND/OR THE NEXT PHASE OF WORK IS STARTED ❑ RECALL FOR INSPECTION ❑ $50 REINSPECTION FEE MUST BE PAID PRIOR TO INSPECTION REQUEST ❑ STOP WORK -UNTIL AUTHORIZED TO CONTINUE BY CITY INSPECTOR ❑ NO PERMIT -STOP WORK -REMOVE CONSTRUCTION OR OBTAIN PERMIT AND MAKE WORK COMPLY WITH ALLAPPLICABLECITY COD-ESS-'A cc,Q�1,��✓`� n -\I/`�-- ;� � T CTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED TO BE CORRECTED WITHIN CALENDAR DAYS OR PENALTIES MAY BE APPLIED. FOR INSPECTION CALL 425-771-0220 Building ❑ Planning ❑ Engineering ❑ Fire ❑ Public Works c -y -� Inspector Date White: Permit File Pink: Enforcement Buff: Applicant Sep 10 07 09:53a JRR Engineering Inc. 4256974506 1 P.1 V� Ilell JRR Engineering, Inc. Fax to number: 17 7 ( - 02_�_' Company: C, e_z Attention: 7in.^ n)', From: t'ck.r. 11-1 Date: I -6 2_1 7 Number of pages (incl. cover): 13 JW Subject: Additional comments: IIII'M , . 'r,rCi -P-e r oil o' Mailing Address: 18609 76th Ave. W, Suite B Lynnwood, WA 98037-4149 w-,-,,wJRR_Engr.corn Phone: (425) 697-5108 Fax: (425) 697-4506 E-Mail: JRR@JRRengr.com Sep 10 07 09:53a ADMIMSTRATION JRR Engineering Inc. 4256974506 p.2 without assurance that a permit for the entire structure will f 106.3.4 Design professional in responsible charge. �. completion of the permitted work, or as required by state or lo- cal laws. 106.3.4.1 General. When it is required that documents r SECTION 107 be prepared by a registered design professional, the TEMPORARY STRUCTURES AND USES building official shall be authorized to require the owner 107.1 General. The building official is authorized to issue a to engage and designate on the building permit applica- permit for temporary structures and temporary uses. Such per- tion aregistered design professional who shall act as the mits shall be limited as to time of service, but shall not be per - registered design professional in responsible charge. If , ii mitted for more than 180 days. The building official is the circumstances require, the owner shall designate a authorized to grant extensions for demonstrated cause. substitute registered design professional in responsible ! charge who shall perform the duties required of the origi- 107.2 Conformance. Temporary structures and uses shall ran- nal registered design professional in responsible charge, f form to the structural strength, fire safety, means of egress, ac- The building official shall be notified in writing by the ; cessibility, light, ventilation and sanitary requirements of this owner if the registered design professional in responsible `. code as necessary to ensure the public health, safety and gem - charge is changed or is unable to continue to perform the ,i eral welfare. duties. 107.3 Temporary power. The building official is authorized to The registered design professional in responsible give permission to temporarily supply and use power in part of charge shall be responsible for reviewing and coordinat- an electric installation before such installation has been fully ing submittal documents prepared by others, including completed and the final certificate of completion has been is - phased and deferred submittal items, for compatibility ,' sued. The part covered by the temporary certificate shall com- ply with the requirements specified for temporary lighting, heat or power in the ICC Electi -ical Code. ' Where structural observation is required by Section 1709, the inspection program shall name the individual 107.4 Termination of approval. The building official is autho- ' or firms who are to perform structural observation and ; f rized to terminate such permit for a temporary structure or use ' describe the sta-es of construction at which structural{ and to order the temporary structure or use to be discontinued. observation is to occur (see also duties specified in Sec- _-�tion 1704)_ SECTION 108 106.3.4.2 Deferred submittals. For the purposes of this FEES 3 section, deferred submittals are defined as those portions 108.1 Payment of fees. A peiniit shall not be valid until the fees of the design that are not submitted at the time of the ap- �1 plicarion and that are to be submitted to the building offi- prescribed by law have been paid, nor shall an amendment to a d cial within a specified period. permit be released until the additional fee, if any, has been paid. Deferral of any submittal items shall have the prior ap- proval of the building official, The registered design pro- fessional in responsible charge shall list the deferred submittals on the construction documents for review by the building official. Documents for deferred submittal items shall be sub- mitted to the registered design professional in responsi- ble charge who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and been found to be in general conformance to the design of the building. The deferred submittal items shall not be in- stalled until the design and submittal documents have been approved by the building official. 1106.4 Amended construction documents. Work shall be in- stalled in accordance with the approved construction docu- ments, and any changes made during construction that are not in compliance with the approved construction documents shall be resubmitted for approval as an amended set of construction documents. 106.5 Retention of construction documents. One set of ap- proved construction documents shall be retained by the build- ing official for a period of not less than 180 days from date of 108.2 Schedule of permit fees. On buildings, structures, elec- tricaI, gas, mechanical, and plumbing systems or alterations re- quiring a permit, a fee for each permit shall be paid as required, in accordance with the schedule as established by the applica- ble governing authority. 108.3 Building permit valuations. The applicant for a permit shall provide an estimated permit value at time of application. Permit valuations shall include total value of work, including materials and labor, for which the permit is being issued, such as electrical, gas, mechanical, plumbing equipment and perma- nent systems. If, in the opinion of the building official, the valu- ation is underestimated on the application, the pennit shall be denied, unless the applicant can show detailed estimates to meet the approval of the building official. Final building permit valuation shall be set by the building official. 108.4 Work commencing before permit issuance. Any person who commences any work on a building, structure, electrical, gas, mechanical or plumbing system before obtaining the neces- sary permits shall be subject to a fee established by the building official that shall be in addition to the required permit fees. 108.5 Related fees. The payment of the fee for the construc- tion, alteration, removal or demolition for work done in connection to or concurrently with the work authorized by a building permit shall not relieve the applicant or holder of the 2003 INTERNATIONAL BUILDING CODE@ ,ep 10 07 09:53a JRR Engineering Inc. 4256974506 p.3 7RR Engineervig, Inc. 18609 76th Avenue West, Suite B Lynnwood, WA 98037-4149 Phone: (425) 697-5I08 Fax: (425) 697-4506 August 22, 2007 Jenny Reardon, Plans Examiner City Of Edmonds 121 — 5" Ave N. Edmonds, WA 98026 SUBJECT Engineer of Record, Lovell Residence, 8312 Talbot Rd., Edmonds, JRR #06-89 REF: Permit # : 2006-0558 Dear Ms. Reardon_ JRR Engineering, Inc. (JRR) has reviewed the above subject residential plans prepared by others for compliance with the 2003 IBC and made numerous revisions. As a result of substantial revisions and JRR's Construction Period Services, all parties may consider JRR the Engineer of Record. Sincerely, JRR Engineering, Inc. 12711?a6 7 ald K. Riach, P.E \\Kmrtkl—JRR\LETTERS\0689ArPsponse_02.4doo it? c.1890 May 27, 2008 CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www dedmonds.wams DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering Mr. & Mrs. Steven Lovell 8312 Talbot Road Edmonds, Washington 98026 RE: 8312 Talbot Road, Building Permit #BLD20060558 Dear Mr. & Mrs. Lovell, GARY HAAKENSON MAYOR The purpose of this letter is to inform you that the City shall require a special inspection of the exterior and interior sheathing performed by a State of Washington licensed Structural Engineer on the subject residence. The reason for this requirement is because the sheathing has been exposed for an excessive amount of time unprotected to the elements and is showing signs of molding and weathering/warping/decay. No house wrap or insulation shall be installed until the City receives a favorable inspection by your Engineer. Any sheathing that is not acceptable to the Engineer shall be replaced and any recommendations for sheathing protection shall be immediately implemented. On a sidenote please be advised the referenced permit is due to expire on July 17, 2008. Prior to that date it is permissible to extend the permit an additional third and final year provided one progress inspection has been performed between July 17, 2007 and July 17, 2008 (City records indicate the last inspection was 11/2/06 therefore one progress inspection is required to be performed before July 17th.) A progress inspection can be: gas piping, rough -in plumbing, exterior sheathing). Renewal fees for the third and final year are based on the number of remaining building code inspections. If you have any questions about the permit renewal process please contact Marie Harrison, Senior Permit Coordinator at 425-771-0220 extension 1389. Please submit the sheathing report by no later than June 30, 2008. Sincerely, Jeannine L. raf Building Official • Incorporated August 11, 1890 • _gkfor C ifu - Holrinan _1anan JRR Engineering, Inc. 18609 76th Avenue West, Suite B Lynnwood, WA 98037-4149 Phone: (425) 697-5108 Fax: (425) 6974506 June 27, 2008 Steve Lovell 19208 801h Place W Edmonds, WA 98026 SUBJECT: Site Visit to Observe Wall Sheathing, 8312 Talbot Road, Edmonds, JRR # 06-89A Dear Mr. Lovell: JRR Engineering, Inc. (JRR) completed site observations on June 26, regarding the wall sheathing which has been exposed to weather for some period of time at the above subject building. Based on our observations, JRR believes no significant deterioration of the wall sheathing has occurred. Items that must be corrected are as follows: 1. Attach 3 LTP4 clips at the lower horizontal joint at 18" oc on each side of the right front (southwest) corner of the living room. 2. The Simpson LTP4 clips called out on sheet 5R of the approved plans shall be replaced with Simpson LTP5 clips at 16" on -center. 3. After shear inspection is approved, an appropriate building wrap should be installed to minimize exposure issues. Please advise if you have any questions or concerns regarding this matter. Sincerely, JRR Engineering, Inc. seph C. rq IT Concurrence: ,OIZs Iz0o Ronald K. Riach, P.E. \\Kmr\c\1_JRR\LETrERS\0689ALO l.doc CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDSWA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED Permit #: BLD2006055f Expiration Date:7117/2007' Project Address: 8312 TALBOT RD, EDMONDS Parcel No: 00594400007202 PROPIERTYONNINER APPLICANT CONTRACTOR STEVEN & NANNE LOVELL STEVEN LOVELL OWNER AS GENERAL 8312 TALBOT RD 8312 TALBOT RD 8312 TALBOT RD EDMONDS, WA 98026 206-396-9585 EDMONDS. WA 98026 EDMONDS. WA 98026 206-396-9585 206-396-9585 LICENSE #: EXP LOWER FLR: PORCH 51SF. ENTRY ADD N 101 SF. GARAGE 1413. REMODEL STA 1 RS MAIN FLR: BEDRM. KITCHEN, NOOK; STORAGE 1546SF. REMODEL STAIRS- BATH. LA UNDRY UPPER FLR: DECK 86SF, MASTER BED/BATH 987SF, STORAGE70SF ROOF DECK: 768SF VALUATION: $334,986 PERMIT TYPE: Residential GRADING: Y CYDS. 485 RETAINING WALL ROCKERY: Y 1'1-NCE-: N ( 0 X 0 FT) OTHER: N------- OTIIER DESC: NUMBER OF STORIES: 3 NUMBER OF DWELLING UNITS: I ERNIIT GROUP: 2 - Addition YPE OF CONSTRUCTION: VB CCUPANT CROUP: R3 CCUPANT LOAD: ODE: 2003 ONE: RS-20 EST ED DATE: 13ASEMI-NT:0 1ST 1-1-OOR:0 2NDFLOOR: O BASEMENT:0 1ST FLOOR: 101 2ND FLOOR: 1546 3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 987 GARAGE. 1413 DECK: 905 OTHER: 70 'OSIDESETBACK REAR SETBACK 2L'QUIRED: PROPOSED. REQUIRED: PROPOSED. REQUIRED PROPOSED: -IEIGHT ALLOWED:25 PROPOSED:24.5 REQUIRED: PROPOSED: ;ETBACK NOTES: SETBACKSREQ: N 25'.E 35'. W 10'. S25' 'ROPOSED N 45'. E 13/48, W 25/1 1, S 25' I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING I'IIE WORK AUTHORIZED THEREBY. NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OP THE STATE 01- WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLI�TION--4SNOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HISIHE-R DEPUTY AND A1.1. )- - . SARE PAID. Print Name Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION I1AS BEEN MADE AND APPROVAL OR A CL'RTIFICA-M OF OCCUPANCI' HAS BEIT' GRAN"IYD. UBC109' 113C1 IO IRC110 ARCHIVE APPLICANT F—] ASSESSOR [—] OTHER STATUS: ISSUED BLD20060558 REQUIRED SPECIAL INSPECTIONS FOR THIS PROJECT: 1) Soil Cuts 2) Foundation subgrade verfication 3) Retaining wall/rockery placement 4) Placement of fill 5) subsurface drainage installation including foundation drainage 6) General site monitoring 7) Temporary Shoring 8) Temporary and final erosion control • Lot line stakes must be in place at the time of foundation/setback inspection. • Installer shall provide the manufacturer's installation, operating instructions. and a whole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). • Ma)dmumHeight 25 feet. Measured from average elevation of undisturbed soil at comers of eMended building rectangle_ Subject to field check by building department. • Special inspections have been called for on this project and are noted on the approved construction plans and building permit. It is the owner and/or contractors responsibility to assure that reports are provided to the City on a weekly basis. Be advised — if special inspection reports are not forthcoming, the Building Official may issue a "Stop Work" and no City inspections -,viIl be provided until such time as the reporting agency has complied and reports are reviewed and approved by the City. • Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. • In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot watertanks. Per UPC 608. • Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 • Gas pipe test must be observed by City Building Inspector, affidavits shall not be accepted. • Provide combustion air per 1MC Chapter 7 for commercial and multi -family residential installations, and IRC Chapter 17 for one and two-family dwellings. • Any request for the modification, variance or other administrative deviation (hereinafter "variance") must be specifically called out and identified. 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, request 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 fromthe noise limits ofECC Chapter 5.30 only during the hours of 7:00amto 6:00pmon weekdays and 10:00am and 6:00pmon Saturdays. excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activites must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30,120. • 48 hours notice is required when requesting your FINAL Engineering Inspection. 425-771-0220, ext.1326. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) BUILDING (425) 771-0220 EXT. 1333 1 ENGINEERING (425) 771-0220 EXT. 1326 1 FIRE (425) 771-0215 PUBLIC WORKS (425)771-0235 1 PR&TREATMENT 425 672-5755 1 RECYCLING 425 2754801 • E-Erosion Control/Mobilization • E-StomiTightline • E-Infiltration System • E-Footing Drain Connection • E-Water Service Line • E Engineering Final • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-Slab Insulationy • B-First Floor Framing • B-Plumb Rough In • B-Gas Test/Pipe • B-EXerior Sheathing • B-Shear Nailing • B-Height Verification • B-Framing • B-WallInsulation/Caulk • B-Floor Insulation/Caulk • B-Ceiling Insulation/Caulk • B-Sheetrock Nail • B-Plumbing Final • B-Mechanical Final • B-Building Final ��jZP11/1 Eagle Eye Consulting Engineers, P.S. PO Box 523 Olalla, WA 98359 hoytjeter@centurytel.net 360 874 0562 Fax 360 874 0591 To: Steve Lovell 8/9/2007 312 Talbot Road Edmonds ,WA, 98020 Re: Lovell Residence Addition 8312 Talbot Road Edmonds ,WA, 98020 Plan Review #: 2006-0558 EECE #: EDM 07-24 This project is approved for the Structural Only permit. The Structural drawing review has been completed and accepted for permit with the approved stamped drawings returned to the City of Edmonds. Your plans are being reviewed concurrently with the Building Department, Planning Department, and Public Works Engineering. Changes, clarifications or additional corrections may be required subsequent to the Building Department review, when comments are received from the other concerned departments. Should you have any inquiries regarding this letter, please call Hoyt Jeter at (360) 874- 0562 between 8:00 am and 5:00 pm. By: e ® Hoyt Jeter, PE ��.. President CITY OF E D M O N D S GARY HAAKENSON MAYOR 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • 425-771-0220 • FAX 425-771-0221 Website: www.ci.edmonds.wa.us PUBLIC WORKS DEPARTMENT Engineering Division April 14, 2010 Steven Lovell 8312 Talbot Road Edmonds, WA 98026 RE: Order to Correct — 8312 Talbot Road — Permit #bld2009O450 Mr. Lovell, It has come to my attention that the temporary erosion control measures at 8312 Talbot Road are not in compliance with City Code and standards. Edmonds Community Development Code 18.30.050.2 — ESC Minimum Requirement requires stabilization of exposed soils once soils remain un-worked for a period exceeding 2 days. The site has remained un-worked for quite some time and soils shall be stabilized immediately. As the majority of the on -site grading appears to be complete, the soils should be permanently stabilized with hydroseed and/or vegetation. In addition, until final site restoration occurs, the temporary rock construction entrance, silt fence and filter sock catch basin inserts shall be maintained in accordance with your approved building permit and City standards. Erosion control measures shall be re-established immediately. Please call the engineering inspection line at 425.771.0220 x1326 to request an erosion control inspection no later than Monday, April 19th. Failure to comply with the above noted requirements by this date will result in code enforcement action. Please feel free to contact me directly should you have any questions. I can be reached by e-mail at mcconnellgci.edinonds.wa.us or by phone at 425.771.0220 x1338. Thank you, 9_1� *_ P�� a Jeanie McConnell Engineering Program Manager bld2009O450 Street File Mike Thies, Code Enforcement Officer Jerry Shuster, Stormwater Program Manager Incorporated August 11, 1890 Sister City - Hekinan, Japan �OF ED40 NOTICE TO PERMITTEE AND/OR OWNER n. 1890 ❑ PARTIAL APPROVAL CEORRECTION REQUIRED ❑ ENFORCEMENT VIOLATION Owner /G��/ ice II Permit Number so Z026 Job Address P-� i ��Site Contact Type of Inspection c`".a- r ❑ WORK DESCRIBED BELOW HAS BEEN INSPECTED AND APPROVED. ❑ APPROVED PLANS AND JOB CARD MUST BE AVAILABLE TO INSPECTOR ON SITE. �jCORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED AND/OR THE tt NEXT PHASE OF WORK IS STARTED. ECALL FOR INSPECTION. REINSPECTION FEE MUST BE PAID PRIOR TO NEXT INSPECTION REQUEST. ❑ STOP WORK -UNTIL AUTHORIZED TO CONTINUE BY CITY INSPECTOR. THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED TO BE CORRECTED BY (DATE) OR PENALTIES MAY BE APPLIED. FOR INSPECTION CALL 425-771-0220 fuilding ❑ Planning oe ❑ Engineering ❑ Fire ❑ Public Works Inspector Date THIS NOTICE TO REMAIN ON SITE White: Permit File Buff: Applicant Snohomish County, WA Assessor Parcel Data Page 1 of 2 * R E A L* Property Information County Home Assessor Home Treasurer Home Information on which Department to contact Please view Disclaimer If you have questions, comments or suggestions, please Contact Us. Date/Time:5/27/2011 8:15:09 AM Answers to Frequently Asked Questions about Parcel Data (opens as new window) Return to Property Information Entry page Parcel Number 00594400007202 Prev Parcel Reference 59440000720209 View Map of this parcel (opens as new window) General Information Taxpayer Name II Address (contact the Treasurer if you have questions) LOVELL STEVEN R 1183,12 TALBOT RD - - - EDMONDS, WA 98026 If the above mailing address is incorrect and you want to make a change, see the information on Name and Address Changes Owner Name II Address (contact the Assessor if you have questions) LOVELL STEVEN R 118312 TALBOT RD - - - EDMONDS, WA 98026 If the above name and address is incorrect due to a recent sale, please see the information on Name and Address Changes After a Sale Street (Situs) Address (contact the Assessor if you have questions) 8312 TALBOT RD - - - EDMONDS, WA 98026-5043 Parcel Legal Description TALBOT PARK BLK 000 D-02 - N 1 /2 OF LOT 72 Go to top of page 'Treasurer's Tax Information .For answers to questions about Taxes, please go to Treasurer's Property Information (will need parcel number) Go to top of page Assessor's Property .Data Characteristics and Value Data below are for 2011 tax year. Please contact the Treasurer's office for answers to questions about Taxes (opens as new window) For questions ONLY about property characteristics or property values (NOT taxes), please contact the Assessor's Office Property Values do not reflect adjustments made due to an exemption, such as a senior or disabled persons Values exemption. Reductions for exemptions are made on the property tax bi 11. Tax Year 2011 Market Land $200,000 Market Improvement $01 Market Total $200,000 Go to too of oaae Property Value History and Levy Rate History http://web5.co. snohomish.wa.us/propsys/asr-tr-propinq/Prp1ngO2-ParcelData. asp?PN=005... 5/27/2011 Snohomish County, WA Assessor Parcel Data Page 2 of 2 View History (opens as new window) Go to top of page Property Characteristics Tax Code Area (TCA) 00217 View Taxing Districts for this Parcel (opens as new window) Use Code 910 Undeveloped (Vacant) Land Size Basis ACRE size 0.37 (Size may include undivided interest in common tracts and road parcels) Go to top of page Property Structures No structures found for this parcel Go to top of page Property Sales since 7/31.11999 Explanation of Sales Information (opens as new window) Sales data is based solely upon excise affidavits processed by the Assessor. Transfer Receipt Sales Price Excise Deed Grantor (Seller) Grantee (.Buyer) Other Date Date Number Type Parcels 7/30/2010 8/4/2010 $0 415993 QC LOVELL NANNE M LOVELL STEVEN R No 1/25/2005 1/28/2005 $364,000 293934 W BOYL:ES GORDON D LOVELL STEVEN R & NANNE M No Go to top of page Property Maps Township/Range/Section/Quarter, links to maps Neighborhood 1504000 Explanation of Neighborhood Code (opens as new window) Township 27 Range 04 section 07 Quarter SE Find parcel maps for this Township/Range/Section View Map of this parcel (opens as new window) http://web5 . co. Snohomish. wa.us/propsys/asr-tr-propinq/Prp1ng02-ParcelData. asp?PN=005 ... 5/27/2011 Dunaway Surveying, Inc. 23201 - 53rd Ave. S.E., Bothell, WA 98021 (425)486-1530 Fax (775) 305-3053 Email = dunawaysurveying@frontier.com U01— 4�� City of Edmonds To whom it may concern July 26, 2012 Re: Roof Elevation confirmation for Steve Lovell Project, 8312 Talbot Rd, Edmonds, WA 98026 Using the assumed benchmark on the monument directly in front of the project as 100.00 as shown on topographic map dated 12-20-2004 our job No. 2004-052 the highest point of the roof is elevation 143.74 feet. Thank you, fig. DUlyq O� .•oF wA88'... John D. Dunaway P.L.S. Dunaway Surveying, Inc. p o F �266II PANO LL SJQa IUL le, 2w f0 f (: f 1'J —c- 2 1UIL DEVELOPMENT SERVICL.. COUNTER *t *1k JRR Engineering, Inc. 18609 76th Ave. W., Suite B Lynnwood, WA 98037-4149 (425) 697-5108 Client: Steve Lovell Project Location: 8312 Talbot Road, Edmonds, WA 98026 19208 80th Place W Design calculations are for 85 mph wind exposure D, Edmonds, WA 98026 topographic factor, Kzt of 1.0 and 25 psf snow load. (206) 396-9585 Ph. Do not use or depend upon these calculations for more severe wind exposure or snow loading. Scope: Lateral Design Check (2006 IBC Update) Code: ASCE 7-05 / IBC 2006 Lat. Des. Parameters: Seis. Class. D, (SS): 1.28 Dead Loads: Roof & Ceiling load 15 psf Exposure:1 D Floor load 10 psf Windspeed (mph): 85 Exterior wall load 8 psf (surface area) Live Loads: Snow Load (psf): 25 Interior wall load 10 psf (floor area) Floor Load (psf): 40 Attic Lim. Sto. (psf) 20 Assumed Soil Values per geotech.: Soil Bearing: 3000 psf (Contractor shall notify Engineer if, testing indicates bearing capacity is lower than 3000 psf) Wind Design: Ps=)'*IW*PS30*Kzt (Simplified Wind Load Method, Sec. 6.4, Eq. 6-1) Where; X , Adjustment Factor varies over height & exposure (Fig. 6-2) IW = 1 1 1 (Table 6-1) P530, Varies with roof pitch and building zone (Figure 6-2) Kzt= 1 Topog. Factor (6.5.7, Fig. 6-4), equal to 1.0 for flat terrain Roof rise in 12" : 4 Roof rise in 12" : 0 Horizontal Pressures Horizontal Pressures A B C D A B C D Ps30 15.9 -4.2 10.6 -2.3 PS30 11.5 -5.9 7.6 -3.5 0-15' PS 23.4 -6.2 15.6 -3.4 0-15' PS 16.9 -8.7 11.2 -5.1 15'-20' PS 24.6 -6.5 16.4 -3.6 15'-20' PS 17.8 -9.1 11.8 -5.4 20'-25' PS 25.6 -6.8 17.1 -3.7 20'-25' PS 18.5 -9.5 12.2 -5.6 25'-30' PS 26.4 -7 17.6 -3.8 25'-30' PS 19.1 1 -9.8 12.6 -5.8 30'-35' PS 27 -7.1 18 -3.9 30'-35' P5= 19.6 -10 12.9 -6 35'-40' PS 27.7 -7.3 18.4 -4 35'-40' PS 20 -10.3 13.2 -6.1 Seismic Design: V = CS*W (Equiv. Lat. Force Des. per ASCE 7-05, Sec 12.8) Fa = 1 (Table 11.4-1) SpS = Des. Spectral Resp. Accel. Parameters (Sec. 1 SDS = 0.853 (Eq. 11.4-3) D = Site Classification (Section 11.4.2) apPK. IE = 1 (Table 11.5-1) Fa & Fv = Site Coeff. (Table 11.4-1 &11.4-2) p o R = 6.5 (Table 12.2-1) V = Seismic Base Shear (Eq. 12.8-1) Cs= IE*SQS /R (Eq. 12.8-2) W = Effective Seismic Weight (Sec. 12.7.2 p = Redundancy Factor (1.0<p<1.3) (Sec. 12.3.4.2) Therefore; V Aso = 0.094 W F °9 Prepared by: JCM -T; TV ItWil�vel Checked by: RKR 1 �� `ProjectI Remodel/Addition E C � I Project No.: 06-89 7/8/2009 JUL 1 cl 2009 Page 1 of 2, DEVELOPMENT SERVICES GTFi. rf'; nc c0"f)WnS ENGINEERING & PLANNING SERVICES Project Name:-� 1�L 4441ppluI . _ - No.: % -oq fib : cp4w6m FROM '? gn I b G "'V 6 I r; L'�Tl S' 5 llid W vJr, = t5(-24x4-4 +17<12� (M &0 + U,< + 15 D 4-- S'+2 + b CO O' . -4� + 4-+ 4 4=6-1.7=Z �r l lvZI7�- Soil .: 6, Oq4 6%; C "22500) � � k 114 VlOr-MR- 90,q4Crwi ir**�) C--;��-7 \/-Lk)J'Nv Designed ZPO Checked R' 4�- Date -7/jbg6q Sheet 'I of 72- - JRR Engineering, Inc. 18609 7e Avenue West, Suite B Lynnwood, WA 98037-4149 Phone: (425) 697-5108 Fax: (425) 697-4506 July 9, 2009 Steve Lovell 19208 80th Place W Edmonds, WA 98026 SUBJECT: 2006 IBC Update, 8312 Talbot Road, City of Edmonds, JRR # 08-69A Dear Mr. Lovell: JRR Engineering, Inc. (JRR) understands the City has required the engineering calculations be updated in conform to the 2006 IBC Code for the above subject building. JRR has reviewed the approved plans and calculations and determined no changes are required. Enclosed is a copy of the engineering calculations for your reference. Please advise if you have any questions or concerns regarding this matter. Sincerely, JRR Engineering, Inc. Concurrence: Encl.: hh kLN:A19- �7io O eef iP-MS i tD/LS lzwq Ronald K. Riach, RE. '� YL \\K mr\c\ I _J RR\LE TT ERS\0689AL02. doe JUL 1 12009 I)EVaOFME F SERVICETR. CITY OF EDMON,) S C 10, At) w NO "*lupfK "04 W!90 C" t4 (COO a V% t2: Y 14 iflam. fqtr, O�- -P vmkvrA W" W, Ca4- ------------- rZ 644 - ------------ CZA '77 i � Vie* - -- ------- VL 4*vL �y Aool dowel fo cxl---,finq foundation epoxy dowel New found afi on cif 5oufh end ex1511ng sf �ucfu�e ,bear pox/ 48" X full blgH Ctyp> --ee nalllnq xhcdu/e approve plan 1/an view kale V4 ", - P jffcf1-y7Ond� WA dowel new to exl�tlnq 9.2" o c. '!51mpeon 17,i73ft Ctypi 2" rldgld 1n--,u1a1/on /P/10 C ® !f ip�l 5e %On OZ kale 1" - I pllne-vosflow SEP 8 06 34[TYEICQ DMo )NT f'rA2 ea end of ahcar pax/ acccnd floor frarroing aeon P77A2 C 2 co 40" -hear pox/i new 2 X to wa// fromIng :,Imp --.:,on 17D5/i C fyp� preaeure treated 2 X G p/are xc ->trucfuro/ notes approve plan new fooflnq 8' foundation wall per efructuro/ notem on approved plan 0 ��S D CLAN A.PPR V CIT EDMONDS BUILDING DI'VISIG s CITY GF PLANS Ems' DATE r� m m n�ir 0 r'o o m O O n11 Rol d.4,bljdd f6-btt REVOSO®M SEP 18 7n06 BUILDING DEPARTMENT CITY OF EDMONDS 4 s GAR. RF. �� CITY COPY BUILDING DEPARTMENT FMG-L �� 2x P.T. MUDSILL WITH CITY OF EDMONDS 1 /2"0 A.B. AT 48" O.C. -----�� a10ws Bull- 10" WALL #5 ® 6" O.C., VERT. #4 ® 10" O.C., HOR. 0 04 #5 ® 6" O.C. — 18- 5'-2" 4" SLAB o � _ tC � a K'2'-#4 CONT. AU6 30 2006 FREE DRAINING BACKFILL COMPLYING 2" CLR WITH WSDOT SPEC 9-03.12(2) "GRAVEL BACKFILL FOR WALLS„ TO aQ BACK OF HEEL MINIMUM. CD Q ROUGHENED CONSTRUCTION JOINT a aQ 1 /4 INCH NOMINAL AMPLITUDE, ° aQ (TYP.) aQ 4"0 PERF. PVC PIPE IN 1-1/2- DRAIN ROCK, WRAP W/ FABRIC & ROUTE PIPE TO DAYLIGHT. 4 O 10" O.C. 0 4 ® 10" O.C., ALT. TOP & BOT. p 0 4 ® 6" O.C. 0 2" CLR. o � D ono p / 1 7°-6" 3-T CLR 4" SLAB WITH #4 ® 18" O.C. E.W. TO BE IN PLACE PRIOR TO BACKFILLING ABOVE 8 FEET. RETAINING WALL NOT TO SCALE JRR ENGINEERING. INC. 18609 76th Avenue West, Ste. B Lynnwood, WA 98037 (425) 697-5108 Fox: (425) 697-4506 job no. 06-89 design icm drown JCM npp'v'd' RKR dwg. LOVELL_RETWALL . A �879vot & �� 61 �G T11 Z64 b I EXPIRES: 10-25-2dbri FOUNDATION REVISIONS ONLY, DETAILS AND PARTIAL PLANS LOVELL ADDN. RETAINING WALL MR. & MRS. STEVE LOVELL 8312 TALBOT ROAD EDMONDS, WA 98026 DATE: 8/02/2006 SHT : ? OF 6 STRUCTURAL NOTES: Construction shall comply with the 2003 International Building Code, Washington State DOT/APWA "Standard Specifications for Road, Bridge and Municipal Construction", these drawings and State and local codes and requirements. Contractor shall verify dimensions prior to construction and report discrepancies to the engineer. These retaining walls are not designed for hydrostatic pressure. SOIL AND FOUNDATION DATA: Soil bearing capacity 3000 psf at bottom of footings based on combined soil reports provided by Dennis M. Bruce on September 23, 2005 and Liu & Assoc., Inc. on May 21, 2006. At rest (EFP)=42 psf, active (EFP)=32 psf and soil coefficient of friction=0.65. REINFORCED CONCRETE: 1. Detail, fabricate, and place reinforcing steel as shown in ACI "Manual of Standard Practice" ACI 315. 2. Concrete and Reinforcing a. 28 day test strength: f'c = 3,000 psi, minimum b. Reinforcing Grade: ASTM A-615 60 ksi c. Reinforcing cover: 3" clear bottom of footings, 2" clear elsewhere (U.N.O.). 3. Lap field splices a minimum of 36 bar diameters. Install corner bars or bend wall and footing bars 2' — 6" around all corners. 4. Wood used for forming shall be removed prior to backfilling. 5. Concrete at construction joints shall have been intentionally roughened and cleaned of all loose concrete and debris. Construction joints not shown on these drawings shall be approved by the Engineer prior to construction. 0► fflilkI 1. Excavation and fill shall comply with the 2003 IBC. 2. Wall foundations shall be placed on suitable undisturbed native soil. Unsuitable materials encountered shall be removed under the direction of a geotechnical engineer and disposed of in an approved manner. 3. Wall backfill shall be free draining granular material conforming to Washington State DOT/APWA "Standard Specifications for Road, Bridge and Municipal Construction", section 9-03.12(2) Gravel Backfill for Walls. 4. Backfilling shall not 3000 psi. This may sample of concrete commence until concrete be determined by testing by an experienced testing strength has reached of a representative lab. 5. All fill shall be placed in 8—inch thick maximum lifts (loose) and compacted. Only hand operated equipment may be used within 4 feet of the wall. JRR ENGINEERING. INC. 18609 76th Avenue West, Ste. B Lynnwood, WA 98037 (425) 697-5108 Fox: (425) 697-4506 job no. design JCM drawn JCM app'v'd' RKR dwg. LOVELL_RETWALL LOVELL ADDN. RETAINING WALL MR. & MRS. STEVE LOVELL 8312 TALBOT ROAD EDMONDS, WA 98026 DATE: 8/02/2006 SHT: 2 OF 6 fl r O I co I SEqFL R JOIST_9 -11 aq _ -CONNECTION $--PER z� DETAIL is UPPER AND LOWER N / FLOOR SYSTEMS TO BE CONSTRUCTED PRIOR • TO BACKFILLING. -... noetlfr FREE DRAINING BACKFILL —� 1 2" �#45' AT 12" LEAR O.C. W/ (4) #4 EVENLY SPACED -�— 4"0 PERF. PVC PIPE IN 1 1-1/2" DRAIN ROCK, WRAP W/ FILTER FABRIC & ROUTE PIPE TO l DAYLIGHT. —� P.T. MUDSILL WITH A.B. PER S.W. SCHED. (2) #4 CONT. 10" O.C. HORIZ. #4 DOWEL 0 12" O.C. ALTERNATE BEND IN FTG. ROUGHENED CONST. JOINT, TYPICAL FLR. JST. W/ FACE MT. HANGER PER PLAN INSTALL 2x P.T. LEDGER TO WALL W/ 5/8" A.B. 014" O.C., DRILL & EPDXY 3.5" EMBEDMENT. (3) #4 CONT. (TYPICAL) 8-FOOT BASEMENT WALL NOT TO SCALE JRR ENGINEERING. INC. 18609 76th Avenue West, Ste. B Lynnwood, WA 98037 (425) 697-5108 Fox: (425) 697-4506 job no. design JCM drawn JCM app'v'd' RKR dwg. LOVELL-BSMT,WALL LOVELL ADDN. RETAINING WALL MR. & MRS. STEVE LOVELL 8312 TALBOT ROAD EDMONDS, WA 98026 DATE: 8/02/2006 SHT: 3 OF 6 FREE D BACKFILL RF,V:3:4: LAN Ap?ROVED � CITy OF ED AIONDS BUILDING DIVISION .fir , SEE—FL{)OR �JOIST� "CONNECTION, PER '\y DETAIL "X" 1 UPPER AND LOWER FLOOR SYSTEMS TO BE ONSTRUCTED PRIOR TO BACKFILLING. C 8" WALL RAINING 12"MIN. -s— 12" #44' AT 12" f LEAR O.C. W/ (4) #4 EVENLY SPACED -�-- J � � O M l N / r O 4"0 PERF. PVC PIPE IN] 1-1/2- DRAIN ROCK, WRAP W/ FILTER FABRIC & ROUTE PIPE TO J DAYLIGHT. f -- 2" CLEAR P.T. MUDSILL WITH A.B. PER S.W. SCHED. (2) #4 CONT. #4 ® 10" O.C., HORIZ. #5 ® 8" O.C., VERT. #5 DOWEL 0 8" O.C. ALTERNATE BEND IN FTG. ROUGHENED CONST. JOINT, TYPICAL 4" CONC. SLAB ON GRADE NOTE: FOR BASEMENT WALL REINFORCEMENT = 60 KSI 30" CONC. STRENGTH = 3000 PSI ru (3) #4 CONT. (TYPICAL) 12-FOOT BASEMENT WALL NOT TO SCALE JRR ENGINEERING. INC. 18609 76th Avenue West, Ste. B Lynnwood, WA 98037 (425) 697-5108 Fox: (425) 697-4506 job no. design JCM drawn JCM app'v'd' RKR dwg. LOVELI BSMT.WALL LOVELL ADDN. RETAINING WALL MR. & MRS. STEVE LOVELL 8312 TALBOT ROAD EDMONDS, WA 98026 DATE: 8/02/2006 SHT: 4 OF 6 SEE FLOOR JOIST CONNECTION, PER DETAIL "X" = z 1 UPPER FLOOR SYSTEM tO AND SLAB ON GRADE TO BE CONSTRUCTED ��., r_RADE_ � PRIOR TO BACKFlLUNG. , ., ..1" - A� N � P.T. MUDSILL WITH A.B. 3 10" WALL PER S.W. SCHED. 12"MIN. (2) #4 CONT. o #4 ® 10" O.C. HORIZ., TYP. o 2" CLR. --- �-- 2" CLR. tn MAIN FLR. FMG. INSTALL 2x P.T. LEDGER TO #4 8 04" O.C., WALL W/ 1 /2" A.B. ® 48" o CENTERED TO O.C., BLOCK THE WHOLE Q FLOOR JOIST FLOOR PER JOIST SPACING N `~ W/ 10d AT 6" O.C. S2 FREE DRAIN G BACKFILL� ' #4 04" O.C. VERT., ALT. U.1 CONT. TO UPPER WALL a 012" C. #4 DOWEL ® 4" O.C. ALTERNATE BEND IN FTG. > #4 W/ (3) #4 60 IZ.1�2 ROUGHENED CONST. EVENLY SPA ED JOINT, TYPICAL 4" CONC. SLAB ON GRADE _ � 04 J 04 NOTE: FOR BASEMENT WALL bkoo _ o REINFORCEMENT = 60 KSI ° CONC. STRENGTH = 3000 PSI 4"0 PERF. PVC PIPE IN 1-1/2- 30" M DRAIN ROCK, Wj V W/ FILTER FAB _ & ROUTE PIPE (3) #4 CONT.�K J DAYLIGHT. GAL-) T 1L DiVISi01`i 0') - P-(l(1T R A C I= AA I\� 1AIfO r�NDS BUILDING NOT TO SCALEno ` -VLANS Xr�► INER ,ERR ENGINEERING. INC. job no. 06-89 vELL-AD. DN.�RETAIN G WALL 18609 76th Avenue West, Ste. B design �cM"Y ____...-MR. & MRS. STEVE LOVELL Lynnwood, WA 98037 8312 TALBOT ROAD (425) 697-5108 drawn JCM EDMONDS, WA 98026 Fox: (425) 697-4506 app'v'd' RKR dwg. LOVELL_MSMT.WALL DATE: 8/02/2006 SHT: 5 OF 6 SHEAR PER F 2 2 a CC CONC. PER F 41PPED 2x MUDSILL TO MATCH WITH 1 /2" DIA. A.B. SPACED PER PLAN 3/4" T&G APA RATED FLR. SHTG. W/ Bd ® 6" O.C. EDGE, 12" O.C. FIELD 3x P.T. LEDGER WITH 5/8"0 ALL —THREAD ROD DRILL & EPDXY 4" MIN. EMBED. AT 12" O.C. 3IMPSON IUS JOIST HANGER OR EQ. R.00R JST. OR BLKG. (2) JOIST BAYS, F JOISTS ARE PARALLEL TO WALL OR =NTIRE FLOOR DIAPHRAGM WHERE REQUIRED PER PLAN NOTE: NAILS & CONNECTORS IN CONTACT WITH CONCRETE OR P.T. WOOD SHALL BE HOT —DIPPED, ZINC —COATED GALVANIZED OR PER IBC 2304.9.5. (2) #4 CONT. AIR GAP 2x PER CODE IF FURRING PER PLAN, REQUIRED X FLOOR JOIST OPTION NOT TO SCALE D VIS ON S�+ gUILDINC' CITY OF EDMONDS �LpNS EXA ER JRR ENGINEERING, INC. job no. 06-89 LOVELL ADDN. RETAINING WALL 18609 76th Avenue West, Ste. g Avenue MR. & MRS. STEVE LOVELL Lynnwood, WA design .1CM 8312 TALBOT ROAD (425) 697-5108 drown JCM EDMONDS, WA 98026 Fox: (425) 697-4506 app'v'd' RKR dwg. LOVELL_BSMT,WALL DATE: 8/02/2006 SHT: 6 OF 6 -k 7 REVISED PLAN APPROVE - 1 :6 ( CITY OF EDMONDS BUILDING DIVISION DA.T. I tZ i11� /4 MOO "�TVN Fy REVISED PLAN APPROVED CITY OF"EDMONDS BUILDING DIVISION PLANS EXA�'II OR t2`. t3snz�' oAc AT O vJ I`i E (L `S a l°'r I (-I .i 1)' Uoi A ftP. R REygSED FLAN �P�' DO s o� CITY OF EDMONDS BUILDING PLANS EXA NE I ®ATE .�-- :...---- ----_- -- e tt� ED6 (W g� Arp PK l01ce ,V, . �jI -raft ■ lu ■ lu Ile JRR Engineering, Inc. 18609 76th Ave. W., Suite B Lynnwood, WA 98037-4149 (425) 697-5108 Client: Steve Lovell Protect Location: Same address 8312 Talbot Road Design calculations are for 85 mph wind Edmonds, WA 98026 exposure B and 25 psf snow load. (206) 250-0206 Do not use or depend upon these calculations for more severe wind exposure or snow loading. Scope: Partial Lateral & Vertical Check Code: 2003 IBC Lat. Des. Parameters: Seismic Zone D, (Ss): 1.25 Dead Loads: Roof & Ceiling load 17 psf Exposure: I B Floor load 10 psf Windspeed (mph): 85 Exterior wall load 60 plf Live Loads: Snow load (psf) 25 Interior wall load 5 psf (floor area) Floor load (psf) 40 Soil Values per Geotech report: Soil Bearing: 2600 psf (Contractor shall notify Engineer if testing indicates bearing capacity is lower than 2500 psf) Wind Design: Ps=k*lw*Ps30 (Simplified Wind Load Method, 1609.6) Where; k Varies over height & exposure (Table 1609.6.2.1(4)) IW = 1 1 1 (Table 1604.5) P530 Varies with roof pitch and zone (Table 1609.6.2.1(1)) Roof rise in 12" : 4 Roof rise in 12" : 0 Horizontal Pressures Horizontal Pressures A B C D A B C D Ps30 15.9 -4.2 10.6 -2.3 Ps30 11.5 -5.9 7.6 -3.5 0-15' P5= 15.9 -4.2 10.6 -2.3 0-15' P5= 11.5 -5.9 7.6 -3.5 15'-20' PS 15.9 -4.2 10.6 -2.3 15'-20' P5= 11.5 -5.9 7.6 -3.5 20'-25' P5= 15.9 -4.2 10.6 -2.3 20'-25' PS 11.5 -5.9 7.6 -3.5 25'-30' PS 15.9 -4.2 10.6 -2.3 25'-30' P5= 11.5 -5.9 7.6 -3.5 30'-35' PS 16.7 -4.4 11.1 -2.4 30'-35' P5= 12.1 -6.2 8 -3.7 35'-40' P5= 17.3 -4.6 11.6 -2.5 35'-40' P5= 12.5 -6.4 8.3 -3.8 Seismic Design: V = 1.2SDsW/R (Simplified Analysis, 1617.5.1) p = 2 - 20/(r (Ab)^.5) Fe = 1 (Table 1615.1.2(1)) SDs = Design Spectral Response Parameter (Eq. 16-40) SIDS = 0.833 (Equation 16-38) p = Redundancy Factor (1.0<p<1.5) (Eq. 30-3) IE = 1 (Table 1604.5) Ab = Total Ground Floor Area / R = 6.5 (Table 1617.6.2) r=(10/Lw) Vi / Vt (Section 1617.2) V = Horizontal Base Shear (Eq. 16-56) Vi = Wall Shear W = Total Dead Load Vt = Total Story Shear D = Soil Type (Section-1615.1.1) Lw= Length of Wall Fa = Site Soil Coefficient Therefore; V = jE C0�1'5�4 4WD Q Prepared by: JCM Checked by: RKR Project No.: 06-89 JUL. 1 4 20-39 ( DEVELOPMENT SERVICES CTR. Project Name: Lovell RS i`tl(5&er1kd ifion 4/20/2007 ss� 01 EXPIRES to ,h5 Page 1 of 9 ENGINEERING & PLANNING SERVICES Project Name:— 1- i� 4ppL,3, No.: N —�A- -..''mi'��'c 1 v�.'w:.�n��.w.++iw:mr`...w•.: I .�++�,,.uT+��w�e�ra.�+.�uir�rr�.:wmutwwe�`.�rw�ara50 (%.w.r.vsud � AM I 'SIP, ! IIX ?+� j 1 i k I ''.�'•!•, ! 1 I i i ! I I + l 7Arl p 1 LJ UJI1 ! r i 1 4 4 I-T � gmJ, Ilk F E i 7a' � ( ! Syr. �• '�/G/' I t _� 1 � ' F t 1 1 �{ ' /� Z' t I i ' ° I i •-s/!� , .t ,..i � I i All j � ttJ I Designed Checked Date q114 ATI Sheet 02- of ENGINEERING & PLANNING SERVICES Project Name:_No.: b6l"",q �i'�av�s�'C.amc+ctaoaM�w'�wu�a- M�:�ue6R. yewic�r..: �rv..•+wmv.a�srC�.fwlwry /F1' ate_ ' .....""e �-_�Y`�'"j /i I 1 1 �-_..�. �.....?.-.��(.',''.f�1��!/J( 1 •---I—r1`y 1�-y��.�y}1..J'.i , I -- i7 � f 1 fit i t ' r 66 � I� t � i I A _ . - I 7 Designed- dG14 Checked R1 Date 4 11 /07 Sheet -3 of I I ENGINEERING & PLANNING SERVICES Project Name: ADL Q r No.: bt �"j ,�""''.�`�.�"717 ; it , � ,_ � ,..y.�.. ' . -.i�a j.......�,-;�..:..•.,-.,...�.��.�>,,.,�.�..,��•w,.�.,.,::;.,..:..,,.��,�ti-a�,�.µ.��-,... lilt I I l r r It t , j ! j rAwr� 31mo s 55 j Ic i; 11 "� i.J6cC? i I € Is1�r ! ! f L ; 673 7-1 -Ire'' { j (y1' Designed J6 Checked Date 4ZA Sheet of11 ENGINEERING & PLANNING SERVICES Project Name:-'.-?Np-[Al AM1' W I No.: t -p '1 L,+ # I I 1 ! ! �i - ! I i jI j Qo I f f 1 1 i t 1 I ` ' c� iT ✓ 1 t t j i j f j -IY, 1 �3i �� tin pip, I Y" ,'pl✓l t { i t i 64 i Designed '1V—M Checked Fib' Date k Sheet 57 ofII cr"JR FC. ENGINEERING & PLANNING SERVICES Project Name: ` No.: ° — Imo; 11G, i I ' I 'f ell 4-il` f 700 I I i X � _ � � I i � ,DID � : -�--$j ►t � , i { I 4/1� � 1+�� I 'P• I i ! I• f f Designed JtA Checked Date A4/20 ISM Sheet 6 of — cFJRJR M7224eex-lzzg9 142c. ENGINEERING & PLANNING SERVICES Project Name: i. . J11) i I F; vl� 2 4 �,D � IN - . 7 1 87 V_ 7.5 Q7 i T71 T Eli i T IL - 1`7 7 if . . . . . -1 Ln J_ -44— T J L 11 71/� 2, P# _7 F 14, iAbl Ab v Of If MCI' Designed— SA Checked P44 Date 1 45/727 Sheet -7 of .1 - ��' ENGINEERING & PLANNING SERVICES Project Name:_ ' �}�i � � w� No.: ` l � — = .._��j��(f/'� • [J��!'` .�fJ-.._ y!F�.J..��.�....--w.w....y..-SP y �t5 . '� XI 2. _ G ► tip -16i-- I 6. �-- .� 7' 2 : 4k t 1 , „i �F� ! 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No.:- ..l.v..rd,�.ey.rwwi' � -' ��.i�a.ae��r,�sr..n•.wwuwmianaw}a�-,n-�wri�..m - ... ar.-.drw+a . ; 1 l + I --7_ i I j I ! f ( _ I�+ ' i I I i ' f V Y• s lk ell ' I { I f f t• I + i � � + I � � ...�.��..{ j � i ._.��...._f,__•_•i i.___l..-_.�.. t l I i Designed Checked Date 4 / Sheet— 10 of A-ij 14F 9 /_14 can be located such that the 2-1/2" x 2-1/2" plate washer ` extends to with 1/2" of the sheathed side of the wall. C4.3.6.4.4 Load Path: Specified requirements for shear, tension, and compression in SDPWS 4.3.6 are to address the effect of induced unit shear on individual wall elements. Overall design of an element must consider forces contributed from multiple stories (i.e., shear and moment must be accumulated and accounted for in the design). In some cases, the presence of load from stories above may increase forces (e.g., effect of gravity loads on compression end posts) while in other cases it may reduce forces (e.g., effect of gravity loads reduces net tension on end posts). Consistent with a continuous load path for segmented shear walls and shear walls designed for force transfer around openings, a continuous load path to the foundation must also be provided for perforated shear walls. Consider- ation of accumulated forces (for example, from the stories above) is required and may lead to increases or decreases in member/connection requirements. Accumulation of forces will affect tie -downs at each end of the perforated shear wall, compression resistance at each end of each perforated shear wall segment, and distributed forces v and t at each perforated shear wall segment. Where ends of perforated shear wall segments occur over beams or headers, the beam or header will need to be checked for the vertical tension and compression forces in addition to gravity forces. Where adequate collectors are provided to distribute shear, the average shear in the perforated shear wall above (e.g., equivalent to design shear loads), and not the increased shear for anchorage of upper story wall bottom plates to elements below (7), needs to be considered. C4.3.7 Shear Wall Systems Requirements for shear wall sheathing materials, framing, and nailing are consistent with industry recom- mendations and building code requirements. Minimum framing thickness for all shear wall types is 2" nominal with maximum spacing between framing of 24". Edges of wood -based panels'(wood structural panel, particleboard, and fiberboard) are required to be backed by blocking or framing. In addition, fasteners are to be placed at least 3/8" from edges and ends of panels but not less than distances P cified b a turer m tha manufr acts' 'ters- e or c e evaluation re ort. 'Y �"'\ C4.3.7.1 Wood Structural Panel Shear Walls: For wood structural panel shear walls, framing members or blocking is required at the edges of all panels and a minimum panel ,dimension of 4' x 8' is specified except at boundaries and changes in framing. Wall construction is intended to consist primarily of full-size sheets except where wall dimensions require use of smaller sheathing pieces. Less than full size compression, pieces of sheathing do not significantly affect wall strength rigidity of a hi / (14). C4.3.7.6 and stiffness A single 3x nominal framing member is specified ble-LayerofL at adjoining panel edges for cases prone to splitting and shear walls ha, where nominal unit shear capacity exceeds 700 plf in wood structur in SL seismic design categories (SDC) D, E, and F. An altema- stiffness tive to single 3x nominal framing, based on principles of relative stiffnc mechanics, is use of 2-2x members adequately fastened C4.3.7.7 together. Test results (22, 25) confirm that performance Single -Layer is comparable to a single 3x member. The attachment of shear walls lit the 2-2x members to each other should equal or exceed when compai design unit shear forces in the shear wall. An alternative, panel shear v capacity -based approach, considers the capacity of th reports (21, 2, sheathing to framing connection at the adjoining panel sheathed wall edge such that the connection between the 2-2x members fied low unit ; / equals or exceeds the capacity of the sheathing to framin to other braci attachment. C4.3.7.2 Particleboar Shear W e require- sist or wood structural panels (see C4.3.7.1). Apparent shear stiffness in SDPWS Table 4.3A is based on assumptions of relative stiffness and nail slip (see C4.2.2 and C4.3.2). C4.3.7.3 Fiberboard Shear Walls: Panel size require- ments are consistent with those for wood structural panels 4` (see C4.3.7.1). Apparent shear stiffness in SDPWS Table 4.3A is based on assumptions of relative stiffness and nail slip (see C4.2.2 and C4.3.2). C4.3.7.4 Gypsum Wallboard, Gypsum Veneer Base, Water-ResistantBackingBoard, Gypsum Sheathing, Gyp- sum Lath and Plaster, or Portland Cement Plaster Shear Walls: The variety of gypsum -based sheathing materials reflects systems addressed in the model building code (2). Appropriate use of these systems requires adherence to referenced standards for proper materials and instal- lation. Where gypsum wallboard is used as a shear wall, edge fastening (e.g., nails or screws) in accordance with SDPWS Table 4.3B requirements should be specified and overturning restraint provided where applicable (see SDPWS 4.3.6.4.2). Apparent shear stiffness in SDPWS Table 4.3B is based on assumptions of relative stiffness and nail slip (see C4.2.2 and C4.3.2). C4.3.7.5 Shear Walls Diagonally Sheathed with Single -Layer of Lumber: Diagonally sheathed lumber shear walls have comparable strength and stiffness to many wood structural panel shear wall systems. Apparent shear stiffness in SDPWS Table 4.3C is based on assumptions of relative stiffness and nail slip (see C4.2.2 and C4.3.2). Early reports (24) indicated that diagonally sheathed • J lumber shear walls averaged four times the rigidity of horizontally sheathed limber walls when the boards were loaded primarily in tension. Where load was primarily in AMERICAN FOREST & PAPER ASSOCIATI( - EDM - 7 0 24 _�� o � �� JRR Engineering, 18609 76th Ave. W., Suite B BUILDING DEPARTMENT CITY COPY Lynnwood, WA 98037-4149 CITY OF EDMONDS (425) 697-5108 Client: ' Steve Lovell Project Location: Same address 8312 Talbot Road Design calculations are for 85 mph wind Edmonds, WA 98026 exposure B and 25 psf snow load. (206) 250-0206 Do not use or depend upon these calculations for more severe wind exposure or snow loading. Scope: Partial Lateral & Vertical Check Code: 2003 IBC Lat. Des. Parameters: 'Seismic Zone D, (SS): 1.25 Dead Loads: Roof & Ceiling load 17 psf Exposure: I B Floor load 10 psf Windspeed (mph): 85 Exterior wall load 60 pif Live Loads: Snow load (psf) 25 Interior wall load 5 psf (floor area) Floor load (psf) 40 Soil Values per Geotech report: Soil Bearing: 2500 psf (Contractor shall notify Engineer if testing indicates bearing capacity is lower than 2500 psf) Wind Design: Ps=;,*IW*P53o (Simplified Wind Load Method, 1609.6) Where; X Varies over height & exposure (Table 1609.6.2.1(4)) IW = 1 1 (Table 1604.5) P530 Varies with roof pitch and zone (Table 1609.6.2.1(1)) Roof rise in 12" : 4 Roof rise in 12" : 0 " Horizontal Pressures Horizontal Pressures A B C D A B C D Ps30 15.9 -4.2 10.6 -2.3 Ps30 11.5 -5.9 7.6 -3.5 0-15' P5= 15.9 -4.2 10.6 -2.3 0-15' P5= 11.5 -5.9 7.6 -3.5 15'-20' P5= 15.9 -4.2 10.6 -2.3 15'-20' P5= 11.5 -5.9 7.6 -3.5 20'-25' P5= 15.9 -4.2 10.6 -2.3 20'-25' P5= 11.5 -5.9 7.6 -3.5 25'-30' P5= 15.9 -4.2 10.6 -2.3 25'-30' P5= 11.5 -5.9 7.6 -3.5 30'-35' P5= 16.7 -4.4 11.1 -2.4 30'-35' P5= 12.1 -6.2 8 -3.7 35'-40' P5= 17.3 -4.6 11.6 -2.5 35'-40' P5= 12.5 -6.4 8.3 -3.8 Seismic Design: V = 1.2SDsW/R (Simplified Analysis, 1617.5.1) p = 2 - 20/(r (Ab)4.5) Fa = 1 (Table 1615.1.2(1)) SoS = Design Spectral Response Parameter (Eq. 16-40) SpS = 0.833 (Equation 16-38) p = Redundancy Factor (1.0<p<1.5) (Eq. 30-3) IE = 1 (Table 1604.5) Ab = Total Ground Floor Area R = 6.5 (Table 1617.6.2) r=(10/Lw) Vi / Vt (Section 1617.2) r 1 V = Horizontal Base Shear (Eq. 16-56) Vi = Wall Shear W = Total Dead Load I Vt = Total Story Shear D = Soil Type (Section-1615.1.1) Lw = Length of V = Fa = Site Soil Coefficient Therefore; Prepared by: JCM Checked by: RKR Project Name: r� Project No.: 06-89 4/20/2007 Page 1 of �TRR Engineering, Inc. ENGINEERING & PLANNING SERVICES Project Name: L-OV91, 4MfW, No.: 0� 4$ _t i 1 Y { �•— i 1� I I 7 i � � 1 � 1 1 1 I -46 �1Z� �� t t . ... ........ .►}1r�. ... ........ —ply, rt i k 1� wit �I�^—�' i I/. 11 l5/4�,�� - 75 _ Y 1 � � p..��fl �w`3� `' "' Y !! tom... ��..� z �.1... J... _.J-.—•� e.,b.! .i----��-.—..Y=ai. E I 1 i i�i Designed Checked , ' Date41- L-11 Sheet � oft— gr"" 2 eex-i mg, Inc. ENGINEERING & PLANNING SERVICES Project Name:No.:�` -17 Iq }_ .✓ � t 1 i ' i � i t t 3 6 3 i 1 ! (l47- 2 ! 'Z f � _ { 1 _J 0� 1 j1 ij_ ' Ilj 1 717 f i 14 4.5�i L 7 11 » [ E t� 57__ i . . 11 I f ! IF F f 10 14411-52 ! 1 ! i I 'a---d-4.. f + { F .......L...._ I ! 9 I II Designed jLM Checked (2,14 Date 4 14 /07 Sheet-3 of11 11 ar14R Engineerz�g, Inc. ENGINEERING & PLANNING SERVICES Project Name:- L412VERL ADD% 0 No.: 06 —` .4 _+ 7 ...�.,......X,._ 6f ._.+,.._.... 1 { I _ t + — — i I s (�a ► _ I I 1 f I �� I A << moo 1 �a Lol4it-t n r i # ` 1•' I ......... ii E [ I i p if Designed J6M Checked Date 4ZA Sheet —of JRR E�gin Bering, Yric. ENGINEERING & PLANNING SERVICES Project Name: - ptkl AIM w No.: 06 1 ��^ � !{ 7t1 ��tFF i - -•- I � I - .�..1.... ��Y-- �l3� � E �J t 4�.._.q/��f `\ �{�(�{F...�.�{y-/-..�`-±+!�-)... /[, /� /�J I ��+j w�) � ' 1_•i_-"'p.� 117 4 � , t� ita I { I 1 `.. k x i g i,,��%� a . I f Designed 'V-"A Checked F—KP' Date Sheet 57 of11 f �TRR Engin4eerjng, Inc. ENGINEERING & PLANNING SERVICES Project Name: =-g)\/ ak l) ! No.: " -.e.�.v..�. } _ 4 t L21,1 i If 12 I i I I T I f( "= 2�1 14-0 ff- All i I �1� I I ► i �a � ,� i E� i i 1T Iifi I ( 17D;Y Designed `jam Checked RK4 Date 4/2QSheet 6 of__il L__ JrRJREuisg, Ix2c.r ENGINEERING & PLANNING SERVICES Project Name:.. N No.: C6—P-1 1 GYNIL A — _ _14a LSD 3 �� ' I i F��' ► ,c� .:ib : � p Rim � V � _ I E { P { 9 .I MW iv ►�-; -_ I 1►1 z►D� -�i� Designed Checked Date - Sheet % of It CrRR Engineering, Inc. ENGINEERING & PLANNING SERVICES Project Name: LOq jE_ '� � No.: z r I r Clio 3 t C it Fw lu s c E r F7 1 4 I L 1 a r Oe M!' 1fill� , .01 Its �_ I r��€►Ta_�_x�ot�Ix7� { � : l Designed %JeM Checked Date _462 Sheet 0 off I ERR Engineering, Ins. ENGINEERING & PLANNING SERVICES Project Name: No.: kr A �.®� w _ _ I _. ' Wit.__ CL I I.41 ! t %% "_'_-.�-`; � �... 4� I � t � gym` _ _�-_ $ .._i r�=�.�-� ��►r�r I I 1 t i I 4+ t I z=:F 6 e66D � �+I tt �-- f-- t ai ��G��6' _ ►s,6� 1J,I f� �-- Designed 'J6m Checked P- Date 1107P147 Sheet 4 Of11 11 JRR E�gine�rzng, d�c. ENGINEERING & PLANNING SERVICES Project Name: -' ' Mo I No.: — ?q 1 L MEN mom Designed 'd� Checked Date-4 -� Sheetfl) of can be located such that the 2-1/2" x 2-1/2" plate washer ` extends to with 1/2" of the sheathed side of the wall. C4.3.6.4.4 Load Path: Specified requirements for shear, tension, and compression in SDPWS 4.3.6 are to address the effect of induced unit shear on individual wall elements. Overall design of an element must consider forces contributed from multiple stories (i.e., shear and moment must be accumulated and accounted for in the design). In some cases, the presence of load from stories above may increase forces (e.g., effect of gravity loads on compression end posts) while in other cases it may reduce forces (e.g., effect of gravity loads reduces net tension on end posts). Consistent with a continuous load path for segmented shear walls and shear walls designed for force transfer around openings, a continuous load path to the foundation must also be provided for perforated shear walls. Consider- ation of accumulated forces (for example, from the stories above) is required and may lead to increases or decreases in member/connection requirements. Accumulation of forces will affect tie -downs at each end of the perforated shear wall, compression resistance at each end of each perforated shear wall segment, and distributed forces v and t at each perforated shear wall segment. Where ends of perforated shear wall segments occur over beams or headers, the beam or header will need to be checked for the vertical tension and compression forces in addition to gravity forces. Where adequate collectors are provided to distribute shear, the average shear in the perforated shear wall above (e.g., equivalent to design shear loads), and not the increased shear for anchorage of upper story wall bottom plates to elements below (7), needs to be considered. C4.3.7 Shear Wall Systems Requirements for shear wall sheathing materials, framing, and nailing are consistent with industry recom- mendations and building code requirements. Minimum framing thickness for all shear wall types is 2" nominal with maximum spacing between framing of 24". Edges of wood -based panels (wood structural panel, particleboard, and fiberboard) are required to be backed by blocking or framing. In addition, fasteners are to be placed at least 3/8" from edges and ends of panels but not less than distances We- or 6-Ke evaluation rerort. -Y C4.3.7.1 Wood Structural Panel Shear Walls: For wood structural panel shear walls, framing members or blocking is required at the edges of all panels and a minimum panel dimension of 4' x 8' is specified except at boundaries and changes in framing. Wall construction is intended to consist primarily of full-size sheets except where wall dimensions )OD require use of smaller sheathing pieces. Less than full size compression, pieces of sheathing do not significantly affect wall strength rigidity of a. h, and stiffness (14). C4.3.7.6 A single 3x nominal framing member is specified ble-LayerofL at adjoining panel edges for cases prone to splitting and shear walls hw where nominal unit shear capacity exceeds 700 plf in wood structur seismic design categories (SDC) D, E, and F. An altema- stiffness in SL tive to single 3x nominal framing, based on principles of relative stiffs( mechanics, is use of 2-2x members adequately fastened C4.3.7.7 together. Test results (22, 25) confirm that performance Single -Layer is comparable to a single 3x member. The attachment of shear walls h, exceed the 2-2x members to each other shouJerequire- when compal design unit shear forces in the shear wernative, panel shear v capacity -based approach, considers tty of th reports (21, 2, sheathing to framing connection at tng panel sheathed wall edge such that the connection betweenmembers fied low unit! equals or exceeds the capacity of the sframin to other braci attachment. C4.3.7.2 Particleboar Shear Wa e require- ist t r wood structural panels itr (see C4.3.7.1). Apparent shear stiffness in SDPWS Table 4.3A is based on assumptions of relative stiffness and nail j slip (see C4.2.2 and C4.3.2). C4.3.7.3 Fiberboard Shear Walls: Panel size require- ments are consistentwith those for wood structural panels (� (see C4.3.7.1). Apparent shear stiffness in SDPWS Table \ % 4.3A is based on assumptions of relative stiffness and nail slip (see C4.2.2 and C4.3.2). C4.3.7.4 Gypsum Wallboard, .Gypsum Veneer Base, Water -Resistant Backing Board, Gypsum Sheathing, Gyp- sum Lath and Plaster, or Portland Cement Plaster Shear Walls: The variety of gypsum -based sheathing materials reflects systems addressed in the model building code l (2). Appropriate use of these systems requires adherence to referenced standards for proper materials and instal- lation. Where gypsum wallboard is used as a shear wall, edge fastening (e.g., nails or screws) in accordance with SDPWS Table 4.3B requirements should be specified and overturning restraint provided where applicable (see SDPWS 4.3.6.4.2). Apparent shear stiffness in SDPWS Table 4.3B is based on assumptions of relative stiffness i and nail slip (see C4.2.2 and C4.3.2). C4.3.7.5 Shear Walls Diagonally Sheathed with Single -Layer of Lumber: Diagonally sheathed lumber i shear walls have comparable strength and stiffness to many wood structural panel shear wall systems. Apparent shear stiffness in SDPWS Table 4.3C is based on assumptions of relative stiffness and nail slip (see C4.2.2 and C4.3.2). I, Early reports (24) indicated that diagonally sheathed lumber shear walls averaged four times the rigidity of horizontally sheathed lumber walls when the boards were loaded primarily in tension. Where load was primarily in AMERICAN FOREST & PAPER ASSOCIATIi 04-13-2006 09:30RM FROM ` M' S IMPORT CITY CORP. I i U 4�5 rrle��1 r. el L-cn I i IICIM cr fy 1 n er 1 rig r'tiR-lNt NU. • 2U6+252+123 73 Apr. IRNLehtinen En aineedup, 4120 Hoyt Ave - Everett, WA 98203 (423) 252-2373 ED�ii 07-24 By Date - Page O. io wrr■w� r Lo W _.; -_ ZZ - -4.q e --tom 2 e 2 -- 1 5 aT 2/_7�� COYY WAS ,jr., DWIAWEV EECE TOTAL P.01 H N ]Lehtinen 05 �� 1 (,21 R E D E Y E D EngineeringEngintgriag 3216 Wetmore Ave. DEC 0 8 2005 Everett, WA 98201 .(425)252-2373 EECE By EDM 07-24 D Page No. e o 8 z oo s Q Yx , ° Z MAX 2T FC r--: = A. �sbFGhV 2 2� r� _.. ... ._�. __..11... LE �• do _ �... .... U P 24,' S' 4n.-A6 ON r MWNM :!I HEW�rl JUL 12 2007 L EECE RECEIVED NOV 2 3 2005 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS H N Lehtinen EfigineerintZ 3216 Wetmore Ave. Everett, WA 98201 (425)252-2373 By Date Page No., of ffMO'�1OM .......... M , c 5's io c-, vF-a:r I el /Z I wwj aff 4 DO�ja. d LI z) O,r ........ . .. ..... .. . . ..... . ....... ... --cot . ...... ....... . ........... . ....... ........... ..... . ..... . . .... ..... ------------ H N Lefitinen -E-n geering 3216 Wetmore Ave. Everett, WA 98201. (425)252-2373 By_ Date. , .Wage, No.. of ............. f4-- AV, ----------- . . ........ .. . .... ..... ... . .......... ...... ..................... ..... .. . .. ... ..... - � - -- � •---=----.------ � � o ��r . .. .......... ...... . .... . ..... 7; 9 x 6c) 1L . ..... .............. ... .... ... ............... ......... . . . ....... . ..................... ....... ... . ..... . ._. ---�. . ......... .... .... . . .... __ ___..............._ .... - _ --8004 4 4=- AUG 3 0 2006 2x P.T. MUDSILL WIT�S LDING DEPARTMENT 1 /2 0 A.B. AT 48 V. .STY OF EDMONDS 10" WALL #5 ® 6" O.C., VERT. �-- 2-#4 CONT. FREE DRAINING BACKFILL COMPLYING #4 ® 10" O.C., HOR. a 2" CLR WITH WSDOT SPEC 9-03.12(2) "GRAVEL BACKFILL FOR WALLS" TO aQ BACK OF HEEL MINIMUM. 7 a Q ROUGHENED CONSTRUCTION JOINT o a as 1 /4 INCH NOMINAL AMPLITUDE, I ° CD (TYP.) aQ 4"0 PERF. PVC PIPE IN 1-1 /2" #5 ® 6" O.C. DRAIN ROCK, WRAP W/ FABRIC 18" & ROUTE PIPE TO DAYLIGHT. L*14 4 ® 10" O.C. 0 4 ® 10" O.C., ALT. TOP & BOT. SLAB p 0 4 0 6" O.C. 2" CLR. s T-1. — 7'-6" 3" CLR 4" SLAB WITH #4 0 18" O.C. E.W. TO BE IN PLACE PRIOR TO BACKFILLING ABOVE 8 FEET. RETAINING WALL NOT TO SCALE JRR ENGINEERING. INC. 18609 76th Avenue West, Ste. B Lynnwood, WA 98037 (425) 697-5108 Fox: (425) 697-4506 job no. design JCM drown JCM opp'v'd' RKR dwg. LOVELL RETWALL 30010 FOUNDATION REVISIONS ONLY, DETAILS AND PARTIAL PLANS LOVELL ADDN. RETAINING WALL MR. & MRS. STEVE LOVELL 8312 TALBOT ROAD EDMONDS, WA 98026 DATE: 8/02/2006 SHT -1- OF 6 Construction shall comply with the 2003 International Building Code, Washington State DOT/APWA "Standard Specifications for Road, Bridge and Municipal Construction", these drawings and State and local codes and requirements. Contractor shall verify dimensions prior to construction and report discrepancies to the engineer. These retaining walls are not designed for hydrostatic pressure. Soil bearing capacity 3000 psf at bottom of footings based on combined soil reports provided by Dennis M. Bruce on September 23, 2005 and Liu & Assoc., Inc. on May 21, 2006. At rest (EFP)=42 psf, active (EFP)=32 psf and soil coefficient of friction=0.65. REINFORCED CONCRETE: 1. Detail, fabricate, and place reinforcing steel as shown in ACI "Manual of Standard Practice" Ad 315. 2. Concrete and Reinforcing a. 28 day test strength: f'c = 3,000 psi, minimum b. Reinforcing Grade: ASTM A-615 60 ksi c. Reinforcing cover: 3" clear bottom of footings, 2" clear elsewhere (U.N.O.). 3. Lap field splices a minimum of 36 bar diameters. Install corner bars or bend wall and footing bars 2' — 6" around all comers. 4. Wood used for forming shall be removed prior to backfilling. 5. Concrete at construction joints shall have been intentionally roughened and cleaned of all loose concrete and debris. Construction joints not shown on these drawings shall be approved by the Engineer prior to construction. •► W1,11,II 1. Excavation and fill shall comply with the 2003 IBC. 2. Wall foundations shall be placed on suitable undisturbed native soil. Unsuitable materials encountered shall be removed under the direction of a geotechnical engineer and disposed of in an approved manner. 3. Wall backfill shall be free draining granular material conforming to Washington State DOT/APWA "Standard Specifications for Road, Bridge and Municipal Construction", section 9-03.12(2) Gravel Backfill for Walls. 4. Backfilling shall not commence until concrete strength has reached 3000 psi. This may be determined by testing of a representative sample of concrete by an experienced testing lab. 5. All fill shall be placed in 8—inch thick maximum lifts (loose) and compacted. Only hand operated equipment may be used within 4 feet of the wall. 18609 76th Avenue West, Ste. B Lynnwood, WA 98037 (425) 697-5108 Fox: (425) 697-4506 job no. design JCM drawn JCM app'v'd' RKR dwg. LOVELL_RETWALL LOVELL ADDN. RETAINING WALL MR. & MRS. STEVE LOVELL 8312 TALBOT ROAD EDMONDS, WA 98026 DATE: 8/02/2006 SHT: 2 OF 6 0 00 T FREE DRAINING BACKFILL ---\ 2" CLEAR 2" �#4x5' AT 12" LEAR O.C. W/ (4) #4 EVENLY SPACED 4"0 PERF. PVC PIPE IN] 1-1/2" DRAIN ROCK, WRAP W/ FILTER FABRIC & ROUTE PIPE TO DAYLIGHT. SEE FLOOR JOIST CONNECTION, PER DETAIL "X" 1 UPPER AND LOWER / FLOOR SYSTEMS TO BE CONSTRUCTED PRIOR TO BACKFILLING. P.T. MUDSILL WITH A.B. PER S.W. SCHED. (2) #4 CONT. #4 0 10" O.C. HORIZ. #4 ® 12" O.C. VERT. #4 DOWEL 0 12" O.C. ALTERNATE BEND IN FTG. ROUGHENED CONST. JOINT, TYPICAL FLR. JST. W/ FACE MT. HANGER PER PLAN INSTALL 2x P.T. LEDGER TO WALL W/ 5/8" A.B. 014" O.C., DRILL & EPDXY 3.5" EMBEDMENT. �— (3) #4 CONT. (TYPICAL) 8-FOOT BASEMENT WALL NOT TO SCALE JRR ENGINEERING. INC. 18609 76th Avenue West, Ste. B Lynnwood, WA 98037 (425) 697-5108 Fox: (425) 697-4506 job no. design JCM drown JCM opp'v'd' RKR dwg. LOVELL_65MT,WALL LOVELL ADDN. RETAINING WALL MR. & MRS. STEVE LOVELL 8312 TALBOT ROAD EDMONDS, WA 98026 DATE: 8/02/2006 SHT: 3 OF 6 I z s c to * N FREE DRAINING BACKFILL � 2" #4x4' AT 12" fLEAR O.C. W/ (4) #4 EVENLY SPACED -�— J O 0 M N s O T 4"0 PERF. PVC PIPE IN 1-1/2" DRAIN ROCK, WRAP W/ FILTER FABRII & ROUTE PIPE TO DAYLIGHT. SEE FLOOR JOIST CONNECTION, PER DETAIL "X" UPPER AND LOWER FLOOR SYSTEMS TO BE — CONSTRUCTED PRIOR X �F TO BACKFILLING. I-- 2" CLEAR P.T. MUDSILL WITH A.B. PER S.W. SCHED. (2) #4 CONT. #4 ® 10" O.C., HORIZ. #5 ® 8" O.C., VERT. #5 DOWEL 0 8" O.C. ALTERNATE BEND IN FTG. ROUGHENED CONST. JOINT, TYPICAL 4" CONC. SLAB ON GRADE • NOTE: FOR BASEMENT WALL REINFORCEMENT = 60 KSI 30" CONC. STRENGTH = 3000 PSI i� Of U L— (3) #4 CONT. (TYPICAL) 12-FOOT BASEMENT WALL NOT TO SCALE JRR ENGINEERING. INC. 18609 76th Avenue West, Ste. B Lynnwood, WA 98037 (425) 697-5108 Fox: (425) 697-4506 job no. 06-89 design JCM drown JCM opp'v'd' RKR dwg. LQVELL_BSMT.WALL LOVELL ADDN. RETAINING WALL MR. & MRS. STEVE LOVELL 8312 TALBOT ROAD EDMONDS, WA 98026 DATE: 8/02/2006 SHT: 4 OF IL I SEE FLOOR JOIST CONNECTION, PER / DETAIL "X" = z ( 1 UPPER FLOOR SYSTEM `o AND SLAB ON GRADE TO BE CONSTRUCTED • PRIOR TO BACKFILLING. �►.� rftADE.. P.T. MUDSILL WITH A.B. 3 10" WALL PER S.W. SCHED. � 12"MIN. (2) #4 CONT. 0 #4 ® 10" O.C. HORIZ., TYP. • o 0 2" I CLR. --� 2" CLR. V) MAIN FLR. FMG. INSTALL 2x P.T. LEDGER TO #4 8 04" O.C., WALL W/ 1 /2" A.B. ® 48" 0 j� CENTERED TO O.C., BLOCK THE WHOLE Q FLOOR JOISTI FLOOR PER JOIST SPACING cI `V W/ 1Od AT 6" O.C. � FREE DRAINING S2 BACKFILL� #4 04" O.C. VERT., ALT. CONT. TO UPPER WALL m a O.C. • #4 DOWEL ® 4" O.C. ALTERNATE BEND IN FTG. #4L012" W/ (3) #4 l�iORIZ. ROUGHENED CONST. EVENLY SPA ED JOINT, TYPICAL � 4" CONC. SLAB ON GRADE J I a 04cq ! ° NOTE: FOR BASEMENT WALL ! ° REINFORCEMENT = 60 KSI °° ° CONC. STRENGTH = 3000 PSI 4nO PERF. PVC PIPE IN 1-1/2" 30" ! DRAIN ROCK, WRAP U W/ FILTER FABRIC & ROUTE PIPE TO (3) #4 CONT. DAYLIGHT. (TYPICAL) 22-FOOT BASEMENT WALL NOT TO SCALE JRR ENGINEERING, INC. job no. 06-89 LOVELL ADON. RETAINING WALL 18609 76th Avenue West, Ste. B MR. & MRS. STEVE LOVELL Lynnwood, WA 98037 design .,cM 8312 TALBOT ROAD (425) 697-5108 drawn JCM EDMONDS, WA 98026 Fox: (425) 697-4506 app v d RKR dwg. LOVELL_MSMT.wALL DATE: 8/02/2006 SHT: 5 OF 6 SHEAF PER F CONC, PER F AIR GAP PER CODE RIPPED 2x MUDSILL TO MATCH WITH 1 /2" DIA. A.B. SPACED PER PLAN 3/4" T&G APA RATED FLR. SHTG. W/ Bd ® 6" O.C. EDGE, 12" O.C. FIELD 3x P.T. LEDGER WITH 5/8"0 ALL —THREAD ROD DRILL & EPDXY 4" MIN. EMBED. AT 12" O.C. SIMPSON IUS JOIST HANGER OR EQ. =LOOR JST. OR BLKG. (2) JOIST BAYS, F JOISTS ARE PARALLEL TO WALL OR ENTIRE FLOOR DIAPHRAGM WHERE REQUIRED PER PLAN NOTE: NAILS & CONNECTORS IN CONTACT WITH CONCRETE OR P.T. WOOD SHALL BE HOT —DIPPED, ZINC —COATED GALVANIZED OR PER IBC 2304.9.5. (2) #4 CONT. 2x FURRING PER PLAN, IF REQUIRED X FLOOR JOIST OPTION NOT TO SCALE JRR ENGINEERING. INC. 18609 76th Avenue West, Ste. B Lynnwood, WA 98037 (425) 697-5108 Fox: (425) 697-4506 job no. 06-89 design JCM drown JCM app'v'd' RKR dwg. LOVELL_8SMT.WALL LOVELL ADDN. RETAINING WALL MR. & MRS. STEVE LOVELL 8312 TALBOT ROAD EDMONDS, WA 98026 DATE: 8/02/2006 SHT: 6 OF 6 tF? t-L I H N)'Ici 'Cri--4 IVILLZiVd ly rk- ......... . ...... ..... ... A j�14L-�..+......�....�........r .. . _ _ �.............tea................: n......o.•..r.. �s Om0 QQ � �1 =4 � -f-2,—ff�7 I �•i N I �6 OR 1. 2 ` . C3 AT o w m s.( ,S a l° TI ON , 'SNT�M- Ft,0or2 FOR i � I _ I j PARTAL ff BITS. 4 roc. lilt -If J �x ; rz 7- IZ 3� 1V x UtAK AV& 4AZ Z 9 _I OI e JRR Engineering, Inc. 18609 76th Ave. W, Suite B Lynnwood, WA 98037 (425) 697-5108 AUG 3 0 2006 BUILDING DEPARTMENT CITY OF EDK40NDS Client: Steve Lovell I Project Location: Same as address 8312 Talbot Road Edmonds, WA 98026 Scope: Full Height Basement Wall and Retaining Wall Design Code: 2003 International Building Code (IBC) ACI 318-95/318R-95 Soil Values per geotech reports: (Liu & Assoc., Inc., May 21, 2006) At Rest Equivalent Fluid Pressure: 42 psf Active Equivalent Fluid Pressure: 32 psf Passive Earth Pressure: 375 psf Soil coefficient of friction: 0.65 (Dennis M. Bruce, Sept. 23, 2005) Soil Bearing: 3000 psf for native soil SoilWeight: 125 pcf Concrete Wall Design: fc = 3000 psi F = 60 ksi Prepared by: JCM Checked by: RKR Project Name: Lovell Addn.-Bsmt. and Retaining Wall r Project No. 06-89 8/2/2006 Page 1 of i 1 0 GTX?R Inc. ENGINEERING & PLANNING SERVICES Project Name: �� `✓E£i. .'�, PIP IS�Y20 - � � WAQ,' _ No.: - %-� f-- 42 r� 42 6o� I p f Ic Designed gum Checked ' Date �' Sheet of J"RR Rngineering, Inc. ENGINEERING & PLANNING SERVICES Project Name:_ I Atbw 1. No.: mia-P-1 WAIL = 4-Z $fl t 6o W- 4l 00 ' 04Pir 117. 1(6 -F--0147 6,11�3 A P-71�(504, .1l)- I�3 SMaN, r MIN Y �2-X 7� z 1S,z3 .�7 t�l - _ z 770b > 2-Yt4 = tb7�2oii) _ 66S6 .1 23 Designed Checked Date-� �G Sheet -of ,TRR engineering, Inc. ENGINEERING & PLANNING SERVICES Project Name: BU l�i. ADO , k, Ay-, WA, , No.: z6-gU k Designed �IX Checked Date !� 61 Sheet of JRR Engineering, Inc. ENGINEERING & PLANNING SERVICES �a,> Project Name: llevgMl AMNNo.: 11 le I i I ' I : _�t.r�i_� ___ _GAF �..•— ..�..:�,.:—''_ .��,.�1- - L:.I. _-.'^A(� � -. - � �-- ....-..----.. __ -. -. _ - '. _. 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Geotechnicat Engineering Engineering Geology Earth Science 7 YPICAL SECTION - INFILTRATION TRENCHES STEVE LOVELL RESIDENCE 8312 TALBOT ROAD EDMONDS, WASHINGTON JOB NO. 6A066 DATE 5/20/2006 1 PLATE 9 0 LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology • Earth Science FA \21 LAYOUT OF INFILTRATION TRENCH STEVE LOVELL RESIDENCE 8312 TALBOT ROAD EDMONDS, WASHINGTON JOB NO. 6A066 DATE 5/24/2006 1 PLATE 1 LIU & ASSOCIATES 4862746 P.01 • • j _LRY & _ASS_U_ CIATES, INC. GOotethnlCfl Ertpltwstin9 _� - — EnDu+esrinp Gaob�y __ Earth Science May 24, 2006 Mr. Steve Lovell 8312 Talbot Road Edmonds, WA 98026 Dear Mr. Lovell: ®-' Copy Subject; Infiltration Trenches Lovell Residence Renovation 8312 Talbot Road Edmonds, Washington L&A Job No. 6AO66 Our recommendations for design and construction of infiltration trench to dispose stormwater for the subject project are presented in our 5/21/2006 Geotechnical Review and Recommendation report, In that report we demonstrated that with an assumed total impervious area of 8,000 square feet, the required area of infiltration would be 389 square feet. You informed us that the actual total impervious area (roofs and paved driveway combined) would be 6943 s.f. Based on this new total impervious area, with a design infiltration rate, Ip - 0.333 ipm and for a I00-year, 24-hour design storm event (Pion, 3 inches over 24 hours), the required area of infiltration, AR, (0.054 P100 Ar)/(10 Io), would be 338 s.f. If 5-foot-wide infiltration trench is to be constructed, the required length of infiltration trench would be 68 lineal feet. We recommend a U-shaped infiltration trench, shown on Plate 1 attached hereto, be used. Two eleanouts should be provided to the infiltration trench for periodical maintenance of the infiltration trench to keep it from clogged. Please call if you have any questions. 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (426) 483.9134 - Fax (426) 486.2746 0011 RESUB MAY 2 5 2000 BUILDING DEPARTMENT LIU & ASSOCIATES, INC. C17Y QP EDMONDS LIU & ASSOCIATES 4862746 P.02 LW & ASSOCIATES, INC. µ Goctachnlcal F.nglneedng_ — — Engineering 6e;b9_y May 24, 2006 Mr. Steve Lovell 8312 Talbot Road Edmonds, WA 98026 Dear Mr. Lovell: Subject: Infiltration Trenches Lovell Residence Renovation 8312 Talbot Road Edmonds, Washington L&A Job No. 6AO66 eorch science Our recommendations for design and construction of infiltration trench to dispose stormwater for the subject project are presented in our 5/21/2006 Geotechnical Review and Recommendation report. In that report we demonstrated that with an assumed total impervious area of 8,000 square feet, the required area of infiltration would be 389 square feet. You informed us that the actual total impervious area (roofs and paved driveway combined) would be 6943 s.f. Based on this new total impervious area, with a design infiltration rate, ID = 0.333 ipm and for a 100-year, 24-hour design storm event (P100, 3 inches over 24 hours), the required area of infiltration, Api (0.054 Ploo AT)/(10 In), would be 338 s.f. If; 5-foot-wide infiltration trench is to be constructed, the required length of infiltration trench would be 68 lineal feet. We recommend a U-shaped infiltration trench, shown on Plate 1 attached hereto, be used. Two cleanouts should be provided to the infiltration trench for periodical maintenance of the infiltration trench to keep it from clogged. Please call if you have any questions. 19213 Kenlake Place NE • Kenmore, Washington 98028 Phone (426) 483-0134 • Fax (426) 486-2746 MAY 2 J 200 BUILDING DEPARTM1EN7 CITY OF Er3MONDS L„IU & ASSOCIATES 4862746 P . 05 c May 24, 2006 Mr. Steve Lovell L&A Job No. 6A.066 Page 2 One plate attached oil, 0�, ' Yours very truly, wrAs %,lU & ASSOCIATE'S, INC. Ao 7 a •, , i 6to J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer �rvnt. LIU & ASSOCIATES, INC. 31 �,-,AY 2006 �U" o �EDA�vDSMT ...r...w�+VVitlNuim�a{�waom7a LIU & ASSOCIATES 4862746 P.04 0 C w' 7 9 Lu cc 4 cfa LAYOUT OF INFILTRATION TRENCH LIU & ASSOCIATES, INC. STEVE LOVELL RESIDENCE 8312 TALBOT ROAD C�eotechnicel E—n ineering = rir4neering Geology • Earth science EDMONDS, WASHINGTON M _ JOB NO. 6A066 I DATE 5/24/2006 1 PUA 4 . CITY COPY LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science June 14, 2006 Mr. Steve Lovell 8312 Talbot Road Edmonds, WA 98026 Dear Mr. Lovell: Subject: Infiltration Trenches Lovell Residence Renovation 8312 Talbot Road Edmonds, Washington L&A Job No. 6A066 14 br�?14K �� l Our recommendations for design and construction of infiltration trench to dispose stormwater for the subject project are presented in our 5/21/2006 Geotechnical Review and Recommendation report. In that report we demonstrated that with an assumed total impervious area of 8,000 square feet, the required area of infiltration would be 389 square feet. You informed us that the actual total impervious area (roofs and paved driveway combined) would be 6943 s.f. Based on this new total impervious area, with a design infiltration rate, ID = 0.333 ipm and for a 100-year, 24-hour design storm event (PIoo, 3 inches over 24 hours), the required area of infiltration, Apj = (0.054 Ploo AT)/(10 ID), would be 338 s.f. If 5-foot-wide infiltration trench is to be constructed, the required length of infiltration trench would be 68 lineal feet. We recommend a U-shaped infiltration trench, shown on Plate 1 attached hereto, be used. Two cleanouts should be provided to the infiltration trench for periodical maintenance of the infiltration trench to keep it from clogged. 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 June 14, 2006 Mr. Steve Lovell L&A Job No. 6AO66 Page 2 The weathered and fresh advance outwash sand deposits are of moderately high permeability, and would allow water to flow through easily. Consequently, we expect there will be little water collected into the footing drains of the house or the retaining walls. Also, the infiltration rate used in the above formula in determining required infiltration area is only about one tenth of the average infiltration rate of the advance outwash sand soils determined from in -situ infiltration tests conducted on the site. Therefore, it is our opinion that the infiltration trench designed as shown above will be able to accommodate water collected in the house and retaining wall footing drains. Please call if you have any questions. One plate attached Yours very truly, LIU & ASSOCIATES, INC. J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. LIU & ASSOCIATES, INC. Geotechnical Engineering • Engineering Geology - Earth Science k0 O C LAYOUT OF INFILTRATION TRENCH STEVE LOVELL RESIDENCE 8312 TALBOT ROAD EDMONDS, WASHINGTON JOB NO. 6A066 DATE 5/24/2006 1 PLATE 1 ♦• , "� City of Edmonds 121 5TH AVENUE NORTH • EDMONDS, WA 98020 - (425) 771-0220 FAX(425) 771-0221 Website: www.ci.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building - Engineering Plan Review Corrections Plan Check #: 05-571 Date: December 21, 2005 Project Name/Address: Lovell / 8312 Talbot Rd Contact Person/Address/Fax: Steve Lovell / e-mail: snlovell(a),comcast.net Reviewer: Jeanie McConnell Division: Engineering During review of the subject submittal it was found that the following information, corrections, or clarifications will need to be addressed: (�ra#K( , Koh mJ Ckns � . tAfd+ d"`Of *4%u)�.i� deer plOf soul Oi,*Ah . 1 Provide section view of storm detention system and water service and side sewer crossings. Please submit 3 copies of the Detention System Worksheet. This worksheet can be found in the Storm Water Management Handout #E72 (attached). - 2 MV& NdVV z}a +6 Pipe A 4 Pipc 13 The drainage plan indicates the surface water runoff from the roof over the existing residence will drain to the new detention system. The detention system has only been sized for the new impervious area. Either separate the impervious areas or resize the detention system accordingly. If the impervious area exceells 5000 sf the detention system must be designed -and by a licensed engineer. S b 7e d Provide RIM and invert elevations at all CB's, including the CB in the right-of-way. 1NVe� hV . X Clearly indicate which portion of the driveway is new (proposed) and which portion is existing. �/ The silt fence shall be placed further to the north on the property to encompass the area in which the detention system will be constructed. Provide existing and proposed topography contours and label each. The top and bottom of retaining wall elevations do not appear to be consistent with the topography contours provided. Specifically sections D, E, F, G, H and N. It also appears as though the wall will need to be stepped through a portion of this area, but the retaining wall schedule does not indicate such. Please verify elevations provided. .,R. Provide finished floor and bottom of footing elevations on the grading plan. This information will be used to verify grading calculations. Please note that grading in excess of 500cy will require SEPA. JA. Indicate what type of retaining wall is to be constructed - keystone, poured in place, etc. o Retaining walls shall be located on private property. . There is a note on the plans that indicates removal of a tree & brush near the property line on Talbot. There is also a retaining wall proposed a little to the south of that. Please indicate what you plan to do to restore this area. Please resubmit 3 copies of the revised plans/documents to a Development Services Coordinator. Please contact me at 425-771-0220 or by e-mail at mcconnell�ci.edmonds.wa.us if you have specific questions regarding these plan corrections. DATE E-MAILED 12/21/2005 PAGE 1 OF 1 i V v? City of Edmonds 121 5" AVENUE NORTH • EDMONDS, WA 98020 - (425) 771-0220 FAX(425) 771-0221 Website: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering Plan Review Corrections Plan Check #: 05-571 Date: February 22, 2006 Project Name/Address: Lovell / 8312 Talbot Rd Contact Person/Address/Fax: Steve Lovell / e-mail: snlovell@comcast.net Reviewer: Jeanie McConnell Division: Engineering During review of the subject submittal it was found that the following information, corrections, or clarifications will need to be addressed: Provide section view of storm detention system and water service and side sewer crossings. o Response comments received 2/3/06 note there are no crossings, so no section provided. o The drainage plan dated 11/23/05 showed both the water and sewer crossing the storm detention pipe. o The drainage plan dated 2/3/06 does not show the storm detention pipe at all. The storm detention system must be shown on the drainage plan and a section view is required if there are in fact utility crossings. ,i Please submit 3 copies of the Detention System Worksheet. This worksheet can be found in the Storm / Water Management Handout #E72 (attached). o Only two copies of the detention system worksheet were submitted, however this worksheet can no longer be used, see note below in item 0. 3. The drainage plan indicates the surface water runoff from the roof over the existing residence will drain to the new detention system. The detention system has only been sized for the new impervious area. Either separate the impervious areas or resize the detention system accordingly. If the impervious area exceeds 5000 sf the detention system must be designed and stamped by a licensed engineer. o Detention is now being sized for over 5000 square feet of impervious area and the City's standard detention system worksheet can no longer be used. The storm detention system must be designed and stamped by a licensed engineer. OProvide RIM and invert elevations at all CB's, including the CB in the right-of-way. o Response comments received 2/3/06 note RIM at street @100 assumed, invert per City Planning. o As part of the submittal requirements for this plan review, you are required to submit RIM and invert elevations for the catch basin in the City right-of-way as well as for the catch basins installed as part of the storm detention system. Clearly indicate which portion of the driveway is new (proposed) and which portion is existing. o How will the driveway surface water runoff for the new driveway be collected and distributed to the storm de ention system? -� a st MK l �,f will to WI bt � laced � DATE E-MAILED 2/ 2/2006 dftt Lam.. �D l �Ktsf- cJ fa nwj 41PL) VA If VVaky be PAGE 0lw etkaiA MCA -f 'fie 14 444.L 3 y _ OF �� vtecessa,v� 'fa V&(t- - is area, 8 x iz )c 12 6. ok 7. ok 8. ok 9. Provide finished floor and bottom of footing elev ions on the grading plan. This information will be used to verify grading calculations. Please note that ding in excess of 500cy will require SEPA. o Using the bottom of footing elevations p o ided, grading for the addition has been calculated to be in excess of 500cy. About 470cy of c as been calculated for the garage alone. This calculation was derived from using the bottom of footing elevation provided of 106 and topography contours which indicate original grades from 130 to 114. o Grading in excess of 500cy requires SEPA. Please contact Gina Coccia, Planner for more information on the SEPA process. ► t' fJ 10. ok e � � a[(/l) 11. ok Use& MA,iZ LA)l VW101 19 _i lf?v Ste. I h ex ( S+. CIE-1) Please resubmit 3 copies of the revised plans/documents to a Development Services Coordinator. Please contact me at 425-771-0220 or by e-mail at mcconnell(aci.edmonds.wa.us if you have specific questions regarding these plan corrections. p -f�ege MiiS 1lw 1��Lbc W teals yid, l�u�e e.�w�n,h w�, � 1ct�tS� dvcu;v1 4 ratui,n vuA/(lddw^! M" C�oV�v�ccfiots. Ccmme.�,twn to C.EI�'s �8 —apt-Fa.�.l db d�"e.tn.-hovi tri �rre � � fb wktta vlecicAmt.�iy, 4�.e. Mea/thh, (3ysfem PIP( � I7� sa, J&,bO aV,,Woftly avtd �O�a(.c V►cck�loN/�- a,�d Cainedan 1n Yutf�/�os ,; ww ar arc vMf, � — � ��►� ire � DATE E-MAILED 2/22/20 PAGE OF at P hor — MWI ju sf CTca.la � T + %N �f City of Edmonds 121 5Te AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0226 FAX(425) 771-0221 R, Website: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering Plan Review Corrections Plan Check #: 05-571 1066 as's Date: June 13. 2006 Project Name/Address: Lovell / 8312 Talbot Rd Contact Person/Address/Fax: Steve Lovell / e-mail: snlovell(a-,comcast.net Reviewer: Jeanie McConnell Division: Engineering During review of the subject submittal it was found that the following information, corrections, or clarifications will need to be addressed: 1. ok 2. ok 3. The drainage plan indicates the surface water runoff from the roof over the existing residence will drain to the new detention system. The detention system has only been sized for the new impervious area. Either separate the impervious areas or resize the detention system accordingly. If the impervious area exceeds 5000 sf the detention system must be designed and stamped by a licensed engineer. o Detention is now being sized for over 5000 square feet of impervious area and the City's standard detention system worksheet can no longer be used. The storm detention system must be designed and stamped by a licensed engineer. Please see attached comments pertaining to the drainage report/calculations. 6/13/06 — Infiltration design to be stamped by a licensed engineer and included with the drainage (4t) plan. Only the report is stamped by the engineer. ■ Infiltration design needs to include depth of rock, size of rock and placement of pipe & fabric within the trench. A section view would be appropriate. ■ Also, specify the cleanouts are to be brought to grade. 4. Provide RIM and invert elevations at all CB's, including the CB in the right-of-way. o Response comments received 2/3/06 note RIM at street @100 assumed, invert per City Planning. o As part of the submittal requirements for this plan review, you are required to submit RIM and invert elevations for the catch basin in the City right-of-way as well as for the catch basins installed as part of the storm detention system. o This information still has not been provided 6/13/06 — Invert elevations have not been provided. Also, i.e.'s need to be provide for the infiltration system. 0 6/13/06 — Show the TL connectin points to the infiltration system. Lvov 4m� DATE E-MAILED 6/13/2006 3 PAGES r 5. Clearly indicate which portion of the driveway is new (proposed) and which portion is existing. o How will the driveway surface water runoff for the new driveway be collected and distributed to the storm detention system? o A couple of catch basins have been added within the driveway to capture this water, however it is unclear how the water will be directed to the CB's. Will a berm be placed near the transition from the old driveway to the new? 6/13/06 — It appears as though the layout of the driveway has been reconfigured since the last submittal. Clearly show (outline) the new driveway area and specify surface material. 6. ok 7. ok 8. ok 9. Provide finished floor and bottom of footing elevations on the grading plan. This information will be used to verify grading calculations. Please note that grading in excess of 500cy will require SEPA. o Using the bottom of footing elevations provided, grading for the addition has been calculated to be in excess of 500cy. About 470cy of cut has been calculated for the garage alone. This calculation was derived from using the bottom of footing elevation provided of 106 and topography contours which indicate original grades from 130 to 114. o Grading in excess of 500cy requires SEPA. Please contact Gina Coccia, Planner for more information on the SEPA process. o A cross section was provided to further explain the grading calculations, however I am unsure of what the 8 x 12 x 12 area is. It is shown on the foundation plan as though the footing extends through the garage area to the southern wall. If this 8 x 12 x 12 area was not to be graded I would expect the foundation plan to show something reflecting this. Please provide more information and/or clarify the architecturals to be consistent with what is shown on the grading cross section. 6/13/06 — The cross section was redlined 5/23/06, which reduced the amount of grading on the project. It is unclear what the intent of this redline was and therefore I am not able to determine how the amount of grading has been reduced. Were the house elevations adjusted? No elevations were provided. As previously requested, please provide finished floor and bottom of footing elevations on the grading plan. 10. ok 11. ok n/a Comment provided 3/31 & 6/13 - Please make a note on the plans the existing d/w will be retained for a construction entrance. Comment provided 3/31 & 6/13 - A filter sock is to be installed in the existing catch basin in Talbot. Comment provided 3/31 & 6/13 - Include ESC notes with your plan set, taken verbatim from ECDC 18.30.050, as well as a construction sequence. 16. how the connection point for the footing and rockery/retaining wall drains to the storm system. These N'dr 'ns must bypass the detention system. 0 6/13/06 — It does not appear as though the infiltration system was designed to accommodate these rains either. The footing and rockery/retaining wall drains must connect to the City's storm tch basin. Show ihis�ne��n }Ioint'v� rai age plan. �� 17. n/a " 1 �� -+-j% `►� 18. n/a ` n/a f" III b Comment provided 3/31 & 6/13 - Callout the length and slope of the storm tightline runs. DATE E-MAILED 6/13/2006 3 PAGES (11113 06 —The silt fence shall be moved to incorporate the area being disturbed by the infiltration system installation and the construction of the new driveway and retaining walls. 22, 6/13/06 — Where information is duplicated on various plans, it shall remain consistent with the other. o Water service line location is shown incorrectly on the plot pla N �1Y ie. 0 (� ' o Driveway location is shown incorrectly on the plot plan.— Ned + Me /+ reakdown of impervious surface talcs have been provided on the plot plan an� not the drainage plan. Please resubmit 3 copies of the revised plans/documents to a Development Services Coordinator. JoAnne Zulauf is the Permit Coordinator assigned to your project. Please contact me at 425-771-0220 or by e- mail at mcconnell(&ci.edmonds.wa.us if you have specific questions regarding these plan corrections. ftw&A -P�v C6 s lwe. ltio-; Co�nsi� u��19tZS SWM wL Ile YIOK fpof i� Gd�a�C, V� �a �'�iv�d.�, ��✓osed cMfvu'6- tol, Ito I0�►� � - vwul Igo, 50 lDo1Ls lit r"10 n&' all)A& DATE E-MAILED 6/13/2006 3 PAGES City of Edmonds 121 5TA AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 FAX(425) 771-0221 Website. www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering Plan Review Corrections Plan Check #: 05-571 Date: June 21, 2006 Project Name/Address: Lovell / 8312 Talbot Rd Contact Person/Address/Fax: Steve Lovell / e-mail: snlovell@comcast.net Reviewer: Jeanie McConnell Division: Engineering During review of the subject submittal it was found that the following information, corrections, or clarifications will need to be addressed: 1. ok 2. ok 3. ok 4. Provide RIM and invert elevations at all CB's, including the CB in the right-of-way. i Response comments received 2/3/06 note RIM at street @ 100 assumed, invert per City Planning. 2 As part of the submittal requirements for this plan review, you are required to submit RIM and invert elevations for the catch basin in the City right-of-way as well as for the catch basins installed as part of the storm detention system. 3 This information still has not been provided 4 6/13/06 - Invert elevations have not been provided. Also, i.e.'s need to be provide for the infiltration system. ■ 6/21/06 - i.e.'s not provided for infiltration system. ■ 6/21/06 - RIM elev provided for CB's are not consistent with topography contours shown on site plan. Need to show Proposed contours if changing from the original site topography. Also see correction item #23. 5 6 3/06 - Show the TL connectin points to the infiltration system. 6/21/06 - still not shown. 6/21/06 - also clearly show connection of footing and rockery/retaining wall drains to the infiltration system per Engineer's r recommendations. 5. ok 6. ok 7. ok 8. ok 9. ok 10. ok 11. ok 12. n/a 13. ok 14. ok 15. ok 16. Show the connection point for the footing and rockery/retaining wall drains to the storm system. These drains must bypass the detention system. 1 6/13/06 - It does not appear as though the infiltration system was designed to accommodate these drains either. The footing and rockery/retaining wall drains must connect to the City's storm catch basin. Show this connection point on the e plan. 6/21/06 - See last bullet, correction item #4. 17. n/a 18. n/a 19. n/a 20. ok 21. ok 22. 6113/06 - Where information is duplicated on various plans, it shall remain consistent with the other. 1 a er service line location is shown incorrectly on the plot plan. L 6/21/06 - New WSL shown, but old not deleted from plans. 2 eway location is shown incorrectly on the plot plan. W6/21/06 New driveway location shown, but old not deleted from plans. 3 ok 6/21/06 - Retaining Wall "O" has a bottom elevation of 107 & top of 110. This is right next to the garage and the garage finished floor elevation is now 110. Therefore, it does not appear as though the rockery elevations provided are accurate. Elevations must be consistent throughout the plan. Please revise accordingly. Please resubmit 3 copies of the revised plans/documents to a Development Services Coordinator. JoAnne Zulauf is the Permit Coordinator assigned to your project. Please contact me at 425-771-0220 or by e-mail at mcconnell(a,ci.edmonds.wa.us if you have specific questions regarding these plan corrections. t .. S U jU 1. =t 121: j BUILDING DEPARTMENT CJ'F-Y copy Construction Sequence in brief for 8312 Talbot road, plan check # 05-571 1) mobilization 2) Silt fence 3) Removal of vegetation, primarily in back 4) Excavation in preparation for foundation 5) Install temporary ecology block wall 6) Cover soil with tarps 7) Foundation and flat work 8) Footing drains, seal foundation walls 9) Begin framing (structure in normal sequence, frame, sheet, roof, windows, etc) 10) Preparation for utilities 11) Backfill behind house 12) Roof drains stubbed to front 13) Back and East side retaining walls 14) Retaining wall drains stubbed to front 15) Grade back yard 16) Retaining wall West 17) Remove remaining vegetation in front 18) Grade front 19) Bring in rest of utilities 20) Retaining walls in front 21) Dig for infiltration system 22) Install infiltration system and tie in drain pipes 23) Finish grade 24) Plant new vegetation 25) Remove silt fence Edmonds Community Development Code - 18.30.050 18.30.030 Applicability. ual. The plan must address the following A. Abrogation and Greater Restrictions. requirements: When any provision of any other chapter of the 1. ESC Minimum Requirement — Con - Edmonds Community Development Code struction Access Route. Construction vehicle conflicts with this chapter, that which provides access shall be, whenever practical, limited to greater environmental protection shall apply. one route. Access points shall be stabilized B. Governed Activities. Consistent with the with quarry spalls or crushed rock to minimize minimum requirements contained in this chap- the tracking of sediment onto public roads. If ter, the city of Edmonds shall approve or dis- sediment is transported onto a road surface, the approve new development and redevelopment roads shall be cleaned thoroughly at the end of activities. [Ord. 3013 § 1, 1995]. 'ach day. Sediment shall be removed from roads by shoveling or sweeping and be trans- 18.30.040 General requirements for �ported to a controlled sediment disposal area ours. Street ashing be A. Illicit Discharges. Illicit dischargs°�to �SP Mallowed onlyhafter sediment is removed in this �. storm drainage systems are prohibited. manner. B. Required Plans and Permitting. 1. Governed activities shall be con- ducted only after the city approves a storm water site plan, which includes one or both of the following: a. Erosion and sediment control (ESC) plan; and/or b. Storm water quality control (SQC) elements. 2. No approval to conduct any regulated activity shall be granted until required plans have been approved pursuant to the criteria adopted in this chapter. [Ord. 3013 § 1, 1995]. evelopment approval tandards for erosion and sedimentation control (ESC) plan. A. ESC Minimum Requirements. All activ- ities necessitating a clearing or grading permit and all utility projects consisting of more than 500 lineal feet of trench excavation shall be required to control erosion and sediment dur- ing construction and to permanently stabilize exposed soil resulting from construction. Projects involving a critical area may also be required to comply with any combination of the ESC minimum requirements. Compliance will be demonstrated through the implementa- tion of an approved ESC plan. Guidelines for preparing ESC plans are provided in the man- 2. ESC Minimum Requirement — Stabi- lization of Exposed Areas. All soils exposed by land disturbing activities shall be stabilized by suitable application of BMPs, including, but not limited to, sod, hydroseeding, or other vegetation, plastic covering, or mulching. All BMPs shall be selected, designed, and main- tained in accordance with -the manual. The exposed soils shall be stabilized according to an approved timetable. (Typically, no soils shall remain exposed for more than two days from October 1 through April 30 and no more than seven days from May 1 through Septem- ber 30). 3. ESC Minimum Requirement — Pro- tection of Adjacent Properties. Adjacent prop- erties shall be protected from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes or mulching, or by a combination of these measures and other appropriate BMPs. 4. ESC Minimum Requirement — Main- tenance. All erosion and sediment control BMPs shall be regularly inspected and main- tained by the owner to ensure continued per- formance of their intended function. All maintenance and repair shall be conducted in accordance with the manual. 5. ESC Minimum Requirement — Other BMPs. As required by the city, other appropri- 18-15 18.30.050 ate BMPs to mitigate the effects of increased runoff shall be applied. 6. Erosion and Sediment Control Requirement — Underground Utility Construc- tion. The construction of underground utility lines shall specifically address the following: a. Erosion control for excavated and stockpiled materials; b. The placement of excavated mate- rial where consistent with safety and space considerations shall be placed on the uphill side of trenches; c. Trench dewatering systems (must discharge into sediment traps, sediment ponds, or other acceptable means); d. Tracking and spilling of materials on streets due to hauling; e. Daily cleanup and street mainte- nance. 7. Additional ESC Minimum Require- ments for Larger Developments. All new development and redevelopment that includes land disturbing activities of greater than, or equal to, one acre in addition to meeting the minimum requirements set forth above shall comply with ESC requirements listed below. 8. ESC Minimum Requirement — Delin- eate Clearing and Easement Limits. In the field, mark clearing limits and/or any ease- ments, setbacks, sensitive/critical areas and the buffers, trees and drainage courses. 9. ESC Minimum Requirement — Sedi- ment Trapping. Prior to leaving the site, storm water runoff shall pass through a sediment pond or sediment trap, or other appropriate BMPs. Sediment ponds and traps, perimeter dikes, sediment barriers, and other BMPs intended to trap sediment on -site shall be con- structed as a first step in grading. These BMPs shall be functional before land disturbing activ- ities take place. Earthen structures, such as dams, dikes, and diversions shall be seeded and mulched according to an approved timetable. 10. ESC Minimum Requirement — Cut and Fill Slopes. Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. In addition, slopes shall be stabilized in accordance with ESC Require- ment No. 2. 11. ESC Minimum Requirement — Con- trolling Off -Site Erosion. Properties and water ways downstream from development sites shall be protected from erosion due to increases in the volume, velocity, and peak flow rate of storm water runoff from the project site. 12. ESC Minimum Requirement — Sta- bilization of Temporary Conveyance Channels and Outlets. All temporary on -site conveyance channels shall be designed, constructed and stabilized to prevent erosion from the expected velocity of flow from a two-year, 24-hour fre- quency storm for the developed condition. Sta- bilization adequate to prevent erosion of outlets, adjacent stream banks, slopes and downstream reaches shall be provided at the outlets of all conveyance systems. 13. ESC Minimum Requirement — Storm Drain Inlet Protection. All storm drain inlets made operable during construction shall be protected so that storm water runoff shall not enter the conveyance system without first being filtered or otherwise treated to remove sediment. 14. ESC Requirement — Removal of Temporary BMPs. All temporary erosion and sediment control BMPs shall be removed within 30 days after final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil areas resulting from removal shall be perma- nently stabilized. 15. Erosion and Sediment Control Requirement — Dewatering Construction Sites. Dewatering systems shall discharge into a sed- iment trap or sediment pond. 16. Erosion and Sediment Control Requirement — Control of Pollutants other than Sediment on Construction Sites. All pollutants other than sediment that occur on site during construction shall be handled and disposed of in a manner that does not cause contamination of storm water. 18-16 t , . Edmonds Community Development Code 18.30.060 17. Erosion and Sediment Control Requirement — Financial Liability. Perfor- mance bonding, or other appropriate financial instruments, shall be required for all projects to ensure compliance with the approved erosion and sediment control plan. [Ord. 3013 § 1, 1995]. 18.30.060 Development approval standards for storm water quality control. A. Any new development or redevelopment with more than 2,000 square feet of new imper- vious surfacing shall be required to provide storm water quality control. Compliance will be demonstrated by implementing an approved storm water site plan. Guidelines for storm water site plans are provided in the manual. The plan must address the following require- ments, in addition to ESC requirements: 1. SOC Minimum Requirement — Storm Water Detention/Stream Bank Erosion Con- trol. Storm water discharges shall control stream bank erosion and flooding of the down- stream storm system by limiting the peak rate of runoff from the site. The predevelopment condition for all cases other than open water bodies shall be considered meadows or young second growth forest. As the first priority to meet this requirement, BMPs shall utilize infil- tration to the fullest extent practicable only if site conditions are appropriate and ground water quality is protected. Due to high ground water tables in large portions of the city and a landslide complex in the Meadowdale area (where high ground water increases the slide hazard), there are few sites within the city where infiltration should be considered. Exhibit B* delineates the areas where infiltra- tion may be feasible for this requirement if the site satisfies the requirements outlined in the manual. BMPs shall be selected, designed, and maintained according to the manual. The min- imum diameter orifice size used for control shall be five -eighths of an inch. In the case of redevelopment, this requirement shall apply only to that portion of the site that is being rede- veloped. Any development or redevelopment that has less than 5,000 square feet of impervi- ous surfacing, other than a road constructed for the purpose of permitting new development, can comply with this requirement by using the guidelines outlined in the city of Edmonds' drainage systems handout (Exhibit A).** a. All development sites less than one acre that discharge directly or indirectly to a stream shall be required to limit the peak rate of runoff to the predeveloped condition two- year, 24-hour design storm, while maintaining the predeveloped condition peak runoff rate for the 10-year, 24-hour and 100-year, 24-hour storms. b. All developments greater than or equal to one acre that discharge directly or indirectly to a stream shall be required to limit the peak rate of runoff to 50 percent of the pre - developed condition, two-year, 24-hour design storm, while maintaining the predeveloped condition peak runoff rate for the 10-year, 24- hour and 100-year, 24-hour storms. c. All other developments required to comply with this requirement shall maintain the predeveloped condition peak runoff rate for the 10-year, 24-hour and 100-year, 24-hour design storms. d. Development of an access road, private or public streets for the purpose of per- mitting new development, shall be required to meet this minimum requirement for both the street or road and the new development it is intended for. e. Storm water detention/stream bank erosion control BMPs shall not be built within a natural vegetated buffer, except for neces- sary conveyance systems as approved by the local government. f. An adopted and implemented basin plan (minimum requirement No. 8) may be used to develop stream bank erosion control or detention requirements that are tailored to a specific basin. B. The following developments will be required to comply with storm water quality control requirements 2 through 10: 18-17 18.30.060 1. a. All new developments that include the creation or addition of 5,000 square feet or greater of new impervious surface. b. Any access road, private or public street constructed for the purpose of permitting new development. c. Any land disturbing activity within a critical area. d. Any land disturbing activity of one acre or greater. 2. SQC Minimum Requirement — Pres- ervation of Natural Drainage Systems. Natural drainage patterns shall be maintained, and dis- charges from the site shall occur at the natural location to the maximum extent practicable. Where significant changes are necessary downstream, drainage facilities shall be improved to allow them to accommodate the increased drainage without damage to the drainage facilities, nearby property, or water quality. 3. SQC Minimum Requirement — Source Control of Pollution. Source control BMPs shall be applied to all projects to the maximum extent practicable. Source control BMPs shall be selected, designed, and main- tained according to an approved manual. In the case of redevelopment, source control BMPs shall be applied to the entire site. An adopted and implemented basin plan (development pursuant to minimum require- ment No. 8 below) may be used to develop source control requirements that are tailored to a specific basin; however, in all circumstances, source control BMPs shall be required for all sites. 4. Minimum Requirement — Runoff Treatment BMPs. Projects shall provide treat- ment of storm water. Runoff from roof tops, pervious areas and other areas the director determines to be uncontaminated may be exempted from runoff treatment. Treatment BMPs shall be sized to capture and treat the water quality design storm defined as the six- month, 24-hour return period storm. Due to inappropriate soil conditions throughout the city, infiltration is not feasible for runoff treat- ment. Direct discharge of untreated storm water to ground water is prohibited. All treat- ment BMPs shall be selected, designed, and maintained according to an approved manual. Runoff treatment BMPs are not necessary where all business activities, including park- ing, loading or unloading of liquids, or tempo- rary storage of liquid or solid wastes are totally enclosed within a building. 5. SQC Minimum Requirement — Wet- lands. The requirements below apply only to situations where storm water discharges directly or indirectly through a conveyance system into a wetland and must be met in addi- tion to meeting the requirements in SQC Min- imum Standard No. 4 — Runoff Treatment BMPs. a. Storm water discharged to wet- lands must be controlled and treated to the extent necessary to meet the State Water Qual- ity Standards, Chapter 173-201 WAC, or Ground Water Quality Standards, Chapter 173-200 WAC, as appropriate. b. Discharges to wetlands shall main- tain the hydroperiod and flows of predevel- oped site conditions to the extent necessary to protect the characteristic uses of the wetland. Prior to discharging to a wetland, alternative discharge locations shall be evaluated and nat- ural water storage and infiltration opportuni- ties outside the wetland shall be maximized. c. Created wetlands that are intended to mitigate for loss of wetland acreage, func- tion and value shall not be designed to also treat storm water. d. In order for constructed wetlands to be considered treatment systems, they must be constructed on sites that are not wetlands and they must be managed for storm water treatment. If these systems are not managed and maintained in accordance with an approved manual for a period exceeding three years, these systems may no longer be consid- ered constructed wetlands. Discharges from constructed wetlands to waters of the state (including discharges to natural wetlands) are 18-18 PLAN CHECK NO.: OWNER NAME: L_D1%P dfflttg of ibma ble RESUBMITTAL CHECKLIST `"7 DATE: v7 0 NO ILK, ke Resubmittal for & lding Resubmittal for Engineering IV1,cow Plot PlanDrainage Plan �V , ❑ Foundation Plan 0 ❑ Driveway Information ❑ Section Views ❑ Grading ❑ Floor Plans ❑ Other (describe) ❑ Structural and/or Beam Calculations ❑ Energy Worksheets �Wb f dtW -0-A I ❑ Window Schedule l Other (describe) ��Y�Q�CA`GUC ��(-t`►�1� �� Lwml eyv a � Resubmittal for Fire ❑ Hydraulic Calculations (Fire Flow) ❑ Cut Sheets ❑ Fire Sprinkler ❑ Fire Alarm ❑ Other (describe) (�C, Resubmittal for Planning Plot Plan P-e - ❑ Elevation Views ❑ Height Calculations ❑ Landscape Plan ❑ Other (describe)_ Thank you! G:share/library/Building/Forms/BldgEng Fire PingResubcLdoc PLAN CHECK NO.: Chi#g of ibimoubs RESUBMITTAL CHECKLIST 05 -'-,-)- -7 OWNER NAME: DATE: PLEASE CHECK &COMPLETE THE APPROPRIATE BOXES BELOW Resubmittal for Buildinq ❑ Plot Plan ❑ Foundation Plan ❑ Section Views ❑ Floor Plans ❑ Structural and/or Beam Calculations ❑ Energy Worksheets ❑ Window Schedule ❑ Other (describe) Resubmittal for Fire ❑ Hydraulic Calculations (Fire Flow) ❑ Cut Sheets ❑ Fire Sprinkler ❑ Fire Alarm ❑ Other (describe) Resubmittal for Engineering ❑ Drainage Plan ❑ Driveway Information ❑ Grading AKOther (describe) ITA i� Resubmittal for Planning ❑ Plot Plan ❑ Elevation Views ❑ Height Calculations ❑ Landscape Plan ❑ Other (describe) Thank you! G:shareltibrary/B uilding/Forms/BldgE ngFirePing ResubCL.doc RESUBMITTAL CHECKLIST PLAN CHECK r OWNER NAME PLEASE CHECK &COMPLETE THE APPROPRIATE BOXES BELOW Resubmittal for Buildinq Plot Plan ❑ Foundation Plan ❑ Section Views ❑ Floor Plans ❑ Structural and/or Beam Calculations ❑ Energy Worksheets ❑ Window Schedule Resubmittal for Fire ❑ Hydraulic Calculations (Fire Flow) ❑ Cut Sheets ❑ Fire Sprinkler ❑ Fire Alarm ❑ Other (describe Resubmittal for Engineering ,,�rainage Plan ra4as ❑ Driveway Information & W o't hx Bpi adctj��,, tM �%fg4em Y-Tor-r re. IMP , 5KYOC-Q Resubmittal for Planning Plot Plan levat�tcalculations ion iews ❑ Hbo Landscape Plan -❑ Other (d4scribe)_ Thank you! G:share/library/B uilding/Forms/B1dgE ng FirePing R esubCL.doc CUT f' 1 l-,vs6 9531 QJ r- y a r 'also 1cu � r , C r tip, l Zc-� -90 r-P zv 24Z.q .146 GSA g 4.7,5xip : d i r j 139 I Ate. i 'jbfltC.PW AQ94 ` Z4 M _ i <i o)$ 3v , TD Law txoem.r 195 Z)� �= 160 df190 i 2 ►M7 = �- 33 T� 544 z Of Dv 1 wt it Z?2 0 t�z 2Z r�z t� �xz64 xLx4s= 2�� le ......... . 54 Flu— e-q 15-qT laeo t.sts-L 4,5 t 10 1 L5,f-4, 12 -S-44 F TAJ- Gk 2'Z4- I A 70 7-Vi7tt, sj-WRX-;-2;, =4e4-6y PLAN CHECK NO.: OWNER NAME: 1�2� C11ttu of ibmanbs RESUBMITTAL CHECKLIST a0W(4) — 0 5�) DATE: Resubmittal for Building ❑ Plot Plan ❑ Foundation Plan ❑ Section Views ❑ Floor Plans ❑ Structural and/or Beam Calculations ❑ Energy Worksheets ❑ Window Schedule ❑ Other (describe Resubmittal for Fire ❑ Hydraulic Calculations (Fire Flow) ❑ Cut Sheets ❑ Fire Sprinkler ❑ Fire Alarm ❑ Other (describe) Resubmittal for Engineering ❑ Drainage Plan ❑ Driveway Information Grading ❑ Other (describe) Resubmittal for Planning ❑ Plot Plan ❑ Elevation Views ❑ Height Calculations ❑ Landscape Plan ❑ Other (describe)_ Thank you! G:share/IibraryBuilding/Forms/B IdgE ngFire Ping ResubCL.doc CITY OF EDMONDS • 121 5°i AVENUE NORTH • EDMONDS, WA 98020 .„ ;. PHONE: 425.771.0220 • FAX: 425.771.0221 • WEB: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT: PLANNING • ENGINEERING • BUILDING PLAN REVIEW COMMENTS Plan Check #: 05-571 Date: February 17, 2006 Project Steven Lovell — Addition/Remodel 8312 Talbot Road Steve Lovell, Owner Contact 19208 801h Place West, Edmonds WA 98026 Phone: 206.396.9585 / Fax: none given / Email: snlovell(a)comcast. net Reviewer Gina Coccia - Planning Division (second review) Thank you for your submittal. I have reviewed the above building permit application for the Planning Division and it was found that the following information, corrections, or clarifications will need to be addressed before review can continue: Retaining Walls: Please reduce the height of the retaining walls in the setback area to remain under three feet (measured from original grade). It appears that many of the walls are four feet in height (see page two of the drainage plan & retaining layout). Please be aware that for setback purposes, the height of retaining walls is measured vertically from original grade to the highest point of the uppermost rock. This figure cannot exceed three feet in the setback area (because it would then be considered a "structure" and would then need to meet setbacks). Please reduce the size to meet code. It the bottom wall measurement from original grade? If not, please clarify — if they are supporting a cut slope then it is possible that their height is less than shown. Please elaborate. Thank you for your cooperation. Please redline plans or submit two sets of revised plans/documents (affected sheets only) with a written response to each of the above items. Please make all submittals to the Development Services Permit Coordinator Monday through Friday, 9am to noon or 1pm to 4pm. If you have any questions, please don't hesitate to contact me at (425) 771-0220, extension 1778. 1 look forward to working with you on this project. Sincerely, CITY OF EDMONDS Gina Coccia, Planner & t CITY OF EDMONDS • 121 5' AVENUE NORTH • EDMONDS, WA 98020 PHONE: 425.771.0220 • FAX: 425.771.0221 • WEB: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT: PLANNING • ENGINEERING • BUILDING Plan Check #: 05-571 Date: December 21, 2005 Project Steven Lovell — Addition/Remodel 8312 Talbot Road Steve Lovell, Owner Contact 19208 80th Place West, Edmonds WA 98026 Phone: 206.396.9585 / Fax: none given / Email: sn lovell(cDcom cast. net Reviewer Gina Coccia - Planning Division Thank you for your submittal. I have reviewed the above building permit application for the Planning Division and it was found that the following information, corrections, or clarifications will need to be addressed before review can continue: 1. Retaining Walls: Please provide retaining wall height measurements on the Plot Plan. Please be aware that for setback purposes, the height of retaining walls is measured vertically from original rg ade to the highest point of the uppermost rock. This figure cannot exceed three feet in the setback area (because it would then be considered a "structure" and would then need to meet setbacks). 2. SEPA: Please be aware that if your proposal changes and the grading exceeds 500 cubic yards of material (either cut or fill), then the project is required to go through SEPA review. Thank you for your cooperation. Please redline plans or submit two sets of revised plans/documents (affected sheets only) with a written response to each of the above items. Please make all submittals to the Development Services Permit Coordinator Monday through Friday, 9am to noon or 1 pm to 4pm. If you have any questions, please don't hesitate to contact me at (425) 771-0220, extension 1778. 1 look forward to working with you on this project. Sincerely, �'` iirvwv' CITY OF EDMONDS Gina Coccia, Planner City of Edmonds 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 FAX(425) 771-0221 a= Website: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering Plan Review Corrections Plan Check #: 05-571 Date: February 22, 2006 Project Name/Address: Lovell / 8312 Talbot Rd Contact Person/Address/Fax: Steve Lovell / e-mail: snlovellkcomcast.net Reviewer: Jeanie McConnell Division: Engineering During review of the subject submittal it was found that the following information, corrections, or clarifications will need to be addressed: 1. Provide section view of storm detention system and water service and side sewer crossings. o Response comments received 2/3/06 note there are no crossings, so no section provided. o The drainage plan dated 11/23/05 showed both the water and sewer crossing the storm detention pipe. o The drainage plan dated 2/3/06 does not show the storm detention pipe at all. The storm detention system must be shown on the drainage plan and a section view is required if there are in fact utility crossings. *- The drainage plan dated 3/22/06 shows the WSL crossing through the area of the detention pipe. Please provide a section view of the detention and WSL. 2. ok 3. The drainage plan indicates the surface water runoff from the roof over the existing residence will drain to the new detention system. The detention system has only been sized for the new impervious area. Either separate the impervious areas or resize the detention system accordingly. If the impervious area exceeds 5000 sf the detention system must be designed and stamped by a licensed engineer. o Detention is now being sized for over 5000 square feet of impervious area and the City's standard detention system worksheet can no longer be used. The storm detention system mVstt be designed and stamped by a licensed engineer. V G5 14 h -� I L SfaAo W Ind uGj�- wl ON Ia*t �, o Please see attached comments pertaining to the drainage report/calculations. '( 4.) Provide RIM and invert elevations at all CB's, including the CB in the right-of-way. �� gNO& inaris o Response comments received 2/3/06 note RIM at street @100 assumed, invert per City Planning. o As part of the submittal requirements for this plan review, you are required to submit RIM and invert elevations for the catch basin in the City right-of-way as well as for the catch basins installed as part of the storm detention system. WQu `.Q,-s THY 14 I' 4M o This information still has not been provided 'L ono rX- j!i0� 111 �U 5"L� 5. Clearly indicate which portion of the driveway is new (propo ed) and whic po ion is existing. o How will the driveway surface water runoff for the new driveway be collected and distributed to the storm detention system? A IV PU6 00 C� Al �� { D E E-MAILED I' 3I31l2006 �� I -�j�-{�� s.� _- 2 PAGES +attachment 60 _S v►e,1U �t�i� �. m��t 4� jV 2#/U A couple of catch basins have been added within the driveway to capture this water, however it is unclear how the water will be directed to the CB's. Will a berm be placed near the transition from the old driveway to the new? 6. ok 7. ok ok 9. Provide finished floor and bottom of footing elevations_ on thrgradin an. This information will be used to verify grading calculations. PIea�ote that grading in excess of 500cy will require SEPA. o Using the bottom of footing elevations provided, grading for the addition has been calculated to be in excess of 500cy. About 470cy of cut has been calculated for the garage alone. This calculation was derived from using the bottom of footing elevation provided of 106 and topography contours which indicate original grades from 130 to 114. o Grading'in excess of 500cy requires SEPA. Please contact Gina Coccia, Planner for more information on the SEPA process. A cross section was provided to further explain the grading calculations, however I am unsure of what the 8 x 12 x 12 area is. It is shown on the foundation plan as though the footing extends through the garage area to the southern wall. If this 8 x 12 x 12 area was not to be graded I would expect the foundation plan to show something reflecting this. Please provide more information and/or clarify the architecturals to be consistent with what is shown on the grading cross section. PJQ " 'teS 5('1310(1 — Will wa's � i�,{, ca 01 �_K f � VAL+ 10. ok 6 fZ111, 11. ok The driveway drains and house TL can tie into the control MH of the detention system. If appears as though the CB's in the yard could be eliminated and direct connection could be made to either end of the detention system. 13 Please make a note on the plans the existing d/w will be retained for a construction entrance. l'—M A filter sock is to be installed in the existing catch basin in Talbot. Include ESC notes with your plan set, taken verbatim from ECDC 18.30.050, as well as a construction sequence. Show the connection point for the footing and rockery/retainin wall drains to the storm system. These drains must bypass the detention system._.i + in irk t im jucr � gpdatr sq5 I /4-'rThe outfall from the detention system is to be shown from the MH, not the detention pipe. C C Provide a detail of the control structure with the plans, currently it is only provided with the ollcs. A Type 1L CB is not large enough for 36" diameter pipe. Will there be a neckdown in the detention e system? If so, accurately label as such on the plans and provide a section detail of the detention a,?�%�" system showing the 36" pipe, the neckdown (12" pipe??) and the connection to each MH/CB. Also C2C show the air vent if it becomes necessary. allout the length and slope of the storm tightline runs. S l + kw_ kA-CM I'YuIV'a - 1 n'R Muh oh 4 r1 eau 4 w" GLVM — mtU Please resubmit 3 copies of the revised plans/documents to a Development Services Coordinator. Please contact me at 425-771-0220 or by e-mail at mcconnell(a(,ci.edmonds.wa.us if you have specific questions regarding these plan corrections. NUS nil i bt OMS tAA14, � s��t(� 2 i a (d ace d o�? pt.d pp x Ukl) D(vj A04- Awi/L jx�m Iati f - ou (AAC5 - h.4 pamided 4!44zl Vg4 DATE E-MAILED 3/31/2006 2 PAGES + attachment DRAINAGE NOTES AND CALCULATIONS FOR Phil King Design Prepared by. H N LEHTINEN ENGINEERING 4120 HOYT AVE. EVERETT, WA 98203 (425)252-2373 61�t:,,Sua M ou" zQds city o SomokDSNT 24620 � f �� CLEARHIS RLPCOMPUTE [Vault] SUMMARY 2 yr Match Q: 0.0208 cfs Peak Out Q: 0.0216 cfs - Peak Stg: 101.40 ft - Active Vol: 268.87 cf - Pipe length: 120.00 ft 10 yr Match Q-. 0.0751 cfs Peak Out Q: 0-0758 cfs - Peak Stg: 101.57 ft - Active Vol: 304.17 cf - Pipe length: 120.00 ft 100 yr Match Q: 0.1124 cfs Peak Out Q: 0.1252 cfs - Peak Stg: 101.96 ft - Active Vol: 368.11 cf - Pipe length: 120.00 ft Other Match Q: 0.0280 cfs Peak Out Q: 0.0186 cfs - Peak Stg: 101.04 ft - Active Vol: 182.93 cf - Pipe length: 120.00 ft Running C:\Program Files\StormShed\Example\vault Report.pgm on Monday, March 20, 2006 Summary Report of all RLPool Data Project Precips [2 yr] 1.50 in [5 yr] 1.75 in (10 yr] 2.00 in [25 yr] 2.25 in [100 yr] 2.50 in [Other] 1.27 in BASLIST2 [PREDEVELOP] Using [TYPE1A] As [2 yr] [PREDEVELOP] Using [TYPE1A] As [10 yr] [PREDEVELOP] Using [TYPE1A] As [100 yr] [PREDEVELOP] Using [TYPE1A] As [Other] [DEVELOP] Using [TYPE1A] As [2 yr] [DEVELOP] Using [TYPE1A] As [10 yr] [DEVELOP] Using [TYPE1A] As [100 yr] [DEVELOP] Using [TYPE1A] As [Other] LSTEND BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------- (cfs) (hrs) (ac-ft) ac /Loss PREDEVELOP 0.0416 8.00 0.0208 0.42 SBUH/SCS TYPEIA 2 yr PREDEVELOP 0.0751 8.00 0.0339 0.42 SBUH/SCS TYPEIA 10 yr PREDEVELOP 0.1124 8.00' 0.0481 0.42 SBUH/SCS TYPE1A 100 yr PREDEVELOP 0.0280 8.00 0.0154 0.42 SBUH/SCS TYPE1A Other DEVELOP 0.0815 7.83 0.0311 0.42 SBUH/SCS TYPEIA 2 yr DEVELOP 0.1215 7.83 0.0460 0.42 SBUH/SCS TYPEIA 10 yr DEVELOP 0.1633 7.83 0.0616 0.42 SBUHISCS TYPE1A 100 yr DEVELOP 0.0640" 7.83 0.0245 0.42 SBUH/SCS TYPEIA Other . BASLIST [TYPEIA] AS 12 yr] DETAILED [PREDEVELOP] [DEVELOP] LSTEND 6rcjr Drainage Area: PR�DEVELOP Hyd Method: Loss Method: SCS CN Number Peak Factor. SCS Abs: 0.20 Storm Dur "0. TC. Pervious 0.27 hrs Impervious Total 0.04 hrs I �� e- 1�l.�lLa»a y «�i nos" Supporting Data: Pervious I�,,�'"` °^ CN Data: �-, grass Impervious CN Data: 86.00 0.3600 ac %1'hj^ "M Tkc P,-cdcvo�C�<� a^J exist. bldg. 98.00 0.0570 ac c(cva(�c�. r.,,,.,,,� s �,,,�,� Pervious TC Data: Flow type: Description: Le Slope: Coeff: Travel Time Sheet grass 0.00 ft 1.00% 0.1300 16.47 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet exist. bldg./ road 0.00 ft 1.00% ' 0.0110 2.28 min Drainage Area: DEVELOP Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor. 484.00 SCS Abs: 0.20,_ Storm Dur 24.00 hrs Area ®%ar Pervious 0.2110 ac CN 86.00 TC 0.27 hrs Impervious 0.2100 ac 98.00 0.04 hrs Gu��,^iafro. Total 0.4210 ac Supporting Data: Jt- �o rW� SzG W�,v4 Pervious CN Data: grass Impervious CN Data: 86.00 0.2110 ac w+`� ( "%b j ��` bldg.,parking 98.00 0.2100 ac °n T'► Pervious TC Data: Flow type: Description: Length: Slope: Coeft ,/Travel Sheet grass 120.00 ft 1.00% 0.1300 16.4 min Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel Time Sheet bldg, driveway 120.00 ft 1.00% 0.0110 28 min HYDLIST SUMMARY [2 yr out] [10 yr out] [25 yr out] [6 mo out] S �k��_ tic. �zl LSTEND 1 HydID Peak Q Peak T Peak Vol Cont Area flie. . (cfs) 2 yr out 0.02 (hrs) 10.33 (ac-ft) 0.0306 (ac) 0.4210 lvw �`�,, 4it�►n+ti 10 yr out 0.08 25 yr out 0.13 8.33 8.17 0.0455 0.0612 .0.4210 0.4210 �( ��'' C. o r 6 mo out 0.02 10.00 0.0245 0.4210 f (' STORLIST [trap] LSTEND Node ID: trap Desc: manhole structure Start El: 100.0000 ft Max El: 102.1200 ft Contrib Basin: Contrib Hyd: Length Diam Slope UpNode DnNOde 120.0000 ft 2.0000 ft 0.10 % ` DISCHLIST [manhole] LSTEND Control Structure ID: manhole - Multiple Orifice Structure Start El Max Ei Increment 100.0000 ft Orif Coeff: 102,0000 ft 0.10 0.62 Bottom El: 100.00 ft out to 2nd: 1.4100 ft Lowest Diam: Diam: 0.820V�i'n r � Vf% Gr �17, t to 3rd: 3rd to 4th: 0.1600 ft Diam: �2.2266 N12nd I;�%- 0.3900 ft Diam: 90�j.-a&rvt. 9.� ,0 HG G �jy��c,hZL Q , e HNLehtinen Engineering 4120 Hoyt Ave. Everett, WA 98203 (423) 252-2373 By Date Page No. of OVERFLOW ELEVATIpN z ' — ' HANDHOLD TO PROVIDED DETENTION g AND OIL SEPARATION co a m VAA I r PER FLANS i n • `•SEE NOTE 3: PIPE SUPPORTS 3" X .Q75' ---.—_= - (� PLAN • VIEW CLEANOUT SHEAR GATES 1 MIN 8" DIA. MIN. r UTL�— INLET OET N. METAL PIPE —z REMOVABLE (SEE NOTE 4 COUP IG HT N �o RESTRICTOR PLATE WITH z ' ORIFICE (SEE NOTE 8) 54" MIN. DIA c�j N PLATE WITH J�G' `�` .:.. , • • R y , ;•, : ORIFICE AS .. . SPECIFIED SECTION A —A ELBOW DETAIL CEMENT CONCRETE _ CURB AND GUTTER r 5 7 - - 2� FEB - 3 2006 - - �J� BUILDING DEPARTMENT CITY OF EDMONDS Eagle Eye consulting Engineers, PS PO Box 523 Otalla,WA 98359 •' h%IeWr@naWryt LW 253 857-4151 Fax 253 857-5759 To: JoAnne Zulauf City of Edmonds Edmonds Wa, 99020 Re: Lovell Residence, 9312 Talbot Rd Edmonds, Wa 98020 Plan Review # 05-571 The above referenced project is in the process of plan review for compliance with. E&mff& ordinaaoes and applicable axles. The following comment�, defidendeshonections must be addressed prior to completion of plans review and subsequent issuance of permits. Provide revised plans and calculations along with a written response to each of the items fisted below to facilitate a sdwrter back -check time,. 77m scope of YeWew is for dw ordbu mce, structural; vendor and indoor air qugddy "QQ, and mera rqmirmmnb ol'4khprojwL All features were checked only to the extent allowed by the submittals provided. All portions of this project are assumed to meet or will meet other departmental conditions and concerts before permit approval. General 1. It is not clew what is existing or what is ww. Please add a sheet to show the complete,e eonditions. R106.1.1 �. Drawings am required to clearly show the egress windows. These windows are required to be operable and meet minimum size. Please add this information to the drawings. R311 Sheet 1 ELEVATIONS: ✓4. Based off the elevation there are decks going to be built but there are no details for the framing o€these decks. Please add this information on the drawing for these decks. R301.1 4q:��v r*-4� . 10 Sheet 3 LOWER FLOOR: { i Please specify the door required the crawl space. This is required to be insulated. Sheet 4 MAIN FLOOR: v,18. All sleeping moms are required to have operable window for egress- All that is shown is the opening. Please label all nVured location for the egress windows on the drawings. R310 v"7'. Please add details on the drawings for the guards. All that is sorted is 38" railing. Details are regiured. ffz , * p s C9 . It appears the window next to the stair is required to be safety glazed. The window is wid& 36". R308.4 ✓10. The attic access size should be specified on the drawings. Please add this to the set. R807 Sheet S UPPER FLOOR: ✓11. Please provide the size of the concrete patio outside the storage mom. I 3 of 5 Sheet 6 MAIN FLOOR FRAMING: -'�13. All doors are required to have a minimum landing size specified. Please add this to all exterior doors. R311.4.3 STRUCTURAL COAGUnM General 14. Design used Gypsum wall board for shear ram. The R for Gypsum Shearw-A is 2 not 6.5. The wails have diet stiffness and dffinent material therefore the R value is not the same? Please modify design and drawing accordingly. 15. Please clarify how you determine the wind pressure to be 10.6 PSF. The exponn+e is D per notes and this does not match exposure D_ Provide analysis to justify the wind design press = used. MC 1609.6.2.1 16. Provide analysis for the wind pressure at each zone. This must be compared to the minimum force requhvd. per IBC 1609.6.2.1.1. The one that creates the largest dessga force must be used. Please submit this on the response. IBC Figure 1609.6.2.1 17. I was unable to find where the hmizaontal diaphragm nailing was specified. Please add this to the drawings. Sheet 2 FOUNDATIONS: Check analysis shows the footing that supports the beams A This will not support the loads. One side has a 3" Diameter footing but the other side does not specify The forting to use. The typical spread fauns of 18" by 107 will not support the design loads_ Please submit analysis for this condition or modify drawings to reIlcd a largm &otin& Vt tS Se No'(- S"` # -tyt. wt*ft �abS. �15=77 123-V11 V071C ✓I9. Please provide dell on the drawing for the half -wall. This is required to ressW a force applied in any direction of 200 pounds. All that is stated is Viv alL IBC 1607.7.1 - 'Ca W Sj;.< u 1 C,� C`(� 4 of 5 Sheet 6 MAIN FLOOR FRAM 94G: 20. Please specify the Rm diaphragm. straps to tie the diaphragm together. The straps are shown but it is not clear what the required strap size is or how the contactor is required to install them. Please add strap detailXto)-:shear into the walls. IBC 2304.9.6 SAPS CAA & t"" -he lco<L , 000. jZr6x - Vo - t&PTAdl- sue-- (A) 21. Please provide calculation for the existing header that is supporti the triple joist. IBC 1604.4 t2*fxke- � � U� b�.�&,K Iw 441W. . I was unable to find what the reguu+ed support is for the new beam A One side shows a 6X6 member what aboutihe other side? Please add this in1brimalion to the drawings. IBC 2304.9.6 ,_,M. Please specify the required c oh mns under the beams and girders. Also the required connection. IBC 2304.9.7 24. lease clarify how the uniform loads were dam.. For example: the live loads are required to be 40 PSF For beam B the live load unifoan loads is 40'26/=520PLF. The load the beam was designed for was 575 pl£ ( 575-520=55 PLF) 3hamfvrc the maximum dead load this beam is able to support is 4.2 PSF. There is more dead load on this beam. All beams were not checked so on the res�nse please clarify bow tt uniform loads where determined with the design of the beams. "'�25. Please specify the garage header sine. IBC 2304.9.6 Nt-� Ct P-W— Sheet 7 UPPER FLOOR FRAM ENG: �/26. Please specify the column size required for the beams. The lower floor does not specify these— For example the column to support the beam C. Also a positive connection is required to be shown or specified at these locations. There are other locations. MC 2304.9.7 Sheet 9 BUffDING SEMONS: v-'27. Please add the horizontal diaphragm nailing requirements for the floor system. The roof was called out but I was unable to find where the floor diaphragm nailing was called out. . Stair Section: The detail states a LS9U` 210. What is the post size it is attaching to? This is required to be specified. Please add this to the set. IBC 106.1.1 5of5 39. Provide analysis for the raring detail. The railing is required to resist 200 pounds point load applied in any directions. This also includes the connections. IBC 1607.7.1 30. The radiug detail shown is for when joists rum perpendicular to the exterior railing. But the railing wraps around the roof deck. Details are required to shown for this condition when the railing detail parallel to the roof deck joist.. Please add this detail to the drawings. IBC 10633 ✓31. Please,spthe spacing of the W,=Z s�C* 10633IJi PfF 'r`4�P • � tom' � (( Please provide calcarlation far the column in the garage. The height is 14% NDS 3.7 ENERGY CONi WMWS Prmcripti ve method used: No comment at this time. V&IAQC COALS Additional corrections nary be required following receipt of corrections and additional information as requested. Your platy are being reviewed concurrently with the Building Department; Fue Department, Zoning Department and Public Works Engineering. Cbanges, clarifications or additional corrections may be required subsequent to the Building Department .plan review when comments are received from the other concerned departments. Should you have any inguhies rig this letter, please contact Hoyt Jeter at (253)$574151 between 8:00 a.m. and 5:00 p m. By: Hoyt Jeter, P.E. President of En,�o Crtv of Edmonds PLAN REVIEW COMMENTS BUILDING DIVISION (425) 771-0220 DATE: March 31, 200b TO: Steve Lovell Snlovell a@comcast_net FROM: Jenny Readwin, Plans Examiner RE: Plan Check ##. 05-571 Project: Addition Project Address: 8312 Talbot Rd. During re -review of the above noted application, it was found that the following information, corrections, or clarifications are needed. Initial corrections 12I281Q5 Second set of corrections 2(16106 Third set of correction 313W/06 0 neednoresvonse ven Still need Response says new tales provided but I was unable to sate calculations for this connection. Provide calculations stamped and signed by the Engineer of record to justify connection of floor joist ledger to the foundation on detail A. This does not meet conventional construction. Also clarify what bolts are to be used (i.e. J style bolts that will be hooked and tied before the wail is poured or epoxy bolts). If they will be epoxy, ial inspections are required- 3 zn need no response given. Still need Response says letter provided but I could not find on ur files. Provide letter from Geotechnical Engineer of Record stating that he has reviewed the plans and that they are consistent with his report recommendations. need no res onm given. Still need Response says see attached but a signed agreement form was not in the films Special :inspections are required for the following. Complete the enclosed special inspection agreement signed by the owner, the general contractor and the special inspector and submit to the City for approval prior to issuance. * Soil cuts • Foundation sub -grade verification • Any retaining wall or mckeryplacement • And fill placement • Subsurface drainage installation Temporary and final erosion control measures 5) S attached structural. comments from city consultant. Respond to each item in writing.. • Structural Consultants Item HE What is the connection required for beam marked D to the triple rafter? Nothing is specified at this time. Please add this information to the drawings. $pecify which 7WG hanger you intend to use. There are several Wfierent ones in theSiopson gMIoe stamped ealeuladons are required for review and it is possible that peer review will be required Please redline plans or submit two (2) sets of revised plans/documents (affected sheets only) with a written response to each of the above items to a Permit Coordinator. Page 2 of of ED V City of Edmonds co 16 PLAN REVIEW COMMENTS BUILDING DIVISION Fsr. g9° (425) 771-0220 DATE: February 16, 2006 TO: Steve Lovell _0 Snlovell@comcast.net FROM: Jenny Readwin, Plans Exami er RE: Plan Check # 05-571 Project: Addition Project Address: 8312 Talbot Rd. During re -review of the above noted application, it was found that the following information, corrections, or clarifications are needed. ek need. Response says new calcs provided but I was unable to locate calculations for this onnection. Provide calculations stamped and signed by the Engineer of record to justify connection of floor joist ledger to the foundation on detail A. This does not meet conventional construction. Also clarify what bolts are to be used (i.e. J style bolts that will be hooked and tied 03) before the wall is poured or epoxy bolts). If they will be epoxy, special inspections are required. till need. Response says letter provided but I could not find on in our files. Provide letter from Geotechnical Engineer of Record stating that he has reviewed the plans and that they are onsistent with his report recommendations. 4) till need. Response says see attached but a signed agreement form was not in the file. Special inspections are required for the following. Complete the enclosed special inspection agreement signed by the owner, the general contractor and the special inspector and submit to the City for approval prior to issuance. • Soil cuts • Foundation sub -grade verification • Any retaining wall or rockery placement • And fill placement • Subsurface drainage installation • Temporary and final erosion control measures 5) See attached structural comments from city consultant. Respond to each item in writing. Please redline plans or submit two (2) sets of revised plans/documents (affected sheets only) with a written response to each of the above items to a Permit Coordinator. Eagle Eye Consulting Engineers, PS PO Box 523 Olalla, WA 98359 hoytjeter@centurytel.net 253 857-4151 Fax 253 857-5759 To: JoAnne Zulauf City of Edmonds Edmonds Wa, 98020 Re: Lovell Residence 8312 Talbot Rd Edmonds, WA 98020 Plan Review # 05-571 Second Comment letter EECE # ED 05- 81 (2) The above referenced project is in the process of plan review for compliance with Edmonds ordinances and applicable codes. The following comments, deficiencies/corrections must be addressed prior to completion of plans review and subsequent issuance of permits. Provide revised plans and calculations along with a written response to each of the items listed below to facilitate a shorter back -check time. Any original comments (from the first comment letter) are indicated in italics and their original numbering. New comments are not italicized and are numbered with capital letters (A, B, C, etc.). SCOPE OF REVIEW The scope of this review is for the ordinance, structural, ventilation and indoor air quality (VIAQQ, and energy requirements of this project. All features were checked only to the extent allowed by the submittals provided. All portions of this project are assumed to meet or will meet other departmental requirements, conditions and concerns before permit approval. 2 of 4 ARCHITECTURAL COMMENTS Sheet 3 LOWER FLOOR: 5 e specify the door required into the crawl space. This is required to be insulated. What is the size of this access? How is it insulated? Please add this information to the drawings. R408.3 STRUCTURAL COMMENTS General he shear wall schedule for the new drawings does not match the new analysis. This needs to be modified and resubmitted. ease note that all the shear walls shall be Doug fir species. The capacity used in the new analysis is for DF and not HF. he design used Gypsum wall board for shear resistance. The R for Gypsum shear all is 2 not 6.5. The walls have different stiffnesses and different materials therefore the R value is not the same. Please modify design and drawing accordingly. This still ' Lj has not been addressed. �V 7 as unable to find where the horizontal diaphragm nailing was specified. Please add this to the drawings. Please clarify where the horizontal nailing is specified on the drawings. On sheet 9 I found the floor but was unable to determine from the drawings what the roof / nailing requirements are. This needs to be clearly labeled on the [�J drawings. Please clarify where this is located. Sheet 4 MAIN FLOOR: Sheet 6 MAIN FLOOR FRAMING: THe new design analysis has the shear wall call out exceeding the design capacity. For example, SW3's capacity is only 490 PLF but the analysis shows forces exceeded this limit. Not all shear walls were checked so please go through the drawings and analysis and re -verify the call outs. This will be checked on the - recheck. Engineer of Record (EOR), please modify the drawings accordingly. Note, there are other locations in the analysis where the shear value is exceeded. Please provide calculations for the existing header that is supporting the triple joist. IBC 1604.4. The new analysis appears not to include the point load from the (3), beams. Resubmit an analysis to account for the point load. 3 of 4 ,ease specify the required columns under the beams and girder and also the required connection. IBC 2304.9.7 It appears the support of the beams are now labeled but not the support of the girder truss. Typical joist manufacturers do not specify this but leave that up to the EOR. Please add this information to the drawings. Sheet 7 UPPER FLOOR FRAMING: ase specify the column size required for the beams. The lower floor does not specify these. For example, the column to support the beam C. Also, a positive connection is required to be shown or specified at these locations. There are other locations so please check them. IBC 2304.9.7 E. What is the connection required beam mark D to the triple rafter? Nothing is specified at this time. Please add this information to the drawings. A'�� Sheet 9 BUILDING SECTIONS: aar Section: The detail states a LSSU 210. What is the post size it is attaching to? This is required to be specified. Please add this to the set. IBC 106.1.1 The connection to the post at the top is specified but not the base of the wood post. This is required to be added to the drawings. Please add this. . Please provide calculation for the column in the garage. The height is 14'. NDS 3.7 Response has state the size has been up sized to 6X8 DF#2. An analysis is required for this post. Please submit an analysis for this post. ENERGY COMMENTS Prescriptive method used: No comment at this time. V&IAQC COMMENTS General: OK Additional corrections may be required following receipt of corrections and additional information as requested. Your plans are being reviewed concurrently with the Building Department, Fire Department, Zoning Department and Public Works Engineering. Changes, clarifications or additional corrections may be required subsequent to the Building 4 of 4 Department plan review when comments are received from the other concerned departments. Should you have any inquiries regarding this letter, please contact Hoyt Jeter at (253) 857-4151 between 8:00 a.m. and 5:00 p.m. By: Hoyt Jeter, P.E. President aF EDAf City of Edmonds 0 PLAN REVIEW COMMENTS BUILDING DIVISION FSf gqo (425)771-0220 DATE: December 28, 2005 TO: Steve Lovell Snlovell@comcast.net FROM: Jenny Readwin, Plans Exami er RE: Plan Check # 05-571 Project: Addition Project Address: 8312 Talbot Rd. During review of the above noted application, it was found that the following information, corrections, or clarifications are needed. 1).--Label datum point. on the site plan. 2) Provide calculations stamped and signed by the Engineer of record to justify connection of floor . ist ledger to the foundation on detail A. This does not meet conventional construction. Also larikubbtt bolts are to be used (i.e. J style bolts that will be hooked and tied before the wall is G- -p.©ured or epoxy bolts). If they will be epoxy, special inspections are required. �q 3) P ovide letter from Geotechnical Engineer of Record stating that he has reviewed the plans and that they are consistent with his report recommendations. 4) pecial inspections are required for the following. Complete the enclosed special inspection agreement signed by the owner, the general contractor and the special inspector and submit to the City for approval prior to issuance. • Soil cuts • Foundation sub -grade verification • Any retaining wall or rockery placement • And fill placement • Subsurface drainage installation • Temporary and final erosion control measures 5) See attached structural comments from city consultant. Respond to each item in writing. Please redline plans or submit two (2) sets of revised plans/documents (affected sheets only) with a written response to each of the above items to a Permit Coordinator. Eagle Eye Consulting Engineers, PS PO Box 523 Olalla, WA 98359 hoytjeter@centurytel.net 253 857-4151 Fax 253 857-5759 To: JoAnne Zulauf City of Edmonds Edmonds Wa, 98020 Re: Lovell Residence 8312 Talbot Rd Edmonds, Wa 98020 Plan Review # 05-571 EECE # ED 81 The above referenced project is in the process of plan review for compliance with Edmonds ordinances and applicable codes. The following comments, deficiencies/corrections must be addressed prior to completion of plans review and subsequent issuance of permits. Provide revised plans and calculations along with a written response to each of the items listed below to facilitate a shorter back -check time. SCOPE OF REVIEW The scope of this review is for the ordinance, structural, ventilation and indoor air quality (VL4QQ, and energy requirements of this project. All features were checked only to the extent allowed by the submittals provided. All portions of this project are assumed to meet or will meet other departmental requirements, conditions and concerns before permit approval. 2 of 5 ARCHITECTURAL COMMENTS General 1. It is not clear what is existing or what is new. Please add a sheet to show the complete existing conditions. RI06.1.1 2. Drawings are required to clearly show the egress windows. These windows are required to be operable and meet minimum size. Please add this information to the drawings. R311 Sheet 1 ELEVATIONS: 4. Based off the elevation there are decks going to be built but there are no details for the framing of these decks. Please add this information on the drawing for these decks. R301.1 Sheet 3 LOWER FLOOR:' 5. Please specify the door required the crawl space. This is required to be insulated. Sheet 4 MAIN FLOOR: 6. 1 All sleeping rooms are required to have operable window for egress. All that is shown is the opening. Please label all required location for the egress windows on the drawings. R310 7. Please add details on the drawings for the guards. All that is stated is 38" railing. Details are required. 9. It appears the window next to the stair is required to be safety glazed. The window is within 36". R308.4 10. The attic access size should be specified on the drawings. Please add this to the set. R807 Sheet 5 UPPER FLOOR: 11. Please provide the size of the concrete patio outside the storage room. 3 of 5 Sheet 6 MAIN FLOOR FRAMING: 13. All doors are required to have a minimum landing size specified. Please add this to all exterior doors. R311.4.3 STRUCTURAL COMMENTS General 14. Design used Gypsum wall board for shear resistance. The R for Gypsum Shearwall is 2 not 6.5. The walls have different stiffness and different material therefore the R value is not the same? Please modify design and drawing accordingly. 15. Please clarify how you determine the wind pressure to be 10.6 PSF. The exposure is D per notes and this does not match exposure D. Provide analysis to justify the wind design pressure used. IBC 1609.6.2.1 16. Provide analysis for the wind pressure at each zone. This must be compared to the minimum force required per IBC 1609.6.2.1.1. The one that creates the largest design force must be used. Please submit this on the response. IBC Figure 1609.6.2.1 17. I was unable to find where the horizontal diaphragm nailing was specified. Please add this to the drawings. Sheet 2 FOUNDATIONS: 18. Check analysis shows the footing that supports the beam A This will not support the loads. One side has a 3" Diameter footing but the other side does not specify the footing to use. The typical spread footing of 18" by 10" will not support the design loads. Please"submit analysis for this condition or modify drawings to reflect a larger footing. Sheet 4 MAIN FLOOR: 19. Please provide detail on the drawing for the half -wall. This is required to resist a force applied in any direction of 200 pounds. All that is stated is 1/2 wall. IBC 1607.7.1 4of5 Sheet 6 MAIN FLOOR FRAMING: 20. Please specify the floor diaphragm straps to tie the diaphragm together. The straps are shown but it is not clear what the required strap size is or how the contactor is required to install them. Please add strap detail to tie into the shear walls. IBC 2304.9.6 21. Please provide calculation for the existing header that is supporting the triple joist. IBC 1604.4 22. I was unable to find what the required support is for the new beam A. One side shows a 6X6 member what about the other side? Please add this information to the drawings. IBC 2304.9.6 23. Please specify the required columns under the beams and girders. Also the required connection. IBC 2304.9.7 24. Please clarify how the uniform loads were determined. For example: the live loads are required to be 40 PSF. For beam B the live load uniform loads is 40*26/2=520PLF. The load the beam was designed for was 575 plf. ( 575-520=55 PLF) Therefore the maximum dead load this beam is able to support is 4.2 PSF. There is more dead load on this beam. All beams were not checked so on the response please clarify how the uniform loads where determined with the design of the beams. 25. Please specify the garage header size. IBC 2304.9.6 Sheet 7 UPPER FLOOR FRAMING: 26. Please specify the column size required for the beams. The lower floor does not specify these. For example the column to support the beam C. Also a positive connection is required to be shown or specified at these locations. There are other locations. IBC 2304.9.7 Sheet 9 BUILDING SECTIONS: 27. Please add the horizontal diaphragm nailing requirements for the floor system. The roof was called out but I was unable to find where the floor diaphragm nailing was called out. 28. Stair Section: The detail states a LSSU 210. What is the post size it is attaching to? This is required to be specified. Please add this to the set. IBC 106.1.1 y r 5of5 29. Provide analysis for the railing detail. The railing is required to resist 200 pounds point load applied in any directions. This also includes the connections. IBC 1607.7.1 30. The railing detail shown is for when joists run perpendicular to the exterior railing. But the railing wraps around the roof deck. Details are required to shown for this condition when the railing detail parallel to the roof deck joist. Please add this detail to the drawings. IBC 106.3.3 31. Please specify the spacing of the 8d nails shown in the sections. IBC 106.3.3 32. Please provide calculation for the column in the garage. The height is 14'. NDS 3.7 1 0 DI 31t'd[$1110101 DQM Prescriptive method used: No comment at this time. V&IAQC COMMENTS General: Additional corrections may be required following receipt of corrections and additional information as requested. Your plans are being reviewed concurrently with the Building Department, Fire Department, Zoning Department and Public Works Engineering. Changes, clarifications or additional corrections may be required subsequent to the Building Department plan review when comments are received from the other concerned departments. Should you have any inquiries regarding this letter, please contact Hoyt Jeter at (253) 857-4151 between 8:00 a.m. and 5:00 p.m. By: Hoyt Jeter, P.E. President CITY OF EDMONDS SPECIAL INSPECTION AND TESTING AGREEMENT The project at a3 � ak), .C-5t issued under building permit number requires special inspection and/or testing per IBC Chapter 17. The complete list of special inspections is attached to this document. BEFORE A PERMIT CAN BE ISSUED: The owner and contractor and special inspector shall complete this agreement and the attached structural test(s) and inspections schedule including the required acknowledgements. APPROVAL OF SPECIAL INSPECTORS: Each special inspector shall be approved by the Building Official prior to performing any duties or inspections. Each special inspector shall submit Statement of Qualifications to the Building Official for review. Special inspectors shall display identification when performing special inspections on site. Special inspection and testing shall meet the minimum requirements of IBC Chapter 17 and the following: 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 and applicable workmanship provisions of the IBC. Architect or Engineer reviewed shop drawings may be used only as an aid to inspection. Special Inspections are to be performed on a continuous basis —meaning that the special inspector is on site at all times observing the work requiring special inspection. Periodic inspections, if any, must have prior approval by the City based on a separate written plan reviewed and approved by the Building Official and the engineer or architect of record. 2. Report Non -conforming Items The special inspector shall bring non -conforming items to the immediate attention of the contractor and note all such items in the daily field report. Any item not resolved in a timely manner shall be immediate cause of the special inspector to notify the Building Official of the plan deviation, error, change or omission. It shall also be the duty of the special inspector to promptly notify the engineer or architect. 3. Complete Daily Reports Each special inspector shall complete and sign both the special inspection record and the daily report form for each day's inspection. These records shall remain at the jobsite with the contractor for review by the City Building Inspector. 4. Furnish Weekly Reports The special inspector or inspection agency shall furnish the City with weekly reports of tests and inspections. The project engineer or architect, and others as designated shall also be copied on reports. Weekly reports must include the following: • Description of daily inspections and tests made with applicable locations • List of all non -conforming items • Report on status of non -conforming items (resolved or unresolved) • Itemized changes authorized by the Architect, Engineer and City if not included in non- conformance items. 5. Furnish Final Construction Report The special inspector or inspection agency shall submit a final signed report to the City stating that all items requiring special inspection and testing were fulfilled and reported. And, to the best of L:\TEMP\BUILDING\SpeciallnspectionAgreementIBC.doc 7/04 his/her knowledge the project is in conformance with the approved plans and specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance or unresolved items or any discrepancies in inspection coverage, (i.e., missed inspections, periodic inspection when continuous inspections were required, etc.) shall be specifically itemized in this report. B. Contractor Responsibilities 1. Notify the Special Inspector It is the duty of the contractor to notify the special inspector when work is ready for special inspection. Note, the items listed on the attached schedule 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. 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 building inspector upon request. C. City of Edmonds Building Department Responsibilities 1. Approve special inspectors or inspection agencies The building department shall approve all special inspectors and special inspection requirements. 2. Monitor special inspection and approve weekly reports Work requiring special inspection and the performance of special inspectors shall be monitored by the City Building Inspector. His/Her approval must be obtained prior to placement of concrete or other similar activities in addition to that of the special inspector. 3. Issue Certificate of Occupancy The Building Official may issue a Certificate of Occupancy after all weekly special inspection reports including the final report have been submitted and accepted. D. Owner Responsibilities The project owner or the engineer or architect of record acting as the owner's agent shall fund special inspection services. E. Engineer or Architect of Record Responsibilities The engineer or architect of record shall include special inspection requirements on the plans and specifications. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner Special Inspector General Contractor City Building Official Date Date Date Date L:\TEMP\BUILDING\SpeciallnspectionAgreementIBGdoc 7/04 SPECIAL INSPECTION AND TESTING SCHEDULE ' MOXu Cr 1 t e-\ - - T- 'n' t (l , BU¢1)sNcPERMIT no. REINFORCED CONCRETE, GUNITE, GROUT AND MORTAR: Concrete Granite Grunt Mortar Tests it Tests Mix Designs Reinforcing Placement Batcb Plant Inspection Cast Tests PRECAST/PRESTRESSED CONCRETE: ruts r061-1eas ne-Tens Cladding Aggregate Tau Reinforcing Tests Tendon Tests Mix Designs Reinforcing Placement Insert Placement Concrete Batching Concrete Placement Installation Insepction Cast Samples Pick -tip Samples Compression Tests MASONRY: _ Special Inspection Stresses Used — Preliminary Acceptance Tests (Masomv Units. Wall Prisms) — Subsequent Tests (Mortar. Grout. Field Wall Prisms) — Placement Inspection of Units ADDITIONAL INSTRUCTIONS OR OTHER TESTS AND INSPECTIONS: TLST 4G)WS EC X)N AGi4r «Semi[. truPECIOR STRUCTURAL STEEL/WELDING: — Sample and Test (list specific member below) — Shop Material Identification — W�g Inspection D Shop D F ld — Ultrasonic Inspection ❑ Shop Q Field — High -strength Bolting Inspection 0 Shop D Field D A325 ❑A490 ©N OX DF — Metal Deck Welding Inspection Rcinforcing Steel Welding Inspection 1 — Metal Stud Welding Inspection — Concrete Insert Welding Inspection FIREPROOFING: — Placement Inspection — Density Tests - Thickness Tests — Inspect Batehing INSULATING CONCRETE: — Sample and Test — Placement Inspection — Unit Weights FILL MATERIAL: — Acceptance Tests Placement Inspection — Field Density STRUCTURAL WOOD: _ Shear Wall Nailing Inspection — Inspection of Glu-lam Fab. — Inspection of Truss loin Fab. Sample and Test Components oT ED4 City of Edmonds -11 r.,..- PLAN REVIEW COMMENTS BUILDING DIVISION Fsr g90 (425)771-0220 DATE: April 21, 2006 TO: Steve Lovell Snlovell@comcast.net FROM: Jenny Readwin, Plans Exami r RE: Plan Check # 05-571 Project: Addition Project Address: 8312 Talbot Rd. During re -review of the above noted application, it was found that the following information, corrections, or clarifications are needed. Initial corrections 12/28/06 Second set of corrections 2116106 Third set of correction 3130106 Fourth set of corrections 4120106 1) ok 2) ok 3) ok 4) ok 5) Still need no response _-ggiven. See attached structural comments from city consultant. Respond to each item in writing. • Structural Consultants Item #E What is the connection required for beam marked D to the triple rafter? Nothing is specified at this time. Please add this information to the drawings. Specify which THG hanger you intend to use. There are several different ones in the Simpson catalog. 6) Still need no response _-ggiven. It is my understanding that you are working on this item. Rockeries and retaining walls located in a critical area, regardless of heikht, require a separate permit. See enclosed handout for submittal requirements. Details and Engineered stamped calculations are required for review and it is possible that peer review will be required. 7) Letter from Dennis Bruce, PE dated April 6, 2006 received April 13 2006 says that temporary shoring will be required. A temporary shoring plan and details with Engineered stamped calculations are required (same as rockeries and retaining walls). Please redline plans or submit two (2) sets of revised plans/documents (affected sheets only) with a written response to each of the above items to a Permit Coordinator. City of Edmonds PLAN REVIEW COMMENTS BUILDING DIVISION (425) 771-0220 DATE: May 31, 2006 TO: Steve Lovell Snlovell@comcast.net FROM: Jenny Readwin, Plans Exam e RE: Plan Check # 05-571 Project: Addition Project Address: 8312 Talbot Rd. During re -review of the above noted application, it was found that the following information, corrections, or clarifications are needed. Initial corrections 12/28/06 Second set of corrections 2116106 Third set of correction 3130106 Fourth set of corrections 4120106 Fifth set of corrections 1) ok 2) ok 3) ok 4) ok S) ok 6) Still need Engineered stamped calculations to support wall design -see rockery and retaining wall handout. This is a minimum submittal requirement when located in a critical area. Still need no response __given. It is my understanding that you are working on this item. Rockeries and retaining walls located in a critical area, re'-ardless of heist, require a separate permit. See enclosed handout for submittal requirements. Details and Engineered stamped calculations are required for review and it is possible that peer review will be required. 7) ok Please redline plans or submit two (2) sets of revised plans/documents (erected sheets only) with a written response to each of the above items to a Permit Coordinator. �OV EDAo City of Edmonds PLAN REVIEW COMMENTS BUILDING DIVISION �Sr. g90 (425) 771-0220 DATE: March 31, 2006 TO: Steve Lovell Snlovell@comcast.net FROM: Jenny Readwin, Plans Examiner RE: Plan Check #-05-571 Project: Addition Project Address: 8312 Talbot Rd. During re -review of the above noted application, it was found that the following information, corrections, or clarifications are needed. Initial corrections 12/28/06 Second set of corrections 2116106 Third set of correction 3130106 1) ok 2) Still need no response given Still need. Response says new calcs provided but I was unable to locate calculations for this connection. Provide calculations stamped and signed by the Engineer of record to justify connection of floor joist ledger to the foundation on detail A. This does not meet conventional construction. Also clarify what bolts are to be used (i.e. J style bolts that will be hooked and tied before the wall is poured or epoxy bolts). If they will be epoxy, special inspections are required. 3) Still need no response given. Still need. Response says letter provided but I could not find on in our files. Provide letter from Geotechnical Engineer of Record stating that he has reviewed the plans and that they are consistent with his report recommendations. 4) Still need no response given. Still need. Response says see attached but a signed agreement form was not in the file. Special inspections are required for the following. Complete the enclosed special inspection agreement signed by the owner, the general contractor and the special inspector and submit to the City for approval prior to issuance. • Soil cuts • Foundation sub -grade verification • Any retaining wall or rockery placement • And fill placement • Subsurface drainage installation • Temporary and final erosion control measures 5) See attached structural comments from city consultant. Respond to each item in writing. • Structural Consultants Item #E What is the connection required for beam marked D to the triple rafter? Nothing is specified at this time. Please add this information to the drawings. Specify which THG hanger you intend to use. There are several different ones in the Simpson catalog. 6) Rockeries and retaining walls located in a critical area, re,-ardless of hei,-ht, require a separate permit. See enclosed handout for submittal requirements. Details and En,-ineered stamped calculations are required for review and it is possible that peer review will be required. Please redline plans or submit two (2) sets of revised plans/documents (affected sheets only) with a written response to each of the above items to a Permit Coordinator. Page 2 of 2 OF E DV city of edmonds �U1 development information - �St. 1 a90 Retaining Wall Permit Submittal Requirements PERMIT REQUIRED: A permit is required for retaining walls made of any material (concrete, masonry, ecology block, steel, railroad ties, etc.), unless specifically exempted as described in this handout. Any retaining wall located in a Critical Area, or in the designated Earth Subsidence Landslide Hazard area, as defined by the Edmonds Community Development Code, must obtain a permit regardless of height, mass or length. EXEMPTED WORK: For retaining walls proposed for construction as part of a subdivision or short plat, a separate retaining wall permit is not required. Approval of the subdivision/short plat civil drawings will constitute approval of retaining walls. However, such retaining walls shall be designed, reviewed and approved based on the requirements of this handout. CODES: International Building Code (Current Edition) WSDOT/APWA Standard Specifications for Road, Bridge, & Municipal Construction (Current Edition) ECDC Chapter 18.30 & 18.40.020 ECDC 19.10 & 20.15B FEE: $265, plus city surcharge Some projects may require Peer Review and additional Peer Review fees are to be paid by the applicant SUBMITTAL REQUIREMENTS: 1. A Critical Areas Determination, issued by the Planning Division (See Handout #P20) 2. Soils Investigation or Soils Report —Three (3) copies 3. Grading Plan - Three (3) copies, with yardage calculations 2. Plot Plan - Three (3) copies, scaled 1"=20' (one of the three plot plans must be no larger than 8 %z" x 14" See Attachment A) 5. Retaining Wall Section and Elevation Views - Two (2) copies 6. Retaining Wall Design Calculations - Two (2) copies, stamped and signed by a Washington State Licensed Engineer 7. Erosion and Sedementation Control Plan - Three (3) copies LATEMPWILDING\HANDOUT ICODEMandouts Webpage\RETWAL B62.DOC Revised 3/05 INTRODUCTION Retaining walls, including shoring structures are structural systems that provide lateral support for vertical or near -vertical slopes of soil. Several common types of retaining walls include gravity, semigravity, cantilever, soldier pile, sheet pile, proprietary modular block, mechanically stabilized earth, and soil nail retaining walls. The City of Edmonds does not consider rockeries to be retaining walls. See Handout #B63 for specific rockery design and permitting information. RETAINING WALL PERMIT REQUIREMENTS A retaining wall permit shall be required when any of the following conditions apply: 1. Retaining walls greater than four (4) feet in height, (see height definition below). Plans must be designed and stamped by a State Licensed Professional Engineer. Peer review is not required for walls 6 feet or less in height; however, the City reserves the right to require peer review if a special condition exists. Peer review is required for retaining walls greater than 6 feet in height and special inspection is required for installation. 2. Retaining walls of any height located in a Critical Area or within the designated Earth Subsidence Landslide Hazard Area, as defined by the Edmonds Community Development Code (regardless of height). Plans must be designed and stamped by a Washington State Licensed Professional Engineer. Peer review and special inspection shall be required. 3. Retaining walls of any height supporting a road, driveway, building or other surcharge. Plans must be designed and stamped by a State Licensed Professional Engineer. Peer review and special inspection shall be required. 4. Retaining walls of any height, that impound flammable liquids or hazardous materials. Plans must be designed and stamped by a State Licensed Professional Engineer. Peer review and special inspection shall be required. 5. Terraced retaining walls are permitted subject to the noted conditions above. Each retaining wall tier is considered to be a separate retaining wall. A permit is required for the overall project if any individual tier requires a permit. For terraced retaining walls, the upper retaining wall tier shall not be located within a horizontal distance from the lower retaining wall tier equal to the height of the lower retaining wall or the lower retaining wall shall be considered to support a surcharge from the upper retaining wall, and a permit shall be required per paragraph 3 above. In addition, for gravity block and modular block walls, if any individual tier requires a permit then a permit is required. RETAINING WALLS EXEMPT FROM PERMIT REQUIREMENTS A retaining wall permit is not required for the following retaining wall conditions: 1. Retaining walls (four (4) feet or less in height (unless one of the other conditions listed above applies). (See height definition below and items 1-5 above.) 2. Retaining walls three (3) feet or less in height, above original grade within a setback area (unless one of the other conditions listed above applies or the site is located in a critical area.) See Setback Height definition below. *Retaining Wall Height Definition For permitting purposes, retaining wall height is defined as the height measured vertically from the finished grade at the exposed toe of the retaining wall to the highest point of the wall. I ATFMARI lILDINGMANDOI IT 1C ODFC\Hnndnuts WPhna9e\RF7WA1. R67.110C. GENERAL REQUIREMENTS 1. Retaining walls of any height shall not be constructed in, on, or over (developed or undeveloped) City right-of-way unless specifically approved by the City Engineer. If the City Engineer determines it is in the public interest to allow a retaining wall in the City right-of-way, a separate Encroachment Permit will be required (See Handout #E26). GENERAL REQUIREMENTS (Continued): 2. Retaining walls of any height shall not be constructed over public utility easements, or be constructed to adversely affect drainage, or create a site distance hazard. 3. Retaining walls shall not exceed three (3) feet in height, above original grade, when located in setback areas. See Setback Area Height definition below. 4. Temporary Spoil. Unless permitted by the Geotechnical Engineer of record, temporary spoil or stockpiling shall be placed no closer than two (2) feet from the surface edge of the excavation, measured from the nearest base of the spoil to the cut. Spoil should be placed so that it channels rainwater and other run-off water away from the excavation. Permanent spoils are considered to be fill and are subject to IBC requirements. 5. All retaining wall proposals that require a permit shall be stamped and signed by a Washington State Licensed Professional Engineer, including the design calculations. 6. A two (2) foot minimum shy distance shall be maintained from retaining walls to the edge of private roads and driveways. 7. The slope behind the top of a retaining wall shall be no steeper than 2:1 (horizontal:vertical). See City of Edmonds standard details E 8.11 and E 8.12 attached. *Setback Area Height Definition For setback purposes, retaining wall Setback Area Height is defined as the height measured vertically from the original grade to the highest point of the retaining wall. GENERAL INSPECTION REQUIREMENTS If the retaining wall is located on private property and is permitted as part of a building permit or as a separate retaining wall permit, the property owner must call for the required Building Inspections to include but not be limited to: location, setbacks, rebar placement, concrete placement for concrete design strength (f c) of not more than 2500psi, drainage and final inspection. If the retaining wall is constructed as part of a subdivision/short plat site improvement the property owner must call for the required Engineering Inspections. SPECIAL INSPECTION REQUIREMENTS The Geotechnical Engineer of record shall verify conformance with the project specific retaining wall design including but not limited to; soil bearing conditions and capacity, groundwater conditions, verification of backfill material, compaction methods, drainage, and retaining wall placement procedures, etc. The Engineer shall also monitor and provide corrective action recommendations as needed. Field reports shall be submitted to the Building Division for review and approval for private individual lot development. For retaining walls constructed as part of subdivision/short plat site improvements or in the City right of way (if specifically approved by the City Engineer), field reports shall be submitted to the Engineering Division for review and approval. LATEMPTUILDING\HANDOUT ICODES\Handouts Webpage\RETWAL B62.DOC Revised 3/05 PERMIT SUBMITTAL REQUIREMENTS 1. CRITICAL AREAS CHECKLIST (See Handout #P20) A Critical Areas Determination, issued by the Planning Division, must be completed and on file with the City. Provide applicable information as indicated by the decision. 2. SOILS INVESTIGATION OR SOILS REPORT The classification of soil and design bearing capacity must be determined and called out on the plans based on observation and tests of the soil materials disclosed by borings or excavations performed by a Washington State Licensed Professional Geotechnical Engineer or Engineering Geologist. Soils report recommendations shall be incorporated into the rockery design and shall conform to the requirements of IBC 1802 and IBC Table 1804.2. Lots with rockery proposals located in the designated Earth Subsidence Landslide Hazard Area are subject to City Ordinance #2661 and Chapter 19.10 of the ECDC. 3. GRADING PLAN Three (3) copies, scaled 1"=20' (See Handout #B37) When fill or grading for the retaining wall exceeds 50 cubic yards, a grading plan with yardage calculations must be submitted (additional permit fees shall be assessed). Exception: Grading in designated Critical areas or within the designated Earth Subsidence and Landslide Hazard Area requires plans, review and additional permit fees regardless of the amount of grading or fill. The grading plan must show existing grade contours and proposed finished grades at five (5) foot intervals for lots with slopes of up to 15%. For lots with 15% slope or greater show all grades at two (2) foot intervals. Clearly define grading limits and trees to be removed and/or retained. Detail permanent slope protection, indicate setbacks from top and toe of slopes, the slope of the lot and methods for temporary and permanent erosion control. Provide calculations and specify the number of cubic yards to be removed, filled, or graded. NOTE: When grading exceeds 499 cubic yards, an Environmental Checklist and APO list must be submitted for SEPA review, (a separate fee is required for grading and for SEPA review). 4. PLOT PLAN Three (3) copies, scaled 1 "=20', one of the three plot plans must be no larger than 8 %2" x 14" with the following: (See Handout #B57) a) North arrow, property line dimensions, streets, alleys, driveways, parking areas, etc. b) Clearly show edge of City right-of-way, curb, gutter, sidewalk, street trees, etc. c) Detail public and private access and utility easements that encumber the property. *Provide copies of all recorded easements d) Show location of existing house, garage, decks, easements, etc. on the subject property. e) Show location of streams, creeks, drainage courses, etc. on the subject property. f) Clearly show the proposed location of the retaining wall and distance to property lines. g) Indicate the height of the retaining wall, including top and bottom elevations of the wall at five (5) foot linear intervals to clearly show height of the retaining wall along its entirety. h) Show existing and proposed grade contours at five (5) foot linear intervals (for slopes exceeding 15% show contours at two (2) foot linear intervals). LATEMMUILDING\HANDOUTICODEMandouts Webpage\RETWALB62.DOC Revised 3/05 5. SECTION AND ELEVATION VIEWS Two (2) copies with the following: a) Provide a typical section view of the retaining wall. See City of Edmonds standard detail E 8.11 or E 8.12. b) Show footing detail; specify width, maximum height, reinforcing steel schedule, rebar spacing, etc. c) Wall detail; specify width, height, steel schedule, etc. d) Drainage provisions behind wall (piping size and material) and backfill proposed. See City of Edmonds standard detail E 8.11 and/or E 8.12. 6. RETAINING WALL DESIGN CALCULATIONS Retaining walls are required to be designed by a Washington State Licensed Professional Engineers and shall include two (2) copies of the design calculations. Design Calculations shall include; soils classification, unit weight of soil, allowable bearing pressure, active and passive earth pressures, liquefaction potential, coefficient of friction, seismic loads, site specific surcharge loads, water table information, grading calculations, global slope stability, sliding resistance, overturning, local capacity of walls (bending, shear, deflection, embedment), lagging design and fascia design. Provide two (2) copies of the stamped and signed design calculations. For manufactured _systems (i.e., block walls, and other engineered retaining wall systems) provide the installation instructions with the permit application submittal. 7. EROSION AND SEDIMENTATION CONTROL PLAN Submit three (3) Erosion and Sedimentation Control Plans per ECDC 18.30. See City of Edmonds standard details E 1.1, E 1.1.1 and E 1.3, attached. NOTE: THE PURPOSE OF THIS HANDOUT IS TO ASSIST THE PUBLIC IN COMPLYING WITH DETAILED PERMIT SUBMITTAL REQUIREMENTS. IT IS NOT A COMPLETE LIST OF PERMIT OR CODE REQUIREMENTS AND SHOULD NOT BE USED AS A SUBSTITUTE FOR APPLICABLE LAWS AND REGULATIONS. IT IS THE RESPONSIBILITY OF THE OWNER/DESIGN PROFESSIONAL TO REVIEW THE SUBMITTAL FOR COMPLETENESS AND APPLICABILITY TO OTHER CODES. ONLY COMPLETE APPLICATIONS WILL BE ACCEPTED BY THE CITY FOR REVIEW. LATEMP\BUILDING\HANDOUT ICODES\Handouts Webpage\RETWAL B62.DOC Revised 3/05 DESIGN CRITERIA FOR RETAINING WALLS General There are two types of retaining walls; one type is protecting, typically used for soils that are capable of standing by themselves without support and the other type is retaining or supporting, for soils that are not capable of standing or remaining at the existing slope. Retaining walls shall be designed based on standard engineering methods provided by the International Building Code and WSDOT/APWA Standard specifications for Road, Bridge, and Muncipal Construction (current edition). Width and height of footings and walls shall be provided, including a reinforcing steel schedule and design calculations. At a minimum, gravity block and modular block walls shall meet the requirements of the installation design standards described herein and reflected in the diagrams. See City of Edmonds standard details attached. All other types of retaining walls not described within this document shall conform to the requirements of the International Building Code and shall meet the current professional standard of care for retaining wall design. Design Considerations The submitted plans, specifications, engineering calculations, diagrams, soils report, and other data shall conform to the requirements of the current edition of the International Building Code but not be limited to, the requirements of IBC chapter 1806. Wall Backfill For gravity and modular block retaining walls, the material located directly behind the wall shall conform to the manufacturer's recommendations or plans and specifications prepared by the Engineer of Record. If there is no manufacturer's recommendation or plans and specifications prepared by the engineer of record, the wall backfill shall consist of well draining granular material in conformance with WSDOT/APWA 9- 03.12(2). Sieve Size 4" Square 2" Square US No. 4 US No. 200 Dust Ratio: % Passing US No. 200 % Passing US No. 40 Sand Equivalent Gravel Backfill for Drains A system shall be designed to intercept ground water behind the retaining wall in order to prevent hydrostatic pressure on the wall. The intercepted groundwater shall be channeled to an approved drainage system. Specify all drainage materials (piping, type of backfill, etc.) on the drainage plan; note the backfill that surrounds the drainage pipe shall conform to WSDOT/APWA 9-03.12(4) outlined below: Percent Passing 100 75-100 22-66 5.0 Max 2/3 max 52 min Sieve Size Percent Passing 1" Square 100 --- 3/4" Square 80 100 3/8" Square 10 40 US No. 4 0 4 US No. 200 0 2 This material shall be placed to a twelve (12") inch minimum width between the entire block facing and the cut slope. LATEMP\BUILDING\HANDOUT ICODES\Handouts Webpage\RETWAL B62.DOC Revised 3/05 RETAINING WALL CONSTRUCTION For gravity block and modular block retaining walls, the contractor shall follow the manufacturer's recommended installation procedure. For all other types of retaining walls, the contractor shall follow the plans and specifications prepared by the Engineer of Record. Keyway The Engineer of record shall determine the minimum embedment for all walls in accordance with the manufacturer's recommendation or as required by the International Building Code. Wall Backfill For gravity and modular block retaining walls, the backfill material shall be placed in lifts to an elevation approximately six (6) inches below the top of each course of blocks, until the uppermost course is placed. Any backfill material on the bearing surface of one block course shall be removed before setting the next course. For all other types of retaining walls, the contractor shall follow the approved plans and specifications prepared by the Engineer of Record. Backfilling When fill is placed behind a retaining wall, the soil parameters for design are based on the knowledge of the proposed fill soils and the anticipated control of the compaction. Special inspection by a licensed geotechnical engineer is required to verify that the soils and compaction procedures are proper and the compacted soils properties achieve the design parameters. Underdrain A minimum six- (6)-inch diameter rigid perforated or slotted drainpipe shall be placed in a shallow excavated trench located along the backside of the retaining wall. The pipe shall be placed on and surrounded by "Gravel Backfill for Drains" to a minimum height of P-6" above the bottom of the pipe. A filter fabric shall surround the gravel backfill and shall have a minimum F-0" overlap along the top surface of the gravel. The Engineer may waive this requirement for fabric if shown that soils and water conditions make it unnecessary. The perforated drainpipe shall be connected to the storm drainage system (other than detention) or an approved outfall. Terraced Retaining Walls Each tier of the terraced retaining wall shall be installed in accordance with the prescriptive installation design standards described herein and reflected in the diagrams on the project specific plans and specifications prepared by the Engineer of Record. For gravity block and modular block retaining walls installed in accordance with the prescriptive design standards described herein, the upper retaining wall tier shall not be located within a horizontal distance from the lower retaining wall tier equal to the height of the lower retaining wall. L:\TEMP\BUILDING\HANDOUT ICODES\Handouts Webpage\RETWAL B62.DOC Revised 3/05 city of edmonds development information Rockery Permit Submittal Requirements PERMIT REQUIRED: A permit is required for rockery construction unless specifically exempted as described in this handout. Any rockery located in a Critical Area, or Earth Subsidence Landslide Hazard Area, as defined by the Edmonds Community Development Code, must obtain a permit regardless of height, mass or length. EXEMPTED WORK: For rockeries proposed for construction as part of a subdivision or short plat, a separate rockery permit is not required. Approval of the subdivision/short plat civil drawings will constitute approval of the rockery. However, such rockeries shall be designed, reviewed and approved based on the requirements of this handout. CODES: International Building Code (Current Edition) WSDOT/APWA Standard Specifications for Road, Bridge & Municipal Construction (Current Edition) Edmonds Community Development Code (ECDC) Chapter 18.30 & 18.40.020 City Ordinance #2916 ECDC Chapter 19.10 & 20.15B FEE: $265, plus city surcharge Some projects may require Peer Review and additional Peer Review fees are to be paid by the applicant SUBMITTAL REQUIREMENTS: 1. A Critical Areas Determination, issued by the Planning Division (See Handout #P20) 2. Soils Investigation or Soils Report —Three (3) copies 3. Grading Plan - Three (3) copies, with yardage calculations 2. Plot Plan - Three (3) copies, scaled 1"-20' (one of the three plot plans must be no larger than 8 %Z" x 14" See Attachment A) 5. Rockery Section and Elevation Views - Two (2) copies 6. Rockery Design Calculations - Two (2) copies, stamped and signed by a Washington State Licensed Engineer 7. Erosion and Sedementation Control Plan - Three (3) copies LATEMMUILDING\HANDOUT ICODES\Handouts Webpage\ROCKERY BO DOC Revised 7/04 INTRODUCTION The City of Edmonds does not consider rockeries to be retaining walls. Different and more restrictive structural standards apply to retaining wall construction. (See Handout #B62) Rockery construction is a craft and depends largely on the skill and experience of the licensed contractor performing the work. Rockeries have long been used for erosion control and as landscaping features. The long term stability, durability and safety of rockeries are dependant on the use of proper construction methods and materials. ROCKERY PERMIT REQUIREMENTS A rockery permit shall be required when any of the following conditions apply: 1. Rockeries eight (8) feet in height or greater. Plans must be designed and stamped by a Washington State Licensed Professional Engineer. Peer review and special inspection is required. Rockeries are limited to a maximum height of twelve (12) feet for cut slopes. For sloped cuts that exceed twelve (12) feet in height refer to separate Retaining Wall handout (#B62) for requirements. 2. Rockeries located in a Critical Area or in the designated Earth Subsidence Landslide Hazard Area as defined by the Edmonds Community Development Code (ECDC). Plans must be designed and stamped by a Washington State Licensed Professional Engineer. Peer review and special inspections are required. 3. Terraced rockeries are subject to the permit conditions noted above and each terraced rockery tier is considered to be a separate rockery. A permit is required if any individual tier requires a permit or if the combination of tiers is not built in accordance with the prescriptive installation design standards described in this handout and attached diagrams. The upper rockery tier shall not be located within a horizontal distance from the lower rockery tier equal to the height of the lower rockery. Rockery tiers located closer than this minimum horizontal distance are considered surcharge on the lower rockery and are not permitted. See City of Edmonds standard detail E 8.10, attached. ROCKERIES EXEMPT FROM PERMIT REQUIREMENTS A rockery permit is not required for the following rockery design conditions: 1. Rockeries less than eight (8) feet in height (see Rockery Height definition below) are exempt from permit requirements provided, the rockery is designed for erosion protection purposes only, and is placed against an existing cut slope and provided that none of the conditions above apply. Such rockeries shall be installed in accordance with the prescriptive installation design standards described in this handout and attached diagrams. 2. Rockeries that retain filled slopes to a maximum height of three (3) feet. *Rockery Height Definition For permitting purposes, rockery heights are defined as the height measured vertically from the finished grade at the toe of the rockery to the highest point of the uppermost rock. See City of Edmonds standard detail E 8.9, attached. LATEMP\BUILDING\HANDOUT ICODES\Handouts Webpage\ROCKERY B63.DOC Revised 7/04 GENERAL REQUIREMENTS If any of the requirements below are not met, an engineered earth retaining wall structure is required (See Handout 062). The City retains the right to require an engineered earth retaining wall structure for proposals located adjacent to the City right-of-way. Rockeries are not permitted to be located in, on, or over (developed or undeveloped) City right-of-way. Rockeries encroaching shall be immediately removed by order of the Public Works Director. 2. Rockeries shall not be constructed over public utility easements, or be constructed to adversely affect drainage, or create a sight distance hazard. 3. Rockeries on private property adjacent to City right-of-way shall be no closer to the right- of-way than a minimum horizontal distance equal to the height of the rockery. 4. Roads, driveways, buildings, or any other conditions imposing a surcharge load shall not be located within a horizontal distance equal to the height of the rockery. Rockeries that support a surcharge are not permitted. 5. Rockeries that impound flammable liquids are not permitted. 6. Rockeries shall not exceed three feet in Setback Area Height (see definition below) above original grade when located within a required setback area. 7. Rockeries exceeding three (3) feet in height shall not be placed against fill. 8. The maximum allowable height above finished grade at the toe of the rockery shall be twelve (12) feet. 9. The cut slope behind the rockery shall be free standing and the soil behind the rockery shall be firm, stable, undisturbed, and competent native soil. 10. The slope behind the top of rockery shall not be steeper than 2:1 (Horizontal: Vertical). See City of Edmonds standard detail E 8.9, attached. 11. The slope (batter) of the rockery shall not be steeper than 1:6 (Horizontal: Vertical). See City of Edmonds standard detail E 8.9, attached. *Setback Area Height Definition For setback purposes, rockery Setback Area Height is defined as the height measured vertically from the original grade to the highest point of the uppermost rock. See City of Edmonds standard detail E 8.9, attached. GENERAL INSPECTION REQUIREMENTS If the rockery is located on private property and is permitted as part of a building permit or as a separate rockery permit, the property owner must call for a Building Inspection at the beginning and end of the project. If the rockery is constructed as part of subdivision/short plat site improvements, the property owner must call for an Engineering Inspection at the beginning and end of the project. SPECIAL INSPECTION REQUIREMENTS The Geotechnical Engineer of record shall verify conformance with the project specific rockery design including but not limited to; soil bearing conditions, contractor compaction methods, rock placement procedures, rock material and sizes, rock filter layer and gravel backfill for drainage, etc. The Engineer shall also monitor and provide corrective action recommendations as needed. Field reports shall be submitted to the Building Division for review and approval unless the rockery is constructed as part of subdivision/short plat site improvements then field reports are submitted to the Engineering Division for review and approval. LATEMPWILDING\HANDOUT ICODES\Handouts Webpage\ROCKERY 1363.DOC Revised 7/04 PERMIT SUBMITTAL REQUIREMENTS 1. CRITICAL AREAS CHECKLIST (See Handout #P20) A Critical Areas Determination, issued by the Planning Division, must be completed and on file with the City. Provide applicable information as indicated by the decision. 2. SOILS INVESTIGATION OR SOILS REPORT The classification of soil and design bearing capacity must be determined and called out on the plans based on observation and tests of the soil materials disclosed by borings or excavations performed by a Washington State Licensed Professional Geotechnical Engineer or Engineering Geologist. Soils report recommendations shall be incorporated into the rockery design and shall conform to the requirements of IBC 1802 and IBC Table 1804.2. Lots with rockery proposals located in the designated Earth Subsidence Landslide Hazard Area are subject to City Ordinance #2661 and Chapter 19.10 of the ECDC. 3. GRADING PLAN Three (3) copies, scaled 1"=20' (See Handout #B37) When fill or grading for the rockery exceed 50 cubic yards, a separate grading plan with yardage calculations must be submitted (note additional permit fees shall be assessed). Exception: Grading in designated Critical Areas or within the designated Earth Subsidence Landslide Hazard Area require plans, review and additional permit fees regardless of the amount of grading or fill. The grading plan must show existing grade contours and proposed finished grades at five (5) foot intervals for lots with slopes of up to 15%. For lots with 15% slope or greater, show all grades at two (2) foot intervals. Clearly define grading limits and trees to be removed and/or retained. Detail permanent slope protection, indicate setbacks from top and toe of slopes, the slope of the lot and methods for temporary and permanent erosion control. Provide calculations and specify the number of cubic yards to be removed, filled, or graded. NOTE: When grading exceeds 499 cubic yards, a separate SEPA Checklist and APO list must be submitted for review, (a separate fee is required for SEPA review). 4. PLOT PLAN Three (3) copies, scaled 1 "=20', one of the three plot plans must be no larger than 8 1/2" x 14" with the following: (See Handout #B57) a) North arrow, property line dimensions, streets, alleys, driveways, parking areas, etc. b) Clearly show edge of City right-of-way, curb, gutter, sidewalk, street trees, etc. c) Detail public and private access and utility easements that encumber the property *Provide copies of all recorded public utility easements d) Show location of existing house, garage, decks, etc. within the property e) Show location of streams, creeks, drainage courses, etc. within the property f) Clearly show the proposed location of the rockery and distance to property lines g) Indicate top and bottom rockery elevations at 5 foot intervals to clearly show height of rockery along its entire length. 5. SECTION AND ELEVATION VIEWS - Two (2) copies with the following: a) Provide a typical section view of the rockery. See City of Edmonds standard detail E 8.9, attached. b) Show and call out size of proposed rock. See Table 2 on page six of this handout. c) Drainage piping (size, material, etc.) and backfill proposed. See City of Edmonds standard detail E 8.9, attached. LATEMP\BUILDING\HANDOUT ICODES\Handouts Webpage\ROCKERY B63.DOC Revised 7/04 6. ROCKERY DESIGN CALCULATIONS Rockery submittals are required to be designed by Washington Stated Licensed Professional Engineers and shall include two (2) copies of the rockery design calculations. Calculations shall be stamped and signed and include: soils classification, unit weight of soil, allowable bearing pressure, active and passive earth pressures, liquefaction potential, coefficient of friction, seismic loads, site specific surcharge loads, water table information, and the maximum inclination of the cut slope at the toe and backside of the rockery. The engineer shall also specify rock specifications for the specific project. 7. EROSION AND SEDIMENTATION CONTROL PLAN Submit three (3) Erosion and Sedimentation Control Plans per ECDC 18.30. See City of Edmonds standard details E 1.1, E 1.1.1 and E 1.3, attached. NOTE: THE PURPOSE OF THIS HANDOUT IS TO ASSIST THE PUBLIC IN COMPLYING WITH DETAILED PERMIT SUBMITTAL REQUIREMENTS. IT IS NOT A COMPLETE LIST OF PERMIT OR CODE REQUIREMENTS AND SHOULD NOT BE USED AS A SUBSTITUTE FOR APPLICABLE LAWS AND REGULATIONS. IT IS THE RESPONSIBILITY OF THE OWNERMESIGN PROFESSIONAL TO REVIEW THE SUBMITTAL FOR COMPLETENESS AND APPLICABILITY TO OTHER CODES. ONLY COMPLETE APPLICATIONS WILL BE ACCEPTED BY THE CITY FOR REVIEW LATEMMBUILDING\HANDOUT ICODES\Handouts Webpage\ROCKERY BO DOC Revised 7/04 • DESIGN CRITERIA FOR ROCKERIES When a permit is required, the submitted plans, specifications, engineering calculations, diagrams, soil investigation report, and other data shall conform to International Building Code provisions. Design calculations require knowledge of the active soils behind the rockery, slope stability, surcharge loads, equivalent fluid pressure and physical properties of the soils. A soils report must be submitted by a state licensed geotechnical engineer for review with the rockery submittal. When fill is placed behind a rockery, the soil parameters for design are based on the knowledge of the proposed fill soils and the anticipated control of the compaction. Special inspection by a licensed geotechnical engineer is required to verify that the soils and compaction procedures are proper and the compacted soils properties achieve the design parameters. Rockeries should be designed based on engineering methods to prevent sliding or overturning between rocks or at the base. The required weight should be calculated above each one foot intersection to determine the friction necessary to resist sliding, or the moment to resist overturning. Rock design parameters should include the weight of the rock, the resistance to sliding between rocks, and the percentage of voids. Allowable voids will vary depending on the shape of the rocks; a maximum of 20% voids is allowed. Rock Material All rock shall be sound, angular ledge rock that is resistant to weathering. The rock material shall be as nearly rectangular as possible with the longest dimension of any individual rock not exceeding three times its shortest length. No stone shall be used which does not extend through the entire width of the rockery. The rock shall be hard, sound, durable, and free of cracks, weathered portions, seams, and other defects. See Table 1 for minimum rock specifications. The engineer of record must call out rock specifications for the project. Table 1 Item No. Test Criteria 1 Absorption Not more than 2% for igneous and ASTM C 127 metamorphic rock types and 3% for AASHTO T-85 sedimentary rock types. 2 Accelerated Expansion (15 days) Not more than 15% breakdown CRD-C-148 *1, *2 3 Soundness (MgSO4 at 5 cycles) Not greater than 55 loss. ASTM C88 or CDR-C-137 4 Unconfined Compressive Strength Intact strength of 6,000 psi, or greater ASTM D 2938 5 Bulk Specific Gravity (160 pcf) Greater than 2.48 ASTM C127 or AASHTO T-85 *1. Test sample shall be prepared and tested in accordance with Corps of Engineers Testing Procedure CRD-C-148, Method of Testing Stone for Expansive Breakdown on Soaking in Ethylene Glycol. *2. Accelerated expansion tests shall include analysis of the fractures and veins found in the rock. L:\TEMP\BUILDING\HANDOUT ICODES\Handouts Webpage\ROCKERY BO DOC Revised 7/04 Rock Sizes For rock sizes relative to the rockery height, refer to Table 2 below as shown on the attached diagrams. The rockery plans shall include the rock sizes to be used in the specific proposal. Approximate rock sizes are as follows: Table 2 Rock Size Requirements Size Approximate Weight (Pounds) Approximate Diameter (Inches) 2-Man 200-700 18-28 3-Man 700-2000 28-36 4-Man 2000-4000 36-48 5-Man 4000-6000 48-54 6-Man 6000-8000 54-60 Rock Filter Layer The rock filter layer shall consist of quarry spalls with a maximum size of four inches (4") and a minimum size of three quarters inches (3/4"). This material shall be placed with a twelve inch (12") minimum width between the entire facing and the cut slope. The rock filter material shall be placed in lifts with an elevation approximately six inches (6") below the top of each course of rocks as they are placed, until the uppermost course is placed. Any rock filter material on the bearing surface of one rock course shall be removed before setting the next course. Quarry rock that is to be used as the rock filter layer shall meet the requirements defined below in Table 3: Table 3 U.S. Standard Sieve Size Percent Passing By Weight 4" 100 2" 40 Maximum 3/4" 10 Maximum Gravel Backfill for Drains A system shall be designed to intercept ground water behind the rockery in order to prevent the erosion of soil. The intercepted groundwater shall be channeled to an approved drainage system. Specify all drainage materials (piping, type of backfill, etc.) on the drainage plan; note the backfill that surrounds the drainage pipe shall conform to WSDOT/APWA 9-03.12(4) outlined below: Sieve Size Percent Passing 1" Square 100 --- 3/4" Square 80 100 3/8" Square 10 40 US No. 4 0 4 US No. 200 0 2 LATEMABUILDING\HANDOUT ICODES\Handouts Webpage\ROCKERY B63.DOC Revised 7/04 ROCKERY CONSTRUCTION Keyway A keyway consisting of a shallow trench shall be constructed the entire length of the rockery. The minimum keyway depth shall be the larger of twelve inches (12") or half the diameter of the largest rock (whichever is larger) to be used in the bottom course of the wall. The keyway shall also be slightly declined toward the face that is to be protected and shall be excavated for the full rockery width, including the rock filter layer. The keyway subgrade shall be firm and is subject to inspection and approval by the Engineer of record when required by the City. Underdrain A minimum six inch (6") diameter perforated or slotted drainpipe shall be placed in a shallow excavated trench located along the inside edge of the keyway. The pipe shall be placed on and surrounded by approved backfill material to a minimum height of eighteen inches (18") above the bottom of the pipe. A filter fabric shall surround the gravel backfill and shall have a minimum of twelve inch (12") overlap along the top surface of the gravel. The Engineer of record may waive this requirement for fabric if shown that soils and water conditions make it unnecessary. The perforated drainpipe shall be connected to the storm drainage system (other than detention) or an approved outfall. Rock Selection and Placement The base course of rocks shall be bedded on firm, undisturbed earth (or prepared keyway as required) and shall be in full contact with the soil. Additional shaping of the earth surface may be required to achieve full soil contact. All rockeries shall be constructed in a manner such that no continuous joint planes are present in either the vertical or horizontal direction. Rocks shall be placed such that the longitudinal axis of the rock is at right angles to the face. Each rock shall be supported by at least two rocks in the course below. Whenever possible, rocks should be placed to achieve bearing between flat rock surfaces. Rock selection and placement shall minimize voids. Voids in the exposed face shall not exceed six inches (6") across in any direction. After the setting of each course, the voids shall be "chinked" on the backside of the wall using quarry rock to eliminate any voids sufficient to pass a two inch (2") square probe. Backfilling Backfilling is critical. The purpose of the fill material is to hold the natural soils in place without allowing the soils to shift or to erode the rockery voids. The rockery plans shall indicate the number of cubic yards of fill material that will be used on the project. L:\TEMP\BUILDING\HANDOUT ICODES\Handouts Webpage\ROCKERY B63.DOC Revised 7/04 08/22/06 11:13 FAX WJA, PLLC 002 Structural Review Date 22 Aug 2006 Plan Check No. 2006-0558 Resubmittal WJA Project No. 0407-M Review by R.V. Stevens Address 8312 Talbot Road Owner Mr_ & Mrs. Steve Lovell Designer Phil King Designs Engineer JRR Engineering, Inc Ronald <- Riach I have reviewed the Revision Documents and have the following items to be verified: 1. Sheet 1 of 5 Retaining Wall a. Is wall free to move at top or is wall restrained by roof trusses? b. if wall is restrained provide connection design and reinforcing on inside face. c. If wall is un-restrained at top, provide detail to allow for wall deflection. d. Is lap length between vertical bars and dowel bars adequate? 2. Sheet 3 of 5, 8-Foot Basement Wall a. Wall reinforcing appears reversed from what is indicated in calculations page 2, verify. Sincerely, WJA, PLLC Architects Engineers Land ape h' ct / Ian Ro ert V. Stevens, P.E., S.E. Senior Structural Engineer RECEIVED AUG 2 2 2006 DEVELOPMENT CTR. OF EDMONDS AvF- S, KrM A KF-j7LE, WA 981U T206.254.2570 F WJADC.COM WJA - pg 1 08/22/06 11:13 FAX 1 QA� Structural Review F,'JA, PLLC AUC 3 0 2006 BUILDING DS NT 10002 Date 22 Aug 2006 WJA Project No. 0407-M Plan Check No. 2006-0558 Resubmittal Review by R.V. Stevens Address 8312 Talbot Road r--� a�".+�.[J✓ �O� -a-g(z r.�.dt� Owner Mr- & Mrs. Steve Lovell U J Designer Phil Kin Desi ns Engineer ,lRR Engineering, Inc Ronald K Riac ! have reviewed the Revision Documents and have the following items to be verified: 1. Sheet 1 of 5 Retaining Wail It rt a. Is wall ee to move at top or is wall restrained by roof trusse ? A� " gs5 f $0 propl�d by Twtfa.� bu. 04.rQ.- u. fir. b. wall is restrained provide connection design and reinforcing on inside face. c. If wall is un-restrained at top, provide detail to allow for wall deflection. rt r d. Is lap length between vertical bars and dowel bars ade uat ? �$S . W� ,4hke„ (a p efcCA-*A c oAAa (ACX (2- Z 3� ! a" R(Z 'j 3 6 di4w►. Pe�`S 2. S eet 3 o 5, 8-Foot Basement all a. Wall reinforcing appears reversed from what is indicated in ry,alculations page 2, verify. 1 / Sincerely, �4 t 4 WJA, PLLC Architects Engineers Land ape ch ct / Ian f � Ro ert V. Stevens, P-E., S.E. Senior Structural Engineer 4or eA ut Per�e'ov� is� T.MOIT&s A-ftM- „_ a w•T ZK W �' l � -► LRic lact W �lG // •F�tt.�. I�t.S` a� L �'�► rl-C•vc�Gc� G r J ar,e al�re.� REGEIiTED �� e- .e �w3 aJ 40 it rv4 S /oD 6 �tc1 • AllG OU .[ ! �� /rv.6rer�ie, f S A $� ([ 1 �QtS L.".1 DEVELCIPTY OF EDMONDS C� t� t e ✓ •� a c� Q •1 d a� � act d."-� �br� / � �.. f 4CICLej -Pvfl IZ-4Z.1 (q a -P'- { OURTH AVE S SUi7E A b'EATTLE, WA 98134 T 206.254.2570 P 206.254.2b7i WJADC.COM WJA - pg 1 08/22/06 11:13 FAX 41'JA, PLLC 10002 E. L t- V 4? AUG 3 0 2006 Structural Review BUILDING p EDMONDS DEPARTMENT Date 22 Aug 2006 WJA Project No. 0407-M Plan Check No. 2006-0558 {2esubmittal r- Review by R.V. Stevens Address 8312 Talbot Road C-- 1 6w6 Ivy z—Fizw�,q•�..�.Qf Owner Mr_ & Mrs. Steve Lovell gV Designer Pail King Designs z p��/Zi44+6 Engineer JRR Engineering Inc Ronald K Riac _ ___ t have reviewed the Revision Documents and have the following items to be verified: 1. Sheet 1 of 5 Retaining Wall A 1 of a. Is wall ee to move at top or is wall restrained by roof trusse ?A etas $a • va��¢S pfo.r 1�d by Tom. l ta.� � Lx 0 4r &- 1A= ► Se b. wall is restrained provide connection design and reinforcing on Inside face_ c. If wall is un-restrained at top, provide detail to allow for w211 deflection. [[++ d. Is la lerpth between vertical bars and dowel bars ade uat ? �$S • W�� l�'t ��` �� t' y,,Q �g Ia 10 BKe.R.`ds GO��•4,. (AM 12.2i' 3� � �" PZ'i 3 6 dit►we• �2�'S e 2. Sheet 3 off 5, 8-Foot Basement Wall a. Wall reinforcing appears reversed from what is indicated in alculations page 2, verify. 'bwke.. A (so Sincerely, a f � �4 �( 4 T T�a►2.. �e-i✓.Q/'" t'",�a O!'"' [ P...t� �. WJA, PLLC Architects I Engineers I Land ape h' ct I Ian i Ro ert V. Stevens, P.E., S.E. Senior Structural Engineer ar eA &j cc S i ot 4e� c(4d Or�PQ.n8T UAX- OL/A 4 o u-t, r' cJ fer- REGEIVE;1 r ro o,"c s AUG 2 2 2006 at aJ4 S //�� •1 / DEVELOpT SERVICES OF C7R EDMONDS re✓,�e� a�.d a.�1d.��al �e.�.• j x 1 4 C1� •� r' C� i ��' �071 b4*iet, fir. 4 w4 /l 61 o4 04r N CaLL A60RAT3vE AvF- &. Surrt A SEATTLE, WA 9e134 WJADC_COM WJA - pg 1 T 206.254.2570 F 206.254.2571 Structural Review Date 22 Auq 2006 Plan Check No. 2006-0558 Resubmittal WJA Project No. 0407-M Review by R.V. Stevens Address 8312 Talbot Road Owner Mr. & Mrs. Steve Lovell Designer Phil King Designs Engineer JRR Engineering, Inc, Ronald K. Riach I have reviewed the Revision Documents and have the following items to be verified: 1. Sheet 1 of 5 Retaining Wall a. Is wall free to move at top or is wall restrained by roof trusses? b. If wall is restrained provide connection design and reinforcing on inside face. c. If wall is un-restrained at top, provide detail to allow for wall deflection. d. Is lap length between vertical bars and dowel bars adequate? 2. Sheet 3 of 5, 8-Foot Basement Wall a. Wall reinforcing appears reversed from what is indicated in calculations page 2, verify. Sincerely, WJA, PLLC Architects Engineers / Land ape h' ct / Ian Ro ert V. Stevens, P. E., S. E. Senior Structural Engineer DESIGN COLLABORATIVE SUITE A SEATTLE, WA 98134 T 206.254.2570 F WJADC.CCM WJA - pg 1 TASK ORDER City of Edmonds ON -CALL CIVIL STRUCTURAL ENGINEERING SERVICES Task Order No. -4' 4- Task Title �' OaU44L. IRW Or— LOVP-- k; M=:lRA91 L/, WAU- Consultant. WJA, PLLC (�-o _;Z 5,q J 71 Consultant Contact Person — 4 16' Phone No. :"-=Z 54 �2_,-_-5670 City of Edmonds Requester Phone No.✓� City Project No. / Budget Line No. 6WkD. coo Reimbursable? N Yes,by (Name, address & phone no. of person/organization who will reimburse the City) ❑ No DESCRIPTION OF TASK ASSIGNMENT ❑ Per attached Scope of Services COMPENSATION ❑ LUMP SUM —Compensation for these services shall be a lump Sum of $ ® TIME AND MATERIAL —Compensation for these services will be on a Time and Materials basis, not to exceed $ 2yy_x_,3 without written authorization. ❑ Approved budget attached (if applicable. Required if cost exceeds $3,000.) SCHEDULE The Consultant shallll complete the services described above: ❑ By (Date) 1�' 0Diu' Dvt= `� s`G� � I�—� i 1� OF- x? j1�eiC? l ❑ In accordance with the attached schedule. All provisions of the Agreement for Professional Services dated 01/23/04 shall be in full force and effect for this Task Order. APPROVED: CITY OF EDMONDS By David K. Gebert Signature Title City Engineer Date CONS By SignatureIZOIbUtT sJI— Title T:, 4c Datei, _ F A C S I M I L E d PROJECT: 64y*'Q Q4I W� PROJECT NO.: � p� TO: V v 4wl.. DATE: '�Z �N'C► 1 COMPANY: 6T111do� FAX NO.: �Z�. �^� C C) ZZ FROM: �� TOTAL PAGES: REGARDING: COMMENTS: (G.ir4o'c' r COPY: O-*^- • WJA DESIGN COLLABORATIVE 1736 FOURTH AVE..S„ SUITE A SEATTLE, WA 98134 T 206,254.2570 F 206.254.2571 WJADC.COM ClTttu of ibmunb!a RESUBMITTAL CHECKLIST PLAN CHECK NO.: OWNER NAME: Resubmittal for Buildinq ❑ Plat Plan ❑ Foundation Plan ❑ Section Views ❑ Floor Plans ❑ Structural and/or Beam Calculations ❑ Energy Worksheets ❑ Window Schedule ❑ Other (describe) Resubmittal for Fire ❑ Hydraulic Calculations (Fire Flow) ❑ Cut Sheets ❑ Fire Sprinkler ❑ Fire Alarm ❑ Other (describe DATE: Resubmittal for Engineering ❑ Drainage Plan ❑ Driveway Information ❑ Grading ❑ Other (describe) �Y To WSA- Resubmittal for Planning ❑ Plot Plan ❑ Elevation Views ❑ Height Calculations ❑ Landscape Plan ❑ Other (describe) Thank you! i �6� G:share/library/8uilding/Forrns/81dgEng Fire Ping ResubCL.doc Structural Review Date 22 Aug 2006 Plan Check No. 2006-0558 Resubmittal WJA Project No. 0407-M Review by R.V. Stevens Address 8312 Talbot Road Owner Mr. & Mrs. Steve Lovell Designer Phil King Designs Engineer JRR Engineering, Inc, Ronald K. Riach have reviewed the Revision Documents and have the following items to be verified: 1. Sheet 1 of 5 Retaining Wall a. Is wall free to move at top or is wall restrained by roof trusses? b. If wall is restrained provide connection design and reinforcing on inside face. c. If wall is un-restrained at top, provide detail to allow for wall deflection. d. Is lap length between vertical bars and dowel bars adequate? 2. Sheet 3 of 5, 8-Foot Basement Wall a. Wall reinforcing appears reversed from what is indicated in calculations page 2, verify. Sincerely, WJA, PLLC Architects Engineers / La7errtV.. e hi ct / Ian RoStevens, P.E., S.E Senior Structural Engineer N COLLABORATIVE 1736 FOURTH AVE. S., SUITE A SEATTLE, WA 98134 T 206.254.2570 F 206.254.2571 WJADC.COM WJA - pg 1 8 � qa ( o2, rtr�ho�l� es -sal DRAINAGE NOTES AND CALCULATIONS FOR Phil King Design MAR 2 210pp Prepared by: $uC! DlNG DEP ry OF EDN�NDS fr H N LEHTINEN ENGINEERING 4120 HOYT A VE. EVERETT, WA 98203 (425)252-2373 S V� f CLEARHIS RLPCOMPUTE [Vault] SUMMARY 2 yr Match Q: 0.0208 cfs Peak Out Q: 0.0216 cfs - Peak Stg: 101.40 ft - Active Vol: 268.87 cf - Pipe length: 120.00 ft 10 yr Match Q: 0.0751 cfs Peak Out Q: 0.0758 cfs - Peak Stg: 101.57 ft - Active Vol: 304.17 cf - Pipe length: 120.00 ft 100 yr Match Q: 0.1124 cfs Peak Out Q: 0.1252 cfs - Peak Stg: 101.96 ft - Active Vol: 368.11 cf - Pipe length: 120.00 ft Other Match Q: 0.0280 cfs Peak Out Q: 0.0186 cfs - Peak Stg: 101.04 ft - Active Vol: 182.93 cf - Pipe length: 120.00 ft Running C:\Program Files\StorrnShed\Example\vault Report.pgm on Monday, March 20, 2006 Summary Report of all RLPool Data Project Precips [2 yr] 1.50 in [5 yr] 1.75 in [10 yr] 2.00 in [25 yr] 2.25 in [100 yr] 2.50 in [Other] 1.27 in BASLIST2 [PREDEVELOP] Using [TYPEIA] As [2 yr] [PREDEVELOP] Using [TYPE1A] As [10 yr] [PREDEVELOP] Using [TYPEIA] As [100 yr] [PREDEVELOP] Using [TYPE1A] As [Other] [DEVELOP] Using [TYPE1A] As [2 yr] [DEVELOP] Using [TYPE1A] As [10 yr] [DEVELOP] Using [TYPEIA] As [100 yr] [DEVELOP] Using [TYPE1A] As [Other] LSTEND L Y-1 BasinlD Peak Q Peak T Peak Vol Area Method Raintype Event ------ (cfs) (hrs) (ac-ft) ac /Loss PREDEVELOP 0.0416 8.00 0.0208 0.42 SBUH/SCS TYPEIA PREDEVELOP 0.0751 8.00 0.0339 0.42 SBUH/SCS TYPEIA PREDEVELOP 0.1124 8.00' 0.0481 0.42 SBUH/SCS TYPE1A yr PREDEVELOP 0.0280 8.00 0.0154 0.42 SBUH/SCS TYPEIA Other DEVELOP 0.0815 7.83 0.0311 0.42 SBUH/SCS TYPEIA DEVELOP 0.1215 7.83 0.0460 0.42 SBUH/SCS TYPEIA DEVELOP 0.1633 7.83 0.0616 0.42 SBUH/SCS TYPE1A yr - - DEVELOP 0.0640" 7.83 0.0245 0.42 SBUH/SCS TYPEIA Other . BASLIST [TYPEIA] AS [2 yr] DETAILED [PREDEVELOP] [DEVELOP] LSTEND J 171 2 yr 10 yr 100 2 yr 10 yr 100 , P( -t-vi��) C°^fd c d tCCA y Drainage Area: PR� Hyd Method: SBUH Hy Peak Factor: 484.00 Storm Dur 24.00 hrs Area X C TC Pervious 0.3 0 ac Impervious 0.0570 ac Total 0. Supporting Data: Pervious CN Data: grass Impervious CN Data: exist. bldg. Pervious TC Data: Flow type: Description: Sheet grass Impervious TC Data: Flow type: Description: Sheet exist. bldg./ road Drainage Area: DEVELOP Hyd Method: SBUH Hyd Peak Factor: 484.00 Storm Dur 24.00 hrs Area CN TC Pervious 0.2110 ac Impervious 0.2100 ac Total 0.4210 ac Supporting Data: Pervious CN Data: grass Impervious CN Data: bldg.,parking Pervious TC Data: Flow type: Description: Sheet grass Impervious TC Data: Flow type: Description: Sheet bldg, driveway HYDLIST SUMMARY EVELOP Loss Method: SCS CN Number SCS Abs: 0.20 86.0 0.27 hrs 98,00 0.04 hrs ' ��( nab �c �ehc+r.•", .�F exf?�S �� 86.00 0.3600 ac �o'� F• " A, Prcdsvo�e�� q^� 98.00 0.0570 ac JGVGlepc� rN% fC1Vi,q q✓� Le gt- Slope: Coeff: Travel Time 0.00 ft 1.00% 0.1300 16.47 min Length: Slope: Coeff: Travel Time 0.00 ft 1.00% 0.0110 2.28 min . Loss Method: SIL CS CN Number P� SCS Abs: 0.20 P-1 86.00 0.27 hrs 98.00 0.04 hrs Ga(Zo,Iat1�^'f . 86.00 0.2110 ac W1 "� l �2 `r 98.00 0.2100 ac °" r t4 f +i',e . Length: Slope: 120.00 ft 1.00% Length: Slope: 120.00 ft 1.00% [2 yr out] [10 yr out] [25 yr out] [6 mo out] LSTEND HydID Peak Q Peak T Peak Vol ------- (cfs) (hrs) (ac-ft) 2 yr out 0.02 10.33 0.0306 10 yr out 0.08 _ 8.33 0.0455 25 yr out 0.13 8.17 0.0612 6 mo out OM 10.00 0.0245 STORLIST [trap] LSTEND Coeff: �fravel 0.1300 1 16.47 min Coeff: 0.0110 Cont Area (ac) 0.4210 0.4210 0.4210 0.4210 Travel Ti 128 min I/e✓'C (,(.j 1 L s6"(a4-C,(ua� pre (e U c . lvw �� titS��c Node ID: trap Desc: manhole structure Start El: 100.0000 ft Max El: 102.1200 ft Contrib Basin: Contrib Hyd: Length Diam Slope UpNode DnNOde 120.0000 ft 2.0000 ft 0.10 % DISCHLIST [manhole] LSTEND Control Structure ID: manhole - Multiple Orifice Structure Start El Max El Increment 100.0000 ft 102.0000 ft 0.10 0 Orif Coeff: 0.62 Bottom El: 100.00 ft j out to 2nd: 1.4100 ft Lowest Diam: Diam: 0.8203 in 2nd to 3rd: 0.1600 ft 2.2266 in Diam: 0 in ��-j•-NGt�c, ; 3rd to 4th: 0.3900 ft Diam: 9• 1 r " i NLehtinen EnOneeriniz 4120 Hoyt Ave. Everett, WA 98203 (4231252-2373 OVERFLOW ELEVATION Z a i TO PROVIDED DETENTION 2 AND OIL SEPARATION �� is PER PLANS 4 SUPPORTS 3" XIP p75' I'MIN ' OUTLET METAL PIPE (SEE NOTE 4 RESTRICTOR PLATE WITH ORIFICE (SEE NOTE 8) By Date PaEe No. of HANDHOLD STEPS OR LADDER IFT HANDLE, INLE N Z ' _ 54" MIN. DIA N SECTION A —A --------------- 7 4 — 2% �j PLAN VIEW CLEANOUT SHEAR GATES 8" DIA. MIN, 1 REMOVABLE WATERTIGHT COUPLING PLATE WITH ORIFICE AS tj SPECIFIED ELBOW DETAIL CEMENT CONCRETE CURB AND GUTTER Cal l � OF EDP ni 0 : G U 6 2005 J ITY OF EDMONDS X�RGEECE Y & VENTILATION EE:��= RESIDENTIAL COMPLIANCE WORKSHEETS PRESCRIPTIVE APPROACH PLEASE COMPLETE THE FOLLOWING ENERGY AND VENTILATION WORKSHEETS AND SUBMIT TWO (2) COPIES WITH YOUR BUILDING PERMIT APPLICATION. DATE toJZ��b`.� PROPERTY ADDRESS T):F>12 I&Cto ' iZP. PROPERTY OWNER JOB TYPE ❑ New Addition ❑ Remodel (check all that apply) Single Family ❑ Multi -Family # Units HEATED FLOOR AREA Existing � New '4Total `T 09S HEATING BY % Gas ❑ Electric ❑ Other SYSTEM TYPE rg Forced Air Furnace Hydronic: Infloor ❑ Radiant ❑ RECEIVED ❑ Wall heaters NOV 2 3 2005 ❑ Other DEVELOPMENT SERVICES CTR. CITY OF EDMONDS ,FOR CITY USE ONLY/ / PLAN REVIEW # ��P ' U 55 ?f DATE OF REVIEW MAXIMUM GLAZING % U 1Jr;N jfd� COMPLIANCE OPTION WHOLE HOUSE VENTILATION SYSTEM TYPE: MANUAL PORT/WINDOW VENT WITH EXHAUST FAN INTEGRATED FORCED -AIR FURNACE COMMENTS: Or_jw 1 LATEMPWILDING\14ANDOUT ICODES\ENERGY B26.DOC Last Date Revised: 12/8/2004 2003 WSEC Chapter 6 Qualification Form- Zone 1 Residential Prescriptive (Chapter 6) Options for All Heat Sources Instructions: Carefully review the requirements for each of the options below. Choose an option that best suits your dwelling design. Glazing percentage typically detemunes which option to choose. Your building must match the selected option requirements without exceptions or substitutions. Disregard components or equipment that does not apply to your project. Your permit will be processed more efficiently if you provide all of the requested information. Department staff can help you with general questions about this form. Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of the 2003 Washington State Energy Code. Forms can be found on the WEB at WWW.ENER.GY_WSU.EDU Option (circle Glazing Area: to Glazing U-Factor 9 Door Ceiling 2 Vaulted Wall Above Wall 4 Wall (exterior) ° 5 Floor Slab on Vertical 11 Overhead U-Factor Ceilings 12 Grade (interior) below Grade 6 one) % of floor below grade grade t 12% 0.35 0.58 0.20 R-38 R-30 R-15 R-15 R-10 R-30 R-10 II* 15% 0.40 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 25% III Group R-1 0.40 0.58 0.20 R-38 / R-30 / R-21 / R-15 R-10 R-30 / R-10 Occupancy U=0.031 U=0.034 U=0.060 U=0.029 Only Unlimited Q-V) Group R-3 Occupancy 0.40 0.58 0.20 R-38 R-30 R-21 R-21 R-10 R-30 R-10 Only Unlimited V Group R-I 0.35 0.58 0.20 R-38 / R-30 / R-21 / R-15 R-10 R-30 / R-10 Occupancy U=0.031 U=0.034 U=0.060 U=0.029 Only *Reference Case 0 Nominal R-values are for wood frame assemblies only or assemblies built in accordance with Section 601.1. 1 Minimum requirements for each option listed. For example, if a proposed design has a glazing ratio to the conditioned floor area of 13%, it shall comply with all of the requirements of the 15% glazing option (or higher). Proposed designs which cannot meet the specific requirements of a listed option above may calculate compliance by Chapters 4 or 5 of this Code. 2 Requirement applies to all ceilings except single rafter or joist vaulted ceilings. `Adv' denotes advanced Framed Ceiling. 3 Requirement applies only to single rafter or joist vaulted ceilings. ° Below grade walls shall be insulated wither on the exterior to a minimum level of R-10, or on the interior to the same level as walls above grade. Exterior insulation installed on below grade walls shall be a water resistant material, manufactured for its intended use, and installed according to the manufacturer's specifications. See Section 602.2. 5 Floors over crawl spaces or exposed ambient air conditions. 6 Required slab perimeter insulation shall be a water resistant material, manufactured for its intended use, and installed according to manufacturer's specifications. See Section 602.4. 7 Int. denotes standard framing 16 inches on center with headers insulated with a minimum of R-5 insulation. 8 This wall insulation requirement denotes R-19 wall cavity insulation plus R-5 foam sheathing. 9 Doors, including all fire doors, shall be assigned default U-factors from Table 10-6C. 10 Where a maximum glazing area is listed, the total glazing area (combined vertical plus overhead) as a percent of gross conditioned floor area shall be less than or equal to that value. Overhead glazing with U-factor of U=0.40 or less is not included in glazing limitations. 11 Overhead glazing shall have U-factors determined in accordance with NFRC 100 or as specified in Section 502.1.5. 12 Log and solid timber walls with a minimum average thickness of 3.5" are exempt from this insulation requirement. This project will take advantage of the following exceptions to the prescriptive option: ❑ 602.6 Exception 1. One door, that is 24 sq ft or less, that does not meet the standards is allowed. Location of door taking this exemption: ❑ 602.6 Exception 2. Doors with a U-factor of 0.40 allowed without calculations, Option IV only. Location of door(s) taking this exemption: Last Date Revised: 12/8/2004 VAFOR BARRIERS shall be installed toward the warm surface as represented below (select one): Floors: Kraft Faced Unfaced insulation with ❑ Plywood Sheathing 1 ❑ batt insulation polyethylene (4 mil) (Exposure or exterior grade) Walls: Face stapled 10 Unfaced insulation with ❑ K batt insulation polyethylene (4 mil) ❑ PVA paint Ceilings*: Face stapled insulation Unfaced insulation with ❑ ,ry PVA batt polyethylene (4 mil ) paint *NOTE: Vapor Barrier not required where ventilation space averages 12" or greater above the insulation SLAB INSULATION shall be R-10 minimum and be located on the: ❑ Exterior nterior 9 SLAB INSULATION EXAMPLES NOT CONSTRUCTION DETAILS Monolithic Slab with Exterior Slab Insulation Flashing/Protection Silicone Caulk Seal 4" Concrete Slab 6 mil poly Floating Slab with Exterior Insulation 4" Concrete Slab _ __ _fi> IIIII=IIIII—:; ;::=IIIII=IIIII=IIIII=IIIII— 6mil poly IIIII=IIIII �««�« :...�::;;.II�II=IIII=IIII=IIIII=IIII i1 _ _ IIIII—IIIII— g9�, —IIIII—IIIII—I1�11—IIIII- -:•a =IIIII—IIIII «,ta " I —IIIII=IIIII=IIIII=IIIII �....',.::';.�.'...::.'...:�� IIII =IIIII —IIIII = IIIII —I _ ««« ......'.. I_ —IIIII —IIIII—IIIII= —IIIII .I... '.::.. =IIIII=IIIII❑IIIII � :.;:::-1 =IIIII=IHII= R-10 Insulation = =IIIII- -....... 24" minimum IIIII.._...........•. —IIIII= R-10 insulation INII=1N11-IIIII= or totrostline IIIII— =IIIII=IIIII-IIIII- 24"minimum Floating Slab on Grade w/Interior Slab Insulation Below Grade Wall with Interior Insulation Silicone Caulk Seal Thermal Break 4" Concrete Slab __IIII 1= I I : :;:: • • • amp Proofing IIIII�I111 :•: att s�Y�#tat cant `tnsakQt� ttta«d«f _ I —IIIII_II: _ —IIIII III IIIII�IIII IIIII_II :::=IIII- IIII= =III= II 6 mil poly =IIIII=_IIII IIIII=IIIII=IIIII=_ :' :: 11111I ;:;:::..IIIII-IIIII=IIIII=IIIII= — — :: =:: =IIIII=IIIII=IIIII-IIIII—_ R-10 Insulation =IIIII=IIIII=IIIII= IIIII_=IIIII=_IIIII=_IIII......:.:.::: IIIII= ::::::::IIIII=IIIII=IIIII=IIIII=IIIII 24"minimum -IIIII=_IIIII=1111� (lll1=IIIII :::;: - IIIII=IIIIIII=II- III= III ....:IIIII-IIIII=IIIII=IIIII = IIIII=IIIII=IIII_IIIII............. III ;::......: IIIII=IIIII_III................ — III = IlllI- _'''':`11=_IIIII=IIII= — — =—I —IIIII= - =IIIII—IIIII=IIIII= IIIII -IIIII=IIIII- 3 -IIIII-IIIII ........: ::: .. IIII III =IIII I =III :•_:.::::._::: ••..._•:..::..::. =_IIIII= = = —U IIIII=11iT1= [llil = �111=iiif l = L:\TEMP\BUILDINGWANDOUT ICODES\ENERGY B26.DOC Last Date Revised: 12/8/2004 HEATED BASEMENT Silicone Caulk Seal 4" Concrete Slab 6 mil poly Thermal Break VENTILATION WORKSHEET SOURCE SPECIFIC VENTILATION: Exhaust fans are required in each kitchen, bathroom, laundry room, indoor swimming pool, spa, and other room(s) where excess water vapor or cooking odor is produced. Complete the following table: Location Required CFM Actual CFM KITCHEN FAN 100 CFM BATHROOM #1 FAN 50 CFM Sb BATHROOM #2 FAN 50 CFM BATHROOM #3 FAN 50 CFM S6 LAUNDRY FAN 50 CFM V o WHOLE HOUSE VENTILATION: Each dwelling unit shall be equipped with a whole house ventilation system supplying outdoor air to all habitable rooms and exhausting stale air out via a designated fan. Complete the following questions and table: ❑ Not applicable for additions less than 500 sq.ft. SELECT TYPE OF WHOLE HOUSE VENTILATION SYSTEM TO BE USED: ❑ Exhaust fan system with ducted forced air heating system (VIAQ 303.4.1): • Exhaust fan sized per table below with 24 hour timer. • Forced air beating system ducted to all habitable rooms. • Interior doors undercut %Z" minimum above floor covering. ❑ Exhaust fan system with fresh air inlets (VIAQ 303.4.1): • Exhaust fan sized per table below with 24 hour timer. • Manual through -wall port or approved window vent. j Integrated with forced air furnace System (VIAQ 303.4.2): • Outdoor air inlet duct sized per table 3-5 connected to the return air plenum of the forced air system. • Volume damper. ❑ Supply fan system (VIAQ 303.4.3): • Distribute air through the forced -air system ducts or through dedicated ducts to each habitable space with 24 hour timer. • Outdoor air must be filtered • Outdoor air inlet connected to supply or return. • Back draft and volume dampers. ❑ Heat recovery system (VIAQ 303.4.4) LATEMPWILDINGIHANDOUT ICODESENERGY B26.DOC Last Date Revised: 12/8/2004 A WHOLE HOUSE EXHAUST FAN MUST BE PROVIDED FOR EACH DWELLING UNIT. Floor Area Bedrooms* (square feet) 2 or less 3 4 5 6 Min. Max. Min. Max. Min. Max. Min. Max. Min. Max. <500 50 75 65 98 80 120 95 143 110 165 501-1000 55 83 70 105 85 128 100 150 115 173 1001-1500 60 90 75 113 90 135 105 158 120 180 1501-2000 65 98 80 120 95 143 110 165 125 188 2001-2500 70 105 85 128 100 150 115 173 130 195 2501-3000 75 113 90 135 105 158 120 180 135 203 3001-3500 80 120 95 143 110 165 125 188 140 210 3501-4000 85 128 100 150 115 173 130 195 143 8 4001 5000 95 143 1 110 165 125 188 1 140 210 5 - 233 *for more than 6 bedrooms and/or over 5000 square feet see Table 3-2 Washington State Ventilation and Indoor Air Qua Total Floor area: LfO919^ Bedrooms:-0 Whole House Fan Size:If Location: ✓ WHOLE HOUSE EXHAUST FAN WILL OPERATE INTERMITTENTLY? Yes 10 No Both automatic and manual control needed. Automatic control timer shall be set to operat whole house fan for a minimum of eight hours per day. ✓ WHOLE HOUSE EXHAUST FAN ALSO SERVES AS A BATH OR LAUNDRY FAN? Yes co No The capacity shall be the larger CFM requirement. ✓ WHOLE HOUSE EXHAUST FAN WILL OPERATE CONTINUOUSLY? Yes ❑ No P Note: Installers shall provide the manufacturer's installation, operating instructions, and a whole house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation (see operating instructions)." 4 L:\TEMP\BUILD1NG\HAND0UT ICODES\ENERGY B26.DOC Last Date Revised: I2/8/2004 E D M 0 7-24 JRR Engineering, iiiu.-� CITY COPY 18609 76th Ave. W, Suite B AUG 30 2006 Lynnwood, WA 98037 BUILDING DEPARTMENT (425) 697-5108 CITY OF EDMONDS Client: Steve Lovell I Project Location: Same as address 8312 Talbot Road Edmonds, WA 98026 Scope: Full Height Basement Wall and Retaining Wall Design Code: 2003 International Building Code (IBC) ACI 318-95/318R-95 Soil Values per geotech reports: (Liu & Assoc., Inc., May 21, 2006) At Rest Equivalent Fluid Pressure: 42 psf Active Equivalent Fluid Pressure: 32 psf Passive Earth Pressure: 375 psf Soil coefficient of friction: 0.65 (Dennis M. Bruce, Sept. 23, 2005) Soil Bearing: 3000 psf for native soil SoilWeight: 125 pcf Concrete Wall Design: fc = 3000 psi F = 60 ksi Prepared by: JCM Checked by: RKR Project Name: Lovell Addn.-Bsmt. and Retaining Wall WERNEMIMIM Project No. 06-89 Page 1 of B �TRR L�'ngis�eerzng, Inc. ENGINEERING & PLANNING SERVICES Project Name: �KL4— 4 ('Jp IS"Y00 - (� " WALJ-,' _ NO.: IF U. 17 61l2d3� ✓ $ 2� / g --%,. 45 7�� pia-� hl�Iz ::4 e k DEC Vr+T Ar--- = _ :v pu 13 - 61 a 1 f�;2X3 047 W" . (12 Ix ;17C) 1), s 2. 3m)YI2-X 131t fl,7 >� Designed -GY11 Checked Date �'� Sheet of CTRR Rngineering, Inc. ENGINEERING & PLANNING SERVICES Project Name: NO.: r ' a rcooT V /` Q��( � vl _ I r� 60 �4 sL� 7=41 9Dq P s l �50¢��.l2} = I. 117 1 lln� (47 oa) 7 . f�Ats'plrl o� f )- 02 T0147 Ho M � o to � . S. .. �C-•. �2 X sj7C) 9 I 3v )(12->( l3ft : 770b 2YQ -- lt7 x-20i ) - 66so, ptz 6,7b p 4 t 11 Designed ` 6P CheckedFl��— Date 9. 3a d6 Sheet—off? JRR Engineering, Inc. ENGINEERING & PLANNING SERVICES Project Name: �®Ur--la. 1 +MN , — �651r, wxt No.: Db —,eU TH- Designed Checked Date .g 61/06 Sheet of aTRR Engineering, Inc. ENGINEERING & PLANNING SERVICES Project Name: i�+�� -" Wes' No.:� ~S� , t"S i r I , I , Designed d(� Checked Date 0 1 Sheet_ 5 of 12-FOOT RETAINING WALL Dimensions Stem wall height (ft) 12.0 Wall thickness (in.) 10.0 Soil height (ft) 11.5 Footing height (in.) 14.0 Footing length (ft) 7.50 Heel length (ft) 1.50 Toe length (ft) 5.17 Toe Cover < one ft (ft) 0.0 Key Depth (in) 0.0 Loads PP 375 PA 42 Soil wt 135 Conc. 150 Fric, 0.65 Surcharge 0 lateral 0 fc (psi) = 3000 fy (psi) = 60000 Stabilily Top of wall loading = 0 Base of stem wall loading = 2777 Base of footing loading = 532 Pa = 3.37 MOT = 14.23 Part Weight, kips Arm, x; Moment, ft*kips stem 1.50 5.6 8.38 footing 1.31 3.8 4.92 soil 2.33 6.8 15.72 Pay = Pah tan 0 0.00 6.0 0.00 5.14 MR = 29.02 Overturninq MR= 29.02 F.S.OT = 2.04 > 1.5 OK RSA = 4.03 Slidin F.S.SL = 1.20 -<- .5NG--� OK I WTP-f ?P iE It P P�IDR `>- I Design: JCM 8/3/2006 Checked: RKR 0689Retwall.xls Sheet 6 of aTRR engineering, Inc. ENGINEERING & PLANNING SERVICES Project Name: '.1, ,4 N e -- RP I7 id�1� U 1 !�'�- No.: 01— g 21 f?�7 -6c)(4-,47 -267)50 Tr 7+s < 53ar psi- --o#-: i 117 i MA z 117 - z g720 a -71 S/� Z -21 5' 1 t-14,4 0 6 1(660M) 11176 p - b? oDsG v- 6 'p � z pF 006 .� 6 MINA ��27�75� z (jr2-gyp" .� 01 Designed JGm Checked— Date 0-2- Sheet 7 of 5 gR Engineeri TRng, Inc. ENGINEERING & PLANNING SERVICES Project Name: L _l)au' =Z!m2 0 ��'�' No.: — Designed Checked. Date eo;1�4 Sheet6 -of-6 EDM 07-24 H N Lehtinen By_ -- Date 0 Engineering 3216 Wetmore Ave. Page No. of Everett, WA 98201 (425)252-2373 f I A cr>_ PROJECT NAME LO Y E—L / _ a PROJECT NUMBER LOCATION \X/ /&\ 5 H I N M> lei CLIElYT �)t�c DESIGN CRITERIA ,R 2 2 2006 CODE Q� L� ��3 BUILDING DEPARTMENT CITY OF EDMONDS LIVE LOADS FLOOR 4c), Pa SNOW 2.5 `SP' WIND S5- M P h 1 SEISMIC Cj6 S Q kt-q 2— DEAD LOADS ROOF FLOOR SOIL VALUES BEARING 15 PaF 10 p� 2-goo PSG LATERAL N CAL ATIO A D BY: DATE: STRUCTURAL ONLY J'UIZISDICTION RI;QUIRENZENTS OR CHANGES TO PLANS' ARE AS SHOWN SHT. NOTES, SCHEDULES AND DIETAE S PER SKIT :.RNGfNRVR'S SrA IS FOR. LATERAL LOADS ONLY, UNLESS NOTED REcEDyE1.1 2 EECE t IINL�htinen Date Engineering Pine No. of 4120 Hoyt Ave. Everett, WA 98203 (423) 252-2373 WAND DESIGN - DESIGN wiND PRESS FOR STRUCTIVR2 S -OR ELEMENTS OF S'1'1�(TCTURES SEMLL BE DETERMIN�D FOR ANY T]EIGH'I' IN ACCORDANCE WITH THE FOLLOWING FORMULA: P,:-- A'3o -(Equatioii 16-�4� where: Adjustment factor for building height and expo - Sure from Table 1609.6.2.1(4). Importance factor as defined in Section 1609.5 p,30 Simplified design wind pressure for Exposure B, at h = 30 feet (9144 rain), and for 1,., = 1.0, from Table 1609.6.2.1(1). TABLE 1609.6.2.1 . (1) SIMPLIFIED DESIGN VUINII PwrqQi ioc i.- .... WILI I I,.= ") (PSI) BASIC WIND SPEED ROOF A14GLE ROOF RISE IN LOAD ZONES - Horizontal Pro as urea V.rilcal --o' Ouorlwnga _j_ Z (de, foofi CASE A B C D E F G _H ___EQij__ Gnu-- 111., S" Hui 1 11.5 -5.9 7.6 -3.5 -11.9 JU" 2 1 12.9 -SA 8.6 _-3.1 -13.9 -KA -9.0 _h.5 _10.3 -15.1 14.4 -4.9 9.6 2.7 13A _91) -9-6 _C1.9 -15.1 85 15.9 - -4.2 10.6 -2.3 -13.8 -9.6 -!1,6 r7. 3 __10.3-- -19.1.1 -1.5.1 2s" 6 1 14.4 2.3 10.4 2.4 -6.4 -8.7 4. 6 -1.11 -11.9 -M.1 - - - - - -4.7 _0_7 _10 10" in 45" 7 to 12 1 1 2.9 8.8 �1 7 1.8 _71 0.3 -607 -5.2 �'l Sma -3.9 4.3 IYUU JJLI NIGJq i:_�) L THE TOTAL DESIGN BASE SHEAR IN, VEN DIRECTION SHALL BE DETERMINED. FROM THETOL WING FORMULA: I.?-SDS w R where: SDs = The design elastic response acceleration at short period as determined in accordance with Section 1615.1.3, R = The response modification factor from Tabk 1617.6. W = The effective seismic weight of the structure, includ- ing the total dead load and other loads listed below: 4 HNLehtinen Engineering_ 4120 Hoyt Ave. Everett, WA 98203 (423) 252-2373 By Date Page No. of \' � 1,2 � �S 1 � 2 x0_ Y �-=0 Itw -t&L . R E:�Ot Z, 2, i f�voF vim► CZ) 4c 2 � L-R t,�, to x Z +2 (2-) P 6 4Z-F t�7 C2)- 6 FFF x (f -2 �8 — f2 N MA ( 6 x �� ,o 4P �L— t, S CiA�LC)JLNT-= C-O"81 t-JE �F-FFJHGT- O-F h ORIZ, > f ll) V F-2Tf CAL IS D L) t L -i vC/ + S� J�f�-t 5+ W12 HNLebtinen Engineering 4120, Hoyt Ave. Everett, WA 98203. (423) 252-2373 By Date Paee No. of Wt F UZ, ZD\ 2 F 07 TV, F21Wi z— 2 _ 2- F 3Op.- Z 617 IV HNLehtinen By Date En, inee_rini! Page No. of 41Z0 Hoyt Ave. Everett, WA 98203 (423) 252-2373 WING w-E_- DiK TABLE Y609.6.2.1(4) ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE. W MEAN ROOF HEIGHT (feet) EXPOSURE B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 s Lehtinen EnOneerini! 3216 Wetmore Ave. Everett, WA 98201 (425)252-2373 By L Date Page No.. I of PROJECT NAME V L PROJECT NUMBER LOCATION W /6\ S H I N S rD CLIENT DESIGN CRITERIA CODE I bG Ljc)0.3 LIVE LOADS FLOOR 4 SNOW WIND 1y� SEISMIC C#�TEi&0 DEAD LOADS ROOF N FLOOR I2 SOIL VALUES BEARING r2-doc) LATERAL S \X/ H �EL— CALCULATIONS APPROVED BY: DATE: STRUCTURAL ONLY JUIZZSDICTION ADDITIONAL STRUCTURAL ENGIMER.ING ENGINEER'S SF,AL REQUIREMENTS OR CHANGES TO PLANS IS FOR. LATERAL. ARE AS SHOWN SHT. LOADS ONLY, . MOTES, SCHEDULES AND DETAIIS PER Si -IT. UNLESS NOTED u WING HNLeitinen Engineering 4120 Hoyt Ave. ]Everett, WA 98203 (423) 252-2373 By .)date � Page No. of b m P!-lof T �-=x P Fp,r 2 [ 14 TABLE�1 1609.6.2.1(4) ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE. 00 C-Ovf-=w MEAN ROOF HEIGHT (feet) EXPOSURE B C . D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 L35 1.61 30 1.00 1.40 1.66 9A I 11rr �c��=�to t` , 66 V2 A' Re- �/, I HNLehtinen Engineering 4120 Hoyt Ave. Everett, WA 98203 (423) 252-2373 By ;_ Date Paim No. of - LL cJ�r� �_ lBS� X Igj� _ �,66 Ito 9 Q00 V7c) t 6'T 1 o 2-J Jo /6 uq.E <b>vo I �w cil-C cr"" - HNLehtinen Engineering 4120 Hoyt Ave. Everett, WA 98203 (423) 252-2373 `J4 uaF- &V) � By Date Page No. of f7 A)-4 4, ZZ� (9 t�� J� = 25,b ' 2.6 t4 2--- +-7 400-171 5 o 6 '�- j _-- 52-0 - Cam; � 3 t 3 IiNLehktinen By Tate N EnLyinePage No. of 4120. Hoyt Ave. Everett, WA 98203 (423)252-2373 Ate' IJME INFLECTION POINT AT MIDDLE OF (. PJ,4' C, 4- SISMIC 1 v 2b x . i152, -- 124 � �� M '�)V 1 2 a i ✓ . '#6 ` 4 1� .. Y fim.r vim- 'ku) J wles - -- rj HEADER IU - ► x �" _ _ g n SIMPSoN 7.L— I.L— LSrA 24 !7 __LD I r I i ME Mr�eas g f? SIZE PEA SG1E:DL) E `4� — r ✓'Y"o i I I T=G /SIB �amra smAps acmvm 4 Vr., GARAGE 5EARKALL FTIAMIN6 ml 5TRAP HOLDopft 01-- C SHEARWALL AND DIAPHRAGM SCHEDULE MARK ALLOW LOAD MATERIAL EDGE BLOCKING REOT NAILING ANCHOR - BOLTS PLATE NAILING REMARKS EDGE. FIELD Roof 180 plf, 1/2" CDX. No 8d @ 6" 8d @ 12" Minimum Standard Fioor 215 plf 260 pi'l '3/4". CDX 1/2- COX No yes. 1 Od @ 6" 8d @ 6" 10d @ 10- 8d @ 12" Yf--k @ 48' 16d @ 16" Minimum S - t . an d'a r d Minimum Standard J.z - ! G2_0 ;7 AW "LF sa, I W�S- �f F. P.S 40 a VAL-Uff -I Up F"DR W I f,b LC),.&,D . HNLebtinen Engineering,_ 4120 Hoyt Ave. Everett, WA 98203 (423)252-2373 By Date Page No. of 2 _ 22-15' 2 = 22, Fc-_ 5x ( 5zD 0 f ; 1 /6 -- > z 2 5'� fill_ POI eX • • HNLehtinen R Engineering 4120 Hoyt Ave. Everett, WA 98203 (423) 252-2373 By Date Paae Nov of 'j 6,5 or t 2--5) + PL 4 x (Z 1X „l wkstfirR., lXa-k-- 10 RESUB DEB v 3 zaas 'gU-ILDING DEPARTMENT CCTV OF EDMONDS �-�?c—P As QSc� U a-2, WI 1 s kAA P—� W/ AP4$-w. _ - - i;puku.-i qafk-r(A,-j { y i i( t� 1 �j I PLAN CHECK NO.: C�itij of ibmurnbs RESUBMITTAL CHECKLIST --57 DATE: OWNER NAME: , /)11 J�,t ?- c l Kam, Resubmittal for Building xPlot Plan ❑ Foundation Plan ❑ Section Views ❑ Floor Plans Structural and/or Beam Calculations ❑ Energy Worksheets ❑ Window Schedule ❑ Other (describe) Resubmittal for Fire ❑ Hydraulic Calculations (Fire Flow) ❑ Cut Sheets ❑ Fire Sprinkler ❑ Fire Alarm ❑ Other (describe) (A Resubmittal for Engineering Drainage Plan ❑ Driveway Information ❑ Grading Other (describe) . DfAelkh�8 W1 Resubmittal for Planning `Plot Plan ❑ Elevation Views ❑ Height Calculations ❑ Landscape Plan -,q Other (describe)_ Thank you! ALL Rf V1 �a"i( You uI`le C� �sUb �f �e s t � � ►� c1,�a. i v�� [ � � I �c�� firo�� l G:share/ibrary/Buil ing rms/BldgEngFirePingResubCL.doc CDP- l x � � �✓ ��z x . nt PLAN CHECK NO.: OWNER NAME: ittal for B Plot Plan (111ttg of ibmanbs RESUBMITTAL CHECKLIST 5 I ( DATE: Resub ittal for En ineerin Drainage Plan ❑ Foundation Plan ❑ Driveway Information , ❑ Section Views ❑ Grading l� loor Plans ❑ Other (describe) tructural and/or Beam Calculations nergy Worksheets ❑ Window Schedule ❑ Other (describe)_ ��C rSG�� v/L� Resubmittal for Fire ❑ Hydraulic Calculations (Fire Flow) ❑ Cut Sheets ❑ Fire Sprinkler ❑ Fire Alarm ❑ Other (describe) ittal for Plannin Plot Plan levation Views ❑ sleight Calculations ❑ Landscape Plan ❑ Other (describe)_ Thank you! G:share/library/Building/Forms/BidgEng FirePing ResubCL_doc of ibmoxtbs RESUBMITTAL CHECKLIST PLAN CHECK NO.: ' U DATE: OWNER NAME: ma Q Resubmittal for Building ❑ Plot Plan ❑ Foundation Plan ❑ Section Views ❑ Floor Plans ❑ Structural and/or Beam Calculations ❑ Energy Worksheets ❑ Window Schedule ❑ Other (describe) Resubmittal for Fire ❑ Hydraulic Calculations (Fire Flow) ❑ Cut Sheets ❑ Fire Sprinkler ❑ Fire Alarm ❑ Other (describe) ttal for ❑ Drainage Plan ❑ Driveway Informati ❑ Grading ❑ Other (describe)_ Resubmittal for Planning ❑ Plot Plan ❑ Elevation Views ❑ Height Calculations ❑ Landscape Plan ❑ Other (describe) Thank you! G:share/library/Building/Forn►s/BldgEngFire Ping ResubCL.doc RECEIVED 6 2006 May 16, 2006 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS City of Edmonds Development Services Department To whom it may concern: Re: Building Permit Application: 05-571 Site Address: 8312 Talbot Road Expiration date: May 23, 2006 We are interested in pursuing the project. We have experienced several design issues that I believe we are about to resolve and do request an extension on the permit application. Please call my cell with any questions: (206) 396-9585 Thank you for your consideration. Sincerely, Steven R. Lovell FxA-'V11CW er7X*V,*6( 7'�) ► l a3 - e� 61-5-- 1#06 6 k, City of Edmonds _ 121 5'" AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 FAX(425) 771-0221 Website: www.ci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering Plan Review Coffections Plan Check #: 20060558 (old 05-571) Date: June 28, 2006 Project Name/Address: Lovell / 8312 Talbot Rd Contact Person/Address/Fax: Steve Lovell / e-mail: snlovell@comcast.net Reviewer: Lyle Chrisman Division: Engineering During review of the submittal for the retaining wall, a few issues arose, that need to be addressed before the submittal can be approved. Please resubmit 3 copies to the Development Services Coordinator. 1. Does the `top of wall elevation' for wall "J" remain constant at 141 through its entire length? If not, indicate the top of wall elevations. If the wall remains at elevationl4l, how can you install the geo-grid, per the Geo-Tech's report, when approximately 2/3's of the wall is up against the property line? Also the wall would be 9' high at the west end of the wall. 2. The total amount of excavation required to construct the retaining wail was calculated to be approximately 263.5d cy. As a result the total grading for the site exceeds 500 cy, which triggers SEPA. Since the total exceeded 500 cy, the grading quantities for the new addition were rechecked and the total excavation for the addition and the walls is 967 cy. 3. You will need to contact the Planning Division to initiate the SEPA process. If you have any questions, don't hesitate to contact me at 425-771-0220 ext 1324 or by email chrisman@ci.edmonds.wa.us DATE E-MAILED 6/28/2006 SA\ENGR\PRIVATE DEVELOMENT PROJECTS\REVIEW\SFR\2005 SFR\20060558 Lovell Review 6.doc Ihc.1Scjv CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: www.dedmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering May 8, 2006 Steven Lovell 19208 80" PI W Edmonds, WA 98026 Re: Building Permit Application: 05-571 Site Address: 8312 Talbot Rd Expiration Date: May 23, 2006 Dear Mr. Lovell: GARY HAAKENSON MAYOR The purpose of this letter is to inform you that the above referenced permit application will expire on April 30, 2006. According to Edmonds Community Development Code Chapter 19.00.005(A)(5), applications are only valid for a period of 180 days unless a written request for extension is submitted to the Building Official. If an application extension is granted it may only be extended for an additional 180 days for a total period of one year. If you need an extension on the subject permit application you must submit a request in writing to the Building Official prior to plan review expiration. Please be advised, once the permit application expires, the application materials and plans will be destroyed within ten working days. Also, if the project is pursued in the future a new permit application and new fees will be required. If you have any questions, please feel free to call our offices at 425-771-0220. Sincerely, JoAnn `Z auf Permit oordinator Cc: File L\Temp\DST's\Master Letters\App Due to expire 10/21 /00 Incorporated August 11, 1890 Sister City - Hekinan, Japan of iztmurtbs RESUBMITTAL CHECKLIST PLAN CHECK NO.: OWNER NAME: ❑ Plot Plan ❑ Foundation Plan --'/ ❑ Section Views ❑ Floor Plans ❑ Structural and/or Beam Calculations ❑ Energy Worksheets ❑ Window Schedule ❑ Other (describe Resubmittal for Fire ❑ Hydraulic Calculations (Fire Flow) ❑ Cut Sheets ❑ Fire Sprinkler ❑ Fire Alarm ❑ Other (describe DATE: Resubmittal for Engineering ❑ Drainage Plan ❑ Driveway Information ❑ Grading ❑ Other (describe) Resubmittal for Planning ❑ Plot Plan ❑ Elevation Views ❑ Height Calculations ❑ Landscape Plan ❑ Other (describe) Thank you! G:shareAibrary/Building/Forms/B! dgEng FirePing ResubCLdoc q . 1.0:f F_LF_ V eltA7. WALL, rt 00 0 2tAOA 51,0015 's TO - OP r' 4- WA A 'I,IATFRIAL N,� 12 F81 Q. RANCOR W Ow �.Npe). 61'ra&n WATER & SEWER INSPECTIONS REOV. WWip s g- WS As4k, CALL 425-771-0220 EXT. 1320 too 103��`°�'�' �3 t APR I RUM)WO F)FRaRlTt4F_N t 107 /0 Zf tVr$7 3) 00 sr - Ay C)WNERjcMTRACT0R IS RESPONSIBLE FOR _NT FRgeeWtpNJR0L AND DRAINAGE zoo !iQ /0, i EK15r, IZ7 13® Aw = 193, tlhO;I, - 6. 7,oc> /01 iS.'Ac ?lfrAl.&ti'. &)AU- 2 -3 J7,6 A mw=,oj4Z_ot.2jl,=.q4 To rl I 1c) I z Z. ip F3WOOA T IA I q 00,00,_ AWL 44m.,pjw2:. du 130 133 0 110 )13 Xf(.e CMP� k,_6�& 'PuP or, eA- NO J1,4 ot W& UJAP- 10 t*%V4.' (ZNJOt . /Z I its IV-fW- lwnp 5doevial CUT dox9elb- xzct_ &-peal— �S NOTED Oq3 401-IS 4 �� mccwl, ""I r'Mrff-U�-WAY GC,1*6TRUCTION PERMIT AND INGPECTION REOUIRED /,mad �i�, ' i 5' Data: F P F � Cu -; r, ��-5 y� -91Z G456 Rd -1a-JbL-) VC uNpos CITY Copy ESUB ... A� R lls 2006 JUILDING DEPARTMENT RESUB CITY OF EDMONDS JUL 05 2006 BUILDING DEPARTMENT CITY OF EDMONDS 4R r=wry/ �U JB RESUB MAY ',,3 2006 JUN 2 3 2006 DEPARTMENT BUILDING DEPARTMENT CITY OF EDMONDS N O bu) Um 64 (MWgAl) LIJ uj �3 a �o Lu W A�-(, OT- t� L CITY COPY R .SUB APR 1:3 2006 R E S BUILD r_ of ED�►DNDSNj MAY 2 3 200' BUILDING DEPAR-eftl--tr _ CITY ®F,F.UW,,!!;- � p JUN 15 2005 C VULV OWNER/CONTRACTOR IS RESPONSIBLE FOR EROSION CONTROL. AND DAMAGE` " � saw APPROVID 11 NOTED - - BY E$40-ERINNCA ' /�• '✓.. "•INN: ��_ R fn• .r- ..ten"' p/r"r t• ro TEMPORARY CONSTRUL. ENTRANCE REQUIRED' t APPROVED BY PLANNING ! 1 2� �. ,.1 ivu r?:% •� % lei' ,J , : •.F„... .••.' .. .. - p' Zone Comer M0 Fnl V.A`,'../h' uired Actual r/• „�'' �; / ; % 4 Setbacks R z� ; ,,/ j �; r ..i �,..• Front N - r- 35 A � 13 8� g ! '„��, �''��A�.•n• 1, ,,•�,' �''.' Sides E 10 niM i ►� 1 n^- ,!�, �� J Z_ f�7 � i+ � •"'� "T�"K.-.. it ,r• r' ° . /! •' � r ....-�'' ,✓ y " -� Rear 5------row --1 t u ti 0th Jr' P t•• w L/ Ceti hi Wl WAI 1 00t" •.fi V O in T!'C,t-� a U� It ✓'i.•��' ' � � ` ; ''�� r,,..-"�` ,r �. — � •- • � / RIGHT-OF-WAY CONSTRUCTION PERMIT. AND INSPECTION REQUIRED 2 o� o 2 4-- 0%R4t C0001?0-2- SS '12 2`"tA� Y�lf4 `o Ale - tot S'rLkc--- APR 13 2095 v t4 1 '2,01 000 BUILDING UEPARIVENT G!TY OF GGN3NDS Lod' 9V- a f cNIS '��Lsv Irk till + I��' �1 Fk-'Ok2�� /�o a 12)60:� 114 + I-IP4< auie cVe eEPARWcC�j 9 (4,3` 5-Z3 c0 ` -W. 6IRxvt N1G, = .4ok4 cq JUv 2 3 l iJ ENGINEERING DIVISION REVIEW DATE REVIEW ASSIGNED: PERMIT TRAX APPLICATION #: t`�>l, i C PROJECT NAME & ADDRESS: 1,6y ?, [I TYPE OF PROJECT: DUEDATE:I- L 6'V\A y-) W, I) C lY1GikG JV�1 STORM WATER ENGINEER REVIEW 33 TRAFFIC ENGINEER REVIEW 33 PLANNING DIVISION REVIEW Documents Attached: f2 t'iV po,4a Notes to Reviewer: - Please remember to do the following: 1) UNDER REVIEWS: a) Select your review b) Add time it took to complete the review c) Check the "Complete" box if signing off and approving the permit d) Add notes as follows: - "Signed off' OR - "Comments 1 provided to Engr. Reviewer" OR - "Comments 1 e-mailed" e) Click "Add New" 2) If providing comments to Engr. Reviewer then "Assign" your review back to that person 3) Add Conditions or Inspections that need to show on the permit document 4) Add a Message if you need to notify other reviewers of a specific project issue/concern RETURN THIS PACKET OF INFORMATION TO PROJECT REVIEWER: l- A-6 SAENGRTORMS-Form Letters\Routing\Engr Routing.doc Revised 4/30/2008 j Responses to plan review corrections JoAnne's concerns now identified on drawing # j 4 "x 10 foot lengths of 3034 noted on plan (also on attached, site plan table) K(2) rows, each 42' long ( total 84'+ end caps } we will be installing 84'+end caps 11 now identified on drawings -# See shaded area on drawing (800 sq ft) Jerry's concerns # 1) now noted on plans # 2) 847, now noted on plans # 3) changed to type L Is # 4) the bottom of the system will be located approx. 6 feet below ground Surface ( note: of the 10 test pits dug, all hit the same type of sand Within 6 feet or less, of the topsoil ) # 5) The chamber will be installed per manufacturers specs # 6) the overflow is the existing catch basin next to the driveway entrance Now noted on the plans. Thank you, Steve Lovell R12'sOj[a MAR 19 2013 BUC O DEPARMW E040C OS City of Edmonds 121 5' AVENUE NORTH • EDMONDS, PUBLIC WORKS DEPARTMENT Engineering Division WA 98020 • (425) 771-0220 FAX(425) 771-0221 Website: www.ci.edmonds.wa.us Plan Review Corrections Plan Check #: BLD20130175 Date: March 14, 2013 Project Name/Address: Lovell Addition 8312 Talbot Rd Contact Person/Address/Fax: Steve Lovell srpna gmail.com Reviewer: JoAnne Zulauf Division: Engineering During review of the subject submittal, it was found that the following information, corrections, or clarifications would need to be addressed. All Handouts and Standard Details referred to in these comments can be accessed at our website: www.edmondswa.gov by choosing the Government tab and Public Works) Engineering under Departments: Please Note: Building Handouts do not include updated Engineering Division Requirements. Refer to Engineering Handouts for all Engineering Requirements. 1. Please call out inverts at each end of stormtech chamber. 2. Call out material, length and size of all proposed pipe. 3. Please label each section of house, garage and driveway with impervious square footage. 4. Call out length of storm chamber on plan. 5. The geotech reports notes that a chamber system exceeding the city's minimum criteria could possibly be shorter than the 77.4 ft length required. Please add clarity to this statement. If the plan is to install a system less than 77.4 ft, please specify the criteria that exceeds the city's minimum requirements and provide the length necessary to mitigate the proposed impervious surface. 6. Show location and extent of temporary erosion control measures to be installed on the site plan. 7. Please add some more detail to the driveway showing clearly which sections will directed to each catch basin and the area that will not be mitigated through the chamber. Note square footage. The following comments are from the City Stormwater Engineer, Jerry Shuster: The geotechnical report correctly sizes the chambers to 77.4 ft in length using StormTech model 310. This is for 6,143 square feet of impervious surface area. I was not able to verify the impervious surface area from the site plan. DATE FAXED/E-MAILED 3/18/2013 PAGE i OF 2 • The site plan shows approximate 60 ft of infiltration chambers not the 77.4 ft minimum that is required based on 6,143 square feet of impervious surface area. • Catch basins in the driveway with rim elevation sod 107 ft and 105.5 ft should be Type 11-s for solids removal prior to the chambers. • The bottom of the gravel chamber bed should be at the same elevation that the grain size samples were collected (5 to 6 feet below ground surface) • The chambers shall be install per the manufacturers specification. • . An overflow path must be specified that does not cause downstream erosion or flooding Please resubmit 3 copies of the revised plans/documents to a Development Services Coordinator. Please contact me at 425-771-0220 if you have specific questions regarding these plan corrections. DATE FAXED/E-MAILED 3/18/2013 PAGE 2 OF 2 J PLAN CHECK NO.: OWNER NAME: City of Edmonds kesubmittal Checklist 1 S- DATE: / PLEASECHECK"&rCOMPLEtTE-.;THE-APPROPRIATE .BOXESBELAW Resubmittal for Building ❑ Section Views ❑ Floor Plans ❑ Structural and/or Beam Calculations ❑ Energy Worksheets/Envelope Summary ❑ Special Inspection/Testing Form ❑ Valuation ❑ Response Letter ❑ Other (describ Resubmittal for Fir(. ❑ Hydraulic Calculations (Fire Flow) ❑ Cut Sheets ❑ Fire Protection Plan ❑ Valuation ❑ Response Letter ! ❑ Other (describe) Resubmittal for Engineering XF--1 Site Classification Worksheet Drainage Plan/Report ❑ Grading Plan ❑ Traffic Control Plan ❑ Traffic Impact Analysis ❑ Engineers Estimate ❑ Bond ❑ Driveway Waiver Request XResponse Letter ❑ Other (describe) Resubmittal for Planning lot Plan ❑ Reduced Plot Plan ❑ Elevation Views ❑ Height Calculations ❑ Landscape Plan ❑ Response Letter ❑ Other (describe) L:\TEMP\DST's\Forms\Resubm ittal.doc 10/20/2010 Thank you! ENGINEERING DIVISION REVIEW DATE REVIEW ASSIGNED: �� ( �(� DUE DATE: �' •r�� PERMIT TRAX APPLICATION #: i 2 l 7� PROJECT NAME & ADDRESS: TYPE OF PROJECT: rovAm lq-i-( vlci 01 (k Upla i ►tea ci-e- e vX STORM WATER ENGINEER REVIEW 13 TRAFFIC ENGINEER REVIEW t t PLANNING DIVISION REVIEW l Documents Attached: 4 Notes to Reviewer: — THIS PERMIT IS TRACKED BY PERMIT TRAX - Please remember to do the following: 1) UNDER REVIEWS: a) Select your review b) Add time it took to complete the review c) Check the "Complete" box if signing off and approving the permit d) Add notes as follows: - "Signed off' OR - "Comments 1 provided to Engr. Reviewer" OR - "Comments 1 e-mailed" e) Click "Add New" 2) If providing comments to Engr. Reviewer then "Assign" your review back to that person 3) Add Conditions or Inspections that need to show on the permit document 4) Add a Message if you need to notify other reviewers of a specific project issue/concern RETURN THIS PACKET OF INFORMATION TO PROJECT REVIEWER: SAENGRTORMS-Form Letters\RoutinaTngr Routing.doc Revised 4/30/2008 City of Edmonds 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 FAX(425) 771-0221 Website: www.ci.edmonds.wa.us PUBLIC WORKS DEPARTMENT Engineering Division Plan Review Corrections Plan Check #: BLD20130175 Date: March 14, 2013 Project Name/Address: Lovell Addition 8312 Talbot Rd Contact Person/Address/Fax: Steve Lovell sKp@gmail.com Reviewer: JoAnne Zulauf Division: Engineering During review of the subject submittal, it was found that the following information, corrections, or clarifications would need to be addressed. All Handouts and Standard Details referred to in these comments can be accessed at our website: www.edmondswa.gov by choosing the Government tab and Public Works) Engineering under Departments: Please Note: Building Handouts do not include updated Engineering Division Requirements. Refer to Engineering Handouts for all Engineering Requirements. 1. Please call out inverts at each end of stormtech chamber. 2. Call out material, length and size of all proposed pipe. 3. Please label each section of house, garage and driveway with impervious square footage. 4. Call out length of storm chamber on plan. 5. The geotech reports notes that a chamber system exceeding the city's minimum criteria could possibly be shorter than the 77.4 ft length required. Please add clarity to this statement. If the plan is to install a system less than 77.4 ft, please specify the criteria that exceeds the city's minimum requirements and provide the length necessary to mitigate the proposed impervious surface. 6. Show location and extent of temporary erosion control measures to be installed on the site plan. 7. Please add some more detail to the driveway showing clearly which sections will directed to each catch basin and the area that will not be mitigated through the chamber. Note square footage. The following comments are from the City Stormwater Engineer, Jerry Shuster: The geotechnical report correctly sizes the chambers to 77.4 ft in length using StormTech model 310. This is for 6,143 square feet of impervious surface area. I was not able to verify the impervious surface area from the site plan. DATE FAXED/E-MAILED 3/14/2013 PAGE 1 OF 2 • The site plan shows approximate 60 ft of infiltration chambers not the 77.4 ft minimum that is required based on 6,143 square feet of impervious surface area. • Catch basins in the driveway with rim elevation sod 107 ft and 105.5 ft should be Type 11-s for solids removal prior to the chambers. • The bottom of the gravel chamber bed should be at the same elevation that the grain size samples were collected (5 to 6 feet below ground surface) • The chambers shall be install per the manufacturers specification. • An overflow path must be specified that does not cause downstream erosion or flooding Please resubmit 3 copies of the revised plans/documents to a Development Services Coordinator. Please contact me at 425-771-0220 if you have specific questions regarding these plan corrections. DATE FAXED/E-MAILED 3/14/2013 PAGE 2 OF 2 BUILDING HEIGHT CHECK Ii91vw CALl • TRANSIT SHALL BE SET UP FOR- _ INSPECTOR AT FRAMING INSPECTOO ,.r' ''� `\` I� 5p(L• CL1.hi TO CHECK HEIGHT OF STRUCTURE.Ma !• "f I i i. \ 3� !?EIW+N�� stit Roe/ce2y�t/dr4��-n IRD ANEAAUE LTa gAT{DN OFUNDISNABm EDBUILDING -'-- — � -- ----- - SDI AT coRNENs of DctENB ( a^> IN . !- i 4� TUF- RE ANGLE SUBJEGPTD FlE U CRECK H�6K 8� l_ I . APR / yi51tQ5ttBr� fj¢AfitlflE /N57NLNfN�I ci ccoinl�Fa+aptn HSI BID ING DEPAR ,01 - /Y1LY111�1�6" i �` NXos _. _ _ _ SUBMIT ALL SPECIAL INSPECTION -i�i .... REPORTS TO CITY BUILDING ■ In A'Vr- ILf' V� Ii �V I t INSPECTOR ON A WEEKLY BASIS Ali N8W EX7EMl5Lp REBUILT OR ! LE_ __ RELOCATED ELECTRICAL UIILITyAND/DR 3 I ; S�E.SHALL BE PLACE UNDERGROUND I iI I LL �l { . _ _.. _. _ _ .. _ . - ADDRESS NUMBERS ._.-- '� ADDRESS NUMBERS .... ................- . ..- .. .. .. _.-.:. ....._ . .. .. - - :.: - PLAINLY VISIBLE ANSHALL EGIBLE FROM . — - � STREET OR ROAD FRONTING PROPERTY. � � - jL Y� Lo-, �' _ tic), 1 i APPROVED BY PLANNING i.s COe--��'6h�lf� iNb CITY OF EDMONDS 02003 :lmendmcnts BUILDI E �R�TyMENT 21Z•- (.fJ/af{� 02003Edi[ion[BC��%uAC:Uncndmems WORK ,+`�°+"� ObtadnEl�ctNcalPeemltPr 692003 Edition UPI �.ttrAC Amcndments ADDRESS State A.a'tI76S id .ItndnStrlC9 _ 2yfP %oe IL(J //JtYJrI) L.Lf andAppendi' A, B, Q I OWNER *I- �b ��. � - 02003 Edition fGCW mWAC A��e�Ms 132003 Edition IFC w/WAC Amendments x APPROVEDDArE `t ®2003 Edition VIAQ WAC 51 •I3 BLDG.OFFICIAL: AYJ✓'� - - _ �2004 Edition WSEC WS\(' 31-1I (pERSA9NUMB"�TR&& Y request for modification, variance orother administrative deviation -(hereinafter ` must be specificallycalled varance) "` Approval Of an - out and identified which do not complypor plan containing provisions variance h - city code and fdr which a as not been - specifically identified, :requested and considered by the appropriate city. - official in accordance with the ENPRpY CODE COMPLIANCE appropriate Provision _ of city code or state law does not approve any items - y'23 _'L—J _ -- - not to code specification. CULAT O —....__ .. ce"'ILIHGI 8 _ WILL. FLOORI \ SLAM GLAZINGi C -- — �p fS 1 OIL G l-42,5 e a2 Res _ _�� l� T -_.--=-.—_____-_�-_.___ —.__ _ �__—.:. _ ... ._.—.. __... _ _......._____...._. _ ._ .. ....._ --.. —_—. .___.,_..��p �F�Sf ING DED OCNT '+.ra l+ILC ��y OfE MAY 23 2006 BUILDING DEPARTR7ENT�`5.'�� 1 CITY OF EDhSONDB q 2 I ,� 12"�qfp . � � IS�}ct Q aa.ia.�• �, � a ` # i v *011 fdte. 104— i uh4u, 7o Mdrttil ® � • � �— i s � u�°tom- , °. IZoCa)lf�• ,&v `'�'�' �tl�itx,fr�• u1s►� �� ,,vs � Ai PO f(al ILL tMM-6 � O Rita: LOT LINE STAKES MU s BE IN PLACE AT TIME F NDATION .INSPECTI : lEa I � Imo• I - - r O `N'A710N DESi3N JCr�E✓ L�J �i'�r:T'(�mUOL� ._ _ .:... __ .. AP�}nCVIJ. OF HIS F IS( �ON"IT!ON L SURJECT TO INSPEC710N OP EXIN-16 SITC CON: ft;-48. U /�I . `f flETAINING WALLS MUST SE DESIGN@D AND - :.:...::CONSTRUCTED,, RESIST THE LATERAL - — PRESSURE OF THE RETAINED MATERIAL - PRESSURE . PROVISIONS MUST BE U�pOE FOR 7HE NiR OUpND BtA iLOINCSF SURFACE - -i WATER t u -- CAUTION: At footing inspection, a grading elevation will be performed. If grading (� ' exceeds amount on approved grading plan, no further inspections will be performed until J1� 7�S' ldiF(ISIR �i �� advised grading Pis are reviewed and approved by the City. `Z q" 7-4 o n V eG S. IFTHEBUILDING R IS UNABLE TO o INSPECT, ( V6 VERIFY SETBACKS DUE TO TOPOGRAPHY AND/OR EXCAVATED SOIL, A SURVEY Y WASHINGTON STATE LICENSED LAND BA FO SURVEYOR WILL BE REQUIRED PRIOR TO ou tAW� UNDATION WALL INSPECTION. All _ f*z-,T1qj(, wf Or4last 6i0 Axy. _ ..•. ..._ .. _._ Y GP ION W ?J� --�'-"- D R405 FOOTING DRAINS - ..(pt)C. YER IRC R401 AN OR ALL FOUNDATION `_ �E REQUIRE) F UIR THAT ENCLOSE HABITABLE OR OR FOR 1 YACES WHEN MINIMUM 6 INCH WALLS ET OF THE GRADm�;� USEABLE SPACE BELOW s + (Q%�L1Yl a i%RIAt6S ® ^ �a �� MAf• u SLAP L�yITIIIN THE FIRST 10 L IS NOT ACHIEVED• Uf� Cq�C. � 0 \ lb, r✓ Uri FOUNDATION O NG DRAIN INSPECTION IS y�� 7 -LEI. '• s t-' Na I -'�'�C g CDh '!7 I - a SEPARAT D BY THE BUILD NG.INSEECXQB---•--^^-`- !; S�CS>Ni IP 1i'ul�c S N I2 bc� IIClG2 REQUIRE as�� I �.'da�Ig !; ��. (,we, 1 � rot r� S�I0 "h{P- �� . � l� c�a� coin• � �� • a� ----._ , h� so_c� ��1.� � �� _ . � SLA p� !fib2U�µ 4�0" r 3u{ ` ♦9 U iN� Nw SU t 4 _._ .. �..+. N� : .�-e%. ... .lW1� of Eop0.N0s —=— �I.LU �C nao s - ... . .. ... ... ...__.... -- : - copy 4 ... FMM V rvlde the manufactuT." ing 1n8lrUGQgaa, and a .§. `: [nation system the :l ahau he aro;, ,i , I cocnrol I{lAt *cads "Whole (ceu oporAdnn Instrucdoos). S ! r YF ! i Cy/v�y 3 A 1I �pA,tONDS f )Fly BY THE BUILDING OFFICIAL UNDER AN - - - - �.....m.:,,,w s a - Provide one operable escape window in basement and in I 1 each slee in� meetin P g room g all of the fallowing 0 requirements:AD 'Y , p sable area of not less .than 5.7 sq. ft. (5 sq. ft, for 's grade floor opening) Y If 2. A minimum clear : height of 24" 116 1 �{ A minimum clear width of 20" 4. Finished ! 1 \a `5 sill height of not more - than"above.the finished floor 2 { �f ++ I f} I I j Z 717 , Table R301.5 Guards and Handrails must be capable of resisting 200 pounds per square foot (A a li single concentrated load applied in any 1 direction at any point along the top) and Guard in -fill components must be capable f resisting 1 -A- _I__f ? = � 50 pounds per square foot. s ill I s OQ �+61 I Lk I k i I fo 1', �j/�:(0 -- ....._ _ µI�F4/J� i {. , : i �1 •» f.�% 7 C/ _ I�R1i.11 AND0. --..1 itf 1. .^sty THE —ISSUANCE —`'�� Y7�•_�C•",— ��y� + •j• .:.... ASMOK DHIS PERMR I'', AA p Wy of• -. P II _ ya(V I•� u' �� _--—._—'INNBHCONNECPED SMOKE ETECTORS WITII BATTERFY �..'IfIG. ..._ BAtMIP1NrABFOLLOWING LOCATIONS: t 1 I � l6 =1 ' •" _.__-::... - �r .. _._ - �r..._. f,... l.y� (p .0 ..___ -2'--- �_tz ... - ....... - _ I ... .. _. ... _ MIDE -EACH--SEPARATE SLEEPING .AREA IN THE tt i� 1. ... _. .. ._..-_.... _,._._AMMEDIA LBICINITYOF THE BEDROOMS. _ 1 - 3I• _ �Wd li z ,I E.CHC_ADDITfONAL STORY OF THE DWELLING, tf 9 _ 2 It l i VI-- I I - - - INCL BASEMENTS BUT NOT INCLUDING CRAWL fl� SPACESANDUNWHAIMABLEATTICS. INDWMINGSOR 4 —DWELLING UNITS WITHSPLIT LEVELS AND WITHOUT AN ! {. ......JNTERVENBJG DOOR B '{ u. { - O , .( .,f `• a�N 1" �Y --_ SMOKE ALARM MSfALEEEN THE ADJACENT LEVELS•p ! f ! $UFFIC6 ON THE UPPER LEVEL SHALL I I I G 1 •1 \,II 1�'�•�\Iq J f. —...BELOWTHL WEE EVEL 1�SS THANO EEFULL STORY i I,RJ. hJy .YJ, LOWER LEV LI 1 . I B Ii I _ tl �►E 'F{^'.{"' — .-_L__.._ _ ...1� _. __ __ ... .. y i y lie! 3o i uNs �1P ._ .._ .. ---- C I ' � -Ra • . � �: _ `ilb�i�� qt� I o __... _ . _ ...... .. __ : rl . r 1 . 1 1 1 !J } 3 _ I 'F•vT�r- _ ,fin y ., - � I V' �"�- `K � `' ti-{• . t �Catyt�k � ,I-110�-'�tl. U�(t2�}}��P�1.(�f1iJ�P tt�f •$4cC�>��,��tb�J N_._-_.. - ��J d - � .I....:..__ .._....... ....r':...._,...._..._...._.._.._._.._y....,'..._.(._�.�A._..____BU�;�p�°Eovo�DST' ._—..__ _---74 Cud K! 'r wl� �- �d�. FJa.i21"r+0& V�'I _sty ,�. CITY COPY tAIV , -------- ---- --- --- --- -- -- - ---- yW, (- TW.q- u C�N�C�1i�lAF� City ofEdnA, ��ads � , ing m�t 4 19 �� RESUB .BUILDING DEPARTMENT CITY OF EDMONDS - I� ,1 (CITY COTY SHEARWALL AND DIAPHRAGM' SCHEDULE MARK ALLOW LOAD. MATERIAL - oo NAILING ANCHOR BOLTS PLATE NAILING REMARKS ' EDGE FIELD Roof- •180,.pli. ; V2" CDX, No 8d @ 5" 8d @ 12" Minimum Standard Floor 215'plf -'3/4' COX No 10d @ 6" 10d @ 10' 'Minimum S2Bpdarif'1 `" 260 plf 1 /2" CDX op ,I Yes 8d @ 6" Bd @ 12" YZ.H @ 48" 1 Sd @ 16" Minimum Standard ' a I WASH SRS �101zYL. bl kpN•K•h�=M �Ioi�,z: i�t�lkRn.wt cl0 � 1 J� 3 40/ VA We UP FOR WIKD LOP,D ( TSB Ilk `n SW3ms Is S'iiJciiO p 7! 0 3 r 01� VP, Y;;r IDA,'A" .t3urckW� iz l/{ 4D AS (� t.,L) �aJi V`tP fi Ip I q � SBA UN0, A-0 C3)IVX((-/k >a,lC&t.w I SI�1pto>1 S S c' to ! ! a' u'l0uo rsS,. 7t� su u�l Faan1)6/ tc�s s j �'C(-G�-1_ 6B, -: _ :•' i� ` (1�b1". � Ll -• 5;: pU�R•, W. OR SI,�.tQ4o� 4;ca AA--''O 2 (,Sf @ 400c ¢� �; ' 1r7 Lu u ®M,A(, C6L -.a lip • ;. � (t2�� 09•rv/�1106(Ir. 20-`r (�i�+ •2��(�— •l� i S Ili Y. 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Rco v5 X IV, 42�4 LIAM c� -11"go V,1,1041-0 - 9 r uli° ` 0 U� r I� lZx1 � • + /uo Pla tiff � c (,low -W I� . s �� UJA $$ - ( `-J (w oNe s sv�uet- boa -ro �acv� :>�1ss��p ki- 1� p #sw sip its vo/,� a �� 2 �2 xd�s16►As- o �s -co W, � a�� 'ut 2,�c � upo � ;� 90 dp (UuuJ �R6to b d�1A `('�c(z2��Xlzs 22ax�- �P'� 2 yyeUl�o`�Au Flo -To ✓�� OILY OF MMOTM II� w� Rili-do V7'�- .ZS ��. Otis-P Ao�.pRe�tA�D �5i SAPS i 'S2s �- •+NaJs CIT;.7 COPY .r__c_, _.. -5�� T. ., i:�'1•YA: . sfi. -sy� ....._:::-.-.a�.}. .... ..: ,..fi.t...i: -:i _ — — F�'4c��i+-`TS't-F, I to`` opt TfP (H(o _HO-t I 2)v. -Ne- 2��L P'�u Jl�(K� • � \\ t1oNo 111v o tGlis z Ulm ® 1��. �• O,' w-- I • � I u.�l C� �d 93J3 3 IitO 0 O •' ! !fit '�S/�f Rh�R • �7�t�y 2)Qt �s--J tt¢sa (ot •Sl S�t� Lc G�i C� 5� � ; IDS. .:�,iObjGI�SB i�12.,�22on � t'�'�• �03 2'�l� o(�- ' ' 4 •emu �� tk�� C c�•Is•s� ��1S651oy1� !� IL taw `b}G L�� 2�G<<5'y= 27 27 $�xt2 Eck h x l5y' �JyGt2 J' ZlQ�= (¢l 3b 1G5�c c544'38 4 tom-+t x67297- � ML , �� as�doai�s�dsF�ao�9img Q,l . APP Off% EID t ` NS gas `i-o r:i-- t1i�*2 6 - owe'. _ ZZI -6jW1 Up &A-• ZO ..NMLe% U-JI 2 vo-uS- _?sn`�•� Gb%. �GNOFEUt�ONOSNT U:-- 001 KPRV lid M,ck t PSG Wq,6eLb 4 CITY COP a ■\ A#U/ I.® 8b" i- - • gp' . IM -- A- :TYP e Ala CL" wdr� prow �6! __- i , AV- '_ t�cout�' duo• �V )ao© P1' CAW�fl�s DJJ UN�t tRo R602.8 Firebloeking Required. Fireblocking shall be . _ (both vertical provided to cut off all _.rated draft openings and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Fheblocking shall be provided in wood -frame construction in - the following locations: 1) In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs as follows: 1.1 Vertically at the ceiling and floor levels. 1.2 Horizontally at intervals not exceeding 10 feet (3049mm). \ _ _ 2) At all interwnn"'im s between concealed vertical and hotizontal spaces such as occur at sotYts, drop ceilings and -` cove ceilings. - 3) In concealed spaces between stair stringers at the top and :_.__.._bottomofthe run. Enclosed spaces under stairs shall comply . .... ......... .._I ._....``�.` with Section R311.2.2. 4) At openings around vent, pipes, and ducts at ceiling a nd - ,•(\ .._� floor level, with an approved material to resist the free passage - of flame and products of combustion ee Section 5) For the ftrebl., g of chimneys and fueplaces, s . R1001.16. \ 6) F"veblocking of cornices of atwo-family dwelling is required at the line of dwelling rum separation. - N B� l� 3 CITY RESUB - MAR 2 2 2006 9UILDINO DEPAWfMENT OITY OF ED6 u ` F. mAY 23 2006 EUILDING CE.Rar E"T OI'.. OF ED —. t PE2 H SOL.DOW�x! `..1 !0, WASHISIRS A 55 PEf, SCiD;,, - mer PER PLNJ Ag, 51 S SPdCIhIG P^�Fx r�EM i ac 'wf Tt"r= r � 2-#4 coNT. 0, 1t^d r CcA.1f�G7£D F1LL--"` d+a uNgs�RB>rp CoMPEfEFtI' °•.AIL HOLDOWN ,AT t VVH3H_cRG- ��fil $� rd � • �vg� COMaAC.rEp AC.rEpFILL. OR v1v05T R13eD SluoIIIA L IeNAX woo ea= of 511, P-, Tyr De L, 5WID OR 4x PAPO R FOR i o ALTERNATE C61LIN6 TUIT. tiLOCATION i/Z' " I cup A-25 otz 4 MIN, Hol Poo!/NS/ �oc�INm pL r3[ ac .Pub�j ROOF TRU55 dpp S1M6'SON STHD P.N &HE.M V!! e>LoC{� +tZ 1RU'ISSES }IOLOOWN PER RAN NAILING Pt R � � Ti `WACL.LL, SGNEDULE I : r 5LOFE F 141CH - �q� DOw�L r �q-C4'4gj,but caPtt8R3 i oo 2 y o Snrn15HE��L� PER SCHEDULE a EXTF, i . +4 cANr, UPP WALL SH,WAtL— f'!'t� Ptp�l � lb �ro'RY UP . PLR. 5)1,WALL� — E RI �R gyp. O iA lot�FtR,sH�e . N . A rLR MAtNPLu, sHp*- EbbE NA7L17yG PLA PIP PLAT�s ,HEAR WALL. x 5%rz 514gme PLATE WJ l r4-o' tin✓, 109 AS N0T= ON PLAN z - a 4 coNr, � stcc�rrarslr e101 t RooF 6 d i✓° 6 `0,c, TYR I - xJ 6d wA151LR s A G e '0 C a L R � ,� F: '$TI r ` '� i J ,• ,IN F . i > N � Gx6 FLA-r .24{F Fcr-T- RE114P1154 N fLS4 FLAT ro P PLATE. WHRBFP _4 iJR S 2 o ' G Lep6r±LFaI.o woAtjLa a.RwSIgME Ti�nat PR3 S3ati. Uu a L . _ 9 H R � ' - )L L B; 24 WALL FIXOR rRM, RArf'5dK�=�: tGh ROO �G-10 I �.�. 5HEARWALL. IUTERIOR5HEA'R WALL 16cl e PER 5eH, \WALL SCAHEDEULE BM I1Aw6ER 1 { ` WSH WALL Pj� NAIL9NGPER SCHSD, EOULE LK TYP FLdOoR CIAPf'I, V4" PLY. SEE p.AN 2 d3tieie� I:M(� �v/lo a 4°o,a, r Ism E12"oa �Jb(Sr Zx CgJFFf��NAKKILEK W/MhiN AR_ ` m5R8C/fEDUtN.AE/L N6 5H , V(/ALL 1E7 p , SH. WALLM PLATE &OCKING¢4o,c, LSt7, L+ GCJL i�t," NAILING BEE SCHED. FLOoRJOIST' �°O,G — 1 61 BEpM / 51MPSCMI A 35 G� 2 JDFLR PEfI P1Ar1 W` i��Jpr -- _--� P�RSH.V�/rU_ OFF5ETSW l :.. P0� � 1_ —_`'Yd�` 1 L _, SJMf' u SHE AR�VAL L O 5ECTION #4 °� j gbp. , i l 1 b I.E /fir ROOF OR FL0 k Jo16T5 �4Ro {ppF %L1(LNl?>7�7 031Ly .PER PLAN L(T f blz�csorl. W s� o h - ROB PRAS 91RLY - FvoT'6 nFudlJ As FLt=R, E>stLItJ6 JUt�j' (2) �Ft}COur CLvpL' d(L OR ELK'W Ora y7aRY �u �o1°li MTLiSMAP, HOLDOWN AT EXTERIOR SHEAR WALL —CONE, FLOOR, SHEARWALL AND DIAPHRAGM SCHEDULE 'wr}�i '��" .. "-�®�w •�• Al ��E hN��C"R, `o yp}�L1S r(�tz Rai NDAc?-Ioh/ v+2sl LL 57>:ELj I�AL:TS A�tD N�,rL_S `a+iA t� CrAr_vANrz,Eb) -WHF-N IN c�hlrpca Irrt PRE.55JRF- EA-TB.D 5114R%ld H29 4.'-o'o,G, 112,5 [ELT,) Z-A M)06 6116"0,01 RIM JOIST /- -PLR, 3HEATI/AA 2 ,K, _ X,'2. T �v L SH_ WhLL NAIILIN WIZIiJG 40ULE 2x ST olyr I To SINFWll STR�v wA'L'A. 131-OC,1G PER PLAN 2 . oWr SMI,05 ROOF OR u9R •OIL 00a pl2u bg �a I 4,41 )A/r, Erb . r OL 1 , Y,74TL bf-,)L- Tay PL I 2-Zx 51TASPER I:A, MST Hcv,OnWN SHFA+t WNt �t.L-.L1I.=GA. NAILTiip PLA^S v 5H0V/! WA1,,j SY(EAR ::LcnK LE/ELfND cv- M*P �' I ' r' 0-K v copy SECT ION _� DE Ti&I L 20 Z m �� co n N _ m I eklo is 2 — 2x8 vp, 1t3TeRtoR aeb RING %lo,"6 ?ro 3 1 p b ZY,9 R 2-2AtC7 HP I;Xl-Al-9 6EA.:R1t16 INAl,�5 -00 6L c•y VN 4 ® PTi-1 epo E NOD PLm .) FLcxw: �'� 5H>:aFz WALL. H N LEHTINEN-ENGINEERING WETMORE AVE. k'y lb,z, I EVERE D ETA I L.5 I 5r�r, ID off! --------------- �Fli VJi 57 ESUB FEB - 3 2006 BUILDING DEPARTMENT CITY OF EDMONDS