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BLD2019-0817RESIDENTIAL BLDG Permit • EdmondsCity of •:• •BLD2019-0817 www.edmondswa.gov• • Type: RESIDENTIAL BLDG Owner/ Business: JONATHAN & SELENA KILLIN Status: ISSUED Subtype: NEW SINGLE FAMILY Parcel No: 00409600100900 Site Address: 543 3RD AVE 5 EDMONDS,WA 98020-4103 Applied: 10/1/2019 Subdivision: 004096 Lot: Issued: 3/24/2020 Fire Sprinklers: Yes Lot Area: 8120 Zoning: RS-6 Final: Valuation: $448,731.15 Occupancy Type: R3/U Construction Type: VB �.-,Expiration �Date:10/1/2020 Code Edition: 2015 No. Stories: 2 # of Dwelling Units: 1 �,^' Isstaed by: NED, Scope of Work: KILLIN- NEW SINGLE FAMILY RESIDENCE; P&M INCL WA State Contractor L & I #:JCKILCK812LE City of Edmonds Business License #: 602454996-001-0001 CONTACTS NAME TYPE NAME ADDRESS PHONE EMAIL APPLICANT TONY SHAPIRO 1207 N 200TH ST STE 105, (425)778-5400 TONYS@ADSHAPIRO.COM; SHORELINE WA98133 JON@JCKILLIN.COM CONTRACTOR J C KILLIN GENERAL 543 3RD AVE S, EDMONDS WA (425)754 4915 JON@1CKILLIN.COM CONTRACTOR 98020 OWNER JONATHAN & SELENA KILLIN 543 3RD AVE S, EDMONDS WA 418-2604 (425 ) jon@jckillin.com 98020-4103 FEE INFORMATION DESCRIPTION ACCOUNT AMOUNT PAID PAID DATE RECEIPT # B-BUILDING PERMIT FEE 001.000.322.10.000.00 $3,194.00 B-BUILDING PLAN REVIEW FEE 001.000.345.93.000.00 $2,630.00 $2,630.00 10/1/19 REC077615 B-MECHANICAL PERMIT FEE 001.000.322.10.000.00 $190.00 B-PLUMBING PERMIT FEE 001.000.322,10.000.00 $368.00 B-STATE BUILDING CODE 001.000.237.150 $6.50 SURCHARGE ENGINEERING INSPECTION FEE 001.000.341.82.000.00 $100.00 ENGINEERING INSPECTION FEE 001.000.341.82.000.00 $800.00 $0.00 LARGE FORMAT COPY FEE 001.000.341.81.000.00 $20.00 $0.00 X-TECHNOLOGY FEE 001.000.321.99.100.00 $35.00 TOTALS: $7,343.50 $2,630.00 CONDITIONS CONDITION TYPE STATUS NOTES 48 HRS NOTICE-ENGR FINAL FOR 48 Hours notice is required when requesting your FINAL engineering inspection. NFORMATION Contractor/Owner shall be responsible for repair/replacement of all damage to utilities DAMAGE TO FRONTAGE FOR and/or frontage improvements in city right of way per city standards that is caused by or IMPROVEMENTS INFORMATION occurs during the permitted project. Electrical Permit Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 ESC REQUIRED FOR Maintain erosion & sediment control per city standards. NFORMATION Printed: Tuesday, March 24, 2020 8:26:19 AM 1 of 4 RESIDENTIAL r i PermitCity of • ' 98020 BLD2019-0817 www.edmondswa.gov Expansion Tank In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks. Per UPC 608. Approval of this foundation design is conditional subject to inspection of existing site soil conditions. Foundation Bearing Retaining Walls must be designed and constructed to resist the lateral pressure of the retained material. Provisions must be made for the control and drainage of surface water around buildings. 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 Hold Harmless 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. Hose Bibbs Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. Lot Lines Staked Lot line stakes must be in place at the time of foundation/setback inspection. Maximum Height 25 feet. The agent/contractor shall set up the equipment; establish the datum point and the point of average grade. Call for inspection to verify. These items Maximum Height must be consistent with the approved plan. 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. Final approval on a project or final occupancy approval must be granted by the Building Occupancy 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. Permit Disclaimer 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. PROJECT ASBUILT PRIOR TO FINAL PRV Required 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 Sound/Noise 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. Special inspections have been called for on this project and are noted on the approved SPECIAL INSPECTION BUILDING PRIOR TO FINAL construction plans. It is the owner and or contractors responsibility to ensure that reports DIVISION are provided to the City on a weekly basis. STORM COVENANT FOR INFORMATION All new, extended, re -built or relocated electrical utility and/or service shall be placed Underground Wiring underground. FOR All new extended rebuilt or relocated electrical utility and/or service shall be placed UNDERGROUND WIRING INFORMATION underground. .4 Printed: Tuesday, March 24, 2020 8:26:19 AM 2 of 4 RESIDENTIAL BLDG PermitCity OW of . • 98020 BLD2019-0817 Type B or L vent connectors required on fuel -burning appliances passing through Vent Connectors unheated spaces. Per IMC 803.2 City approved plastic piping may be used in water service piping provided that where metal water service piping is used for electrical grounding purposes, replacement piping Water Service Piping shall be of like materials (UPC 604.8). A state electrical permit and inspection is required if electrical grounding is altered, removed, improved, or added. Contact State Dept. of Labor & Industries Electrical Division at 425-290-1400. Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it Water Service Shutoff enters the building. Installer shall provide the manufacturer's installation, operating instructions, and a whole Whole House Fan house ventilation system operation description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating instructions). INSPECTIONS COMPLETED SEQID INSPECTION TYPE INSPECTOR RESULT NOTES DATE X-3 BUILDING FINAL" B-3 UNDERFLR FRAMING E-3 STRM MGMT FACILITY B-2 SLAB INSULATION B-3 ROOF SHEATHING A-1 BUILDING PRECON B-3 PLUMB ROUGH IN B-3 PLUMB GROUND WK B-7 BUILDING OTHER INSP B-3 MECH ROUGH IN B-4 INTERIOR SHEAR B-5 INSULATION ENERGY B-4 HEIGHT VERIFICATION B-3 GAS PIPING TEST B-4 FRAMING B-2 FOUNDATION WALL E-3 STRM FOOTING DRAIN B-2 FOOTINGS B-4 DRYWALL FASTENING B-3 EXT WALL SHEATHING B-4 SHOWER PAN B-5 BLDG SPECIAL INSPECTION B-7 BUILDING OTHER INSP B-1 SETBACKS A-1 ENGINEERING PRECON Printed: Tuesday, March 24, 2020 8:26:19 AM 3 of 4 _ RESIDENTIAL BLDG Permit PERMIT NUMBER City of Edmonds 121 Sth Ave N, Edmonds WA 98020 BLD2019-0817 www.edmondswa.gov / 425.771.0220 ' . MOBILIZE-- ■ PERVIOUS SURFACES E-4 WATER SERVICE LINE -- E-5 DRIVEWAY SLOPE -- • . -- X-2 ENGINEERING FINAL Printed: Tuesday, March 24, 2020 8:26:19 AM 4 of 4 -,r METER RECORD NUMBERWATER City of Edmonds PERMIT Edmonds • ENG2020-0128 www.edmondswa.gov 0 M WATER METER SIZE: 1 INCH METER ISSUED: 03/24/2020 SITE ADDRESS: 543 3RD AVE S EDMONDS WA 98020-4103 IRRIGATION ONLY: FIRE SPRINKLING: YES APARTMENT/CONDO UNITS: 0 CONTACTS NAME TYPE NAME ADDRESS PHONE APPLICANT TONY SHAPIRO 1207 N 200TH ST STE 105, SHORELINE WA 98133 (425)778-5400 BILLING CONTACT KILLIN JONATHAN & 543 3RD AVE S, EDMONDS WA 98020-4103 SELENA CONTRACTOR J C KILLIN GENERAL 543 3RD AVE S, EDMONDS WA 98020 (425)754-4915 CONTRACTOR OWNER KILLIN JONATHAN & 543 3RD AVE S, EDMONDS WA 98020-4103 SELENA FEE INFORMATION DESCRIPTION AMOUNT PAID PAID DATE WATER METER 1 INCH $2,970.00 $0.00 PUBLIC WORKS -UTILITY•• • METER NUMBER: 0 REGISTER NUMBER: 0 METER LOCATION: BRAND: INSTALLATION DATE: INSTALLED BY: SERVICE MATERIAL/SIZE: READ AFTER ADDRESS: BILLING ACCOUNT NO: ROUTE: 0 ADDITIONAL INFORMATION: TO SCHEDULE INSTALLATION,, THIS DOCUMENT IS NOT VALID UNTIL FEES ARE PAID AND THE CITY ENGINEER OR HIS/HER DEPUTY HAS SIGNED BELOW RELEASED BY DATE Printed: Tuesday, March 24, 2020 8:39:10 AM 1 of 1 SEWER Permit r: 'I City of • • • www.edmondswa.gov425.771.0220 Type: SEWER Owner/ Business: KILLIN JONATHAN & SELENA Status: ISSUED Subtype: TOTAL LINE REPLACEMENT Parcel No: 00409600100900 Site Address: 543 3RD AVE S EDMONDS,WA 98020-4103 Applied: 3/23/2020 Subdivision: 004096 Lot: 0 Issued: 3/24/2020 Fire Sprinklers: Lot Area: Zoning: Final: Valuation: $0.00 Occupancy Type: Construction Type: Expiration Date: 3/24/2021 Code Edition: 0 No. Stories: 0 # of Dwelling Units: 0 Issued by: NED Scope of Work: KILLIN-NEW SEWER LINE WITH SFR-BLD2019-0817 WA State Contractor L & I #:JCKILCK812LE City of Edmonds Business License #: 602454996-001-0001 CONTACTS NAME TYPE NAME ADDRESS PHONE EMAIL APPLICANT TONY SHAPIRO 1207 N 200TH ST STE 105, (425)778-5400 TONYS@ADSHAPIRO.COM; SHORELINE WA 98133 JON@JCKILLIN.COM CONTRACTOR J C KILLIN GENERAL 543 3RD AVE S, EDMONDS WA (425)754-4915 JON@JCKILLIN.COM CONTRACTOR 98020 OWNER KILLIN JONATHAN & SELENA 543 3RD AVE S, EDMONDS WA 98020-4103 FEE INFORMATION DESCRIPTION ACCOUNT AMOUNT PAID PAID DATE RECEIPT# CITY TECHNOLOGY FEE CHARGED 001.000.321.99.100.00 $40.00 $0.00 PER PERMIT ENGINEERING INSPECTION FEE 001.000.341.82.000.00 $110.00 $0.00 SIDE SEWER PERMIT - FULL 423.000.322.90.000.00 $110.00 $0.00 REPLACEMENT TOTALS: $260.00 $0.00 CONDITIONS CONDITION TYPE STATUS NOTES 10' SEPARATION WATER AND FOR Maintain 10 feet of horizontal separation between the sanitary sewer and the water SEWER INFORMATION service line. Contractor/Owner shall be responsible for repair/replacement of all damage to utilities DAMAGE TO FRONTAGE FOR and/or frontage improvements in city right of way per city standards that is caused by or IMPROVEMENTS INFORMATION occurs during the permitted project. ESC REQUIRED FOR Maintain erosion & sediment control per city standards. NFORMATION SIDE SEWER ASSUILT PRIOR TO FINAL Owner/Contractor to provide side sewer asbuilt at final inspection. UNDERGROUND UTILITY FOR Call for locates of underground utilities prior to any excavation. LOCATES INFORMATION INSPECTIONS COMPLETED SEQID INSPECTION TYPE INSPECTOR RESULT NOTES DATE Printed: Tuesday, March 24, 2020 8:35:SS AM 1 of 2 Printed: Tuesday, March 24, 2020 8:35:55 AM 2 of 2 OF WAY Permit City of Edmonds PERMIT NUMBER AveRIGHT 9:01 1 1 ' www.edmondswa.gov Type: RIGHT OF WAY Owner/ Business: KILLIN JONATHAN & SELENA Status: ISSUED Subtype: RESIDENTIAL Parcel No: 00409600100900 Site Address: 543 3RD AVE S EDMONDS,WA 98020-4103 Applied: 3/23/2020 Subdivision: 004096 Lot: 0 Issued: 3/24/2020 Fire Sprinklers: Lot Area: Zoning: Final: 3 Valuation: $0.00 Occupancy Type: Construction Type: Expiration Date: Code Edition: 0 No. Stories: 0 # of Dwelling Units: 0 Issued by: NED Scope of Work: KILLIN-UTILITY CONNECTIONS AND FRONTAGE W SFR-BLD2019-0817 WA State Contractor L & I #:JCKILCK812LE City of Edmonds Business License #: 6024S4996-001-0001 CONTACTS NAME TYPE NAME ADDRESS PHONE EMAIL APPLICANT TONY SHAPIRO 1207 N 200TH ST STE 105, TONYS@ADSHAPIRO.COM; (425)778 5400 SHORELINE WA98133 JON@1CKILLIN.COM CONTRACTOR J C KILLIN GENERAL 543 3RD AVE 5, EDMONDS WA (425)754-4915 JON@1CKILLIN.COM CONTRACTOR 98020 OWNER KILLIN JONATHAN & SELENA IS433RDAVES,EDMONDSWA 98020-4103 FEE INFORMATION DESCRIPTION ACCOUNT AMOUNT PAID PAID DATE RECEIPT # CITY TECHNOLOGY FEE CHARGED 001.000.321.99.100.00 $40.00 $0.00 PER PERMIT ENGINEERING INSPECTION FEE 001.000.341.82.000.00 $440.00 $0.00 RIGHTOF WAY STANDARD PERMIT 001.000.322.40.000.00 $330.00 $0.00 FEE TOTALS: $810.00 $0.00 CONDITIONS CONDITION TYPE STATUS NOTES Contractor/Owner shall be responsible for repair/replacement of all damage to utilities DAMAGE TO FRONTAGE FOR and/or frontage improvements in city right of way per city standards that is caused by or IMPROVEMENTS INFORMATION occurs during the permitted project. ESC REQUIRED O Maintain erosion & sediment control per city standards. ORMATION INSPECTION PRIOR TO BACKFILL FOR Call for all required inspections. All work shall be inspected prior to backfill. NFORMATION PROJECT ASBUILT PRIOR TO FINAL ROW COMPACT TEST PRIOR TO FINAL Printed: Tuesday, March 24, 2020 8:30:54 AM 1 of 2 RIGHT OF ►PermitCity of .NUMBER 99020 ENG2020-01291 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 FOR 7:00am to 6:00pm on weekdays and 10:00am to 6:00pm on Saturdays, excluding Sundays SOUND OR NOISE INFORMATION 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. UNDERGROUND UTILITY FOR Call for locates of underground utilities prior to any excavation. LOCATES INFORMATION INSPECTIONS COMPLETED RESULT SEQID INSPECTION TYPE INSPECTOR DOTES .DATE A-1 TESC AND MOBILIZE X-2 ENGINEERING FINAL" E-7 CONCRETE SIDEWALK E-7 CURB E-7 DWY APPROACH E-7 RESTOR LIMITS E-7 SEWER LATERAL E-7 STRIPING E-7 TRAFFIC CTRL Printed: Tuesday, March 24, 2020 8:30:54 AM 2 of 2 BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 425 771 0220 .hc. 1169- For handouts, submittal requirements, permit status and inspection scheduling information go to: www.edmondswa.gov. PLEASE NOTE: Intake appointments are required for New Single Family Residences, Large Additions, ADU's, New Commercial, and Major Tenant Improvement application submittals. If plans are prepared by a profession- al, electronic files are requested in addition to the hard copies. Please bring electronic files on a flash drive or coordinate for electronic transfer. Please call 425-771-0220 to schedule an Intake appointmentl JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: 543 3rd Avenue South, Edmonds, WA 98020 Parcel: 00409600100900 Lot /Unit/Suite #: PROPERTY OWNER: Name: Subdivision: Jon & Selena Killin Mailing Address: 543 3RD AVE S City/State/Zip: Phone #: Email: EDMONDS, WA 98020 (425) 418-2604 JonC jckillin.com 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: A.D. SHAPIRO ARCHITECTS PS, Mailing Address: Tony Shapiro, AIA City/State/Zip: _ 1207 N. 200th Street, Suite 105 Phone #: Shoreline, WA 98133 425.778.5400 E-mail: tonys@adshapiro.com GENERAL CONTRACTOR: (If different from applicant) General Contractor: Mailing Address:_ City/State/Zip: Phone #: E-mail: STATE UBI #: JCK Enterprises, INC Jon Killin 543 3rd Ave S. Edmonds, WA 98020 425.754.4915 JonQa JCKillin.com CITY OF EDMONDS BUSINESS LICENSE #: WA STATE CONTRACTOR L & I • (CCB) & EXPIRATION DATE: V I �l ► 1 U v%-/ Office Use Only1 Permit #: O L ID 2CJ 1 9 . - Oal - TYPE OF PERMIT (Provide Details ..- ❑ Accessory Structure/ ❑ Addition Detached Garage KI 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: PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished ❑ Unfinished ❑ 1st Floor, sq ft: 2,067 sf 2nd Floor, sq ft: 1,406 sf Garage/Carport:, sq ft: 588 sf Deck/Covered Porch/Patio: 63 sf Other sq ft: PROJECTDESCRIPTION 1.Demolish existing house except for portion of existing foundation. 2.Augment existing foundation new foundation and create new traditional foundation for the remainder of the house. 3.Construct new two story house 4.Existing driveway from street to remain with portion of alley driveway. 5.No new detention due to quantity of existing impervious conditions, see site calculations. 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 t submi permit application to the City of Edmonds. ho iro Print Name: Signature: Date 06/28/19 COMMERCIALGENERAL DATA Occupancy Group(s): Occupant Load(s): Type(s) of Construction: Fire Sprinklers: Yes © No ❑ WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMITTALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet EQUIPMENTMECHANICAL • BTUs Gas / Elec / Other Qty A/C Unit /Compressor Air Handler/VAV Boiler Dryer Duct Gas 1 Exhaust Fans Elec 6 Fireplace 26,000 Gas 1 Furnace 180,000 Gas 1 Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: COUNTS.. re -piped) City City Clothes Washer 1 Tub/Showers g Dishwasher 1 Backflow Device (RPBA, DCDA, AVB) Drinking Fountain 0 Pressure Reduction/ Regulator Valve Floor Drain/Sink 0 Refrigerator Water Supply 1 Hose Bibs 4 Water Heater - Tankless? Y or N 1 Hydronic Heat 0 Water Service Line Sinks 8 Other: Toilets 4 Other: CONNECTION COUNTSor re -piped) BTUs City BTUs Qty A/C Unit 1 Outdoor BBQ/ Fire pit 1 Boiler Stove/Range/Oven 1 Dryer 1 Water Heater 1 Fireplace/ Insert 1 Other: Furnace 1 Other: COUNTSMEDICAL GAS, AIR VACUUM or re -piped) City Qty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type of structure to be demolished: VB residential Square footage of structure to be demolished: 1,694 sf AHERA Survey done? Y / N PSCAA Case #: Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ in Place ❑ Fill Material: I Removal ❑ Size of Tank (Gallons) Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ GRADE/ Grading: Cut <250 cubic yards Fill <250 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. Killin House Replacement 543 3rd Avenue South Edmonds WA 98020 AI" r a gl tY`, ui Pro'ect Team xsas k SSMH l�i � RIM�479 n65.t Q Existing crrveway, (partially extends N Owner: Structural Engineering: below new house footprint, 997sf Outline of existing wood framed carport eve 3 Jon 8 Selena Killin B2 Engineering f 8 Existing retaining wall to and garage footprint 603 SF X 65.9 }j O 543 3RD AVE S Basri Basri 1 S �' ♦ remain In place EDMONDS, WA 98020 1530661st PI. NE 1 a' 33'-1' A X 65.1 N 88d55'11W 13 659 (425) 418-2604 Kenmore, WA 98028 65 a t EL 3 0 _'X CD Jon@jckillin.com 425.296.2993 X647 BBasri1@gmail.com c Architect: Contractor: I f '' W yco a A.D. SHAPIRO ARCHITECTS PS JCK Enterprises, INC Manhole r m to serve as 30-3 +/ TONYSHAPIRO,AIA Jon Killin budding he!ght benchmark pg?, ' a •' / 1 (� Q w 1207 N. 200th Street, Suite 105 543 3rd Ave S. 3 J Poraon of ex!sbng dnvewa - ' V Shoreline ,WA 98133 Edmonds, WA 98020 to remain, 504 SF t Proposed footprint, ---NE EL68.8I, '_; '•J�;, ¢ /� m 425.778 5400 425.754.4915 ro `_ t k t r of new house garage and porch. \ V Dj °z tonys@adshapiro.com Jon@JCKlllin.com l g, '. I i. ;6Existi ravel drive to remain, Y I 2,655 SF ng 9 Q c ' 67 " ,,.'. ExisOnq urnmproved alley � m F�rlaaflg Carb CUt t0 a 6: + Line of roof overhan 'Ar' remain unchanged 1..� F i ical s� . typI I I DS r' Building Height Calc's. 1 Covered erfryporch, 123 sf 1S3 I I %66.4 �y J New pedestrian access to % 6.8 N o N l o entry, 160sf BUILDING HEIGHT CALCULATIONS T Z DSIs CORNER ELEV 1 6a DS 7.7 s 67.3 I "� O ..,;, it NORTH EAST CORNER 86.8 FT 68.8 °••= X8.0 - Tight line all downs drains X6 %672 I a ! a p = � NORTH WEST CORNER 66.3 Fr 66.4 8, :•I, to.. z � a:6 SOUTH WEST CORNER - 898 FT 6.9 67p ) 66: Upsize existing water feed to Wall mounted gas and else meters, L a SOU7H EAST CORNER - _ 67.3FT 67.8 * { : ' - accom!date flr sprinkler - Outline of footprint of existing wood 67 + oo w TOTAL _ -- _ " 276.7 FT'- -270.9 ` 1 .' v med house on concrete and CMU a N e s semi ' min speretlon see south elevation AVERAGE GRADE 67.7 67.7 Q'j EL 69.8II DS 01 •J UP foundation 1,120 SFfi78 demo plan: MAX ALL BLDG HEIGHT 25.0 25.0 0 _ I / DS G - I - $ A00 Satbk L gem Z 00 0 _ - - - - ENTRYELEVATION 100.0 -�_ 6crshng coot curb arnf - a, � W �' �✓ 35'-y. 69.t W- � X ! - EI67.8 31'-11" M ': HEIGHT OF THE HIGHEST RIDGE 25.0 25.0 .sldewali �- G I w G w 68 `'. N o PROPOSED BIJILTStNG"HHECG`"HT..-"....... '• - .- D - - RVEYDATU 6"7$ ,::°• •.., 7 20'-0' ft69 aS --.- ,. Setbk -w % .9 `Asphalt road .-__ p .- ." - ..E'_.... x N 88d55'01" W n 3 l - ._ 130.9T 69.5 s9 10 ........ .. _ .' 68.2 Modify/extend existing gas feeder to the east and north _ Fire hydrant approx 150'+/- swth at Erbbren Drive n Sit* Plan 3 egister d C it t NYD.8N 1110 t Washingt n W N C O N C j O ti ya N ❑ UQ O 0 O Z SHEETTITLE Site Plan Z e Comer;_FIa&_ Setbac Re aired Actual Front Sides Rear Pjl-�'ZC��C( - 0g 1 Other Marysville permit No: PAIB-045 SCALE: DRAWN BY: 1"=10'-0" ADS DATE: CHECKED BY: 07/16/19 ADS PROJ. No: �IRECEIVED 1256s-DD CITY CO}1+ SHEET No: OCT 012019 ///LLL /'� DEVELOPMENT SERVICES CTR. / \ 0 0 - l J CITY EN S ,F•�` SSMH serve as building height benchmark, see RIM=64.79 survey or the architectural site plan ° X( 5 ri A P OVER BY LANNING Existing driveway, (partially extends Step encroachment into setback , d°. below new house footprint, 997sf Outline of existing wood framed carport eve v Existing retaining wall to and garage footprint 603 SF remain in place33 -1 /� X , E °_ ` a • / X %` "� N 88d55'11" W 130 ° '4 • c f a I ° EL 66.3 �` X e, X _ — 30 -1 +/- —DS . DS--- ° 4 Ub I _ : aPortion of existing driveway ° Proposed footprint, -NE EL 66.8 f e o • to remain, 504 SF: ' ` ,� a a - : a ° I of new house garage and porch Existingravel drive to remain, 734 SF 2,655 SF\X X 9 I° 54 .:Existing unimproved alley :' d Existing curb cut to ° ih �Q� L., — — — 1 ° b. ° N . remain unchanged ` ' + N I Line of roof overhang a ° l ° o typical ad cD w I I I I DS — x ,b in Covered entry porch, 123 sf d I New pedestrian access to d Fd e I entry, 160sf z _ ° a I d X— Dd DS ° I u I r. X _ DS s c dl -� I X _ ti Tight line all down spout/roof drains Silt fencing see: —_ �— to infiltration trench at SW corner of X al= site Outline of footprint of existing wood coo 20' roof drain infiltration framed house on concrete and CMU trench see: I / DS I UP foundation 1,120 SF, see demo plan: 23 DS X ` ` Y A002 Existing conc curb and 35'-9" c, XEl 31'-11" sidewalk I �, DS— ° -4 �t ----- --- 3 ° X I EL69.8 — X.:1. _ — 25'-0" +/- — — Asphalt road X N 88d55'01" W -�" l 130.9T ZoneNZ&— L Corner 0 Flag�li 14P \Setbacks Required rhial Fire hydrant approx 150'+/- I south at Erbtxen Drive -- _ OVED BY(MANNING Front ENGINEERING DIVISION Sides --- RESUB APPROVED AS N TED Rear -76 seta: 3 2 Zo+P.d Site Plan 1�3 - ` Other JAN 2 1 2020 2 Td eiv , 4wrMwT AJ 1 1" = 10`-0" BUILDING DEPARTMENT pL r-L�ilIL��NLF�2uV6� CITY OF EDMONDS shapiro archrllects Killin House Replacement A117 _ P 18105 Sunset Way, Edmonds, WA 98026 425.778.5400 543 3rd Avenue South, Edmonds, WA 98020 I 07/16/19 I 12563-00 Site Plan COBALT GEOSCIENCES March 12, 2020 Jon Killin ionna jcl illin.com RE: Plan Review Proposed Residence 543 3rd Avenue South Edmonds, Washington Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, Washington 98028 In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has prepared a plan review letter for the proposed development. In preparation of this letter, we have reviewed the civil plan dated March 12, 2020 which shows the location of the proposed infiltration system. We are in agreement with the geotechnical related information presented in the plans based on our previous report for the project. We should be on site during infiltration system excavation to verify/confirm soil conditions are as anticipated. Local overexcavation or other minor alterations may be necessary. Sincerely, Cobalt Geosciences, LLC wAQy��`� ' 4896 ,4 2 NA1. exp. 6-26-2020 Phil Haberman, PE, LG, LEG Principal BtWD 11-DE 17 G3 E U!'F1,13. MAR M NG M ,,4 Y - 'o, 4. r CITY OF ED-ViONW wwtv.cobaltgeo.com (2o6) 331-1097 r 1 of 41 jo r,, .: www.b2engineers.com CITY COPY 7516 NE 153rd Place NE Kenmore, WA98028 (425) 296-2993 KILLIN RESIDENCE yvP��f WASec STRUCTURAL DESIGN y z 543 3RD AVE SOUTH EDMONDS WA 98020 �^ AURAL ENG�1' `SS/ONAL ENO PROJECT NO: 17045 DATE:07/31/17 PREPARED BY: BASRI BASRI PE, SE design Criteria International Building Code (IBC) 2015 American Society of Civil Engineers (ASCE) 7-10 Proiect Description STRUCTURAL DESIGN OF TWO STORY ADDITION TO EXISTING HOUSE UTILIZING CONVENTIONAL WOOD CONSTRUCTION ON SHALLOW CONCRETE FOUNDATION. THE LATERAL SYSTEM CONSISTS OF PLYWOOD SHEARWALLS AND SIMPSON WSW STRONG WALLS. THE SEISMIC ACCELERATIONS ARE OBTAINED FROM USGS WEBSITE. THE WIND TOPOGRAPHIC FACTOR (Kzt) OF 1.0 IS USED SINCE THE SITE TERRAIN IS CONSIDERED FLAT. PLEASE SEE ATTACHED CALCULATIONS Seismic Criteria S" %g 127 S1, %g 50 Risk Category 11 Site Class D Ductility Factor, R 6.5 Seismic Performance Category D Wind Criteria Ultimate Wind Speed, mph 110 Building Classifications II Wind Exposure Category B Topographic Effect, Kzt 1.0 RECEIVED OCT 0 12013 DEVELOPNIL141 othviGES CTR. CITY OF EDMONDS 1-3u)zolq -o g (I 0� -TIV JI Bd'�= �Pi'�__ vl��oo� �oT�S (�s-NO'l�s CAL� o to �..1 F- I v v�ta-r&s POST 1' g I =) o1wo-r�5 'F'LOGi1Z J61S�' i� RN Xi ATiB' E.W. ON RETESLAB CTE CRUSHED BAR IE .COMPACTED CRUSHED ROCK VAPOR PROVIER, SAND LAYER PROVIDE,' DEEP SAWCUTJOIM AT 3f Fi q. SPACINGEACH S-4 2X& AT 18' fL I I - — TM - sl �- /a F �I 77 LSTHDS � � to s w 5THD14 N 0 a � t r t uprw- �=• Q Q Q Q Q rel n P-00�' A Q Q Q s _4D ---(D 5/31/2017 Design Maps Summary Report rgt= Design Maps Summary Report User —Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.804440N, 122.37999°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USGS—Provided Output SS = 1.266 g SMs = 1.266 g SUS = 0.844 g S1 = 0.496 g SMI = 0.746 g SDI = 0.498 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NENRP" building code reference document. 1. is 1.33 1.17 1A4 a91 a7a o ass <n W,2 a.sa a2c a1s aa3 PACER Response Spec (rum Pen" T (sec) M as9 ags aa1 a72 CLW a]4 ° a45 ar, a27 a 1a aa9 ao3 (Design Response Spectrum Penod. T (see) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. b 5of41 https://earthquake.usgs.gov/cn2ldesignmaps/us/sum mary.php?tem plate=minimal&latitude=47.8044414198362&longitude=-122.37999200820923&siteclass=3&ri... 1/1 5/31/2017 Geocontext-Profiler —create a topographic profile DE EN PL R6 of 41V Center for Geographic Analysis Reset Search location: Mode of travel: Direct (recommended) • You are here ... Zoom: 15 Counter markers: 2 Status: OK ft 300 Uphill: 0.72 mi 66% Downhill: 0.36 mi 34% Denivelation: 273 ft [ - 250 200 150 100 .�-.._... - 50 0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 mi Distance: 2,600 ft Elevation: 63 ft I [ T ] [ 1 ] [ H ] CSv Ascetic ScienYrfic 0 Linear Mediana — Trendline — I ❑ A—B — curved Earth ...............................................................: ......................................................... i Okm (m) *mi (ft) ......................................................... Decimal point: [ , ] [ . ] Help How to make a topographic profile? http://www.geocontext.org/publ/2010/04/profiler/en/ 5/31/2017 Geocontext-Profiler —create a topographic profile • e1-C n text Center for Geographic Analysis DE EN PL R9 Of 41V F_ I Reset Search location: Mode of travel: Direct (recommended) .. Zoom: 15 Counter markers: Status: OK ft 180 Uphill: 0.45 mi 65% Downhill: 0.24 mi = Denivelation: 130 ft I [ 160 140 120 100 80 60 40 0 0.1 CSV Ascetic Scientific ................................................................. i Linear ❑ Mediana — Trendline — ❑ A—B — i ❑ Curved Earth .............................................................. : ......................................................... Okm (m) *mi (ft) ....................................................... Decimal point: [ , ] [ . ] 0.2 0.3 0.4 0.5 0.6 You are here Distance: 1,779 ft I Elevation: 67 ft I [ T ] [ 1 ] [ " ] II�. '= ? Help How to make a topographic profile? http:/A,vww.geocontext.org/pubi/2010/04/profiler/en/ 1 /18 It SEISMIC BASE SHEAR CALCULATIONS PER IBC 2015 (ASCE 7-10) Response Spectral Acc. (0.2 sec) Ss=127.00%9 = 1.270g Figure 22-1 through 22-14 Response Spectral Acc.( 1.0 sec) S, = 50.00%g = 0.500g Figure 22-1 through 22-14 Soil Site Class O Table 20-3-1, Default = D Site Coefficient Fa = 1.000 Table 11.4-1 Site Coefficient F, = 1.501 Table 11.4-2 Max Considered Earthquake Acc. Sms = F,S = 1.270 (11.4-1) Max Considered Earthquake Acc. S., = F� S, = 0.750 (11.4-2) @ 5% Damped Design Sos=2/3(Sms) = 0.847 (11.4-3) So,=2/3(SM,) =0.500 (11.4-4) Building Occupancy Categoriesl IL Standard Table 1-1 Design Category Consideration: I Flexible Diaphragm with dist. between seismic resisting system >40ft Seismic Design Category for 0.1 sec D Table 11.6-1 Seismic Design Category for 1.0sec D Table 11.6-2 S1 <.75g NA Section 11.6 Since Ta < .BTs (see below), SDC = D Control (exception of Section 11.6 does not apply) Comply with Seismic Design Category D IRC, Seismic Design Category = D2 T-R301.2.2.1.1 12.8 Equivalent lateral force procedure A, BEARING WALL SYSTEMS T-12.2- Seismic Force Resisting Systems 13. Light -framed walls sheathed with wood structural panels rated for shear resistance or steel she, C, = 0.02 x = 0.75 T-12.8-2 Building ht. H,=25 ft Limited Building Height (ft) =65 Cu =1.400 for So, of 0.5009 Table 12.8-1 Approx Fundamental period, T. = C,(hn)x = 0.224 12.8-7 T, = 2.000 Sec Calculated T shall not exceed <_ Cu.Ta Use T = 224 sec. 0.8Ts = 0.8(SD,/SDs, = 0,473 Control (exception of Section 11.6 does not apply) Is structure Regular & <_ 5 stories ? Yes 12.8.1.3 Response Spectral Acc.( 0.2 sec) Ss = 1.270g Max Ss _< 1.59 Fa = 1.00 @ 5% Damped Design Sos = z/a(F,Ss) = 0.847g (11.4-3) Response Modification Coef. R = 6.5 Table-12.2-1 Over Strength Factor 92 = 2.5 foot note g Importance factor I = 1 Table 11.5-1 Seismic Base Shear V = G'W C = SDs =0.130 (12.8-2) R/I or need not to exceed, C = SD' = 0.344 For T<_ T (12.8-3) ` (R/1).T or C. = SDIT` N/A For T > TL (12.8-4) Tz(R/I) C.shall not be less than = 0.01 (12.8-5) Min C. = 0.5S,1/R N/A For S, ? 0.69 (12.8-6) Use C. = 0.130 Design base shear V = 0.130 W Control 8of41 1 3D 4B 7C 9A 51 TRANSVERSE ELEV. 21.81 2a= 10.2ft 26.03 kips 13.Opsf 17.70 k 13.9 psf 71 ft op All forces shown in psf 10. =28.2 1 � 71 LONGITUDINAL ELEV. 10 % of least dimension= 5.1 ft 40 % of the eave height = 8.7 ft 4 % of least dimension or 3 ft= 3.0 ft therefore a = 5.1 ft Example: ps =A Kelps, t t t T 15.67C 3.59A PLAN VIEW FIGURE 28.4-1, Main Wind Force System :S I Load ►irection Roof Angle Horizontal Loads Vertical Loads End Zone Interior zone End Zone Interior zone Overhang Wall A Roof (B) Wall (C) Roof (D) WW E) LW F) WW (G) LW (H) EOH GOH ,erse idinal 14.0 23.59 -8.24 15.67 -4.63 -23.00 -14.89 -15.98 -11.36 -32.27 -25.25 F All 19.12 -10.01 12.7 -5.98 -23 -13.15 -15.98 -10.16 -32.27 -25.25 pressure under horizontal loads is less than zero, use zero d minus signs signify pressures acting toward and away from projected surfaces, respectively. design of the longitudinal MWFRS use 6 = 0°, and locate the zone E/F, G/H boundary at the mid -length of the building I 10 of 41 m• - • Job No. Sheet No. www.b2engineers.com Project No. Sheet Title 7516 NE 153rd Place NE Checked By Made By Kenmore, WA 98028 (425) 296-2993 Date Date WIND FORCES: LOCATION WIDTH HEIGHT INTERIOR END ZONE FORCE SUBTOT PRESSURE PRESSURE Transverse Direction END ZONE WIDTH 10.2 FT ROOF T.O.Roof to Parapet 71 0.0 -4.63 -8.24 = 0 T.O. Roof TO MID 71 5.5 15.67 23.59 = 7007 46FLOOR 7007 MID TO FLOOR 71 0.0 15.67 23.59 = 0 FLOOR TO MID 71 0.0 15.67 23.59 = 0 3b FLOOR 0 MID TO FLOOR 71 0.0 15.67 23.59 = 0 FLOOR TO MID 71 0.0 15.67 23.59 = 0 2,1 FLOOR 0 MID TO FLOOR 71 5.5 15.67 23.59 = 7007 FLOOR TO MID 71 5.5 15.67 23.59 = 7007 14014 TOTAL FOR WALL SHEAR: 21.02 Kips Longitudinal Direction ROOF T.O.Roofto Parapet 51 0.0 12.7 19.12 = 0 T.O. Roof TO MID 51 5.5 12.7 19.12 = 4282 41 FLOOR 4282 MID TO FLOOR 51 0.0 12.7 19.12 = 0 FLOOR TO MID 51 0.0 12.7 19.12 = 0 3n0 FLOOR 0 MID TO FLOOR 51 0.0 12.7 19.12 = 0 FLOOR TO MID 51 0.0 12.7 19.12 = 0 2n° FLOOR 0 MID TO FLOOR 51 5.5 12.7 19.12 = 4282 FLOOR TO MID 51 5.5 12.7 19.12 = 4282 8564 TOTAL FOR WALL SHEAR: 12.85 Kips 11 of 41 No. Sheet No. mJob www.b2engineers.com Project No. Sheet Title 7516 NE 153rd Place NE Checked By Made By Kenmore, WA 98028 (425) 296-2993 Date Date DEAD LOAD WEIGHTS FOR SEISMIC FORCE CALCULATIONS: Unit Roof Weight: 12 psf Unit Floor Weight: 12 psf Unit Exterior Wall Weight : 11 psf Unit Interior Corridor Wall Weight: 0 psf Unit Interior Patty Wall Weight: 0 psf Unit Interior Partition Wall Weight: 7 psf LOCATION LENGTH HEIGHT UNIT WT. TOTAL SUB WEIGHT TOTAL ROOF LEVEL: Roof 1555 1.00 12 = 18660 Ext. Wall Below 155 5.5 11 = 9378 psf Corridor Wall Below 0 5.5 0 = 0 19 Party Wall Below 0 5.5 0 = 0 Partition Wall Below 50 5.5 7 = 1925 29963 FOURTH FLOOR LEVEL Floor 0 1 12 = 0 Ext. Wall Above 0 0 11 = 0 Corridor Wall Above 0 0 0 = 0 Party Wall Above 0 0 0 = 0 Partition Wall Above 0 0 7 = 0 Ext. Wall Below 0 0 11 = 0 psf Corridor Wall Below 0 0 0 = 0 #DIV/0! Patty Wall Below 0 0 0 = 0 Partition Wall Below 0 0 7 = 0 0 THIRD FLOOR LEVEL Floor 0 1 12 = 0 Ext. Wall Above 0 4 11 = 0 Corridor Wall Above 0 0 0 = 0 Party Wall Above 0 0 0 = 0 Partition Wall Above 0 4 7 = 0 Ext. Wall Below 0 4 11 = 0 psf Corridor Wall Below 0 0 0 = 0 #D1V/01 Party Wall Below 0 0 0 = 0 Partition Wall Below 0 4 7 = 0 0 SECOND FLOOR LEVEL Floor 2650 1 12 = 31800 Ext. Wall Above 225 5.5 11 = 13613 Corridor Wall Above 0 0.0 0 = 0 Party Wall Above 0 0.0 0 = 0 Partition Wall Above 50 5.5 7 = 1925 Ext. Wall Below 255 5.5 11 = 15428 psf Corridor Wall Below 0 5.0 0 = 0 24 Party Wall Below 0 5.0 0 = 0 Partition Wall Below 50 5.5 7 = 1925 64691 STRUCTURE WEIGHT FOR SHEAR WALL TOTAL: 94.7 Kips FOUNDATION LEVEL: Ext. Wall Above 0 5.5 Il = 0 Corridor Wall Above 0 5.0 0 = 0 Party Wall Above 0 5.0 0 = 0 Partition Wall Above 0 5.5 7 = 0 STRUCTURE WEIGHT FOR BASE SHEAR TOTAL: 94.7 Kips 12of41 www.b2engineers.com 7516 NE 153rd Place NE Kenmore, WA98028 (425)296.2993 Vertical Seismic Distribution Cs = 0.13 W W = 94.7 kips V = 12.3 kips Important: It is assumed that the R value is the same Rho = 1 for both directions No. Title By N/S Direction E/W Direction Story Total Story Story Story Story Story Mot Floor Height Height Weight Wi"Ht Force Shear Force Shear Hi Ht Wi Fi E Fi E E ft ft (kips) k-ft) (kiPs) (kip!)_(kips) (kips) ki -ft) Roof 11.00 30.00 30.0 899 6.9 6.9 6.9 6.9 206.45 Fourth 0.00 19.00 0.0 0 0.0 0.0 0.0 0.0 0 Third 8.00 19.00 0.0 0 0.0 0.0 0.0 0.0 0 Second 11.00 11.00 64.7 712 5.4 5.4 5.4 5.4 59.93 Ground 0.00 0.00 0.0 0 0.0 0,0 0.0 0.0 0 y ./ IOIV IL.0J IL— Diaphragm Seismic Distribution Story Total Story Force Calculated Max Min Governing Transverse Longitudinal Floor Height Height Weight Distribution Fpx Fpx Fpx Fpx Fpx Fpx Hi I Ht I Wi Fx ft ft (kips) (kips) (kips) (kips) (kips) (kips) If) If Roof 11.00 30.00 30.0 6.9 6.9 10.1 5.1 6.9 226 314 Fourth 0.00 19.00 0.0 0.0 0.0 0.0 0.0 0.0 #DIV/01 #DIV/01 Third 8.00 19.00 0.0 0.0 0.0 0.0 0.0 0.0 #DIV/0! #DIV/01 Second 11.00 11.00 64.7 5.4 8.4 21.9 11.0 11.0 211 293 Ground 0.00 0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1Q'Wr rat 13of41 amm m _ • • Job No. Sheet No. www.b2engineers.com Project No. Sheet Tide 7516 NE 153rd Place NE Checked By Made By Kenmore, WA98028 (425) 296-2993 Date Date Lateral Forces Summary Level Wind (Trans.) (kips Wind (Long.) (kips) Seismic (Trans.) (kips Seismic (Long.) ki s Roof 7.01 4.28 6.88 6.88 Fourth 0.00 0.00 0.00 0.00 Third 0.00 0.00 0.00 0.00 Second 1 14.01 8.56 1 5.45 1 5.45 Total 1 21.02 12.85 1 12.33 1 12.33 Controlling: Transverse -Wind Longitudinal -Wind 7.01 K 0.00 K 0.00 K 14.01 K 4.28 K 0.00 K 0.00 K / 8.56 K Transverse Direction Longitudinal Direction 14 Of 41 SHEARWALL, DIAPHRAGM, STRAP AND HOLDOWN CAPACITY TABLE PER IBC 2012 PLYWOOD SHEATHED SHEARWALL LRFD CAPACITY (SEISMIC/WIND) COMMENT SW6 (15/32" PLYWOOD WITH 10d AT 6" AT EDGE, 10d AT 12" FIELD NAILING) 496 PLF/ 696 PLF SDPW S TABLE 4.3A SW4 (15/32" PLYWOOD WITH 10d AT 4" AT EDGE, 10d AT 12" FIELD NAILING) 736 PLF/ 1032 PLF MULTIPLY VALUES BY TWO IF SHEATHING SW3 (15/32" PLYWOOD WITH 10d AT 3" AT EDGE, 10d AT 12" FIELD NAILING) 960 PLF/ 1344PLF APPLIED ON BOTH SIDES SW2 (15/32" PLYWOOD WITH 10d AT 2" AT EDGE, 10d AT 12" FIELD NAILING) 1232 PLF/ 1724 PLF UNBLOCKED FLOOR DIAPHRAGM LRFD CAPACITY (SEISMICIWIND) COMMENT 15/32" PLYWOOD WITH 8d AT 6" AT EDGE, 8d AT 12" FIELD NAILING 368 PLF/ 516 PLF SPDW S TABLE 4.2B 15/32" PLYWOOD WITH 10d AT 6" AT EDGE, 1 Od AT 12" FIELD NAILING 408 PLF/ 572 PLF 19/32" PLYWOOD WITH 10d AT 6" AT EDGE, 10d AT 12" FIELD NAILING 456 PLF/ 640 PLF SIMPSON'S FLOOR STRAP LRFD CAPACITY (SEISMIC/WIND) COMMENT CS18 1916 LBS/ 2190 LBS 12" END LENGTH CS16 2363 LBS/ 2700 LBS 14" END LENGTH CS14 3487 LBS/ 3985 LBS 20" END LENGTH CMSTC16 6236 LBS/ 7336 LBS 26" END LENGTH CMSTC14 9086 LBS/ 10384 LBS 36" END LENGTH SIMPSON'S HOLDOWN LRFD CAPACITY (SEISMIC/WIND) COMMENT HOU2 4305 LBS/4920 LBS HOU4 6391 LBS/ 7304 LBS HDU5 7905 LBS/ 9032 LBS HDUB 8372 LBS/ 9568 LBS LSTHDB/ LSTHDBRJ AT 6" STEMWALL 2730 LBS/ 3120 LBS CRACKED CONCRETE (CORNER CONDITION) STHD10/ STHIORJ AT 6" STEMWALL 3700 LBS/ 4224 LBS CRACKED CONCRETE (CORNER CONDITION) STHD14/ STHD14RJ AT 6" STEMWALL 5173 LBS/ 5912 LBS CRACKED CONCRETE (CORNER CONDITION) LSTHDB/ LSTHDBRJ AT 8" STEMWALL 2730 LBS/ 3120 LBS CRACKED CONCRETE (CORNER CONDITION) STHD10/ STH1 ORJ AT AT 8" STEMWALL 4116 LBS/ 4700 LBS CRACKED CONCRETE (CORNER CONDITION) STHD14/ STHD14RJ AT AT 8" STEMWALL 5340 LBS/ 6100 LBS CRACKED CONCRETE (CORNER CONDITION) SIMPSON'S ANCHOR BOLT FOR SHEARWALL HOLDOWNS LRFD CAPACITY (SEISMIC/WIND) COMMENT SSTB16 (5/8" DIAMETER, 12 5/8" MIN. EMBED., 6" STEMWALL) 3570 LBS/ 5776 LBS 2500 PSI MIN. CONCRETE (CORNER CONDITION) SSTB20 (5/8" DIAMETER, 16 5/8" MIN. EMBED., 6" STEMWALL) 4403 LBS/ 6464 LBS 1 3/4" MIN. EDGE DISTANCE SB 5/8"X24 (5/8" DIAMETER, 18" MIN. EMBED., 6" STEMWALL) 8022 LBS/ 10680 LBS SB 7/8"X24 (7/8" DIAMETER, 18" MIN. EMBED., 8" STEMWALL) 10997 LBS/ 14968 LBS SB 1"X30 (1" DIAMETER, 24" MIN. EMBED., 8" STEMWALL) 11640 LBS/ 15848 LBS 15of41 2nd story Shearwall forces -Transverse Direction Story shcar(kips) = 7.00 Story height (ft) = 10.00 Total Width(ft)= 70.00 Story Wall Wall Opening Opening Opening Accumulated shear(kips)= 7.00 S IMPSO l✓ l JSt,.I -,q n Plate to Sheathing Min Panel Co Trib.Width % Sharing Story Sum/' Story Sum Panel Req. Panel Plate Sum RM Resultant Force at 2 TB 2.0 0.00 0.00 0.00 1.00 1.00 2.00 1.00 15.00 0.50 0.75 0.75 0.08 0.08 375 938 375 7.50 0.16 3.68 0.00 2 TC 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/O! NA 2 TD 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 i ! NA 2 TE. 8.0 0.00 0.00 0.00 0.00 1.00 8.00 1.00 35.00 1.00 3.50 3.50 0.20 0.20 438 438 438 35.00 6.46 3.65 NA G51'/,< yg 2 TF 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! 0! #DIV/0! 0.00 0.00 ! NA 2 TG 0.0 0.00 0.00 0.00 0.00 #DIV/01 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! IV/0! #DIV/O! 0.00 0.00 #DIV/0! NA 2 TH 0.0 0.00 0.00 0.00 0.00 #DIV/01 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! ! #DIV/0! 0.00 0.00 #DIV/0! NA 2 TI 24.0 10.00 4.00 3.00 0.00 0.58 3.00 0.80 20.00 1.00 2.00 2.00 0.08 0.08 143 298 83 20.00 23.62 -0.11 NA 2 T1 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 NA 2 TK 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 NA 2 TL 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 NA 2 TM 0.0 0.00 0.00 0.00 1.00 1.00 0.01 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0 0.00 0.00 0.00 0.00 2 TN 0.0 0.00 0.00 0.00 0.00 #DIV/01 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #Dko!!! #DIV/0! 0.00 0.00 #DIV/01 NA 2 TO 0.0 0.00 0.00 0.00 0.00 #DIV/01 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #D #DIV/0! 0.00 0.00 #DIV/0! NA 2 TP 0.0 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #D #DIV/0! 0.00 0.00 #DIV/0! NA Sum 36.0 10.00 70.00 4.00 7.00 7.00 sW 1st story Shearwall forces -Transverse Direction Story shear(kips) = 14.0 Accumulated shear(kips)= 21.00 Story height (ft) = Total Width(Ft) = 10.00 70.00 W2 $! tj y 5 S J h _,r� Story Wall Wall Opening Opening Opening Plate to Sheathing Min Panel Co Trib.Width % Sharing Story Su Story Sum Panel Req. Panel ate Sum RM Resultant orce at D ft Width ft Height ft to Ed e ft O enin ft Ratio Width ft ft V(kips) DL kl DL kl Shear I Shear 1 ear I OT -ft k-ft HD k! s Window (k! s I TA 2.0 1.00 1.00 2.00 1.00 15.00 0.20 0.60 0.90 0.08 0.16 450 1125 45Z 6.50 0.33 8.10 0.00 1 TB 2.0 0.00 0.00 0.00 1.00 1.00 2.00 1.00 15.00 0.20 0.60 0.90 0.08 0.16 450 112 456.50 0.33 8.10 0.001 TC 3.0 0.00 0.00 0.00 0.00 1.00 3.00 1.00 15.00 0.30 0.90 1.35 0.20 0.20 450 750 45.50 0.91 4.23 NA j I TI) 3.0 0.00 0.00 0.00 0.00 1.00 3.00 1.00 15.00 0.30 0.90 1.35 0.20 0.20 450 50 0 13.50 0.90 4. 1 TB 1&0 0.00 0.00 0.00 1.00 1.00 18.00 1.00 23.00 1.00 4.60 6.90 0.17 0.37 383 383 383 104.00 59.62 2.80 0.00 1 TF 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! 0.00 0.00 NA I TG 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! #DIV/0! 0.00 0.00 #DIV/0! N STD1N 1 TH 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! # 0! #DIV/0! 0.00 0.00 i NA 1 TI 8.3 0.00 0.00 0.00 1.00 1.00 8.30 1.00 20.00 0.67 2.70 4.05 0.21 0.30 488�610 488 60.48 10.20 6.18 ➢ 0.00 I TJ 4.0 0.00 0.00 0.00 0.00 1.00 4.00 1.00 20.00 0.33 1.30 1.95 0.14 0.14 488 488 19.51 1.14 1 TK 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/ #DIV/0! 0.00 0.00 ! NA1 TL 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #D / #DIV/0! 0.00 0.00 # ' N I TM 3.0 0.00 0.00 0.00 0.00 1.00 3.00 1.00 12.00 0.50 1.20 1.80 0.08 0.08 600 600 18.00 0.37 5.89 NA 1 TN 3.0 0.00 0.00 0.00 0.00 1.00 3.00 1.00 12.00 0.50 1.20 1.80 0.08 0.08 600 �DIV/O!!! 600 18.00 0.37 5.89 NA 1 TO 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 #DIV/0! #DIV/0! 0.00 0.00 # /0! NA 1 TP 0.0 0.00 0.00 0.00 0.00 #DIV/01 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! #DIV/0! 0.00 0.00 #DIV/o! NA Sum 46.3 0.00 70.00 4.00 14.00 21.00 1 2nd story Shearwall Forces -Longitudinal Direction Story shcar(kips) = Story height (ft) = Total Width(ft)= Story Wall Wall Opening Opening D ft Width ft Height ft 6.9 10.0 32.0 Opening to Edge ft Plate to Opening (ft)Ratio Sheathing Min Panel Width ft Co Accumulatcd shcar(kips)= Trib.Width %Sharing ft Story ki V s 6.90 Sum V(kips) Story DL kl Sum DL kl Panel Shear I Req. Pa She 1 Plate Sum Shear 1 OTM k-ft RM k-ft Resu ant H s 16 of 41 Force at Window Id s 2 LA 14.0 8.50 4.00 3.00 0.00 0.39 3.00 0.80 16.00 0.31 1.08 1.08 0.24 0.24 196 408 77 10.78 23.32 -2.32 NA 2 LB 12.6 6.50 4.00 3.00 0.00 0.48 3.00 0.90 16.00 0.35 1.20 1.20 0.24 0.24 196 363 95 11.96 18.89 -0.92 NA 2 LC 14.5 8.50 4.00 2.90 0.00 OAI 2.90 0.80 16.00 0.34 1.18 1.18 0.24 0.24 196 422 81 11.76 25.02 -2.24 N C. 2 LD 0.0 0.00 0.00 0.00 0.00 #DIV/O! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/0! # ! #DIV/O! 0.00 0.00 2 LE 7.0 0.00 0.00 0.00 0.00 1.00 7.00 1.00 16.00 0.53 1.84 1.84 0.24 0.24 263 263 263 18.44 5.83 S#!?O!�,_�---NA NA 2 LF 12.6 6.50 4.00 3.00 0.00 OA8 3.00 0.90 16.00 0.47 1.61 1.61 0.24 0.24 263 488 127 16.06 18.89 NA 2 LG 0.0 0.00 0.00 0.00 0.00 #DIV/O! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/01 ! #DIV/O! 0.00 0.00 #DIV/O! NA 2 LH 0.0 0.00 0.00 0.00 0.00 #DIV/O! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/O! #DIV/O! #DIV/O! 0.00 0.00 #DIV/O! NA 2 LI 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 2 LJ 0.0 0.00 0.00 0.00 0.00 #DIV/01 0.00 1.00 0.00 0.00 0.00 0.00 U.66 0.00 #DIV/O! #DIV/O! #DIV/O! 0.00 0.00 #DIV/O! NA 2 LK 0.0 0.00 0.00 0.00 0.00 #DIV/O! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/O! #DIV/O! #D'IV/O! 0.00 0.00 #DIV/O! NA 2 LL 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/O! #DIV/O! #D'1V/O! 0.00 0.00 #DIV/O! NA 2 LM 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0 0 0.00 0.00 0.00 NA 2 LN 0.0 0.00 0.00 0.00 0.00 #DIV/0! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/01 #DIV/01 #DIV/01 0.00 0.00 #DIV/O! NA 2 LO 0.0 0.00 0.00 0.00 0.00 #DIV/01 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/O! #D1V/O! #DIV/O! 0.00 0.00 #DIV/O! NA 2 LP 0.0 0.00 #DIV/O! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/O! #DIV/O! #DIV/01 0.00 0.00 #DIV/O! NA Sum 60.7 30.00 32.00 4.00 6.90 6.90 1st story Shearwall Forces -Longitudinal Direction Story shear(kips) = 8.6 Accumulatedshear(kips)= 15.50 Story height (ft) = 10.0 Total Width(Ft)= 50.0 Story Wall Wall Opening Opening Opening Plate to Sheathing Min Panel Co Trib.Width %Sharing Story Sum Story Sum Panel Req. Panel Plate Sum RM Resultant Force at D(ft) Width (ft) Height (ft) to Edge (ft) Openin2 (ft) Ratio Width (ft) (ft) V(kips) V(kips) 'DL(klf) DL(klf) Shear (plf) Shear (plf) Shear (plf) OTM(k-ft) (k-ft) HD(kips) Window (kips 1 LA 0.0 0.00 0.00 0.00 0.00 #DIV/O! 0.00 1.00 12.00 0.00 0.00 0.00 0.08 0.32 #DIV/O! #DIV/O! #DIV/O! 10.78 0.00 #DIV/O! NA 1 LB 12.5 0.00 0.00 0.00 0.00 1.00 12.50 1.00 12.00 0.50 1.03 1.86 0.19 0.43 149 149 149 30.56 33.44 0.04 NA I LC 20.5 8.00 4.00 4.70 0.00 0.61 4.70 0.85 12.00 0.50 1.03 1.86 0.19 0.43 149 186 91 30.36 89.93 4.76 NA I LD 0.0 0.00 0.00 0.00 0.00 #DIV/O! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/O! #DIV/O! #DIV/O! 0.00 0.00 #DIV/O! NA 1 LE 7.0 0.00 0.00 0.00 0.00 1.00 7.00 1.00 24.00 0.24 0.99 1.78 0.19 0.43 254 254 254 36.24 10.49 3.83 NA 1 LF 14.8 4.00 4.00 5.00 0.00 0.73 5.00 0.90 24.00 0.37 1.52 2.73 0.19 0.43 254 283 185 43.41 46.56 0.16 NA I LG 11.5 0.00 0.00 0.00 0.00 1.00 11.50 1.00 24.00 0.39 1.62 2.93 0.00 0.00 254 254 254 29.25 0.00 2.54 NA I LH 0.0 0.00 0.00 0.00 0.00 #DIV/O! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/O! #DIV/O! #DIV/O! 0.00 0.00 #DIV/O! NA 1 Ll I2.0 6.00 4.00 3.00 0.00 0.50 3.00 0.80 14.00 0.41 1.00 1.80 0.00 0.00 299 624 ISO 17.96 0.00 3.74 NA I LJ 8.5 0.00 0.00 0.00 0.00 1.00 8.50 1.00 14.00 0.59 1.41 2.54 0.00 0.00 299 299 299 25.44 0.00 2.99 NA I LK 0.0 0.00 0.00 0.00 0.00 #DIV/O! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/O! #DIV/O! #DIV/01 0.00 0.00 #DIV/O! NA 1 LL 0.0 0.00 0.00 0.00 0.00 #DIV/O! 0.00 1.00 0.00 0.00 OAO 0.00 0.00 0.00 #DIV/0! #DIV/07! #DIV/O! 0.00 0.00 #DIV/O! NA 1 LM 0.0 0.00 0.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0 0 0.00 OAO 0.00 NA I LN 0.0 0.00 0.00 0.00 0.00 #DIV/O! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/O! #D1V/O! #DIV/01 0.00 0.00 #DIV/O! NA I LO 0.0 0.00 0.00 0.00 0.00 #DIV/O! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/O! #DIV/O! #DIV/O! 0.00 0.00 #DIV/O! NA 1 LP 0.0 0.00 0.00 0.00 0.00 #DIV/O! 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 #DIV/O! #DIV/O! #DIV/O! 0.00 0.00 #DIV/O! NA Sum 86.8 18.00 50.00 4.00 8.60 15.50 Project: Jon Killin Remodel Locatio Jn 2`1 Floor Joist [2015_International_Building_Code(2012._NDS)]_____ L TJI 560 / 11.875 _iLevel Trus_Joist x 19.2 FT @ 16 O.0 i Section Adequate By: 14.5% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.29 IN U783 Dead Load 0.13 in Total Load 0.42 IN U549 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/480 REACTIONS A B Live Load 512 lb 512 lb Dead Load 218 lb 218 lb Total Load 730 lb 730 lb Bearing Length 1.75 in 1.75 in Web Stiffeners No No SUPPORT LOADS A B Live Load 384 plf 384 plf Dead Load 164 plf 164 plf Total Load 548 plf 548 plf I -JOIST PROPERTIES TJI 560 / 11.875 - iLevel Trus Joist - Base Values Adjusted Moment Cap: Mcap = 9500 ft-lb Mcap' = 9500 ft-lb Cd = 1.00 Shear Stress: Vcap = 2050 lb Vcap' = 2050 lb Cd = 1.00 End Reaction: Rcap = 1265 lb Rcap' = 1265 lb Cd = 1.00 w/ web stiffeners: RcapWS = 0 lb RcapWS' = 0 lb Cd = 1.00 Interior Reaction: (Rcap = 3000 lb IRcap' = 3000 lb Cd = 1.00 w/ web stiffeners: IRcapWS = 3475 lb IRcapWS' = 3475 lb Cd = 1.00 E.I.: EI = 636 Ib-in2 El' = 636 Ib-in2 Controlling Moment3502 ft-lb 9.6 Ft from left support of span 3 (Right Span) Created by combining all dead and live loads. Controlling Shear: 730 lb At left support of span 2 (Center Span) Created by combining all dead and live loads. Comparisons with required sections: Reg'd Provided E.I.: 556 in2-lb E6 636 in2-lb xE6 Moment: 3502 ft-lb 9500 ft-lb Shear: 730 lb 2050 lb basri b2 Engineers / ��..�.,.� 15306 61st Place NE or .7 Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:39 PM 9.2 ft JOIST DATA Center Span Length 19.2 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 17 psf Total Load TL = 57 psf TL Adj. For Joist Spacing wT = 76 plf Project: Jon Killin Remodel Location: J2-2 i Floor Joist [2015 International Building Code(2012 NOS)] '-1.5 IN x 9.25'IN x-12.0 FT--@ 160.0 #2 - Douglas -Fir -Larch- Dry Use Section Adequate By: 33.9% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.16 IN U916 Dead Load 0.07 in Total Load 0.22 IN U643 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U480 REACTIONS A B Live Load 320 lb 320 lb Dead Load 136 lb 136 lb Total Load 456 lb 456 lb Bearing Length 0.49 in 0.49 in SUPPORT LOADS A B Live Load 240 plf 240 plf Dead Load 102 plf 102 plf Total Load 342 plf 342 plf MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 900 psi Fb' = 1139 psi Cd=1.00 CF=1.10 Cr=-1.15 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1, 00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L = 625 psi Controlling Moment: 1368 ft-lb 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 456 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 14.42 in3 21.39 in3 Area (Shear): 3.8 in2 13.88 in2 Moment of Inertia (deflection): 73.86 in4 98.93 in4 Moment: 1368 ft-lb 2029 ft-lb Shear: 456 lb 1665lb r:�e41 basri b2 Engineers / L _ 15306 61st Place NE or ,Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:39 PM 12ft JOIST DATA Center Span Length 12 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 17 psf Total Load TL = 57 psf TL Adj. For Joist Spacing wT = 76 plf Project: Jon Killin Remodel ,Location: J1-1 Floor Joist [201.5 International Building Code(2012 NDS)] 1.5 IN x 9.2511N x 12-0-FT @-16-O.C:- #2 - Douglas -Fir -Larch - DryUse Section Adequate By: 33.9% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.16 IN U916 Dead Load 0.07 in Total Load 0.22 IN U643 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U480 REACTIONS A_ B Live Load 320 lb 320 lb Dead Load 136 lb 136 lb Total Load 456 lb 456 lb Bearing Length 0.49 in 0.49 in SUPPORT LOADS A B Live Load 240 plf 240 plf Dead Load 102 plf 102 plf Total Load 342 plf 342 plf MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 900 psi Fb' = 1139 psi Cd=1.00 CF=1.10 Cr=1.15 { Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -I-' = 625 psi Controlling Moment: 1368 ft-lb 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 456 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 14.42 in3 21.39 in3 Area (Shear): 3.8 in2 13.88 in2 Moment of Inertia (deflection): 73.86 in4 98.93 in4 Moment: 1368 ft-lb 2029 ft-lb Shear: 456 lb 1665lb P�e41 lbasri h b2 Engineers / 15306 61 st Place NE or 'Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:40 PM 12ft JOIST DATA Center Span Length 12 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load ILL = 40 psf Dead Load DL = 17 psf Total Load TL = 57 psf TL Adj. For Joist Spacing wT = 76 plf Project: Jon Killin Remodel Location J2-3 i Floor Joist J2015_International Building Code(2012 NDS)] JJI 210 / 11.875 - level Trus Joist x 16.0 FT @ 16 O.C. Section Adequate By: 0.1 % - Controlling Factor: Deflection c�e�1 Abasri b2 Engineers / 15306 61st Place NE of ,Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:40 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.28 IN U685 Dead Load 0.12 in Total Load 0.40 IN U481 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U480 REACTIONS A B Live Load 427 lb 427 lb Dead Load 181 lb 181 lb Total Load 608 lb 608 lb Bearing Length 1.75 in 1.75 in Web Stiffeners No No SUPPORT LOADS A B Live Load 320 plf 320 plf A 16 ft Dead Load 136 plf 136 plf Total Load 456 plf 456 plf I -JOIST PROPERTIES JOIST DATA Center TJI 210 / 11.875 - iLevel Trus Joist Span Length 16 ft Base Values Adjusted Unbraced Length -Top 0 ft Moment Cap: Mcap = 3795 ft-lb Mcap' = 3795 ft-lb Unbraced Length -Bottom 0 ft Cd = 1.00 Floor sheathing applied to top of joists -top of joists fully braced. Shear Stress: Vcap = 1655 lb Vcap' = 1655 lb Floor Duration Factor 1.00 Cd = 1.00 JOIST LOADING End Reaction: Rcap = 1005 lb Rcap' = 1005 lb Uniform Floor Loading Center Cd = 1.00 Live Load ILL = 40 psf w/ web stiffeners: RcapWS = 0 lb RcapWS' = 0 lb Dead Load DL = 17 psf Cd = 1.00 Total Load TL = 57 psf Interior Reaction: (Rcap = 2145 lb (114 - e nn IRcap' = 2145 lb TL Adj. For Joist Spacing wT = 76 plf w/ web stiffeners: IRcapWS = 2505 lb IRcapWS' = 2505 lb Cd = 1.00 E.I.: El = 315 Ib-in2 El' = 315 lb-in2 Controlling Moment2432 ft-lb 8.0 Ft from left support of span 3 (Right Span) Created by combining all dead and live loads. Controlling Shear: 608 lb At left support of span 2 (Center Span) Created by combining all dead and live loads. Comparisons with required sections: Reg'd Provided E.I.: 315 in2-lb E6 315 in2-lb xE6 Moment: 2432 ft-lb 3795 ft-lb Shear: 608 lb 1655 lb Project: Jon Killin Remodel ,Location: 61-1 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 8.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 16.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.07 IN U1443 Dead Load 0.03 in Total Load 0.10 IN U998 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A_ B Live Load 1700 lb 1700 lb Dead Load 759 lb 759 lb Total Load 2459 lb 2459 lb Bearing Length 1.12 in 1.12 in BEAM DATA Center Span Length 8.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 8.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 990 psi Cd=1.00 CF=1.10 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - L' = 625 psi Controlling Moment: 5225 ft-lb 4.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2459 lb 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 63.33 in3 73.83 in3 Area (Shear): 20.49 in2 39.38 in2 Moment of Inertia (deflection): 149.87 in4 415.28 in4 Moment: 5225 ft-lb 6091 ft-lb Shear: -2459 lb 4725lb 1 r�«l1 -� basri b2 Engineers 15306 61st Place NE 2KKenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:40 PM 8.5 ft FLOOR LOADING Center Floor Live Load FLL = 40 psf Floor Dead Load FDL = 17 psf Floor Tributary Width Side One TW1 = 10 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 0 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 400 plf Total Dead Load 170 plf Beam Self Weight 9 plf Total Load 579 plf Project: Jon Killin Remodel Location: J1-2 Floor Joist [2015 International Building Code(2012 NDS)] 1.5 IN x 9.25 IN x 14.5 FT @12O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 1.2% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.25 IN U692 Dead Load 0.11 in Total Load 0.36 IN U486 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U480 REACTIONS A B Live Load 290 lb 290 lb Dead Load 123 lb 123 lb Total Load 413 lb 413 lb Bearing Length 0.44 in 0.44 in SUPPORT LOADS A B Live Load 290 plf 290 plf Dead Load 123 plf 123 plf Total Load 413 plf 413 plf MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1139 psi Cd=1.00 CF=1.10 Cr-1.15 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc - J- = 625 psi Fc - -L' = 625 psi Controlling Moment: 1498 ft-lb 7.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -413 lb 14.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 15.79 in3 21.39 in3 Area (Shear): 3.44 in2 13.88 in2 Moment of Inertia (deflection): 97.73 in4 98.93 in4 Moment: 1498 ft-lb 2029 ft-lb Shear: -413 lb 1665lb �-�basri b2 Engineers / 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:41 PM ft B JOIST DATA Center Span Length 14.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 17 psf Total Load TL = 57 psf TL Adj. For Joist Spacing wT = 57 plf Project: Jon Killin Remodel Location: B1-2 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 5.5INx11.25INx9.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 13.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.07 IN U1552 Dead Load 0.06 in Total Load 0.13 IN U846 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A_ B Live Load 1800 lb 1800 lb Dead Load 1500 lb 1500 lb, Total Load 3300 lb 3300 lb Bearing Length 0.96 in 0.96 in BEAM DATA Center Span Length 9 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 9 ft Floor Duration Factor 1.00 Notch Depth 0.00 w MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Dusted Bending Stress: Fb = 875 psi Fb' = 875 psi ' Cd=1.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc -1' = 625 psi Controlling Moment: 7426 ft-lb 4.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3300 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 101.84 in3 116.02 in3 Area (Shear): 29.12 in2 61.88 in2 Moment of Inertia (deflection): 277.57 in4 652.59 in4 Moment: 7426 ft-lb 8459 ft-lb Shear: 3300 lb 7013lb •4basri "b2 Engineers / n 15306 61st Place NE of •,. �„�yKenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:41 PM FLOOR LOADING Center Floor Live Load FLL = 40 psf Floor Dead Load FDL = 17 psf Floor Tributary Width Side One TW1 = 10 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 150 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 400 plf Total Dead Load 320 plf Beam Self Weight 13 plf Total Load 733 plf Project: Jon Killin Remodel Location: HEADER 4 FT Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 3.5INx7.25INx5.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 31.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U1897 Dead Load 0.03 in Total Load 0.06 IN U1046 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1000 lb 1000 lb Dead Load 814 lb 814 lb Total Load 1814 lb 1814 lb Bearing Length 0.83 in 0.83 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1170 psi Cd=1.00 CF=1.30 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. 1 to Grain: Fc - = 625 psi Fc - -L = 625 psi Controlling Moment: 2267 ft-lb 2.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1814 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 23.25 in3 30.66 in3 Area (Shear): 15.11 in2 25.38 in2 Moment of Inertia (deflection): 38.25 in4 111.15 in4 Moment: 2267 ft-lb 2989 ft-lb Shear: 1814 lb 3045lb r�e41 ?basri b2 Engineers / _ 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:41 PM Floor Live Load FLL = 40 psf Floor Dead Load FDL = 17 psf Floor Tributary Width Side One TW1 = 10 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 150 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 400 plf Total Dead Load 320 plf Beam Self Weight 6 plf Total Load 726 plf Project: Jon Killin Remodel Location: HEADER 6 FT Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 3.5INx9.25INx6.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 37.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U2280 Dead Load 0.03 in Total Load 0.06 IN U1255 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 1200 lb 1200 lb Dead Load 981 lb 981 lb Total Load 2181 lb 2181 lb Bearing Length 1.00 in 1.00 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. 1 to Grain: Fc -1= 625 psi Fc - -L' = 625 psi Controlling Moment: 3272 ft-lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2181 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 36.35 in3 49.91 in3 Area (Shear): 18.18 in2 32.38 in2 Moment of Inertia (deflection): 66.24 in4 230.84 in4 Moment: 3272 ft-lb 4492 ft-lb Shear: -2181 lb 3885lb �«t 1 bash F - b2 Engineers 15306 61 st Place NE / of �i-Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:42 PM Floor Live Load FLL = 40 psf Floor Dead Load FDL = 17 psf Floor Tributary Width Side One TW1 = 10 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 150 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 400 plf Total Dead Load 320 plf Beam Self Weight 7 plf Total Load 727 plf Project: Jon Killin Remodel Location: P-1 Column [2015 International Building Code(2012 NDS)] 3.5INx3.5INx4.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 55.5% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 7000 lb Dead Load: Vert-DL-Rxn = 11 lb Total Load: Vert-TL-Rxn = 7011 lb COLUMN DATA Total Column Length: 4 ft Unbraced Length (X-Axis) Lx: 4 ft Unbraced Length (Y-Axis) Ly: 4 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Compressive Stress: Fc = 1350 psi Fc' = 1287 psi Cd=1.00 Cf--1.15 Cp=0.83 Bending Stress (X-X Axis): Fbx = 900 psi Fbx' = 1350 psi Cd=1.00 CF=1.50 Bending Stress (Y-Y Axis): Fby = 900 psi Fby' = 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 3.5 in Area: A = 12.25 in2 Section Modulus (X-X Axis): Sx = 7.15 in3 Section Modulus (Y-Y Axis): Sy = 7.15 in3 Slenderness Ratio: Lex/dx = 13.71 Ley/dy = 13.71 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 572 psi Allowable Compressive Stress: Fc' = 1287 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1350 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1350 psi Combined Stress Factor: CSF = 0.44 basri o 'b2 Engineers / ����-• 15306 61st Place NE or -7a : Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:42 PM AXIAL LOADING Live Load: PL = 7000 lb Dead Load: PD = 0 lb Column Self Weight: CSW = 11 lb Total Load: PT = 7011 lb Project: Jon Killin Remodel - Location: F-1 Footing [2015 International Building Code(2012 NDS)] Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 2.5 ft Length: L = 2.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m = 4 in Column Depth: n = 4 in Baseplate Width: bsw = 6 in Baseplate Length: bsl = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1120 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 5.09 sf Area Provided: A = 6.25 sf Baseplate Bearing: Bearing Required: Bear = 11200 lb Allowable Bearing: Bear -A = 99450 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 2333 lb Allowable Beam Shear: Vc1 = 14063 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 45 in Punching Shear: Vu2 = 9625 lb Allowable Punching Shear (ACI 11-35): vc2-a = 63281 lb Allowable Punching Shear (ACI 11-36): vc2-b = 79688 lb Allowable Punching Shear (ACI 11-37): vc2-c = 42188 lb Controlling Allowable Punching Shear: , vc2 = 42188 lb Bending Calculations: Factored Moment: Mu = 29167 in -lb Nominal Moment Strength: Mn = 169665 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.49 in Steel Required Based on Moment: As(1) = 0.13 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.60 in2 Controlling Reinforcing Steel: As-reqd = 0.60 in2 Selected Reinforcement: #4's @ 7.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 9.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. r�e41 �basri 'b2 Engineers / 15306 61st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:42 PM LOADING DIAGRAM �--4 in — 10 In T 3 in t —L 2.5 ft FOOTING LOADING Live Load: PL = 7000 lb Dead Load: PD = 0 lb Total Load: PT = 7000 lb Ultimate Factored Load: Pu = 11200 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 503 lb Project: Jon Killin Remodel Location: F-2 Footing [2015 International Building Code(2012 NDS)] Footing Size: 16.0 IN Wide x 10.0 IN Deep Continuous Footing With 8.0 IN x 30.0 IN Tall Stemwall LongitudinalReinforcement: (2) Continuous #4 Bars TransverseReinforcement: #4 Bars @ 9.00 IN. O.C. (unnecessary) Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 16 in Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in STEMWALL SIZE Stemwall Width: 8 in Stemwall Height: 30 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1238 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Width Required: Wreq = 1.2 in2 Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1 = 5625 lb Transverse Direction: Bending Calculations: Factored Moment: Mu = 1150 in -lb Nominal Moment Strength: Mn = 0 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.38 in Steel Required Based on Moment: As(1) = 0.01 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4)As(2) = 0.24 in2 Controlling Reinforcing Steel: As-reqd = 0.24 in2 Selected Reinforcement: Trans: #4's @ 9.0 in. o.c. Reinforcement Area Provided: As = 0.24 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 1 in Longitudinal Direction: Reinforcement Calculations: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.32 in2 Controlling Reinforcing Steel: As-reqd = 0.32 in2 Selected Reinforcement: Longitudinal: (2) Cont. #4 Bars Reinforcement Area Provided: As = 0.39 in2 +asri 'b2 Engineers 15306 61st Place NE Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31 /2017 4:10:43 PM LOADING DIAGRAM Bin —{ 10 in P nI T 3 in 1 1.333333 ft FOOTING LOADING Live Load: PL = 800 lb Dead Load: PD = 600 lb Total Load: PT = 1650 lb Ultimate Factored Load: Pu = 2300 lb Project: Jon Killin Remodel -Location: P-2 Column [2015 International Building Code(2012 NDS)] 1.5INx5.5INx10.0FT@16O.C. Stud - Douglas -Fir -Larch - Dry Use Section Adequate By: 79.0% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 800 lb Dead Load: Vert-DL-Rxn = 445 lb Total Load: Vert-TL-Rxn = 1245 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Lx: 10 ft Unbraced Length (Y-Axis) Ly: 0 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.60 COLUMN PROPERTIES Stud - Douglas -Fir -Larch Compressive Stress: Bending Stress (X-X Axis): ' Bending Stress (Y-Y Axis): Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Adiusted Fc = 850 psi Fc' = 719 psi Cd=1.60 Cp=0.53 Fbx = 700 psi Fbx' = 1288 psi Cd=1.60 CF=1.00 Cr-1.15 Fby = 700 psi Fby' = 1288 psi Cd=1.60 CF=1.00 Cr-1.15 E = 1400 ksi E' = 1400 ksi dx = 5.5 in dy = 1.5 in A = 8.25 in2 Sx = 7.56 in3 Sy = 2.06 in3 Lex/dx = 21.82 Ley/dy = 0 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = Allowable Compressive Stress: Fc'_ Eccentricity Moment (X-X Axis): Mx -ex = Eccentricity Moment (Y-Y Axis): My-ey = Moment Due to Lateral Loads (X-X Axis): Mx = Moment Due to Lateral Loads (Y-Y Axis): My = Bending Stress Lateral Loads Only (X-X Axis): Fbx = Allowable Bending Stress (X-X Axis): Fbx' _ Bending Stress Lateral Loads Only (Y-Y Axis): Fby = Allowable Bending Stress (Y-Y Axis): Fby'_ Combined Stress Factor: CSF = 151 719 0 0 0 0 0 1288 0 1288 0.21 psi psi ft-lb ft-lb ft-lb ft-lb psi psi psi psi �11 basri b2 Engineers / 15306 61 st Place NE of Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:43 PM 10 ft AXIAL LOADING Live Load: PL = 600 plf Dead Load: PD = 320 plf Column Self Weight: CSW = 18 plf Total Load: PT = 938 plf Project: Jon Killin Remodel Location: J2-2 Floor Joist [2015 International Building Code(2012 NDS)] 1.5INx9.25INx12.0FT @16O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 33.9% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.16 IN U916 Dead Load 0.07 in Total Load 0.22 IN U643 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/480 REACTIONS A B Live Load 320 lb 320 lb Dead Load 136 lb 136 lb Total Load 456 lb 456 lb Bearing Length 0.49 in 0.49 in SUPPORT LOADS A B Live Load 240 plf 240 plf Dead Load 102 plf 102 plf Total Load 342 plf 342 plf MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1139 psi Cd=1.00 CF=1.10 Cr=1.15 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -I- to Grain: Fc -1= 625 psi Fc - -L = 625 psi Controlling Moment: 1368 ft-lb 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 456 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 14.42 in3 21.39 in3 Area (Shear): 3.8 in2 13.88 in2 Moment of Inertia (deflection): 73.86 in4 98.93 in4 Moment: 1368 ft-lb 2029 ft-lb Shear: 456 lb 1665lb Fbasri b2 Engineers / 15306 61st Place NE or JKenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:43 PM eft — JOIST DATA Center Span Length 12 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 17 psf Total Load TL = 57 psf TL Adj. For Joist Spacing wT = 76 plf Project: Jon Killin Remodel 4Location: J1-1 Floor Joist [2015 International Building Code(2012 NDS)] 1.5INx9.25INx12.0FT @16O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 33.9% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.16 IN U916 Dead Load 0.07 in Total Load 0.22 IN U643 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U480 REACTIONS A B Live Load 320 lb 320 lb Dead Load 136 lb 136 lb Total Load 456 lb 456 lb Bearing Length 0.49 in 0.49 in SUPPORT LOADS A B Live Load 240 plf 240 plf Dead Load 102 pif 102 plf Total Load 342 pif 342 plf MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1139 psi Cd=1.00 CF=1.10 Cr=1.15 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp.1 to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 1368 ft-lb 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 456 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 14.42 in3 21.39 in3 Area (Shear): 3.8 in2 13.88 in2 Moment of Inertia (deflection): 73.86 in4 98.93 in4 Moment: 1368 ft-lb 2029 ft-lb Shear: 456 lb 1665lb 1 ce41 'b2 Engineers / A 15306 61st Place NE or --Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:44 PM JOIST DATA Center Span Length 12 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 17 psf Total Load TL = 57 psf TL Adj. For Joist Spacing wT = 76 pif Project: Jon Killin Remodel Location: J2-3 Floor Joist [2015 International Building Code(2012 NDS)] TJI 210 / 11.875 - iLevel Trus Joist x 16.0 FT @ 16 O.C. Section Adequate By: 0.1 % Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.28 IN U685 Dead Load 0.12 in Total Load 0.40 IN U481 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U480 REACTIONS A B Live Load 427 lb 427 lb Dead Load 181 lb 181 lb Total Load 608 lb 608 lb Bearing Length 1.75 in 1.75 in Web Stiffeners No No SUPPORT LOADS A B Live Load 320 plf 320 plf Dead Load 136 plf 136 plf Total Load 456 plf 456 plf I -JOIST PROPERTIES TJI 210 / 11.875 - iLevel Trus Joist Base Values Moment Cap: Mcap = 3795 ft-lb Cd = 1.00 Shear Stress: Vcap = 1655 lb Cd = 1.00 End Reaction: Rcap = 1005 lb Cd = 1.00 w/ web stiffeners: RcapWS = 0 lb Cd = 1.00 Interior Reaction: IRcap = 2145 lb Cd = 1.00 w/ web stiffeners: (RcapWS = 2505 lb Cd = 1.00 E.I.: El = 315 Ib-in2 Controlling Moment2432 ft-lb 8.0 Ft from left support of span 3 (Right Span) Created by combining all dead and live loads. Controlling Shear: 608 lb At left support of span 2 (Center Span) Created by combining all dead and live loads. Dusted Mcap' = 3795 ft-lb Vcap' = 1655 lb c�e41 basri - b2 Engineers / A 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31 /2017 4:10:44 PM 16 ft JOIST DATA Center Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Rcap' = 1005 lb Uniform Floor Loading Center Live Load LL = 40 psf RcapWS' = 0 lb Dead Load DL = 17 psf Total Load TL = 57 psf IRcap' = 2145 lb TL Adj. For Joist Spacing wT = 76 plf (RcapWS' = 2505 lb El' = 315 Ib-in2 Comparisons with required sections: Read Provided E.I.: 315 in2-lb E6 315 in2-lb xE6 Moment: 2432 ft-lb 3795 ft-lb Shear: 608 lb 1655 lb ' Project: Jon Killin Remodel Location: 61-1 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 8.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 16.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.07 IN U1443 Dead Load 0.03 in Total Load 0.10 IN U998 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1700 lb 1700 lb Dead Load 759 lb 759 lb Total Load 2459 lb 2459 lb Bearing Length 1.12 in 1.12 in BEAM DATA Center Span Length 8.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 8.5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 900 psi Fb' = 990 psi Cd=1.00 CF=1.10 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - J-' = 625 psi Controlling Moment: 5225 ft-lb 4.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2459 lb 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 63.33 in3 73.83 in3 Area (Shear): 20.49 in2 39.38 in2 Moment of Inertia (deflection): 149.87 in4 415.28 in4 Moment: 5225 ft-lb 6091 ft-lb Shear: -2459 lb 4725lb basri b2 Engineers / 15306 61st Place NE or -'--,Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31 /2017 4:10:44 PM n — FLOOR LOADING Center Floor Live Load FLL = 40 psf Floor Dead Load FDL = 17 psf Floor Tributary Width Side One TW1 = 10 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 0 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 400 plf Total Dead Load 170 plf Beam Self Weight 9 plf Total Load 579 plf Project: Jon Killin Remodel Location: J1-2 Floor Joist [2015 International Building Code(2012 NDS)] 1.5 IN x 9.25 IN x 14.5 FT @12O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 1.2% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.25 IN U692 Dead Load 0.11 in Total Load 0.36 IN U486 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U480 REACTIONS A B Live Load 290 lb 290 lb Dead Load 123 lb 123 lb Total Load 413 lb 413 lb Bearing Length 0.44 in 0.44 in SUPPORT LOADS A B Live Load 290 plf 290 plf Dead Load 123 plf 123 plf Total Load 413 plf 413 plf MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adiusted Bending Stress: Fb = 900 psi Fb' = 1139 psi Cd=1.00 CF=1.10 Cr-1.15 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp.1 to Grain: Fc -1= 625 psi Fc - -L' = 625 psi Controlling Moment: 1498 ft-lb 7.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -413 lb 14.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 15.79 in3 21.39 in3 Area (Shear): 3.44 in2 13.88 in2 Moment of Inertia (deflection): 97.73 in4 98.93 in4 Moment: 1498 ft-lb 2029 ft-lb Shear: -413 lb 1665lb -- � basri b2 Engineers .:. 15306 61 st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31 /2017 4:10:45 PM 4.5 ft JOIST DATA Center Span Length 14.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 17 psf Total Load TL = 57 psf TL Adj. For Joist Spacing wT = 57 plf r' Project: Jon Killin Remodel Location: 131-2 Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 11.25 IN x 9.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 13.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.07 IN U1552 Dead Load 0.06 in Total Load 0.13 IN U846 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 1800 lb 1800 lb Dead Load 1500 lb 1500 lb Total Load 3300 lb 3300 lb Bearing Length 0.96 in 0.96 in BEAM DATA Center Span Length 9 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 9 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 875 psi Fb' = 875 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. t to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 7426 ft-lb 4.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3300 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 101.84 in3 116.02 in3 Area (Shear): 29.12 in2 61.88 in2 Moment of Inertia (deflection): 277.57 in4 652.59 in4 Moment: 7426 ft-lb 8459 ft-lb Shear: 3300 lb 7013lb r�� 1 1V11-ow-11 basri b2 Engineers / 15306 61 st Place N E or _ Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31 /2017 4:10:45 PM Floor Live Load FLL = 40 psf Floor Dead Load FDL = 17 psf Floor Tributary Width Side One TW1 = 10 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 150 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 400 plf Total Dead Load 320 plf Beam Self Weight 13 pif Total Load 733 plf Project: Jon Killin Remodel Location: HEADER 4 FT Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 31.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U1897 Dead Load 0.03 in Total Load 0.06 IN U1046 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A_ B Live Load 1000 lb 1000 lb Dead Load 814 lb 814 lb Total Load 1814 lb 1814 lb Bearing Length 0.83 in 0.83 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1170 psi Cd=1.00 CF=1.30 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L = 625 psi Controlling Moment: 2267 ft-lb 2.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1814 lb At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 23.25 in3 30.66 in3 Area (Shear): 15.11 in2 25.38 in2 Moment of Inertia (deflection): 38.25 in4 111.15 in4 Moment: 2267 ft-lb 2989 ft-lb Shear: 1814 lb 3045lb �basri b2 Engineers / 15306 61st Place NE or ' Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:45 PM FLOOR LOADING Center Floor Live Load FLL = 40 psf Floor Dead Load FDL = 17 psf Floor Tributary Width Side One TW1 = 10 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 150 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 400 plf Total Dead Load 320 plf Beam Self Weight 6 plf Total Load 726 plf ' Project: Jon Killin Remodel Location: HEADER 6 FT Multi -Span Floor Beam [2015 International Building Code(2012 NDS)] 3.5INx9.25INx6.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 37.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U2280 Dead Load 0.03 in Total Load 0.06 IN U1255 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A_ B_ Live Load 1200 lb 1200 lb Dead Load 981 lb 981 lb Total Load 2181 lb 2181 lb Bearing Length 1.00 in 1.00 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6 ft Floor Duration Factor 1.00 Notch Depth 0.00 v MATERIAL PROPERTIES #2 - Douglas -Fir -Larch - Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd=1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. 1 to Grain: Fc -1= 625 psi Fc - -L' = 625 psi Controlling Moment: 3272 ft-lb 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2181 lb At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 36.35 in3 49.91 in3 Area (Shear): 18.18 in2 32.38 in2 Moment of Inertia (deflection): 66.24 in4 230.84 in4 Moment: 3272 ft-lb 4492 ft-lb Shear: -2181 lb 3885lb basri b2 Engineers 15306 61st Place NE or Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:46 PM Floor Live Load FLL = 40 psf Floor Dead Load FDL = 17 psf Floor Tributary Width Side One TW1 = 10 ft Floor Tributary Width Side Two TW2 = 0 ft Wall Load WALL = 150 plf BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 400 plf Total Dead Load 320 plf Beam Self Weight 7 plf Total Load 727 plf Project: Jon Killin Remodel Location: P-1 Column [2015 International Building Code(2012 NDS)] 3.5INx3.5INx4.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 55.5% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 7000 lb Dead Load: Vert-DL-Rxn = 11 lb Total Load: Vert-TL-Rxn = 7011 lb COLUMN DATA Total Column Length: 4 ft Unbraced Length (X-Axis) Lx: 4 ft Unbraced Length (Y-Axis) Ly: 4 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.00 COLUMN PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Compressive Stress: Fc = 1350 psi Fc' = 1287 psi Cd=1.00 Cf=1.15 Cp=0.83 Bending Stress (X-X Axis): Fbx = 900 psi Fbx' = 1350 psi Cd=1.00 CF=1.50 Bending Stress (Y-Y Axis): Fby = 900 psi Fby' = 1350 psi Cd=1.00 CF=1.50 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Column Section (X-X Axis): dx = 3.5 in Column Section (Y-Y Axis): dy = 3.5 in Area: A = 12.25 in2 Section Modulus (X-X Axis): Sx = 7.15 in3 Section Modulus (Y-Y Axis): Sy = 7.15 in3 Slenderness Ratio: Lex/dx = 13.71 Ley/dy = 13.71 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 572 psi Allowable Compressive Stress: Fc' = 1287 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1350 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1350 psi Combined Stress Factor: CSF = 0.44 -.—�.�1 basri b2 Engineers L 15306 61st Place NE of WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:46 PM 4ft A AXIAL LOADING Live Load: PL = 7000 lb Dead Load: PD = 0 lb Column Self Weight: CSW = 11 lb Total Load: PT = 7011 lb a ' Project: Jon Killin Remodel i. Location: F-1 Footing [2015 International Building Code(2012 NDS)] Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 2.5 ft Length: L = 2.5 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Steel Column Width: m = 4 in Column Depth: n = 4 in Baseplate Width: bsw = 6 in Baseplate Length: bsl = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1120 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 5.09 sf Area Provided: A = 6.25 sf Baseplate Bearing: Bearing Required: Bear = 11200 lb Allowable Bearing: Bear -A = 99450 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 2333 lb Allowable Beam Shear: Vc1 = 14063 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 45 in Punching Shear: Vu2 = 9625 lb Allowable Punching Shear (ACI 11-35): vc2-a = 63281 lb Allowable Punching Shear (ACI 11-36): vc2-b = 79688 lb Allowable Punching Shear (ACI 11-37): vc2-c = 42188 lb Controlling Allowable Punching Shear: vc2 = 42188 lb Bending Calculations: Factored Moment: Mu = 29167 in -lb Nominal Moment Strength: Mn = 169665 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.49 in Steel Required Based on Moment: As(1) = 0.13 in2 Min. Code Req'd Reinf. Shrink.lremp. (ACI-10.5.4): As(2) = 0.60 in2 Controlling Reinforcing Steel: As-reqd = 0.60 in2 Selected Reinforcement: #4's @ 7.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 9.5 in Note: Plain concrete adequate for bending, therefore adequate development length not required. basri b2 Engineers 15306 61st Place NE or ?Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:46 PM LOADING DIAGRAM f-4 in- 10 in T 3 in 2.5 ft —� FOOTING LOADING Live Load: PL = 7000 lb Dead Load: PD = 0 lb Total Load: PT = 7000 lb Ultimate Factored Load: Pu = 11200 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 503 lb .i Project: Jon Killin Remodel Location: F-2 Footing [2015 International Building Code(2012 NDS)] Footing Size: 16.0 IN Wide x 10.0 IN Deep Continuous Footing With 8.0 IN x 30.0 IN Tall Stemwall Long itudinaIReinforcement: (2) Continuous #4 Bars TransverseReinforcement: #4 Bars @ 9.00 IN. O.C. (unnecessary) Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 16 in Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in STEMWALL SIZE Stemwall Width: 8 in Stemwall Height: 30 in Stemwall Weight: 150 pcf FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1238 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Width Required: Wreq = 1.2 in2 Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 lb Allowable Beam Shear: Vc1 = 5625 lb Transverse Direction: Bending Calculations: Factored Moment: Mu = 1150 in -lb Nominal Moment Strength: Mn = 0 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.38 in Steel Required Based on Moment: As(1) = 0.01 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4)As(2) = 0.24 in2 Controlling Reinforcing Steel: As-reqd = 0.24 in2 Selected Reinforcement: Trans: #4's @ 9.0 in. o.c. Reinforcement Area Provided: As = 0.24 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 1 in Longitudinal Direction: Reinforcement Calculations: Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.32 in2 Controlling Reinforcing Steel: As-reqd = 0.32 in2 Selected Reinforcement: Longitudinal: (2) Cont. #4 Bars Reinforcement Area Provided: As = 0.39 in2 F'7777-,Ib asri - b2 Engineers 15306 61st Place NE �-?Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/20174:10:46 PM Z of LOADING DIAGRAM 8inj 10 in n n T 3 in T 1.333333 ft FOOTING LOADING Live Load: PL = 800 lb Dead Load: PD = 600 lb Total Load: PT = 1650 lb Ultimate Factored Load: Pu = 2300 lb Project: Jon Killin Remodel ' Location: P-2 Column [2015 International Building Code(2012 NDS)] 1.5INx5.5INx10.0FT@16O.C. Stud - Douglas -Fir -Larch - Dry Use Section Adequate By: 79.0% VERTICAL REACTIONS Live Load: Vert-LL-Rxn = 800 lb Dead Load: Vert-DL-Rxn = 445 lb Total Load: Vert-TL-Rxn = 1245 lb COLUMN DATA Total Column Length: 10 ft Unbraced Length (X-Axis) Lx: 10 ft Unbraced Length (Y-Axis) Ly: 0 ft Column End Condtion-K (e): 1 Axial Load Duration Factor 1.60 COLUMN PROPERTIES Stud - Douglas -Fir -Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): n Modulus of Elasticity: Column Section (X-X Axis): Column Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Adiusted Fc = 850 psi Fc' = 719 psi Cd=1.60 Cp=0.53 Fbx = 700 psi Fbx' = 1288 psi Cd=1.60 CF=1.00 Cr-1.15 Fby = 700 psi Fby' = 1288 psi Cd=1.60 CF=1.00 Cr-1.15 E = 1400 ksi E' = 1400 ksi dx = 5.5 in dy= 1.5 in A = 8.25 in2 Sx = 7.56 in3 Sy = 2.06 in3 Lex/dx = 21.82 Ley/dy = 0 Column Calculations (Controlling Case Only): Controlling Load Case: Axial Total Load Only (L + D) Actual Compressive Stress: Fc = 151 psi Allowable Compressive Stress: Fc' = 719 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 0 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 0 psi Allowable Bending Stress (X-X Axis): Fbx' = 1288 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 1288 psi Combined Stress Factor: CSF = 0.21 r 1� 1 ' basd b2 Engineers / n 15306 61st Place NE . or ..� Kenmore, WA 98028 StruCalc Version 9.0.2.5 7/31/2017 4:10:47 PM A AXIAL LOADING Live Load: PL = 600 plf Dead Load: PD = 320 plf Column Self Weight: CSW = 18 plf Total Load: PT = 938 plf Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant, Authorized Representative Date All Climate Zones R Valuee U-Factors Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb.° n/a n/a Ceilingk 4V 0.026 Wood Frame Wall,, 7n 21 int 0.056 Mass Wall R-Value' 21/21'' 0.056 Floor 309 0.029 Below Grade Wall" 10/15/21 int + TB 0.042 Slab R-Value & Depth 10, 2 ft n/a 'Table R402.1.1 and Table R4Qz.1.3 Footnotes Included on Page Z. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: L2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. Table R406.2 Summary Option Description Credit(s) (1a) Efficient Bldg Envelope per table R402.1.1 1a Efficient Building Envelope 1a (3a) Gas furnace: Airquest VC 97 series, model JAII 3a JHi5h Efficiency HVAC 3a 1.0 [ G9MAE0802120A efficiency AFUE 97% I (5a) All showerheads and kitchen sink shall be rated at 1.75 5a Efficient Water Heating 5a 0.5 [ GPM or less. All other lav faucets shall be rated at 1.0 GPM or less. (5c) How water heater: Navier NPE-180A tankless water heater; UEF .96 rated I 5c JEfficient Water Heating .5c 1.5 L Total Credits [.,'[�,a,U JAPE 2 9 2020 BULDWC DEF1ARTr4F-KY CrVY or Eai,'40X S arti#ects ps " Killin House Replacement L k'7 A118 1207 North 200th Street, Suite 105, Shoreline, WA 98133 425.778.5400 543 3rd Avenue South, Edmonds, WA 98020 1 07/02/19 12563-00 Energy Code ('�J �_ it COBALT GEOSCIENCES Geotec hnical Investigation Proposed Residence 543 — 3rd Avenue South Edmonds, Washington December 19, 2019 RESUB OTY COPY JAN Z .I 2020 OF a Nos 01 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON Table of Contents 1.o INTRODUCTION............................................................................................................. 1 2.0 PROJECT DESCRIPTION.............................................................................................. 1 3.0 SITE DESCRIPTION....................................................................................................... 1 4.o FIELD INVESTIGATION............................................................................................... 2 4.1.1 Site Investigation Program................................................................................... 2 5.0 SOIL AND GROUNDWATER CONDITIONS............................................................... 2 5.1.1 Area Geology........................................................................................................ 2 5.1.2 Groundwater........................................................................................................ 2 6.o GEOLOGIC HAZARDS................................................................................................... 3 6.1 Erosion Hazard.................................................................................................... 3 6.2 Seismic Hazard.................................................................................................... 3 7.o DISCUSSION................................................................................................................... 4 7.1.1 General.................................................................................................................4 8.o RECOMMENDATIONS.................................................................................................. 4 8.1.1 Site Preparation................................................................................................... 4 8.1.2 Temporary Excavations........................................................................................ 4 8.1.3 Erosion and Sediment Control.............................................................................. 5 8.1.4 Foundation Design............................................................................................... 6 8.1.5 Stormwater Management..................................................................................... 7 8.1.6 Slab-on-Grade...................................................................................................... 7 8.1.7 Groundwater Influence on Construction.............................................................. 8 8.1.8 Utilities................................................................................................................ 8 9.o CONSTRUCTION FIELD REVIEWS............................................................................ 9 io.o CLOSURE................................................................................................................ 9 LIST OF APPENDICES Appendix A — Statement of General Conditions Appendix B — Figures Appendix C — Exploration Log GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON December 19, 2019 i.o Introduction COBALT GEOSCIENCES In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has completed a geotechnical investigation for the proposed residence located at 543 — 3`d Avenue South in Edmonds, Washington (Figure i). The purpose of the geotechnical investigation was to identify subsurface conditions and to provide preliminary geotechnical recommendations for foundation design, infiltration feasibility, earthwork, soil compaction, and suitability of the on -site soils for use as fill. The scope of work for the geotechnical investigation consisted of a site investigation followed by engineering analyses to prepare this report. Recommendations presented herein pertain to various geotechnical aspects of the proposed development, including foundation design, drainage, and earthwork. 2.0 Project Description The project includes construction of a new residence and garage in the area of the existing residential development. We anticipate that structural loads will generally be light and site grading will include cuts and fills on the order of 4 feet or less. Stormwater management may include dispersion trenches, rain gardens, or infiltration devices depending on feasibility. We should be provided with the plans once they become available so that we may update our recommendations, if necessary. 3.0 Site Description The site is located at 543 — 3`d Avenue South in Edmonds, Washington (Figure 1). The property consists of one rectangular shaped parcel (No. 004o9600ioogoo) with a total area of o.19 acres. The central portion of the property is developed with a residence and detached structure. A gravel driveway extends onto the property from the east and there is a concrete driveway accessing the site from the west. The site is nearly level with minimal topographic relief. The site is vegetated with grasses, sparse trees, and numerous bushes, shrubs, and other low-lying vegetation. The site is bordered to the north and south by residential properties, to the west by 3rd Avenue South, and to the east by an alley and residential properties. PO Box 82243 Kenmore, WA 98028 cobaltgeoagmail.com 2o6-331-1097 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON December 19, 2019 4.o Field Investigation . COBALT GEOSCIENCES 4.1.1 Site Investigation Program The geotechnical field investigation program was completed on July 9, 2019 and included excavating one test pit within the property for subsurface analysis. There was limited space to excavate additional areas. The soils encountered were logged in the field and are described in accordance with the Unified Soil Classification System (USCS). A Cobalt Geosciences field representative conducted the explorations, collected disturbed soil samples, classified the encountered soils, kept a detailed log of the explorations, and observed and recorded pertinent site features. The results of the test pit sampling are presented on the exploration logs enclosed in Appendix C. 5.0 Soil and Groundwater Conditions 5.1.1 Area Geology The site lies within the Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advances/retreats. The Puget Lowland is bounded to the west by the Olympic Mountains and to the east by the Cascade Range. The lowland is filled with glacial and non -glacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The Composite Geologic Map of the Edmonds East and West Quadrangle indicates that the site is underlain by Whidbey Formation Whidbey Formation underlies the more common Vashon sequence of till and outwash. These materials can vary widely in composition and include silty -sands, sand, along with layers of silt and clay. These deposits are typically dense to very dense and are exposed in bluff areas along Puget Sound. Test Pit Exploration The test pit encountered several inches of gravel overlying about 1.25 feet of topsoil (Fill). This layer was underlain by approximately 18 inches of medium dense, silty -fine to medium grained sand with gravel (Fill). This layer was underlain by medium dense to dense, silty -fine to medium grained sand trace gravel (Whidbey Formation), which continued to the termination depth of the test pit. 5.1.2 Groundwater Groundwater was not encountered during our investigation. There is a chance that perched groundwater (as interflow) may be present seasonally below the site. Based on our observations in the test pit, groundwater could be present at or near 7 to io feet below grade. 2 PO Box 82243 Kenmore, WA 98o28 cobalwoogmail.com 2o6-331-1097 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON December 19, 2019 COBALT GEOSCIENCES Water table elevations often fluctuate over time. The groundwater level will depend on a variety of factors that may include seasonal precipitation, irrigation, land use, climatic conditions and soil permeability. Water levels at the time of the field investigation may be different from those encountered during the construction phase of the project. 6.o Geologic Hazards 6.1 Erosion Hazard The Natural Resources Conservation Services (NRCS) maps for Snohomish County indicate that the property is underlain by Everett very gravelly sandy loam (o to 8 percent slopes). These soils have a slight erosion potential in a disturbed state. It is our opinion that soil erosion potential at this project site can be reduced through landscaping and surface water runoff control. Typically erosion of exposed soils will be most noticeable during periods of rainfall and may be controlled by the use of normal temporary erosion control measures, such as silt fences, hay bales, mulching, control ditches and diversion trenches. The typical wet weather season, with regard to site grading, is from October 31st to April ist. Erosion control measures should be in place before the onset of wet weather. 6.2 Seismic Hazard The overall subsurface profile corresponds to a Site Class D as defined by Table 1613.5.2 of the 2015 International Building Code (2015 IBC). A Site Class D applies to an overall profile consisting of dense to very dense soils within the upper too feet. We referenced the U.S. Geological Survey (USGS) Earthquake Hazards Program Website to obtain values for Ss, S,, F., and F,,. The USGS website includes the most updated published data on seismic conditions. The site specific seismic design parameters and adjusted maximum spectral response acceleration parameters are as follows: PGA (Peak Ground Acceleration, in percent of g) Ss 126.6o% of g S, 49.6o% of g FA 1.00 Fv 1.504 Additional seismic considerations include liquefaction potential and amplification of ground motions by soft/loose soil deposits. The liquefaction potential is highest for loose sand with a high groundwater table. The relatively dense glacially consolidated materials that underlie the site have a low potential for liquefaction. 3 PO Box 82243 Kenmore, WA 98028 cobaltgeoagmail.com 2o6-331-1097 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON December 19, 2019 7.o DISCUSSION 7.1.1 General COBALT GEOSCIENCES It is our opinion that the proposed residence may be supported on a shallow foundation system bearing on medium dense or firmer native soils. These soils will likely be encountered 3 to 4 feet below existing site elevations. Infiltration of runoff from impervious surface is feasible within the weathered Whidbey Formation that underlies the site. Infiltration systems should have adequate overflow to a suitable dispersion system or stormwater utility infrastructure. 8. o Recommendations 8.1.1 Site Preparation Trees, shrubs and other vegetation should be removed prior to stripping of surficial organic -rich soil. Based on observations from the site investigation program, it is anticipated that the stripping depth will range from 6 to 18 inches. Deeper excavations should be expected below larger vegetation and where undocumented fill is present. The near -surface soils consist of silty -sand with gravel. These soils are suitable for use as structural fill if they are compacted when the moisture levels are within a few percent of optimum. This is typically only possible during mid -late summer and early fall when there are extended periods of warm, dry weather. All fill soils should be compacted when they are within 3 percent of the optimum moisture as determined by the ASTM D 1557 proctor analysis test. Imported structural fill should consist of a sand and gravel mixture with a maximum grain size of 3 inches and less than 5 percent fines (material passing the U.S. Standard No. 200 Sieve). Structural fill should be placed in maximum lift thicknesses of 12 inches and should be compacted to a minimum of 95 percent of the modified proctor maximum dry density, as determined by the ASTM D 1557 test method. 8.1.2 Temporary Excavations Based on our understanding of the project, we anticipate that the grading could include local cuts on the order of approximately 4 feet or less for foundation placement. These excavations should be sloped no steeper than iH:iV (Horizontal:Vertical) in medium dense or firmer native soils. If an excavation is subject to heavy vibration or surcharge loads, we recommend that the excavations be sloped no steeper than 1.5H:iV, where room permits. The geotechnical engineer should be on site during excavation work to determine safe temporary slope angles. Temporary cuts should be in accordance with the Washington Administrative Code (WAC) Part N, Excavation, Trenching, and Shoring. Temporary slopes should be visually inspected daily by a qualified person during construction activities and the inspections should be documented in daily reports. The contractor is responsible for maintaining the stability of the temporary cut slopes and reducing slope erosion during construction. 4 PO Box 82243 Kenmore, WA 98028 cobaltgeo(@gmail.com 2o6-331-1097 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON December 19, 2019 COBALT GEOSCIENCES Temporary cut slopes should be covered with visqueen to help reduce erosion during wet weather, and the slopes should be closely monitored until the permanent retaining systems or slope configurations are complete. Materials should not be stored or equipment operated within io feet of the top of any temporary cut slope. Soil conditions may not be completely known from the geotechnical investigation. In the case of temporary cuts, the existing soil conditions may not be completely revealed until the excavation work exposes the soil. Typically, as excavation work progresses the maximum inclination of temporary slopes will need to be re-evaluated by the geotechnical engineer so that supplemental recommendations can be made. Soil and groundwater conditions can be highly variable. Scheduling for soil work will need to be adjustable, to deal with unanticipated conditions, so that the project can proceed and required deadlines can be met. If any variations or undesirable conditions are encountered during construction, we should be notified so that supplemental recommendations can be made. If room constraints or groundwater conditions do not permit temporary slopes to be cut to the maximum angles allowed by the WAC, temporary shoring systems may be required. The contractor should be responsible for developing temporary shoring systems, if needed. We recommend that Cobalt Geosciences and the project structural engineer review temporary shoring designs prior to installation, to verify the suitability of the proposed systems. 8.1.3 Erosion and Sediment Control Erosion and sediment control (ESC) is used to reduce the transportation of eroded sediment to wetlands, streams, lakes, drainage systems, and adjacent properties. Erosion and sediment control measures should be implemented and these measures should be in general accordance with local regulations. At a minimum, the following basic recommendations should be incorporated into the design of the erosion and sediment control features for the site: • Schedule the soil, foundation, utility, and other work requiring excavation or the disturbance of the site soils, to take place during the dry season (generally May through September). However, provided precautions are taken using Best Management Practices (BMP's), grading activities can be completed during the wet season (generally October through April). • All site work should be completed and stabilized as quickly as possible. • Additional perimeter erosion and sediment control features may be required to reduce the possibility of sediment entering the surface water. This may include additional silt fences, silt fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration systems. • Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. 5 PO Box 82243 Kenmore, WA 98028 cobaltgeo ftmail.com 2o6-331-1097 COBALT GEOTECHNICAL INVESTIGATION G E O S C I E N C E S EDMONDS, WASHINGTON December 19, 2019 8.1.4 Foundation Design The proposed residence may be supported on a shallow spread footing foundation system bearing on undisturbed medium dense or firmer native soils or on properly compacted structural fill placed on the suitable native soils. If structural fill is used to support foundations, then the zone of structural fill should extend beyond the faces of the footing a lateral distance at least equal to the thickness of the structural fill. We anticipate that medium dense or firmer soils will be encountered within 4 feet of the ground surface. Local overexcavation and replacement with structural fill may be required locally. For shallow foundation support, we recommend widths of at least 18 and 24 inches, respectively, for continuous wall and isolated column footings supporting the proposed structures. Provided that the footings are supported 'as recommended above, a net allowable bearing pressure of 2,500 pounds per square foot (psf) may be used for design. A 1/3 increase in the above value may be used for short duration loads, such as those imposed by wind and seismic events. Structural fill placed on bearing, native subgrade should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Footing excavations should be inspected to verify that the foundations will bear on suitable material. Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. If constructed as recommended, the total foundation settlement is not expected to exceed 1 inch. Differential settlement, along a 25-foot exterior wall footing, or between adjoining column footings, should be less than 1/2 inch. This translates to an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post -construction settlement may occur if the foundation soils are flooded or saturated. All footing excavations should be observed by a qualified geotechnical consultant. Resistance to lateral footing displacement can be determined using an allowable friction factor of 0.40 acting between the base of foundations and the supporting subgrades. Lateral resistance for footings can also be developed using an allowable equivalent fluid passive pressure of 250 pounds per cubic foot (pcf) acting against the appropriate vertical footing faces (neglect the upper 12 inches below grade in exterior areas). The allowable friction factor and allowable equivalent fluid passive pressure values include a factor of safety of 1.5. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above values may be used for short duration transient loads. Care should be taken to prevent wetting or drying of the bearing materials during construction. Any extremely wet or dry materials, or any loose or disturbed materials at the bottom of the footing excavations, should be removed prior to placing concrete. The potential for wetting or drying of the bearing materials can be reduced by pouring concrete as soon as possible after completing the footing excavation and evaluating the bearing surface by the geotechnical engineer or his representative. 6 PO Box 82243 Kenmore, WA 98028 cobaltgeo ftmail.com 2o6-331-1097 COBALT GEOTECHNICAL INVESTIGATION G E O S C I E N C E S EDMONDS, WASHINGTON December 19, 2019 8.1.5 Stormwater Management The site is underlain by local fill and at depth by weathered and slightly weathered Whidbey Formation. We conducted in situ infiltration test (Small Scale Pilot Infiltration Test) in test pit TP-1 at a depth of 6 feet below grade to confirm suitability of infiltration systems in the area. Testing and analysis were performed in general accordance with Appendix B from the City of Edmonds addendum to the Stormwater Management Manual for Western Washington. Following a pre-soak saturation period, infiltration measurements, and application of correction factors for site variability (0.33), testing (0.5), and influent control (o.9), the design infiltration rate was determined to be 0.6 inches per hour. The rate prior to application of correction factors was 4 inches per hour. The weathered soils were present between 3 and 7 feet below grade and consisted of silty -sand to poorly graded sand consistent with Loamy Sand (USDA Classification). We excavated an additional 4 feet below the tested elevation to verify that groundwater was not present and that the infiltrated water was not mounded on the subsurface strata. We did not observe mounding or perched groundwater at this depth. We recommend that the bottom of trenches or drywells be situated within native soils consistent with those described above (medium dense SP-SM). We should be on site to confirm soil conditions and provide additional recommendations if necessary. Any system or systems should have adequate overflow to a dispersion trench with vegetated flowpath or tightlined into City infrastructure. We should be provided with final plans for review to determine if the intent of our recommendations has been incorporated or if additional modifications are needed. Verification testing of infiltration systems should be performed during construction. 8.1.6 Slab -on -Grade We recommend that the upper 12 inches of the native soils within slab areas be re -compacted to at least 95 percent of the modified proctor (ASTM D1557 Test Method). If loose fill soils or deep topsoil/roots are encountered, they should be removed and replaced with structural fill. Often, a vapor barrier is considered below concrete slab areas. However, the usage of a vapor barrier could result in curling of the concrete slab at joints. Floor covers sensitive to moisture typically requires the usage of a vapor barrier. A materials or structural engineer should be consulted regarding the detailing of the vapor barrier below concrete slabs. Exterior slabs typically do not utilize vapor barriers. The American Concrete Institutes ACI 36oR-o6 Design of Slabs on Grade and ACI 302AR-04 Guide for Concrete Floor and Slab Construction are recommended references for vapor barrier selection and floor slab detailing. Slabs on grade may be designed using a coefficient of subgrade reaction of 18o pounds per cubic inch (pci) assuming the slab -on -grade base course is underlain by structural fill placed and compacted as outlined in Section 8.1. A 4 to 6 inch thick layer of clean angular rock or pea gravel should be used as a capillary break. 7 PO Box 82243 Kenmore, WA 98028 cobaltgeotpgmail.com 2o6-331-1097 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON December 19, 2019 rabb- COBALT GEOSCIENCES A perimeter drainage system is recommended unless interior slab areas are elevated a minimum of 12 inches above adjacent exterior grades. If installed, a perimeter drainage system should consist of a 4-inch diameter perforated drain pipe surrounded by a minimum 6 inches of drain rock wrapped in a non -woven geosynthetic filter fabric to reduce migration of soil particles into the drainage system. The perimeter drainage system should discharge by gravity flow to a suitable stormwater system. Exterior grades surrounding buildings should be sloped at a minimum of one percent to facilitate surface water flow away from the building and preferably with a relatively impermeable surface cover immediately adjacent to the building. 8.1.7 Groundwater Influence on Construction Groundwater was not encountered during our exploration work. There is a chance of perched groundwater being present below the site during winter and spring months. Groundwater would likely be light in volume. If groundwater is encountered during construction, we anticipate that sump excavations and small diameter pumps systems will adequately de -water short-term excavations, if required. Any system should be designed by the contractor. We can provide additional recommendations upon request. 8.1.8 Utilities Utility trenches should be excavated according to accepted engineering practices following OSHA (Occupational Safety and Health Administration) standards, by a contractor experienced in such work. The contractor is responsible for the safety of open trenches. Traffic and vibration adjacent to trench walls should be reduced; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. In general, silty soils were encountered at shallow depths in the explorations at this site. These soils have variable cohesion and density and may have a tendency to cave or slough in excavations. Shoring or sloping back trench sidewalls is required within these soils in excavations greater than 4 feet deep. All utility trench backfill should consist of imported structural fill or suitable on -site soils. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 5 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 5 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557• Pipe bedding should be in accordance with the pipe manufacturer's recommendations. The contractor is responsible for removing all water -sensitive soils from the trenches regardless of the backfill location and compaction requirements. Depending on the depth and location of the proposed utilities, we anticipate the need to re -compact existing fill soils below the utility structures and pipes. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction procedures. 8 PO Box 82243 Kenmore, WA 98028 cobaltgeo@gmail.com 2o6-331-1097 COBALT GEOTECHNICAL INVESTIGATION G E O S C I E N C E S EDMONDS, WASHINGTON December 19, 2019 9.o Construction Field Reviews Cobalt Geosciences should be retained to provide part time field review during construction in order to verify that the soil conditions encountered are consistent with our design assumptions and that the intent of our recommendations is being met. This will require field and engineering review to: ■ Monitor and test structural fill placement and soil compaction ■ Verify soil conditions in infiltration areas ■ Monitor temporary excavation stability ■ Verify footing drain installation ■ Observe bearing capacity at footing locations Geotechnical design services should also be anticipated during the subsequent final design phase to support the structural design and address specific issues arising during this phase. Field and engineering review services will also be required during the construction phase in order to provide a Final Letter for the project. io.o Closure This report was prepared for the exclusive use of Joe Killin and his appointed consultants. Any use of this report or the material contained herein by third parties, or for other than the intended purpose, should first be approved in writing by Cobalt Geosciences, LLC. The recommendations contained in this report are based on assumed continuity of soils with those of our test holes, and assumed structural loads. Cobalt Geosciences should be provided with final architectural and civil drawings when they become available in order that we may review our design recommendations and advise of any revisions, if necessary. Use of this report is subject to the Statement of General Conditions provided in Appendix A. It is the responsibility of Joe Killin who are identified as "the Client" within the Statement of General Conditions, and its agents to review the conditions and to notify Cobalt Geosciences should any of these not be satisfied. 9 PO Box 82243 Kenmore, WA 98028 cobaltgeo ftmail.com 2o6-331-1097 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON December 19, 2019 Respectfully submitted, Cobalt Geosciences, LLC Original signed by: Exp. 6/26/2020 Phil Haberman, PE, LG, LEG Principal PH/sc PO Box 82243 Kenmore, WA 98028 cobaltgeo(ftmail.com 2o6-331-1097 COBALT GEOSCIENCES 10 APPENDIX A Statement of General Conditions Statement of General Conditions USE OF THIS REPORT: This report has been prepared for the sole benefit of the Client or its agent and may not be used by any third party without the express written consent of Cobalt Geosciences and the Client. Any use which a third party makes of this report is the responsibility of such third party. BASIS OF THE REPORT: The information, opinions, and/or recommendations made in this report are in accordance with Cobalt Geosciences present understanding of the site specific project as described by the Client. The applicability of these is restricted to the site conditions encountered at the time of the investigation or study. If the proposed site specific project differs or is modified from what is described in this report or if the site conditions are altered, this report is no longer valid unless Cobalt Geosciences is requested by the Client to review and revise the report to reflect the differing or modified project specifics and/or the altered site conditions. STANDARD OF CARE: Preparation of this report, and all associated work, was carried out in accordance with the normally accepted standard of care in the state of execution for the specific professional service provided to the Client. No other warranty is made. INTERPRETATION OF SITE CONDITIONS: Soil, rock, or other material descriptions, and statements regarding their condition, made in this report are based on site conditions encountered by Cobalt Geosciences at the time of the work and at the specific testing and/or sampling locations. Classifications and statements of condition have been made in accordance with normally accepted practices which are judgmental in nature; no specific description should be considered exact, but rather reflective of the anticipated material behavior. Extrapolation of in situ conditions can only be made to some limited extent beyond the sampling or test points. The extent depends on variability of the soil, rock and groundwater conditions as influenced by geological processes, construction activity, and site use. VARYING OR UNEXPECTED CONDITIONS: Should any site or subsurface conditions be encountered that are different from those described in this report or encountered at the test locations, Cobalt Geosciences must be notified immediately to assess if the varying or unexpected conditions are substantial and if reassessments of the report conclusions or recommendations are required. Cobalt Geosciences will not be responsible to any parry for damages incurred as a result of failing to notify Cobalt Geosciences that differing site or sub -surface conditions are present upon becoming aware of such conditions. PLANNING, DESIGN, OR CONSTRUCTION: Development or design plans and specifications should be reviewed by Cobalt Geosciences, sufficiently ahead of initiating the next project stage (property acquisition, tender, construction, etc), to confirm that this report completely addresses the elaborated project specifics and that the contents of this report have been properly interpreted. Specialty quality assurance services (field observations and testing) during construction are a necessary part of the evaluation of sub -subsurface conditions and site preparation works. Site work relating to the recommendations included in this report should only be carried out in the presence of a qualified geotechnical engineer; Cobalt Geosciences cannot be responsible for site work carried out without being present. 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F ` J,,.'�; S <`N 'LyQ ,' r -•;; _ �..-rz6[n'st'�W � 2*.�,� �; - L ^r � _ $ ¢ 41 j ^ tt = Q m 222nd St SW Ty • •}� r / �� ..tr• 4.>� :: c t � � t � -- � � EsHeranCe z '. _ � l •13' .a a a �'261ti t'S� .a r�r.t' - [g�• IL 216 h St W 22B Ot m •.} " a .. 2.,0[h St SW . _. - t olly Ln•: tz1,' treated i c 201,ii N h • ' c 007 Yele.A Nrr1/2007, I y < ! 122'23.000' W 122'22.000' W 122'21.000' W 122'20.000' W WGS84 122'19.000' W B -3 I TN MN NATIONAL '^"t$ �16o N Imo A 10AA aogg 2WA 3000 roA FEE' GEOGRAPHIC s , 5 a , logo 0 Mim I= 11/26/14 Cobalt Geosciences, LLC Proposed Residence VICINITY P.O. Box 82243 _COBALT \7G E 0 IS C I E N C E S 543 3rd Avenue South Edmonds, Washington MAP FIGURE i Kenmore, WA 98028 (206) 331-1097 www.cobaltgeo.com cobaltgeo (&gmail. com TP-1 Approximate Test Pit Location I�1 Cobalt Geosciences, LLC Proposed Residence SITE PLAN P.O. Box 82243 COBALT 543 3rd Avenue South Kenmore, WA 98028 (206) 331-1097 GEOSCIENCES Edmonds, Washington FIGURE 2 V;ww.cobalteeo.com cobaltgeo(&gmail.com APPENDIX C Exploration Log Unified Soil Classification System (USCS) MAJOR DIVISIONS YMBOL TYPICAL DESCRIPTION i 1 Clean Gravels GW Well -graded gravels, gravels, gravel -sand mixtures, little or no fines Gravels (less than 5% GP ---" --- --- (more than 50% fines) Poorly graded gravels, gravel -sand mixtures, little or no fines of coarse fraction GM retained on No. 4 Gravels with Silty gravels, gravel -sand -silt mixtures COARSE sieve) i Fines GRAINED (more than 12% i fines) GC ---------------------------. —_.--- Clayey gravels, gravel -sand -clay mixtures SOILS (more than 50% j ;•; sw --- retained on Clean Sands Well -graded sands, gravelly sands, little or no fines No. 200 sieve) Sands (less than 5% '' SP - -- (50% ormore fines) Poorly graded sand, gravelly sands, little or no fines of coarse fraction j passes the No. 4 sieve) Sands with sM Silty sands, sand -silt mixtures I Fines (more than 12% sc - j fines) Clayey sands, sand -clay mixtures j M� Inorganic silts of low to medium plasticity, g p ty, sandy silts, gravelly silts, or clayey silts with slight plasticity Silts and Clays Inorganic (liquid limit less j cL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays FINE GRAINED than 50) i silty clays, lean clays oL _ Organic silts and organic silty clays of low plasticity SOILS Organic (50% or more passes the MH Inorganic silts, micaceous or diatomaceous fine sands or silty soils, No. 200 sieve) elastic silt Silts and Clays ! Inorganic (liquid limit 50 or °H Inorganic clays of medium to high plasticity, sandy fat clay, more) _ or gravelly fat clay OH Organic clays of medium to high plasticity, organic silts Organic HIGHLYORGANICI SOILS Primarily organic matter, dark in color, PT Peat, humus, swamp soils with high organic content (ASTM D4427) I and organic odor Classification of Soil Constituents MAJOR constituents compose more than 50 percent, by weight, of the soil. Major constituents are capitalized (i.e., SAND). Minor constituents compose 12 to 50 percent of the soil and precede the major constituents (i.e., silty SAND). Minor constituents preceded by "slightly" compose 5 to 12 percent of the soil (i.e., slightly silty SAND). Trace constituents compose 0 to 5 percent of the soil (i.e., slightly silty SAND, trace gravel). Relative Density (Coarse Grained Soils) Consistency (Fine Grained Soils) N, SPT, Relative N, SPT, Relative Blows/FT Density Blows/FT Consistency 0-4 Very loose Under 2 Very soft 4 -10 Loose 2-4 Soft 10 - 3o Medium dense 4-8 Medium stiff 30 - 50 Dense 8 -15 Stiff Over 50 Very dense 15 - 3o Very stiff Over 30 Hard Grain Size Definitions Description Sieve Number and/or Size Fines I <#zoo (0.08 mm) Sand -Fine #200 to #40 (0.08 to 0.4 mm) -Medium #40 to #10 (0.4 to 2 min) -Coarse #10 to #4 (2 to 5 mm) Gravel -Fine #4 to 3/4 inch (5 to 19 mm) -Coarse 3/4 to 3 inches (19 to 76 mm) Cobbles 3 to 12 inches (75 to 305 mm) Boulders i >12 inches (305 mm) Moisture Content Definitions Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table Cobalt Geosciences, LLC P.O. Box 82243 Kenmore, WA 98028 (206) 331-1097 Soil Classification Chart Figure Ci www.cobaltgeo.com cobaltgeo(@gmaii.com ICJI Fill If, 1 Date: July 9, 2019 Depth: 10' Groundwater: None Contractor: Jim Elevation: Logged By: PH Checked By: SC rn a Moisture Content (%) N Q Plastic �� � Liquid LL V E 3 Limit Limit L Z Q N D 2 a V) Description Material Diption o j o DCP Equivalent N-Value G 0 10 20 30 40 50 1 Gravel & Topsoil ------ ---- --- --------------------------------------------- Medium dense, silty -fine to medium grained sand with gravel, 2 reddish brown to yellowish brown, moist. (Fill) 3----�—___ -- :�: •,'' . � ' SP/ ------------- 7s------------------------------ Loose to medium dense, fine to medium grained sand with silt trace ; SM gravel, yellowish brown to grayish brown, moist. (Weathered 4 4' Whidbey Formation) 5; % -Local layers and interbeds of SP and SM 6 :{ q---- — sue'.• -- ` ; , • SP/ --------------------------------------------- Dense, fine to medium grained sand with silt and gravel, ; ;.:{ SM yellowish brown to grayish brown, moist. 8 �.' (Whidbey Formation) 9 :gy . ` ( -Locally weakly cemented End of Test Pit 10' Cobalt Geosciences, LLC Proposed Residence P.O. Box 82243 rd Avenue South Test Pit Kenmore, WA 98028 COBALT 543 3 Logs (206) 331-1097 • Edmonds, Washington g www.cobaltgeo.com cobaltgeo(@gmail.com s� ! STORMWATER SITE PLAN REPORT FOR Killin Residence 543 31d Avenue South Edmonds, WA 98020 Parcel #00409600-100-900 September 20, 2019 Revised March 12, 2020 Prepared For: Jon & Selena Killin 543 3rd Avenue South Edmonds, WA 98020 COMPLIES WITH APPUCABLE Prepared CITY STORMWAT - CODE -y Site Civil EngineeringJISPLLC JLS Engineering PLLC 19125 North Creek Parkway, Suite 123B Bothell, WA 98011 Contact: Jeremy Sather, P.E. Phone: (206) 849-5489 4/i' % "ONAL CITY Copy MAR 13 2020 CITY 0;: Killin Residence Site Civil Stormwater Site Plan Report Engineering March 12, 2020 NASPLLC Table of Contents 1. PROJECT OVERVIEW..............................................................................................................................3 ProjectLocation............................................................................................................................................................3 ExistingConditions Summary...................................................................................................................................3 Developed Site Hydrology.........................................................................................................................................3 2. MINIMUM REQUIREMENTS SUMMARY..............................................................................................6 3. OFFSITE ANALYSIS DESCRIPTION........................................................................................................8 UpstreamAnalysis.....................................................................................................................................................8 DownstreamAna/lysis..............................................................................................................................................8 PotentialDrainage Impacts ................................... ................................................................................................ 4. STORMWATER CONTROL PLAN....................................................................................................... 10 FlowControl BMPs.................................................................................................................................................. 10 FlowControl BMP Sizing........................................................................................................................................ 1 I ConveyanceDesign................................................................................................................................................ IZ 5. CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP).................................... 13 CSWPPNarrative...................................................................................................................................................... 13 Construction Site Planning and Sequencing.................................................................................................... 16 Activities During Construction-_ 17 Infiltration and Dispersion Facility Construction Techniques ..................................................................... 18 6. SPECIAL REPORT'S AND STUDIES, OTHER PERMITS...................................................................... 19 SpecialReports and Studies.................................................................................................................................. 19 OtherPermits............................................................................................................................................................ 19 7. OPERATIONS & MAINTENANCE....................................................................................................... 19 Appendices A. Project Site Plans B. Calculations • WWHM - Infiltration Sizing C. GeotechnicalInvestigation Page ii Killin Residence Stormwater Site Plan Report March 12, 2020 1. PROJECT OVERVIEW Project Location Site Civil Engineering SPLLC The project site is located at 543 3'd Avenue South, Edmonds, Washington. The project has Snohomish County parcel identification number 00409600-100-900. See Figure 1, Site Vicinity Map. Existing Conditions Summary The existing 8,124-square foot (0.187-acre) parcel is zoned RS-6 Single Family Residential. The project site is bounded by • single-family residential of similar zoning to the east, north and south, • by 3'd Avenue South to the west, and • by an alley to the east. The site contains an existing single-family residence. Access is provided via a private asphalt driveway that directly accesses 3'd Avenue South to the west, and via a private gravel driveway that directly accesses the alley to the east. All utilities are served underground, except for power which is above ground. The total existing hard surface area on the existing parcel is 4,899 square feet. See Figure 2, Site Aerial Map. Historically the project site was forested. The project site generally slopes down to both the northwest and northeast property corners from the high point located on the southern property line. The average slope of approximately 2% to 4% across the site. Stormwater discharges the property at the northwest and northeast property corners as sheetflow. There are no known critical areas located on or near the project site. A Geotechnical Investigation was prepared by Cobalt Geosciences, dated December 19, 2019, that assessed the existing site soils and the feasibility of infiltration of stormwater runoff. One test pit was excavated onsite to a depth of 10 feet. The test pit encountered several inches of gravel overlying about 1.25 feet of topsoil (Fill). This layer was underlain by approximately 1.5 feet of medium dense, silty -fine to medium grained sand with gravel (Fill). This layer was underlain by medium dense to dense, silty -fine to medium grained sand trace gravel (Whidbey Formation), which continued to the termination depth of the test pit. Groundwater was not encountered during the investigation. An in -situ infiltration test was completed at a depth of 6 feet below grade. The adjusted design infiltration rate was determined to be 0.6 inches per hour. Infiltration of runoff from impervious surface is feasible within the weathered Whidbey Formation that underlies the site. Groundwater is estimated to be 7 to 10 feet below existing grade. Developed Site Hydrology The proposed project will demolish a portion of the existing single-family residence and construct a new single-family residence in its place. The total proposed onsite new and replaced hard surfaces is 4,036 square feet. See Section 4 for a detailed review of project areas. Page 3 1� 4 Killin Residence Stormwater Site Plan Report March 12, 2020 Site Civil Engineering PLLC The new residence will access 31d Avenue South via existing private driveway and to the west to using the existing gravel driveway to the alley. Utilities will be reconnected and upsized as necessary. Onsite stormwater runoff will be collected and conveyed to a new stormwater infiltration trench located in the southeastern portion of the site. Runoff that overflows the infiltration trench will outlet into the existing eastern concrete gutter in the 3rd Avenue South right-of-way. Best Management Practices (BMPs) will be implemented for the project site to the maximum extent feasible, which pprimarily includes the infiltration trench for the roof area. See Section 4 for a more detailed discussion of the onsite BMPs to used. See Figure 3 for Proposed Development Plan. pure I: Site Vicinity Map, Bing Map Ftr, i Ch6�ese Fi Edmonds Bowl Ace Hardware - IN 4) H6..Ci Way a > Hars:burger Hartys II a � us an Edmonds City Pack Edmonds City Nark Pine St Pine St BarF'ada y�, d ¢' STfE a t Erty.,n (i7 Q Hol� fk a f Luxury Metals h-rr'ock V.Iy Hem!wt Way a t C.t r' Se.mont to SeaMO. t tit F.e St Firm 51 Page 4 v Killin Residence Stormwater Site Plan Report March 12, 2020 site' C/o/ Engineering IJISPLLC I-1gure j i roposea ueveiopment i ian Ed T--.,EL -I, E— r -E -E. •.E Ems--C.T E F IE IPf-E-•-'F- -E IE ' IE ' EE E1 h ' 1 IE E.9- 1'. DU n D FIN AN T.f.AIkS K'SMI GRA AND 'JE Pt51H'.E DRAMA- NFHGARAGE'ELK 6..'s :.I PLgl$i�:/Li=TRUCTU?Kg46 5-1 H lF - '- ,TEEL _, SEE P4U.E.T NCIEii, - I ?R(SPCM'D CFR _ - D d'.IaTE( R _ 1 INC ro^rn,c cR.,ws Jj- TE S.-"C„G NN , TEE aT[ i. ETE- ® GEE RR�U.-T NCTE 5 I - - S, t.................................... W IL, ING REM INT'aM PEH THTY PURYEYD' SWNDA67 . PRDWTY LIIE TjR4.QR_AH G9SMFP_% Q I RIM 667 TER31raANSE!. SDCA- TRENCH OVER"- E 65.9 NEILTRt7[N T*RNCH_ Q I RN F95 la LF - a• fl CB -ME 1 2 TREN. Vf w L)N, if T.-TK;� Y E 65.6 S.D.BC'i N Z _- —__ LE .. HEIGHT P'Y I I E 66D i .1 a FL w ;,,,r, FlctATrn� i it E bsy f ? �I 6 .i5N.11 = HWSHFI::k AGE E 51, W TRENCH J.T) -FJ = T' TdNCH 6e 5 . IE a' RERF I 6.lD : DCTfW VEIN H Page 5 Y t Killin Residence Site Civil Stormwater Site Plan Report J�Engineering March 12, 2020 PLLC 2. MINIMUM REQUIREMENTS SUMMARY The project will meet the requirements and guidelines for the following standards: • City of Edmonds Community Development Code (ECDC) Chapter 18.30, Stormwater Management. • Department of Ecology Stormwater Management Manual for Western Washington, Ver- sion 2012 with 2014 edits (SWMMWW) • City of Edmonds Stormwater Addendum, Version June 2017 The project site is redevelopment. See Figure 5 for Flow Chart for Determining Requirements for Development. Per the guidelines listed above and Figure 4, Minimum Requirements 1 through 5 will apply to the project site. Figure 4: F/ow Chart for Determining Requirements for Development Eomows STORNVJATFR ADDENDUM TUNE 201; Eplaced hard sm{ace area? OR Does the Sand diwtmbimg acliri;y Focal 7.000 square fee; or Beafer? hdmimum RegII�,®++e++t= No. Y throneh 5 apply- hFirumnm FEgmrementNo. 2 app}ies Does the project add ?,000 square feEt or more of �w pia. replaced hard sarfaces? OR � ConcaE 0.75 acres or morE of a�eeetahoa to lane or land,caped areas? 03 Convert 2.5 zc[ew or more of natire re�etafion to pas-hi Figurell. Floes' Chart for Determining Requirements for Development. Does the project remit in 2.000 sgnarn Feel or Beater, of near plow r rAr e Page 6 Killin Residence Stormwater Site Plan Report March 12, 2020 Site Civil Engineering SPLLC The following are the applicable Minimum Requirements and how they apply to the proposed development. MR 1 - Preparation ofStormwater Site Plans This Stormwater Site Plan Report and Civil Improvement Plan, Sheet C3 provided in Appendix A, has been prepared to analyze stormwater control measures for disturbed onsite and offsite areas in accordance with: • Chapter 3 of Volume I of the SWMMWW, and • City of Edmonds Stormwater Addendum, Appendix C, Checklists 1 through 3. MR 2 - Constriction Stormwater Pollution Prevention Plan /CSWPPP] A temporary erosion and sediment control (TESC) plan and a CSWPPP has been prepared for the project and is included as Section 7 of this Report to provide direction for Construction Stormwater Pollution Prevention requirements. These will include silt fence, construction entrance, storm drain inlet protection and cover measures as typical for single-family residential construction. MR3 - Source Control of Pollution Water pollution source control will be provided per Volume IV of the SWMM for non- commercial activities at residential properties. During construction the source control will be provided by the TESC measures and implemented per the CSWPPP. See Section 5 of this Report for the CSWPPP. After construction the project site will be operated as a typical single-family residence. Some of the source control items will include: Prevention of prohibited discharges and connections. This may include contaminated materials entering the storm conveyance system. • Materials storage, containment and cleanup. Materials may include paint, oil and gas for personal vehicles, etc. An easy and cost-effective solution is, to keep materials covered and in garage or shed. MR 4 - Preservation of Natural Drainage Systems and Outfalls The natural downstream flowpath will be maintained by discharging to the same location as predeveloped conditions: at the northwest and northeast property corners as sheetflow. Developed onsite stormwater runoff will be collected and conveyed to a new stormwater infiltration trench; the infiltration trench overflow will outlet into the existing eastern concrete gutter in the 3'd Avenue South right-of-way. See Section 3 - Offsite Analysis Description for assessment of the potential offsite impacts of stormwater discharges. MR 5 - On site Stormwater Management On -site stormwater management will be applied per the City of Edmonds Stormwater Page 7 Killin Residence Stormwater Site Plan Report March 12, 2020 civil Addendum and Chapter 5, Volume V of the SWMMWW. On -site stormwater management incorporates implementation of BMPs to reduce stormwater runoff and pollution from developed sites. Per SWMMWW - Volume I - Chapter 2.5.5, Table 2.5.1, new development inside the UGA, the project is a Category 1, and will comply with List # 1. On -site Stormwater Management, or BMPs (Best Management Practices) are required for the project to the maximum extent feasible which includes the following BMPs: • Proposed/replaced lawn and landscape surfaces will apply Post Construction Soil Quality and Depth. • Full infiltration will be used for the new and replaced roof area for the residence. • Sheetflow dispersion will be used for the front walkway. A detailed review for BMP feasibility is provided in Section 4 of this Drainage Report. 3. OFFSITE ANALYSIS DESCRIPTION A Category 1 offsite analysis was completed to identify potential problems prior to and after the proposed development. This includes reviewing the upstream and downstream areas tributary to the project site and assessing the potential off -site impacts of stormwater discharges. Since the project will fully infiltrate the proposed roof surface and discharges up to and exceeding the 100- year peak flow event will be very low or negligible, a detailed field review has not been completed. The following offsite analysis is a cursory review of the offsite drainage systems. Upstream Analysis: The upstream area is rather limited. The upstream areas is to the east of the project site. Surface runoff from uphill areas are intercepted by the existing alley and drain to the north. Downstream Analysis: The downstream flowpath begins at the northwestern corner of the project site where onsite surface water enters the eastern street gutter of 31d Avenue South. At this point the downstream flowpath is described below and is based on City of Edmonds stormwater maps. See Figure 5 for the Downstream Analysis Map. • Stormwater runoff follows the street gutter toward the north and enters an existing catch basin approximately 500 feet to the north. The Catch basin is located at the southeast corner of the intersection of 3'd Ave S & Howell Way. • Stormwater crosses the intersection in the City piped stormwater system and continues north. • Stormwater runoff enters Shallabarger Creek and flows west across Edmonds Way and through Edmonds Marsh. • Runoff outlets to the Puget Sound at the Port of Edmonds. Page 8 Killin Residence Stormwater Site Plan Report March 12, 2020 Potential Drainage Impacts: Civil The existing project site currently does not contain Flow Control BMPs. The project will provide Flow Control BMPs to mitigate for surface runoff and reduce impacts to downstream properties. The proposed roof area will be directed to a full infiltration trench. An overflow is provided for the infiltration trench as a protective measure. Based on the inclusion of the proposed BMPs, it is anticipated the proposed project will not adversely impact the downstream drainage conditions. There are no proposed offsite mitigation measures proposed by the project. Figure S.- Downstream Ana/ysis Map Page 9 Killin Residence Stormwater Site Plan Report March 12, 2020 4. STORMWATER CONTROL PLAN Site Civil Engineering IJISPLLC This section addresses the impacts of the Project target surfaces (new and replaced pervious and impervious areas) created by the proposed improvements and how Flow Control BMPs will be applied to the project. Existing Site Hvdro%y The existing site generally slopes toward the northwest to 3rd Ave S. The driveway and yard areas sheetflow to the east gutter line of 3'd Ave S. The existing roof downspouts are piped underground. There is no surface connection or outlet point for the roof downspouts, thus it is assumed the roof area is managed in a subsurface system, i.e. drywells. Developed Site Hvdroiocty Onsite Stormwater runoff generated by the new roof will be collected and conveyed to a new infiltration trench. The proposed walkway will sheetflow across the front yard. The existing asphalt and gravel driveways will remain, no BMP's are proposed for those surfaces. Er ect/lreas The summary of project areas is as follows: TOTAL SITE AREA 8,124 SF APPROX. DISTURBED AREA 8,000 SF EXISTING IMPERVIOUS AREA 4,899 SF EXISTING IMP. TO REMAIN 504 SF NEW/REPLACED IMPERVIOUS AREAS ROOF 3,062 SF DRIVEWAY 734 SF PATIO/WALKWAYS 240 SF TOTAL 4,036 SF TOTAL IMPERVIOUS AREA 4,540 SF (55.9%) CONVERTED LAWN/LANDSCAPE 3,460t SF Flow Control BMPs Flow Control BMPs will be applied to the new and replaced impervious areas and converted vegetation areas to the maximum extent feasible. Table 2 on the next page provides an assessment of the feasibility for the Flow Control BMPs per List #1 of the SWMMWW and Edmonds Stormwater Addendum. Page 10 Killin Residence Stormwater Site Plan Report March 12, 2020 Table 2: List #2 Feasibility Summary site Civil BMP Pro- I BMP Standard Feasible? vided? Feasibility Comment Post Construction Soil BMP T5.13 YES YES This BMP can be used for new, replaced, Quality and Depth and created pervious landscaped areas. Infeasible. Not enough flowpath length Full Dispersion BMP T5.30 NO NO and separations available for full disper- sion. FEASIBLE. Infiltration testing yielded Full Infiltration BMP T5. l0A YES YES long-term adjusted rates of 0.6 inches per hour. Infiltration will be used for the roof surface. Biofiltration Facility BMP T7.30 N/A NO Not applicable. Roof area is managed BMP T5.14A with full infiltration system. Downspout Dispersion BMP T5. I OB N/A NO Not applicable. Roof area is managed System with full infiltration system. Perforated Stub -out Con BMP T5. l OC N/A NO Not applicable. Roof area is managed nection with full infiltration system. e. .0 Infeasible. Not enough flowpath length Full Dispersion BMP T5.30 NO NO and separations available for full disper- sion. Permeable Pavements BMP T5.15 YES YES FEASIBLE. Paver unit system will be used for new and replaced surfaces. Biofiltration BMPs BMP T7.30 BMP T5.14A NO NO N/A — Sheet flow dispersion will be used. Sheet Flow Dispersion BMP T5.12 NO NO Not applicable. Permeable pavements will be used for non -roof surfaces. Flow Control BMP Sizing BMPs will be designed per the SWMMWW - Volume V - Chapter S. BMP T5.13 - Post -Construction Soil QuaA and Depth Soil amendment meeting BMP T5.13 To be applied to all converted vegetated areas, totaling 3,460 square feet. The minimum requirement is to provide 8-inches of topsoil and scarify sub -soils 4-inches below the topsoil. The topsoil can be a combination of retained native topsoil to be reapplied and imported topsoil. BMP T5. IOA - Full Infiltration The roof area to the proposed infiltration trench is 3,062 square feet (0.070 Acres). The Page 1 1 Killin Residence Stormwater Site Plan Report March 12, 2020 site civil infiltration trench is located near the southeastern corner of the site. The Geotechnical Report provides an infiltration test and adjusted design infiltration rate that was used of size the infiltration trench. The adjusted design infiltration rate was determined to be 0.6 inches per hour. The trench is sized for 100% infiltration up to the 100 year peak storm event using the Western Washington Hydrology Model (WWHM). Calculations are provided in Appendix B. The trench is a total of 78 feet long, 5 feet wide, and 3' depth. The trench is divided into two parallel trenches at 39 feet long and will maintain the required setbacks from the proposed building and property lines. A rock void ratio of 0.35 (35% void space) was used for the rock porosity, which is on the conservative side for most clean storage rock. The groundwater was determined to be 7 to 10 feet below existing grade. The groundwater is estimated to be at elevation 60.0 feet. The bottom of the trench is placed at 63.0 feet which will provide over 3 feet of separation from groundwater. BMP T5.15 — Permeable Pavements Permeable pavements will be used for new and replaced impervious surfaces. Typical Unit Paver Systems will be installed per City standard detail SD-623. Approximately 25% of the existing driveway on the west side of the site will be replaced with the paver unit system to comply with the City retrofit requirement of ECDC 18.30.060.D.5.b.i. Convevanc, a Design Sizing has been based on a quantitative analysis of existing storm system and tributary areas. The onsite storm system will be comprised of 4" diameter roof drain tightlines to collect downspouts and convey to the infiltration trench. An overflow is provided to the street gutter in 3rd Ave South. Page 12 Killin Residence Stormwater Site Plan Report March 12, 2020 S. CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPPI civil A CSWPP Narrative is provided below describing the 13 applicable elements for erosion control during construction. A temporary erosion and sediment control (TESC) plan is included in Appendix A. CSWPP Narrative 13 elements are as follows: 1. Preserve VCgetation / Mark Clearin Limits Orange construction fence or silt fence will be used along the clearing and grading limits which are defined on the TESC Plan. This is listed as one of the first steps in the construction sequence. The following BMPs will be used: • BMP C 103: High -Visibility Fence • BMP C233: Silt Fence 2. Establish Construction Access, The existing asphalt driveway will be used as the construction access. The following BMPs will be used: • BMP C 105: Stabilized Construction Access 3. Control Flow Rates Sediment controls will provide adequate erosion control measures for this site during the dry season. The following BMPs will be used: • BMP C233: Silt Fence • BMP C235: Wattles 4 Install Sediment Controls - Sediment controls will be installed prior to any grading activities. Installation of the sediment controls shall be per the construction sequence shown on the TESC Plans. Silt fence will be the primary method of sediment control. The following BMPs will be used: • BMP C233: Silt Fence • BMP C235: Wattles S. Stabilize Soils' Temporary ground cover will include plastic sheeting or mulch. Any soils that will be exposed long-term, over 30 days, will be sprayed with hydroseed and allowed to grow prior to the wet season. The following BMPs will be used: • BMP C 120: Temporary and Permanent Seeding • BMP C121: Mulching • BMP C123: Plastic Covering Page 13 Killin Residence Stormwater Site Plan Report March 12, 2020 • BMP C124: Sodding • BMP C 140: Dust Control 6. Protect Slopes Site Civil Engineering IJISPLLC The project site is near flat, approximately 2% grade. The project will stabilize slopes using plastic sheeting until the time that the slopes can be stabilized. Any cuts will be for utilities where sediment will be trapped in the trench. The following BMPs will be used: • BMP C 120: Temporary and Permanent Seeding • BMP C 121: Mulching • BMP C 123: Plastic Covering • BMP C124: Sodding 7. Protect Drain Inlets - Storm drain inlet protection will be installed in the vicinity of the property. Drain inlets will have filter socks and catch basin protection installed to prevent sediment from directly entering the storm system. The following BMPs will be used: • BMP C220: Inlet Protection 8. Stabilize Channels and Outlets. - The project site is near flat, approximately 2% grade. The project does not propose any channels and the proposed storm system outlets into the existing eastern concrete gutter in the 3'd Avenue South right-of-way. The following BMPs will be used: • BMP C235: Wattles 9. Control Pollutants Construction equipment will be kept in good working order to prevent oil drippings. The following BMPs will be used: • BMP C151: Concrete Handling • BMP C152: Sawcutting and Surfacing Pollution Prevention • BMP C153: Material Delivery, Storage, and Containment • BMP C 154: Concrete Washout Area • S407 BMPs for Dust Control at Disturbed Land Areas and Unpaved Roadways and Parking Lots • S41 1 BMPs for Landscaping and Lawn/ Vegetation Management • S435 BMPs for Pesticides and an Integrated Pest Management Program • S444 BMPs for the Storage of Dry Pesticides and Fertilizers • S419 BMPs for Mobile Fueling of Vehicles and Heavy Equipment • S438 BMPs for Construction Demolition • S442 BMPs for Labeling Storm Drain Inlets On Your Property • S443 BMPs for Fertilizer Application Page 14 Killin Residence Site Civil Stormwater Site Plan Report En ineerin March 12, 2020 �PLLC 9 • S451 BMPs for Building, Repair, Remodeling, Painting, and Construction 10. Control De -Watering Per the Geotechnical Investigation included in Appendix C: "Groundwater was not encountered during our investigation. There is a chance that perched groundwater (as interflow) may be present seasonally below the site. Based on our observations in the test pit, groundwater could be present at or near 7 to 10 feet below grade." Any de -watering activities will discharge as sheetflow over the grass yard to retain sediment onsite. The following BMPs will be used: • BMP C236: Vegetative Filtration 11. Maintain BMPs- The CESCL or Monitoring Personnel shall be responsible for keeping track of construction BMPs. The following BMPs will be used: • BMP C 150: Materials on Hand • BMP C160: Certified Erosion and Sediment Control Lead 12. Manage the Project. The contractor, CESCL, and parties involved shall be mindful of construction activities, the time of year, and to maintain TESC facilities to function as designed. The following BMPs will be used: • BMP C150: Materials on Hand • BMP C 160: Certified Erosion and Sediment Control Lead • BMP C 162: Scheduling 13. Protect Low Impact Development BMPs Low Impact Development (LID) BMPs shall be protected during construction to prevent sedimentation or compaction of existing soils that would inhibit the operation of the proposed LID BMPs. The following BMPs will be used: • BMP C103: High -Visibility Fence • BMP C208: Triangular Silt Dike (TSD) (Geotextile-Encased Check Dam) • BMP C233: Silt Fence • BMP C234: Vegetated Strip Protecting native soil and vegetation, minimizing soil compaction, and retaining the hydrologic function of LID BMPs during the site preparation and construction phases are some of the most important practices during the development process. Section 6.1.2 of the City of Edmonds Stormwater Addendum provides Additional Construction Techniques for LID BMPs. Page 15 Killin Residence Stormwater Site Plan Report March 12, 2020 Construction Site Planning and SequencincL Site Civil Engineering IJISPLLC Construction Site Planning and Sequencing Requirements Construction Site Planning and Sequencing Techniques Limit. clearing and grading activities • Keep grading to a minimum by incorporating natural topographic depressions into the development • Shape final lot grades and topographic features early (i.e_ at the site development stage) where feasible. • Limit the amount of cut and fill in areas with permeable soils. • Limit clearing to road, utility, building pad, lawn areas, and the minimum amount of extra land necessary to maneuver machinery (e.g_ a .10-foot perimeter around a building)_ limit construction activity in areas • Clearly document —and plan to meet and walk through the designated for LED site with equipment Operators prior to construction —tar clarify construction boundaries, limits of disturbance, and construction activities in the vicinity of LID BMPs. • Generakfprimary contractaf must inform other sub -contractors of applicable LID Bl,1P protection requirements- This is particularly important when working around permeable pavement. Limit clearing and grading during heavy • Time construction activities to start during the summer (lovrest rainfa® seasons precipitation) and end in the fall (when conditions are favorable for the establishment of vegetation), if feasible. Minimize the amount and time that graded • Complete construction and erosion control activities in one areas are left exposed section of the site before beginning activity in another section. Utilize permeable and nutrient rich soils • 'Preserve any portion of the site with permeable soils to promote infiltration of stonmbvatrT runoff. • Leave areas of rich topsoil in place, or if excavated, utilize elsewhere on the Site to amend areas with sparse or nutrient deficient topsoil Reduce impact of construction access roads • Reduce the number and size (width/length) of construction access roads. • Locate construction access roads in areas where future roads and utility corridors vnll be placed (unless utifaing permeable pavement). Promote sheet flow and minimize • Avoid grading that results in steep, continuous slopes, concentrated runoff especially in areas contributing runoff to LID IBMPs. UD 3W activation • LID BMPs shall root begin operation until all erosion -causing project improvements (including use of access roads that may contribute sediment) are completed and all exposed ground surfaces are stabilized by revegetation or landscaping in upland areas pot:entially contributing runoff to the MAP. Page 16 Killin Residence Stormwater Site Plan Report March 12, 2020 Activities During Construction: Site Civil Engineering IJISPLLC Erosion Control Requirements Erosion Control Techniques Protect native topsoil during the • Where practicable, protect areas of rich topsoil if excavation is construction phase, and reuse on site necessary, stockpile native soils that can be used on the site after construction. + Stockpile materials in areas designated for clearing and grading (such as parking areas and future impervious roadways) and away from infiltration and other stormwater facilities_ • Cover small stockpiles with weed barrier material that sheds moisture yet allows air transmission. Large stockpiles may need to be seeded and/or mulched. • Do not relocate topsoil or other material to areas where they can cover critical root zorws, suffocate vegetation, or erode into adjacent streams. Use effective revegetation methods • Use native plant species adapted to the local environment • Plant during late fall, winter, or early spring months when vegetation is likely to establish quickly and sunr'ave_ • iUtilkze proper seedbed preparation. • (Fertilize and mukh to protect germinating plants. Apply 1 inch of compost topped vAth 2 inches of mukh_ • protect areas designated for revegetation from soil compaction by restricting heavy equipment. + Provide proper soil amendments where necessary (refeT to SAYMPmSt'Y'4'mr, Volume V, Chapter 5, BKIP T5.13 Post - Construction Sod Quality and Depth) - Amend soil tcnvard the end of constructions_ Once established, protect from compaction and erosion. • During storage, plants should be protected by solar screens when possible to prevent overexposure and excessive drying_ Perform preconstruction, routine, and + Conduct a preconstruction inspection to vc-01 that adequate postconstruction inspections barriers have been placed around vegetation retention areas, infiltration facilities (as needed), and structural controls are implemented property. • Conduct routine inspections to verify that structural controls are being maintained and effectively protecting LID RMPs throughout construction. • Conduct final inspection to verify that revegetation areas are stabilized and that permanent LID 6hIPs are in place and functioning property - Page 17 Killin Residence Stormwater Site Plan Report March 12, 2020 Infiltration and Dispersion Facility Construction Techniques: civil ConstrtKtion Stage Techniques for (Protecting Infiltration and Dispersion. Facilities Prior to construction • The infiltration/dispersion area shall be clearly identified (e_g., using flagging or high visibility fencing) and protected prior to construction to prevent compaction of underlying soils by vehicle traffic. • Develop a soil and vegetation management plan showing areas to be protected and restoration methods for disturbed areas before land clearing starts. • The Construction SWPPP sheets must outline construction sequencing that will protectthe infiltration/dispersion area during construction. • Construction SWPPP BM Ps and protection techniques identified in the previous sections shall be implemented as applicable_ In particular, be sure to stabilize upslope construction areas (e.g., using silt fences, berms, mulch, or other Construction SWPPP BMPs) and minimize overland fl'orr distances_ Excavation • Excavation of infiltration/dispersion areas shall be performed by machinery operating adjacent to the BM P. No heavy equipment %vah narrow tracks, narrow tires, or large lugged high pressure tires shall be allowed on the infiltration/dispersion area footprint • Where feasible, excavate infiltration/dispersion areas to final grade only after all disturbed areas in the upgradient project drainage area have been permanently stabilized. (If infiltration areas must be excavatedbefore permanent site stabilization, initial excavation must be conducted to no less than b inches of the final elevation of the facil'nty floor_p • Excavation of infiltration areas shall not be allowed during vret or saturated conditions. • The use of draglines and trackhoes should be considered for constructing infiltration and dispersion areas. • The bottom (and sid'ewalls if feasible) of an infiltration facility excavation must be raked or scarified to a minimum depth of 3 inches after final excavation to restore infiltration rates. • Scariti soil along the dispersion flow path if disturbed duriing construction_ Sediment control • Bioretention, rain garden, and permeable pavement 3MPs shall not be used as sediment control facilities, and all dra inage shall be directed swab from the BMP location after initial rough grading_ • Direct construction site floty away from the infiltratiorVdispersion area using applicable Construction SWPPP BMPs (e.g., temporarytsmporary diversion swales). Page 18 Killin Residence Stormwater Site Plan Report March 12, 2020 Site civil 6. SPECIAL REPORTS AND STUDIES, OTHER PERMITS Special Reports and Studies The following Reports have been prepared for the Project under separate cover. • Geotechnical Investigation by Cobalt Geosciences, Inc. dated December 19, 2019 Other Permits The following permits may be required for the development: • Building Permits, Edmonds • Right of Way Permit, Edmonds 7. OPERATIONS & MAINTENANCE The Property Owner will be responsible for Operations and Maintenance of the private storm system on private property. The property owner shall inspect the stormwater system at a minimum yearly for proper operation. The items that will need inspection and/or maintenance include the following: Roof gutters and downspouts: • Connected to the storm tightlines. • Signs of erosion at downspout connections. • Gutters and downspouts are free of debris and clean. + Catch basin and yard drains: • Clean of debris and sediment around the structure. • Sediment free inside the structure. • Inlet and outlet pipes are clean and open. • Vegetation is cleared around the inlet. • Infiltration Trench: • Clean of debris and sediment around the inlet structure. • Clean of debris and sediment in and around the screen. • Overflow pipes are clear and operational. • Observation wells are accessible and assess the following. Water level in the trench recedes after a rain event. • Trench is dry in summer months • Tee is properly installed on inlet catch basin • Inlet catch basin is free from debris and sediment Page 19 Killin Residence Stormwater Site Plan Report March 12, 2020 APPENDICES A. Project Site Plans B. Calculations • WWHM - Infiltration Sizing C. Geotechnical Investigation Under separate cover Site Civil Appendix i - rm.n r e. I• e�or jvr�`r 210 sf-Walkway Permeable Pavers 90 sf- Driveway Permeable Pavers 25% of existing driveway for retrofit 350 sf - Ex Driveway to Remain «vrz n •hra�roaa � _ I IMT.T. i '— .ws • p >a 3,062sf•f To Trench Q C I n I I EARTHWORK ESTIMATE AREA SUMMARY N (9W04} a am4 war.Imeare.I uunrs �our� 41 4yr s rota xm swxa uu ..m s P! r9 UTIUTY CONFLICT NOTE -CAUTION: mxnxrto u.'runos >sm.v .p OO PROJECT �'ur • w<w i�rm v ms � 690sf-Driveway II+ Permeable Pavers I I i 4 W F K F I ,o eam m.m ucs 8!§ € a � � ro a xum suu ry rns •µ' �. tw u.c rm wrors`rml,en on' .1 e �wxnnuc - I m m, um m su � _ ntwons :en uaw.on.mr iemoen w¢o �r. im mao(raewin, r naw[: wcpumwl (. cI �� $ x 6 uwu..n,r„on ' r 11 n 1 a Eb¢. ie.m_ra' m a�r�oroe w..i: O � age"g I $6e aoa �` i �e�rci.immma,:Mm�m.�m.nrm�c STANDARD DETAILS LIST LEGEND rauR xo nptaGd9�mf dµG �IX MC -- -_ —= a— ..., ��e O ,a on mr mar. n-vi owr[.er umua rnr i uopei. rtuw Sqs oun uPa B� r.n..ro�.ma CaII belan you Dig I-600-424-5555 WWHM2012 PROJECT General Model Information Project Name: Killin-Trench Site Name: Killin Res Site Address: 543 3rd Ave S City: Edmonds Report Date: 3/13/2020 Gage: Everett Data Start: 1948/10/01 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 0.800 Version Date: 2018/03/02 Version: 4.2.14 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year Killin-Trench 3/13/2020 5:56:16 AM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Forest, Flat 0.0703 Pervious Total 0.0703 Impervious Land Use acre Impervious Total 0 Basin Total 0.0703 Element Flows To: Surface Interflow Groundwater Killin-Trench 3/13/2020 5:56:16 AM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre Pervious Total 0 Impervious Land Use acre ROOF TOPS FLAT 0.0702 Impervious Total 0.0702 Basin Total 0.0702 Element Flows To: Surface Interflow Groundwater Gravel Trench Bed 1 Gravel Trench Bed 1 Killin-Trench 3/13/2020 5:56:16 AM Page 4 Routing Elements Predeveloped Routing Killin-Trench 3/13/2020 5:56:16 AM Page 5 Mitigated Routing Gravel Trench Bed 1 Bottom Length: Bottom Width. - Trench bottom slope 1: Trench Left side slope 0: Trench right side slope 2: Material thickness of first layer: Pour Space of material for first layer: Material thickness of second layer: Pour Space of material for second layer: Material thickness of third layer: Pour Space of material for third layer: Infiltration On Infiltration rate: Infiltration safety factor: Total Volume Infiltrated (ac-ft.): Total Volume Through Riser (ac-ft.): Total Volume Through Facility (ac-ft.): Percent Infiltrated: Total Precip Applied to Facility: Total Evap From Facility: Discharge Structure Riser Height: 3 ft. Riser Diameter: 8 in. Element Flows To: Outlet 1 Outlet 2 78.00 ft. 5.00 ft. 0 To 1 0 To 1 0 To 1 3 0.35 0 0 0 0 0.6 1 8.26 0 8.26 100 0 0 Gravel Trench Bed Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs) Infilt(cfs) 0.0000 0.009 0.000 0.000 0.000 0.0444 0.009 0.000 0.000 0.005 0.0889 0.009 0.000 0.000 0.005 0.1333 0.009 0.000 0.000 0.005 0.1778 0.009 0.000 0.000 0.005 0.2222 0.009 0.000 0.000 0.005 0.2667 0.009 0.000 0.000 0.005 0.3111 0.009 0.001 0.000 0.005 0.3556 0.009 0.001 0.000 0.005 0.4000 0.009 0.001 0.000 0.005 0.4444 0.009 0.001 0.000 0.005 0.4889 0.009 0.001 0.000 0.005 0.5333 0.009 0.001 0.000 0.005 0.5778 0.009 0.001 0.000 0.005 0.6222 0.009 0.001 0.000 0.005 0.6667 0.009 0.002 0.000 0.005 0.7111 0.009 0.002 0.000 0.005 0.7556 0.009 0.002 0.000 0.005 0.8000 0.009 0.002 0.000 0.005 0.8444 0.009 0.002 0.000 0.005 0.8889 0.009 0.002 0.000 0.005 0.9333 0.009 0.002 0.000 0.005 0.9778 0.009 0.003 0.000 0.005 1.0222 0.009 0.003 0.000 0.005 Killin-Trench 3/13/2020 5:56:16 AM Page 6 1.0667 0.009 0.003 0.000 0.005 1.1111 0.009 0.003 0.000 0.005 1.1556 0.009 0.003 0.000 0.005 1.2000 0.009 0.003 0.000 0.005 1.2444 0.009 0.003 0.000 0.005 1.2889 0.009 0.004 0.000 0.005 1.3333 0.009 0.004 0.000 0.005 1.3778 0.009 0.004 0.000 0.005 1.4222 0.009 0.004 0.000 0.005 1.4667 0.009 0.004 0.000 0.005 1.5111 0.009 0.004 0.000 0.005 1.5556 0.009 0.004 0.000 0.005 1.6000 0.009 0.005 0.000 0.005 1.6444 0.009 0.005 0.000 0.005 1.6889 0.009 0.005 0.000 0.005 1.7333 0.009 0.005 0.000 0.005 1.7778 0.009 0.005 0.000 0.005 1.8222 0.009 0.005 0.000 0.005 1.8667 0.009 0.005 0.000 0.005 1.9111 0.009 0.006 0.000 0.005 1.9556 0.009 0.006 0.000 0.005 2.0000 0.009 0.006 0.000 0.005 2.0444 0.009 0.006 0.000 0.005 2.0889 0.009 0.006 0.000 0.005 2.1333 0.009 0.006 0.000 0.005 2.1778 0.009 0.006 0.000 0.005 2.2222 0.009 0.007 0.000 0.005 2.2667 0.009 0.007 0.000 0.005 2.3111 0.009 0.007 0.000 0.005 2.3556 0.009 0.007 0.000 0.005 2.4000 0.009 0.007 0.000 0.005 2.4444 0.009 0.007 0.000 0.005 2.4889 0.009 0.007 0.000 0.005 2.5333 0.009 0.007 0.000 0.005 2.5778 0.009 0.008 0.000 0.005 2.6222 0.009 0.008 0.000 0.005 2.6667 0.009 0.008 0.000 0.005 2.7111 0.009 0.008 0.000 0.005 2.7556 0.009 0.008 0.000 0.005 2.8000 0.009 0.008 0.000 0.005 2.8444 0.009 0.008 0.000 0.005 2.8889 0.009 0.009 0.000 0.005 2.9333 0.009 0.009 0.000 0.005 2.9778 0.009 0.009 0.000 0.005 3.0222 0.009 0.009 0.023 0.005 3.0667 0.009 0.010 0.121 0.005 3.1111 0.009 0.010 0.255 0.005 3.1556 0.009 0.010 0.404 0.005 3.2000 0.009 0.011 0.547 0.005 3.2444 0.009 0.011 0.665 0.005 3.2889 0.009 0.012 0.747 0.005 3.3333 0.009 0.012 0.799 0.005 3.3778 0.009 0.012 0.860 0.005 3.4222 0.009 0.013 0.909 0.005 3.4667 0.009 0.013 0.956 0.005 3.5111 0.009 0.014 1.000 0.005 3.5556 0.009 0.014 1.043 0.005 3.6000 0.009 0.014 1.084 0.005 Killin-Trench 3/13/2020 5:56:16 AM Page 7 3.6444 0.009 0.015 1.123 0.005 3.6889 0.009 0.015 1.161 0.005 3.7333 0.009 0.016 1.198 0.005 3.7778 0.009 0.016 1.234 0.005 3.8222 0.009 0.016 1.269 0.005 3.8667 0.009 0.017 1.303 0.005 3.9111 0.009 0.017 1.336 0.005 3.9556 0.009 0.018 1.368 0.005 4.0000 0.009 0.018 1.399 0.005 Killin-Trench 3/13/2020 5:56:16 AM Page 8 Analysis Results POC 1 C v 0 J OO Percent Time Exc¢ecfinp + Predeveloped Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.0703 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0 Total Impervious Area: 0.0702 o Ott' T WW-,h. ftb*le, �j 00 oe x Mitigated Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.00005 5 year 0.000057 10 year 0.000061 25 year 0.000064 50 year 0.000066 100 year 0.000067 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.000 0.000 1950 0.000 0.000 1951 0.000 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.000 0.000 1955 0.000 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 Killin-Trench 3/13/2020 5:56:16 AM Page 9 1959 0.000 0.000 1960 0.000 0.000 1961 0.000 0.000 1962 0.000 0.000 1963 0.000 0.000 1964 0.000 0.000 1965 0.000 0.000 1966 0.000 0.000 1967 0.000 0.000 1968 0.000 0.000 1969 0.000 0.000 1970 0.000 0.000 1971 0.000 0.000 1972 0.000 0.000 1973 0.000 0.000 1974 0.000 0.000 1975 0.000 0.000 1976 0.000 0.000 1977 0.000 0.000 1978 0.000 0.000 1979 0.000 0.000 1980 0.000 0.000 1981 0.000 0.000 1982 0.000 0.000 1983 0.000 0.000 1984 0.000 0.000 1985 0.000 0.000 1986 0.000 0.000 1987 0.000 0.000 1988 0.000 0.000 1989 0.000 0.000 1990 0.000 0.000 1991 0.000 0.000 1992 0.000 0.000 1993 0.000 0.000 1994 0.000 0.000 1995 0.000 0.000 1996 0.000 0.000 1997 0.000 0.000 1998 0.000 0.000 1999 0.000 0.000 2000 0.000 0.000 2001 0.000 0.000 2002 0.000 0.000 2003 0.000 0.000 2004 0.000 0.000 2005 0.000 0.000 2006 0.000 0.000 2007 0.000 0.000 2008 0.000 0.000 2009 0.000 0.000 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0001 0.0000 2 0.0001 0.0000 3 0.0001 0.0000 Killin-Trench 3/13/2020 6:03:37 AM Page 10 4 0.0001 0.0000 5 0.0001 0.0000 6 0.0001 0.0000 7 0.0001 0.0000 8 0.0001 0.0000 9 0.0001 0.0000 10 0.0001 0.0000 11 0.0001 0.0000 12 0.0001 0.0000 13 0.0001 0.0000 14 0.0001 0.0000 15 0.0001 0.0000 16 0.0001 0.0000 17 0.0001 0.0000 18 0.0001 0.0000 19 0.0001 0.0000 20 0.0001 0.0000 21 0.0001 0.0000 22 0.0001 0.0000 23 0.0001 0.0000 24 0.0001 0.0000 25 0.0001 0.0000 26 0.0001 0.0000 27 0.0001 0.0000 28 0.0001 0.0000 29 0.0001 0.0000 30 0.0001 0.0000 31 0.0001 0.0000 32 0.0001 0.0000 33 0.0001 0.0000 34 0.0001 0.0000 35 0.0001 0.0000 36 0.0000 0.0000 37 0.0000 0.0000 38 0.0000 0.0000 39 0.0000 0.0000 40 0.0000 0.0000 41 0.0000 0.0000 42 0.0000 0.0000 43 0.0000 0.0000 44 0.0000 0.0000 45 0.0000 0.0000 46 0.0000 0.0000 47 0.0000 0.0000 48 0.0000 0.0000 49 0.0000 0.0000 50 0.0000 0.0000 51 0.0000 0.0000 52 0.0000 0.0000 53 0.0000 0.0000 54 0.0000 0.0000 55 0.0000 0.0000 56 0.0000 0.0000 57 0.0000 0.0000 58 0.0000 0.0000 59 0.0000 0.0000 60 0.0000 0.0000 61 0.0000 0.0000 Killin-Trench 3/13/2020 6:03:38 AM Page 11 Killin-Trench 3/13/2020 6:03:38 AM Page 12 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0000 873 0 0 Pass 0.0000 848 0 0 Pass 0.0000 820 0 0 Pass 0.0000 787 0 0 Pass 0.0000 769 0 0 Pass 0.0000 747 0 0 Pass 0.0000 721 0 0 Pass 0.0000 687 0 0 Pass 0.0000 668 0 0 Pass 0.0000 638 0 0 Pass 0.0000 618 0 0 Pass 0.0000 593 0 0 Pass 0.0000 576 0 0 Pass 0.0000 559 0 0 Pass 0.0000 534 0 0 Pass 0.0000 513 0 0 Pass 0.0000 492 0 0 Pass 0.0000 470 0 0 Pass 0.0000 454 0 0 Pass 0.0000 437 0 0 Pass 0.0000 419 0 0 Pass 0.0000 398 0 0 Pass 0.0000 383 0 0 Pass 0.0000 368 0 0 Pass 0.0000 358 0 0 Pass 0.0000 348 0 0 Pass 0.0000 342 0 0 Pass 0.0000 322 0 0 Pass 0.0000 312 0 0 Pass 0.0000 302 0 0 Pass 0.0000 286 0 0 Pass 0.0000 279 0 0 Pass 0.0000 267 0 0 Pass 0.0000 253 0 0 Pass 0.0000 244 0 0 Pass 0.0000 237 0 0 Pass 0.0000 227 0 0 Pass 0.0000 217 0 0 Pass 0.0000 211 0 0 Pass 0.0000 203 0 0 Pass 0.0000 197 0 0 Pass 0.0000 187 0 0 Pass 0.0000 184 0 0 Pass 0.0000 178 0 0 Pass 0.0000 172 0 0 Pass 0.0000 166 0 0 Pass 0.0000 157 0 0 Pass 0.0000 152 0 0 Pass 0.0000 147 0 0 Pass 0.0000 141 0 0 Pass 0.0000 136 0 0 Pass 0.0000 127 0 0 Pass 0.0000 121 0 0 Pass Killin-Trench 3/13/2020 6:03:38 AM Page 13 0.0000 113 0 0 Pass 0.0000 109 0 0 Pass 0.0000 102 0 0 Pass 0.0000 99 0 0 Pass 0.0000 89 0 0 Pass 0.0000 88 0 0 Pass 0.0000 81 0 0 Pass 0.0000 73 0 0 Pass 0.0001 67 0 0 Pass 0.0001 64 0 0 Pass 0.0001 59 0 0 Pass 0.0001 55 0 0 Pass 0.0001 51 0 0 Pass 0.0001 44 0 0 Pass 0.0001 39 0 0 Pass 0.0001 36 0 0 Pass 0.0001 34 0 0 Pass 0.0001 30 0 0 Pass 0.0001 24 0 0 Pass 0.0001 16 0 0 Pass 0.0001 14 0 0 Pass 0.0001 11 0 0 Pass 0.0001 6 0 0 Pass 0.0001 1 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass 0.0001 0 0 0 Pass Killin-Trench 3/13/2020 6:03:38 AM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume: 0 acre-feet On-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Killin-Trench 3/13/2020 6:03:38 AM Page 15 LID Report LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-tt) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Gravel Trench Bed 1 POC ❑ 7.52 ❑ 100.00 I Total Volume Infiltrated 7.52 0.00 0.00 100.00 0.00 0% No Treat i Credit Compliance with LID Duration Standard 8% of 2-yr to 50% of Analysis 2_yr Result = Passed Killin-Trench 3/13/2020 6:03:38 AM Page 16 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Killin-Trench 3/13/2020 6:03:57 AM Page 17 Appendix Predeveloped Schematic Killin-Trench 3/13/2020 6:03:57 AM Page 18 Mitigated Schematic sin 1 avel nInch Bed 1 Killin-Trench 3/13/2020 6:03:58 AM Page 19 Prm UCI File Killin-Trench 3/13/2020 6:03:58 AM Page 20 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> < ----------- File Name ------------------------------ >*** <-ID-> *** WDM 26 Killin-Trench.wdm MESSU 25 MitKillin-Trench.MES 27 MitKillin-Trench.L61 28 MitKillin-Trench.L62 30 POCKillin-Trenchl.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 IMPLND 4 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<---------- Title ----------- >***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Gravel Trench Bed 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><------- Name ------- >NBLKS Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* END PRINT -INFO PWAT-PARM1 Killin-Trench 3/13/2020 6:03:58 AM Page 21 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** END PWAT-PARM4 PWAT-STATEI <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS END PWAT-STATEI END PERLND IMPLND GEN-INFO <PLS ><------- Name ------- > Unit -systems Printer *** # - # User t-series Engl Metr *** in out *** 4 ROOF TOPS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 4 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 4 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 4 0 0 0 0 0 END IWAT-PARMI IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN 4 0 0 END IWAT-PARM3 IWAT-STATEI <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 4 0 0 END IWAT-STATEI Killin-Trench 3/13/2020 6:03:58 AM Page 22 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** IMPLND 4 0.0702 RCHRES 1 5 ******Routing****** IMPLND 4 0.0702 COPY 1 15 RCHRES 1 1 COPY 501 17 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------ >< --- > User T-series Engl Metr LKFG *** in out *** 1 Gravel Trench Be-005 2 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT -INFO <PLS > ***************** Print -flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS D350 *** <------><--------><-------- >< ><-------- ><-------- ><-------- > *** 1 1 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><-------- > <--- ><--- ><--- ><--- ><---> *** <--- ><--- ><--- ><--- ><---> 1 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS Killin-Trench 3/13/2020 6:03:58 AM Page 23 FTABLES FTABLE 1 92 5 Depth Area Volume Outflowl Outflow2 (ft) (acres) (acre-ft) (cfs) (cf s) 0.000000 0.008953 0.000000 0.000000 0.000000 0.044444 0.008953 0.000139 0.000000 0.005417 0.088889 0.008953 0.000279 0.000000 0.005417 0.133333 0.008953 0.000418 0.000000 0.005417 0.177778 0.008953 0.000557 0.000000 0.005417 0.222222 0.008953 0.000696 0.000000 0.005417 0.266667 0.008953 0.000836 0.000000 0.005417 0.311111 0.008953 0.000975 0.000000 0.005417 0.355556 0.008953 0.001114 0.000000 0.005417 0.400000 0.008953 0.001253 0.000000 0.005417 0.444444 0.008953 0.001393 0.000000 0.005417 0.488889 0.008953 0.001532 0.000000 0.005417 0.533333 0.008953 0.001671 0.000000 0.005417 0.577778 0.008953 0.001811 0.000000 0.005417 0.622222 0.008953 0.001950 0.000000 0.005417 0.666667 0.008953 0.002089 0.000000 0.005417 0.711111 0.008953 0.002228 0.000000 0.005417 0.755556 0.008953 0.002368 0.000000 0.005417 0.800000 0.008953 0.002507 0.000000 0.005417 0.844444 0.008953 0.002646 0.000000 0.005417 0.888889 0.008953 0.002785 0.000000 0.005417 0.933333 0.008953 0.002925 0.000000 0.005417 0.977778 0.008953 0.003064 0.000000 0.005417 1.022222 0.008953 0.003203 0.000000 0.005417 1.066667 0.008953 0.003343 0.000000 0.005417 1.111111 0.008953 0.003482 0.000000 0.005417 1.155556 0.008953 0.003621 0.000000 0.005417 1.200000 0.008953 0.003760 0.000000 0.005417 1.244444 0.008953 0.003900 0.000000 0.005417 1.288889 0.008953 0.004039 0.000000 0.005417 1.333333 0.008953 0.004178 0.000000 0.005417 1.377778 0.008953 0.004317 0.000000 0.005417 1.422222 0.008953 0.004457 0.000000 0.005417 1.466667 0.008953 0.004596 0.000000 0.005417 1.511111 0.008953 0.004735 0.000000 0.005417 1.555556 0.008953 0.004875 0.000000 0.005417 1.600000 0.008953 0.005014 0.000000 0.005417 1.644444 0.008953 0.005153 0.000000 0.005417 1.688889 0.008953 0.005292 0.000000 0.005417 1.733333 0.008953 0.005432 0.000000 0.005417 1.777778 0.008953 0.005571 0.000000 0.005417 1.822222 0.008953 0.005710 0.000000 0.005417 1.866667 0.008953 0.005849 0.000000 0.005417 1.911111 0.008953 0.005989 0.000000 0.005417 1.955556 0.008953 0.006128 0.000000 0.005417 2.000000 0.008953 0.006267 0.000000 0.005417 2.044444 0.008953 0.006406 0.000000 0.005417 2.088889 0.008953 0.006546 0.000000 0.005417 2.133333 0.008953 0.006685 0.000000 0.005417 2.177778 0.008953 0.006824 0.000000 0.005417 2.222222 0.008953 0.006964 0.000000 0.005417 2.266667 0.008953 0.007103 0.000000 0.005417 2.311111 0.008953 0.007242 0.000000 0.005417 2.355556 0.008953 0.007381 0.000000 0.005417 2.400000 0.008933 0.007521 0.000000 0.005417 2.444444 0.008953 0.007660 0.000000 0.005417 2.488889 0.008953 0.007799 0.000000 0.005417 2.533333 0.008953 0.007938 0.000000 0.005417 2.577778 0.008953 0.008078 0.000000 0.005417 2.622222 0.008953 0.008217 0.000000 0.005417 2.666667 0.008953 0.008356 0.000000 0.005417 2.711111 0.008953 0.008496 0.000000 0.005417 2.755556 0.008953 0.008635 0.000000 0.005417 2.800000 0.008953 0.008774 0.000000 0.005417 2.844444 0.008953 0.008913 0.000000 0.005417 Velocity Travel Time*** (ft/sec) (Minutes)*** Killin-Trench 3/13/2020 6:03:58 AM Page 24 I 2.888889 0,008953 0.009053 0.000000 0.005417 2.933333 0.008953 0.009192 0.000000 0.005417 2.977778 0.008953 0.009331 0.000000 0.005417 3.022222 0.008953 0.009729 0.023421 0.005417 3.066667 0.008953 0.010127 0.121030 0.005417 3.111111 0.008953 0.010525 0.255267 0.005417 3.155556 0.008953 0.010923 0.404632 0.005417 3.200000 0.008953 0.011321 0.547841 0.005417 3.244444 0.008953 0.011719 0.665728 0.005417 3.288889 0.008953 0.012117 0.747561 0.005417 3.333333 0.008953 0.012515 0.799562 0.005417 3.377778 0.008953 0.012912 0.860390 0.005417 3.422222 0.008953 0.013310 0.909594 0.005417 3.466667 0.008953 0.013708 0.956270 0.005417 3.511111 0.008953 0.014106 1.000771 0.005417 3.555556 0.008953 0.014504 1.043376 0.005417 3.600000 0.008953 0.014902 1.084308 0.005417 3.644444 0.008953 0.015300 1.123750 0.005417 3.688889 0.008953 0.015698 1.161854 0.005417 3.733333 0.008953 0.016096 1.198748 0.005417 3.777778 0.008953 0.016494 1.234539 0.005417 3.822222 0.008953 0.016892 1.269321 0.005417 3.866667 0.008953 0.017290 1.303176 0.005417 3.911111 0.008953 0.017687 1.336173 0.005417 3.955556 0.008953 0.018085 1.368375 0.005417 4.000000 0.008953 0.018483 1.399836 0.005417 4.044444 0.008953 0.018881 1.430605 0.005417 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 0.8 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 0.8 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR O 1 1 1 WDM 1001 FLOW ENGL REPL RCHRES 1 HYDR O 2 1 1 WDM 1002 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1003 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS -LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS -LINK 5 MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS -LINK 15 MASS -LINK 17 RCHRES OFLOW OVOL 1 COPY INPUT MEAN END MASS -LINK 17 END MASS -LINK END RUN Killin-Trench 3/13/2020 6:03:58 AM Page 25 Killin-Trench 3/13/2020 6:03:58 AM Page 26 Predeveloped HSPF Message File Killin-Trench 3/13/2020 6:03:58 AM Page 27 Mitigated HSPF Message File Killin-Trench 3/13/2020 6:03:58 AM Page 28 y Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2020; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Tall Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com Killin-Trench 3/13/2020 6:03:58 AM Page 29 Killin House Replacement Vicinity Map Proiect Team X Site Plan Amman arewms Owner: Structural Engineering: SSMH J Portion of existing driveway Ocomprwme. ` N nnaniasr .. II Jon & Selena Killin B2 Engineering RIM 64 79' I to remain, 504 SF x 6a.3 =.amnnas r� Amer sr 5433RD AVE Basri Basri Existing drivewa g y, (partially extends y EDMONDS, WA 98020 15306 Slat PI. NE Amer sr Ala below new house footprint, 997sf (425) 418-2604 Kenmore, WA 98028 Pon 3 kLn seek:„ Jon@jckillin.com - BBasdl@gmaii.com remain inpiningwallto BBasri6.2993 l.com s remain in place nwamur sr - II 33'-1" . Osl d osrena 654 I _ EL 663 Architect: Contractor: X 64.7 Edmonds -': ®P cake sans A.D. SHAPIRO ARCHITECTS PS JCK Enterprises, INC Ma`sn TONY SHAPIRO, AIA Jon Killin a I _ Verify exuding sanitary unwen way 1207 N. 200th Street, Suite 105 543 3rd Ave S. sewer alignment Shoreline, WA 98133 Edmonds, WA 98020 _ 425.778.5400 425.754.4915 Manhole rimto serve as 303+/ odv budding height benchmark u •..i. fonys@adshapiro.com Jon@JCKillin.com - ss Edmo dsClyP o 4 33NA D, H ml kW Y E ben DriaV N 1 Q• 64 9 Pi S ark vicinity, ma' p e � Building Notes: -No scale"aken as - ` ForsngLn Fw PI Tub Insulation: --- Vapor border on insulation installed behind bathtubs or other such areas. Where the backing of the insulation does not press against the back of the gypsum wallboard or other covering, must be unbacked or have a backing with a flame spread rating not to G e n e ra I Notes: exceed 25 and a smoke density rating not to exceed 450. If unbacked insulation is used, a moisture barrier must be installed with the same flame spread and smoke density 1. ALL CONSTRICTION TO COMPLY WITH THE 2015 INTERNATIONAL RESIDENTIAL CODE AND ALL rating stated above. 1 INCLUDING WAC SI40 BARRIER -FREE REGULATIONS AND AMENDMENTS TO DCODE Egress Notes: 9 R ENT EDITION OF THE WASHINGTON CURRENT O R STATE ENERGY CODE THE INTERNATIONAL. h minimum requirements for a ress All windows labeled as egress on Ian must meet the m P q 9 ELECTRICAL CODE, INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FIRE CODE, windows. Egress windows shall have a minimum net clear opening area of 5.7 SF. The POINT FEDERAL GLAZING STANDARDS. AMERICANS WITH DISABILITIES ACT, AND THE FAIR minimum net clear opening height shall be 24". The minimum net clear opening width HOUSING TED IN ACCORDANCE WITH 2. ALL WORK SHALL B E GOVERNED BY AND SHALL BE CONDUCTED shall be 20" height times the width shall not be less than 5.7 at. All windows labeled as agrees shall have an opening height of not more than 44" above e9 P 9 9 A201 GENERAL CONDITIONS OF THE I A OF INSTITUTE OF ARCHITECTS DOCUMENT AMERC N, finished floor levels when measured from the bottom of the clear opening per IRC 310.1 CONTRACT FOR CONSTRUCTION, CURRENT EDITION. 3. THE CONTRACTOR SHALE CAREFULLY STUDYAND COMPARE THE CONTRACT DOCUMENTS Tempered Glazing Note: WITH EACH OTHER AND WITH INFORMATION SUPPLIED BY THE OWNER AND SHALL AT ONCE Windows labeled tempered shall comply with the current version of the WSBCC REPORT TO THE ARCHITECT ANY ERRORS, INCONSISTENCIES OR OMISSIONS SUSPECTED OR requirements, for manufactured label designating the type and thickness of glass and ASSUMED PRIOR TO CONSTRUCTING ANY WORK. 4. THE CONTRACTOR SHALL, BE RESPONSIBLE FOR INSPECTION OF PORTIONS OF THE WORK safe lazing standard with which it compiles and shall be visible on the final installation. safety g ALREADY PREFORMED UNDER THIS CONTRACT TO DETERMINE THAT SUCH PORTIONS ARE IN Fire Blocking Note PROPER CONDITION TO RECEIVE SUBSEQUENT WORK 5. DO NOT SCALE THE DRAWINGS- CONSULT ARCHITECT FOR ANY REQUIRED DIMENSIONAL Provide 2x freblocking at all concealed space of stud walls and partition including furred CLARIFICATION, CONTRACTOR SHALL CAREFULLY REVIEW THE DIMENSIONS INDICATED ON THE spaces, at the ceiling and Floor levels and at 10' maximum intervals both vertical and DRAWINGS AS UELIL AS FIELD CONDITIONS AND SHALL NOTIFY THE ARCHITECT IMMEDIATELY horizontal. OF ANY CONFLICTS OR PROBLEMS, PRIOR TO CONSTRUCTING ANY WORK. Shower notes 6. FIELD VERIFY ALL CONDITIONS AND DIMENSIONS PRIOR TO COMMENCEMENT AND PRIOR TO All shower receptors shall be tested for water tightness by filling with water to the level of ORDERING MATERIALS FOR OF EACH PORTION OF THE WORK. 7. DIMENSIONS ARE TO THE BUILDING GRID LINES OR TO THE FACE OF STUDS OR MASONRY, the rough threshold. The test plug shall be so placed that both upper and under sides of 8. CONCRETE OTHERWISE NOTED. H R CO i is clamped to the drain. I e subjected to the test at the point Where t d h u an shot b t es b P P 1 P ' wall oriels for tub shower or water closet m shall not b e used as a base for the hie Gypsum P YP 6. GLAZING SYSTEM DIMENSIONS ARE TO CENTER OF MULLION UNLESS OTHERWISE NOTED. SYSTEM DI based board shall be used. Type X gypsum board shall compartment walls cewing 'CONTRACTOR TO FIELD VERIFY AS -BUILT ROUGH OPENINGS PRIOR TO ORDERING WINDOWS. not be used in the following areas over a vapor retarder in areas subject to continuous area 9. FLOOR LINE DIMENSIONS ARE TO TOP OF SUBFLOOR IN WOOD FRAMED CONSTRUCTION OR high humidity such assaunas steam rooms or gang showrooms on ceilings or frame TO TOP OF CONCRETE SLAB ELSEWHERE. 10. THE CONTRACT DOCUMENTS ARE COMPLEMENTARY AND WHAT IS REQUIRED BY ONE spacing exceeds to 12 inches OC SHALL DISCIPLINE ARE TO BE AS BINDING AS IF REQUIRED BY ALL THE CONTRACT DOCUMENTS Smoke Detector Note INCLUDE THE SPECIFICATIONS. THE CONTRACTOR SHALL COORDINATE ALL PORTIONS AS DESCRIBED IN THE CONTRACT DOCUMENTS. NOTIFY THE ARCHITECT FOR RESOLUTION OF ALL All smoke detectors shown on the documents to be installed per IRC. 2015 R314. All DISCREPANCIES PRIOR TO CONSTRUCTION OF EACH ASSEMBLY. detectors tube labeled in accordance with UL 217. All detectors shall receive their primary power from the building wiring and will be equipped with battery backup when the I 11. IN CASE OF CONFLICT. THE DOCUMENTS SHALL BE GOVERNED BY THE FOLLOWING primary power is interrupted Where multiple detectors are shown on the plan the devices HIERARCHY OF AUTHORITY: SPECIFICATIONS GOVERN OVER DRAWINGS, STRUCTURAL shall be interconnected in such a manner that the activation of one alarm activate all of GOVERNS OVER ARCHITECTURAL IN MATTERS OR STRUCTURAL DESIGN. MANUFACTURER'S the alarms in the residence including the ADU. SPECIFICATIONS AND REQUIREMENTS GOVERN OVER THE DOCUMENTS, BUILDING CODE REQUIREMENTS GOVERN OVERALL OTHER REQUIREMENTS. CONTRACTOR SHALL STUDY THE Ventilation Notes DOCUMENTS CAREFULLY AND SHALL CONSULT THE ARCHITECT REGARDING ANY CONFLICTS AlJ house ventilation systems to with IRC 2015 15 requirements SUSPECTED OR ASSUMED BETWEEN THE REQUIREMENTS OF THE VARIOUS DOCUMENTS. comply chapter 12. THE GENERAL CONTRACTOR TO COORDINATE SIZES AND LOCATIONS OF FLOOR AND WALL Carbon Monoxide OPENINGS, PENETRATIONS AND SLEEVE LOCATIONS FOR ALL WORK PRIOR TO CONSTRICTION, Alarms all carbon monoxide detectors shall be installed per IRC 2015 section R 315 refer INCLUDING BUT NOT LIMITED O MECHANICAL AND ELECTRICAL WORK. 13. PLUMBING, FIRE PROTECTION. HVAC AND ALL ELECTRICAL SYSTEMS ARE TO BIDDER- to full code for all requirements All detectors to be labeled in accordance with UL 2034 for DESIGNED SYSTEM. OBTAIN SEPARATE CONSTRICTION PERMITS AS REQUITED FOR WINDOWS: single station alarms EACH SYSTEM. THE GENERAL CONTRACTOR TO COORDINATE DESIGN AND INSTALLATION OF Garage Note THESE BIDDER -DESIGNED SYSTEMS. 14. THE GENERAL CONTRACTOR SHALL INSTALL ALL WATERPROOFING ELEMENTS OF THE Garage. shall be separated from the residence and its attic area by not less than one half BUILDING ENVELOPE COMPLETE WITH ALL REQUIRED WEATHER BARRIERS, FLASHINGS, inch i e X sum board applied on the garage sidegarages beneath habitable rooms yP gyp pp g g shall be separated from all habitable rooms above by not less than five eighths inch type SEALANTS, WATERPROOF MEMBRANES, ROOFING MEMBRANE AND EXTERIOR SIDINGS IN sum board ore equivalent where the separation is a floor ceiling assembly the X 9YP q P 9 Y ACCORDANCE WITH BUILDING CODE, INDUSTRY STANDARDS, MANUFACTURER structure supposing the separation shall also be protected by not less than one half inch SPECIFICATIONS AND THE REQUIREMENTS OF THE OWNER'S BUILDING ENVELOPE CONSULTANT. INSTALL ALL SEALANTS, MATERIALS AND SYSTEMS IN PRECISE CONFORMANCE type x gypsum board or equivalent TO MANUFACTURER'S SPECIFICATIONS AND REQUIREMENTS. INSTALL FLASHINGS IN PRECISE D er.Ventin ry g CONFORMANCE TO SMACNA OR AS DIRECTED BY OWNER'S BUILDING ENVELOPE CONSULTANT All clothes dryers shown shall be installed and exhausted in accordance with IRC 2015 15. FIRE EXTINGUISHERS, STANDPIPES AND CONNECTIONS TO BE IN51ALLED AT LOCATIONS section M 15. 02 and the manufacturer's instructions. Unless specified by the ACCEPTABLE TO THE LOCAL BUILDING INSPECTION JURISDICTION AND FIRE DEPARTMENT. manufacturer IRC Section Ml502.4. 4.2 the maximum length of dryer venting shall be 16. DOORS AND CASED OPENINGS INDICATED ADJACENT TO WALL INTERSECTIONS SHALL BE Per IRC Section M1502. 4. 4. 1 which allows a total length of 35 feet with a reduction for LOCATED WITH THE EDGE OF FINISHED OPENINGS A MINIMUM OF 4" INCHES FROM ADJACENT each dryer exhaust duct fitting used pertable M1502.4. 4.1. Where the exhaust duct is WALL UNLESS OTHERWISE NOTED. 17. INSTALL ACOUSTICAL AND THERMAL BARRIERS AND FIRE RATED SEALANT IN EXACT concealed within the building construction the equivalent length of the exhaust duct shall ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE, PER THE DOCUMENTED AND FIRE be provided with a permanent label or tag within 6 feet of the interior connect point. Refer to IRC 2015 section M 1502 for additional requirements and exceptions TESTED WALL,FLOOR/CEILING, ROOF OR WALL ASSEMBLY, AND IN PRECISE ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND REQUIREMENTS. ACOUSTICAL BARRIERS AND Water Heater Notes ASSEMBLIES SHALL BE INSTALLED AS DIRECTED BY THE OWNERS ACOUSTICAL CONSULTANT. In seismic zone C, D; E, and F per Uniform Plumbing Code 507.2, water heaters shall be NOTE THAT ALL PENETRATIONS THROUGH FIRE RATED ASSEMBLIES ARE TO BE FIRE STOPPED anchored or strapped to resist horizontal displacement do to earthquake motion WITH APPROVED THROUGH PENETRATION FIRE STOP ASSEMBLIES WITH THE SAME RATING AS Strapping shall be at points within the upper third and lower third of its vertical dimension THE ASSEMBLY AFFECTED. 18. THE ARCHITECT WILL HAVE AUTHORITY TO ACT ON BEHALF OF THE OWNER ONLY TO THE Appliances capable of producing a spark or flame located in a garage sale be installed to18 EXTENT PROVIDED IN THE AGREEMENT BETWEEN OWNER AND ARCHITECT AND THE with the pilot and burners or heating elements least inches above the floor surface. Natural gas fred furnace and water heater to vent to the outside Water heater to have CONTRACT DOCUMENTS. IN MATTERS WHERE THE ARCHITECT WAS NOT BEEN ENGAGED BY pressure relief valve to drain by gravity to outside. In addition to required pressure relief THE OWNER TO CONDUCT CONSTRUCTION ADMINISTRATION DUTIES, THE OWNER SHALL valve an approved and listed expansion tank shall be installed per the manufacturers FULFILL THE ROLE OF THE ARCHITECT AND SHALL BE RESPONSIBLE FOR ENSURING FAITHFUL PERFORMANCE OF THE CONTRACTOR IN ACCORDANCE WITH THE DOCUMENTS, 19. THE specifications ARCHITECT WILL NOT BE REQUIRED TO MAKE EXHAUSTIVE OR CONTINUOUS ON SITE TECHECKWILL DIMENSNOTIREQUIRD ITYTO OR ITY OF WORK INSPECTIONSTHEARCHITECT MAKE EXHAUSTIVE OR CONTINUOUS ON SITE 99. THE ARCHITECT WILL NOT BE REQUIRED MAKEUSTIVEE BUIIdIna Height CaIC'Sr IT INSPECTIONS TO CHECK DIMENSIONS, QUALITY OR QUANTITY OF THE WORK 20, THE ARCHITECT WILL NOT WAVE CONTROL OVER OR CHARGE OF, AND WILL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES OR BUILDING HEIGHT CALCULATIONS PROCEDURES, OR FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK. THESE DUTIES BELONG EXCLUSIVELY TO THE CONTRACTOR ELfSV 21. ALL JOIST PENETRATIONS SHALL BE SOLVED BY BOTH THE STRUCTURAL ENGINEER AND CORNER THE TRUSS MANUFACTURER OWNER: ADDRESS: NORTH EAST CORNER 68.8 FT 66.8 NORTH WEST CORNER 66.3 FT 66.4 Exhaust Fan Notes SOI�ST CORNER 6.8 FT -6-9 . SOUTH EAST CORNER. 87.8 FT 87.8 TOTAL 270.7 FT 270.9 AVERAGEGRADE 67.7 67.7 Exhaust Fan Note MAX ALLOWED BLDG HEIGHT 25.0 25.0 Heated building area: 3,410 at IN 92.7 FT wzr ENTRY ELEVATION 100.0 100-0' HEIGHT OF THE HIGHEST RIDGE '25.0 25.0: SURVEY DATUM:. Location Room No Type Make .Model Intertnident CFM Sones Duct Light Bath 1 Bath 2 107 109 Whole House Whole House NuTone NuTone QTXEN080 QTXEN081 80 80 01 01 4" 4" No No Laundry 112 Whole House NuTone ZN110 110 Ot 4" No Bath 3 206 Whole -House NuTone N T QTXEN081 80 01 4" N M. Bath 202 o Whole House NuTone QTXEN082 80 01 4' No Who House 100 01 4" Yes 2 ctors are to comply with WSEC IN M1507.3.3(2) A residential fire sprinkler system is required. A recommended flow -through design will meet specifications and reduce equipment and continuing maintenance requirements. ECDC39.05.020B2. Provide a minimum combination water service of one inch (1") meter and one and one half (11/2") service line, or show that domestic and fire protection needs can be met with a smaller service. New water Ime tap at street for fire EXlsang CUfb out l0 cn remain unchanged 6 + q spk & dom'af water ss c ro Line of roof overhang ro W typical DS Covered entry porch, 12' sf Newpedesfnanaccess to o entryy, _4/ �G e, X6 I... x 8. Fikerfabiicfencefiltration systems,typical see civil I` is _ tlocumen .-�..... 66.5 ..Provide temp gas line cap .. Cap existing water line at existing vault. New water feed to i V DS duns construction 9 accomidate fire s :inkier service is \ p � • -see locationin drivewayk / C Existing cone curb and . W f -3 9.8 sidewalk EL 69.8 67.5 20'-0" Y -G X 25-0 +l- 7 Setbk ..I_ Asphalt road D_ 0 E_ 543 3rd Avenue South, Edmonds, WA 98020 11 ilter fabric fence filtration sys me, Outline of existing d framed carport we typical sea civil do cuments . ••r 4., - ---- -- �II I ��1�.��:i�u►;, III r� �� l ���.lli gaaa;' (� I i I it III' I I!�►0 r I „ r _ New below grade else and data lines / n Site Plan New feeder existing on pole Modify/extend existing feeder 1" =10'-0" gas to the east and north approx Building Code Eneray Code Data r1e,,,, xenDrive,,,,, souhatErd south at Erbbcen Drive BUILDING CODE INFORMATION Applicable code: Washington State Energy Code 2015 APPLICABLE CODES: Prescriptive method, medium dwelling with >1500 sf addition: 3.5 points, - 2015 INTER. RESIDENTIAL CODE W/ STATE AMNTS. 1. Floor insulation - 2015 INTER. FIR E CODE W/ STATE AMNTS. 2. Exterior walls: -2015 UNIFORM PLUMBING CODE W/ STATE AMNTS. new construction 2x6 studs: R-21 batt - 2015 WASHINGTON STATE ENERGY CODE (WAG 51-11) 3. Roof insulation in truss areas with attic: R49 min, insulation shall maintain min of 2" airspace for AIR QUALITY CODE (WAC51-13) venting. Vaulted ceiling areas shall have R-38 min. 4. Glazing per table below. 5.- OCCUPANCY GROUP 6. Doors: per table below. Single Family zone RS6 7. Ventilation system: room title &room number, exhaust fans: intemlittently operating bath & utility rooms: 50 cfm; whole house fans are not to exceed 1 sone. - 2 8. Tbl 406.2 energy credit: TYPE OF CONSTRUCTION VB IRC 1a 0.5 Efficient building envelope option 3a 1.0 High efficiency HVAC equipment utilizing gas fumace with minimum AFUE of 94% FULLY SPRINKLED - Yes,NF 7 13 5a 0.5 Efficient water heating: overall Cum leted Floor Areas 1. All shower, and kitchen faucets shall be rated with a max of 1.75 GPM. All other Gamge Area 588 SF lavatory faucets shall have mac of 1.0 GPM - MainFloorArea 2094 SF 5c 1.5 Efficient tankless gas water heating system with minimum 91%efficient Upper Floor Area 1 1406 SF total credits: 3.5 9. Smoke arms al b in each sleeping room and smoke//carbon monoxide alarms to be in corridor e P 9 Total Heated floor area of completed 3,410 outside of each sleeping ping room and on each story per IRC R314.3. 2 10. Lighting efficiency: minimum of 75% ofthe new lamps in lighting fixtures are to be high efficacy. 11. - 12. Maximum water use kitchen sinks and shower heads shall be 1.75 GPM, and other lavatories to be 1.0 gpm, see WSEC tb1. 406.2 Site Calculations/Zonlna 13. All required smoke alarms am interconnected in such a manner that the actuation of one alarm will activate all alarms in the residence. Zoning RSB Maximum coverage: 35% 2,843 Maximum building height 29 Setbacks FRONT 2V SIDE 6 REAR 1S SITE AREA of New Floor slab R10 minimum, rigid at perimeter and under entire slab Existing Floor slab NA Walls R21 minimum Existing walls that are exposed R15 minimum Roof flat R49 minimum Roof sloped rafter R38 minimum Windows U=0.28 maximum Doors, exterior U=0.20 maximum Glazing vs. Floor Area Window Mark Family Width Height Count Total Area Percent of Floor Area Comments SF % 01 Fixed with Trim 3.00 4:00 13 156.00 5% U Value: 0.28 02 Fixed with Trim 2.33 3.33 8. 6207 2% U Value. 0.28 04 Casement with Trim 3.00 4.00 1 1200 0%- UValue: 0.28 05 Fixed with Trim 4.00 4.00 4 64.00 2% U Value: 0.28 06 Awnina with Trim. 4.00 2.00 3. 24.00 1 %. U Value: 0.28 07 Awning with Trim 4.00 3.00. 2 24.00 1% U.Value: 0.28 08 FuedwitnTrim 1.50 1.50 -10. 2250 1%'. - UValue: 0.28. 09 Sliderwilh Trim 4.00 3.00 1 1200 0% UValue: 0.28 10 Sliderwith Trim 5.00 3.00 2 30,00 1% UValue: 0.28 11 Fixed with Trim 4,00 2.00- 4 32.00 1% U.Value: 0.28 12 Casement with Tdm 3.00 3.00- 2. 18-00 1% UValue: 0.28 13 Fixed with Trim 3.33 3.33 3 33.27 1%. UValue: Q28 14 Awning with Trim 3.00 1.50 2 9.00 0% Value 0.28 Total 55 498.84 _2 15% See window schedule for window sizes in feet and inches Sheet Index: O N VORK SUBJECT }� 0 � TO FIELD 'ECTION CD E Q FOR COMPLIANCE O - M� w 16VED U T BE: O. u) O a� ' _ �JITE 67 / L M M V41YPNING� Architectural Structural A001 Cover Sheet so General Structural Notes Survey She Survey at Foundation Plan A002 . Code/Area Plans, Demo Plan, Existing Site S2 Main Floor Framing Plan Plan, Site Details S3 Upper Floor Framing Plan At 12 Main Floor Plan, Schedules, Section at Garage S4 Roof Plan A113 Upper Floor Plan, Roof Plan, Schedules S5 Framing Details All 14. - Main Floor Electrical Plan Be Framing Details All 15 Upper Floor Electrical Plan A201 North & South Building Elevations Civil A202 East & West Building Elevations, Section at C1 Civil Cover Sheet & Site Plan - '.Entry Porch, Truss Sections, Window Envelope C2 CSWPPP, TESC, Demo Plan Sequence, Details C3 Civil Improvement Plan A301 Building Sections, Building Sections, C4 Standard Notes and Details Partition Types, Details C5 Details A601 Interior Elevations CB Details Deferred e ed Submittals: 1. HVAC 4. Fire Sprinkler 2. Plumbing 3. Electrical Le I D as escription/Tax Parcel Tax Parcel: 00409600100900 Legal Description: LOT 9 IN BLOCK 1 OF CITY PARK ADDITION TO EDMONDS, AS PER PLAT RECORDED IN VOLUME 9 OF PLATS, PAGE 10, RECORDS OF SNOHOMISH COUNTY AUDITOR; SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. Scope of Work 1. Demolish existing house except for portion of existing foundation. 2. Augment existing foundation new foundation and create new traditional foundation for the remainder of the house. 3. Construct new two story house 4. Existing driveway from street to remain with portion of alley driveway. 5. No new detention due to quantity of existing impervious conditions, see site calculations. Foundation & Roof Vent Calc's: Foundation Ventaltion Calculations Foundamn vent 8 k16' x 5D% effcent = 64 super vein - Required Venting" 00 v 3 r egister d C it t D.SR RD Washingt n CO as OTO Dewrpton Quanay unit 1/1500 s .m WORK �G FI-'Am6 2004 SF 192� S 'S ADDRESS Provided vents: at 64 so in per vent 10 sgin.. 640 OWNER l I l � "IRC as. R408.2 exception for vapor barrier and cross Ventilation APPROVED DATE: �y Description Quana unit VeMIn e : in Roof Vent re wired 1"=10'-0" DATE: 07/16119 A0 01+N Z 1 -T.- w IAF EDMONDr m FND: 6" DIA CONS. MOP, W/ 2" BRASS DISC & PUNCH IN CASE, DOWN 1.0' FROM GRADE I MON NOT FOUND I /� Ali, _P o AIM z FND. 6" DIA CONIC. MON. W/ LEAD & BRAS TACK IN CASE, DOWN 1AS.0, FROM GRADE N 8849'33" W 338.51'-C ERBEN DRIVE MERIDIAN ASSUMED- BASIS OF BEARING ROAD CENTERLINE 3RD AVE S LEGEND: BFNC BOARD FENCE C CALCULATED DIMENSION CB CATCH BASIN - CLFNC CHAINUNK FENCE _ CWL CONCRETE WALL CW - CONCRETE WALK CST CONCRETE STAIRS EJB- ELECTRICAL JUNCTION BOX FVC FAVE OF VERTICAL CURB FF FINISH FLOOR ELEVATION GM GAS METER M 'MEASURED DIMENSION P PLAT DIMENSION PPU POWER POLE W/UNDERGROUND PSI,PARKING STALL PAINT RKY ROCKERY TMH TELEPHONE MANHOLE HATCH LEGEND: ElASPHALT HATCH ROCKERY HATCH '� CONCRETE HATCH ® HOUSE HATCH DECK HATCH :` L GRAVEL HATCH C. OHP- OVERHEAD POWER LINE -UGTUNDERGROUND TELEPHONE LINE UGPUNDERGROUND POWER LINE - -W- UNDERGROUND WATER LINE -G- UNDERGROUND GAS LINE SS SANITARY SEWER LINE XXXX.X SPOT ELEVATION CONTOUR INTERVAL = 1' BENCHMARK & DATUM INFO DATUM: NAVD88 ORIGINAL SM2 WSDOT BM-190; FND. GONG. MON. W/ 3" BRASS DISC W/ PUNCH STAMPED 'CITY OF EDMONDSIN CASE, DOWN 1.0' FROM GRADE ON SUNSET AVE OPPOSITE HOUSE #210. ELEV. = 37.56' TBM - A SET CHISELED 'X' ON THE RIM OF A SANITARY SEWER MANHOLE IN FRONT OF SITE AS SHOWN ON MAP. ELEV. = 64.84' EQUIPMENT & PROCEDURES FIELD SURVEY CONDUCTED USING COMBINATION OF CPS USING A REFERENCE NETWORK AND A 5" ELECTRONIC TOTAL STATION WAS USED FOR THIS TOPOGRAPHIC SURVEY. SURVEY PROCEDURES MEET OR EXCEED STATE STANDARDS AS SPECIFIED BY W.A.C. 332-130 WITH REGARD TO UNEAR AND ANGULAR CLOSURES. ALL MEASURING INSTRUMENTS FOR THIS SURVEY HAVE BEEN MAINTAINED ACCORDING TO MANUFACTURES SPECIFICATIONS AND HAVE BEEN COMPARED WITH A NATIONAL GEODETIC SURVEY CALIBRATED BASELINE WITHIN THE LAST 12 MONTHS. LEGAL DESCRIPTION LOT 9 IN BLOCK 1 OF CITY PARK ADDITION TO EDMONDS, AS PER PLAT RECORDED IN VOLUME 9 OF PLATS, PAGE 10. RECORDS OF SNOHOMISH COUNTY AUDITOR; SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. GENERAL NOTES 1. THE INFORMATION DEPICTED ON THIS MAP REPRESENTS THE RESULTS OF A SURVEY MADE ON THE DATE INDICATED AND CAN ONLY BE CONSIDERED AS INDICATING THE GENERAL CONDITION EXISTING AT THAT TIME. 2. UNDERGROUND UTILITIES WERE LOCATED BASED ON THE SURFACE EVIDENCE OF UTILITIES (I.E. PAINT MARKS, SAW CUTS IN PAVEMENT, COVERS, LIDS ETC.) THE CONTRACTOR SHALL VERIFY THE EXACT LOCATION, ELEVATION AND SIZE OF EXISTING UTIUTIES PRIOR TO CONSTRUCTION. 3. TREE SIZES WERE LOCATED & SPECIES DETERMINED TO THE BEST OF OUR ABILITY. HOWEVER, TYEE SURVEYORS DOES NOT WARRANT THE ACCURACY OF SIZE & SPECIES SHOWN HEREON. ANY TREES CONSIDERED 70 BE CRITICAL SHOULD BE VERIFIED BY A TRAINED ARBORIST. - 4. THIS MAP DOES NOT PURPORT TO SHOW EASEMENTS OF RECORD; IF ANY. 5. NO PROPERTY CORNERS WERE SET IN CONJUNCTION WITH THIS SURVEY. 6. MAP SYMBOLS ARE NOT TO SCALE. 7. MONUMENTATION VISITED FEBRUARY, 2017. REV. ADDED UNDERGROUND UTILITIES PER FOUND PAINT MARKS 1-6-2020 AA REV. PER ARCH COMMENTS 6-14-17 TG TOPOGRAPHIC MAP for kA JONATHAN KILLIN SITE ADDRESS: 543 3RD AVE S JAN 2 1 2020 PARCEL NUMBER: 00409600100900 BUILDING DEPARTN NE1/4, NE1/4, SEC. 26, T. 27 N., R. 3 E.FIVIRFEDMONT CITY OF EDMONDS, WASHINGTON �Tyee Surveyors �oR PROFESSIONAL LAND SURVEYORS 10007 GREENWOOD AV. N. SEATTLE, WA. 98133 206-525-3660 3-3-17 1 17033 543 3RD AVE S EDMONDS, WASHINGTON 98020 I. TG 1"=10' I 1 of 1 Prescriptive Energy Code Compliance for All Climate Zones In Washington Pro/eetlnrogn n Confect lnlomeallDn This Project will therequirehums of the Prescriptive path blow and incorporate the the Intel Ineshstetl. In addition, based on the of the structure, the appropriate on f dd thud credit, are check d an chosen by the permit applicant Authored Representative. Date - -. All Climate Zones. R-Value. U-Factor° FenestratonUFacto? We 0.30 Skjlight U-Factor n1a 0.60 Glared Fenestration SHGC"A rile n/a Ceiling" 40 -0.026 Wood Frame Well— 211nt. 0.056 Mass Wall R-Value` 21121" 0.055 Floor- 301 0.029 Below Grade Wall°"' 10115/21 Ind : T8 0:042 Slab" R-Value 8 Depth: 10.211 n/e 'Table. R4021.1.and Table R4021.3-Footnotes included on Page 2. Each tl 11 I unit InaDic (dent of bu a shall complywrm sufficient options from Table R466.2 so as to achlsva d mbe the following minimum nur of crelts: L2.Medium Dwellingu t 3.5 credit All dwalling units that are notincluded in#1 or 93. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. Table R406.2 Summary ..Option Description CrsdN(s) (1a) Efficient Bldg Envelope per table R402.1.1 to jEfficient Building. Envelope 1a 0 6 ! EX 0.5 (3a) Gas furnace: Airquest VC 97 series, model 3. High Efficiency HVAC 3a 1.0' ` 1.0 G9MAE0802120A eRciency AFUE 97% (5a) All showerheads and kitchen sink shall be rated at 1.75 So Efficient water Heating.5a OS- LX 0.5 j- GPM or less. All other lav faucets shall be rated at 1.0 GPM or less. (5c) How water heater: Navier NPE-180A tankless water heater: UEF.96 rated >.5c JENclentWaterHeadrig5c: .. _...1 1.5 1 IX L5 .. n Main Floor Area Plan n Interior Main Flr from SW rL ►�•ll%•�latnr�l n Existing Impervious Surface Site Plan lJ to = 20,Ae Total Credit,; 3 egiste d c it t M'D.aWPlno t Washing, n d i0 0 m a, 0 � o � a U y N O Z SHEET TITLE Area Plans, Energy Code, Existing Impervious Surface Site Plan SCALE: DRAWN BY: As indicated ADS DATE: CHECKED BY: 07/16/19 ADS PROJ, No: ^-' 12563-00 SHEET No: R E S p r B a a� gJ N21 2020 m G DEPARTRT .MENT OF EDMNDS C D E A B C E A301 A3o7 T-312" 24'-91I/2" 14'-712" 19'-41/2" 9'-712" - 3'-012" 3'-01W 1'-912" 2'-1112" 4'_1" y_7"_ __-T_5^ _ -3 2"___: ____8'-012".______ ___� 12'-1" - _ _11'-9" - - - - - - - - - - - - - - - - Setback from N. property line 21- 7 72" ' _ _ - - - - _ _ _ _ _ _ - -- - - - - - - I Floor ceiling assembly to have 5/8" type X gwb over _ _. _ - - - - - - - N. - . _ I - 1 garage - - � -- �_ _ �_-- -_ _______ _____ _ _ ____ _____ ___________� J 09 I _____ .- 16 0 _____________________ -------_ 7WWWWWWWWWWW�I HB DS I 1 DS O I -3 — - �_ - Upper Flr PL /1 ° 1s 13 O o1 j- 01 �I Laundry o O 87'-6 3/4 V o A301 o ; I > I o 11 22-12"x30"Floor access into crawl m 712 8 m Line of upper storey above 4 00 e N 1 Provide dbl trusses to support I L J space, adjust floor joist framing to 1 - U 1 A601 13 ir,, b W floor/wall to the west per stmct, and to -allow attic access ladder if necessary `a DS- 1 accomidate opening Pla room 01 �--Y O 01 � ._ �_ I _ o I Q I E 10 A601 I 113C ' 3 Bad- 2 205 210 m ❑ Light storage in -�� I Was space -v `v UDDer Floor 01 — office 1 108 _ 'r' m — Bath 2 9 9 01 < 01 1 I I 113 U Storage access ladder to trusses over lower grege roof O N Truss bay for attic wok _0 �`CD 13A access ladder r 16 l_ N See structforflrto truss `� i------- 1115. -1 B7071� 111�1 A601 I I attachmen t.SDs L - U Gera e 113 Conc slab on grade, (see struct), non heated area, no rigid -Main Floor Plan I 10� 106 N insulationbelowslab, set over 2" sand Emil visqueen lap and tape 69'-63/4" _ _r_T _ -r_ CD 1 UP 2 r _ ___ joints 6" with 4" gravel base � � i i I i i ° I v r- L SSG I I i e i I� CD � I � m I Garage Level u—I— — — — — � I I� — — — —667S, III ,-"ZnNote., - - 1 III III III -it 1I I stair dimensions - - - - - - I I , III III I I I —III I I I I I e; " I I —I - `O 3-3� Pantry A601 I I I 1 11 Da' 11 'v r____________________J k 105 n Section at Garage Roof & Ceiling 1/4" = 1'-0" Window Schedule Mark Family Width I Heigh I Count I Level Comments I Description 01 Fixed with Trim 3'-U' V-0" 11 U Value: 0.28 02 Fixed with Trim 2'4" S-4" 7 U Value: 0.28 04 Casement with Trim T-0" 4'-0" 4 U Value: 0.28 05 Fixed with Trim 4'-0" 4'-0" 4 Main Floor Plan U Value: 0.28 SG at stair landing 06 Awning with Trim 4'4" 2'-0" 3 Main Floor Plan U Value: 0.28 07 Awning with Trim 4'-0" T-0" 2 Main Floor Plan U Value: 0.28 08 Fixed with Trim 1'-6" 1'-6" 10 Upper Floor U Value: 0.28 09 Slider with Trim 4'-0" 3'-0" 1 Main Floor Plan U Value: 0.28 10 Slider with Trim 5'-0" 3'-0" 2 Upper Floor U Value: 0.28 Egress 11 Fixed with Trim 4'-0" Z-Y' 4 U Value: 0.28 12 Casement with Trim T-Y' V-0" 2 Main Floor Plan U Value: 0.28 13 Casement with Trim &-Y' Tl 3 U Value: 0.28 Egress 14 Awning with Trim T-0" T-6" 12 Upper Floor U Value: 0.28 15 Casement with Trim 2'-4" Tl 1 Main Floor Plan U Value: 0.28 16 1 Fixed with Trim 2'-10" 3'-0" 1 1 Main Floor Plan uranci total: b/ Door Schedule Mark Family I Width I Height Assembly Description 101A Door -Exterior -Simpson -Craftsman Tl 7'-0" Windows 103A Single -Panel 3-a Tl 6'-8" Interior Doors 106A Sliding -Closet 4'-0" 6'-8" Interior Doors 107A Single -Flush 2'-6" 6'-8" Interior Doors 108A Single -Flush 3'-0" 6'-8" Interior Doors 108B Single -Flush 2'-6" 6'-8" Interior Doors 109A Single -Flush 2'-6" 6'4" Interior Doors 110A Single -Flush 2'-0" 6'-8" Interior Doors 110B Sliding -Closet 4'-0" 6'-8" Interior Doors 112A Single -Flush Tl 6'-8" Interior Doors 113A Single -Flush Tl 6'-8" Interior Doors 113B Door Exterior Single Entry Hall Flat Glass Wood Clad Tl 6'-8" Glazed Doors & Entrances 113C Garage Door Carriage 8'-0" Tl 113D Garage Door Carriage V-0" T-0" 201A Single -Flush 2'-6" 6'-8" Interior Doors 202A Single -Flush 2'-4" 6'-8" Interior Doors 202E Single -Flush 2'-0" 6'-8" Interior Doors 205A Sliding -Closet 4'-0" 6'-8" Interior Doors 206A Pocket Door 2'-6" 6'-8" 206B Single -Flush 2'-0" 6'-8" Interior Doors 207A Single -Flush 2'-4" 6-8" Interior Doors 208A Single -Flush 2'-9' 6'-8" Interior Doors 208C Sliding -Closet T-0" 6'-8" Interior Doors 209A Single -Flush 2'-6" 6'-8" Interior Doors 209E Sliding -Closet 5'-8" 6'-8" Interior Doors 210A Single -Flush 2'-6" 6'-8" Interior Doors 210B Pocket Door 3'-V' 6'-8" Grand total: 27 12 01 1 1 r__ _ _ ____ tt _ _ F 4-DS 9'-712"O 4'-10" All guards shall be 36" high, no opening shall allow I I 2 1' passage of a sphere 4 inches in diameter, except for I 12 i triangular opening formed by riser, tread, and guard re IK A�1 3 A601 1 IID whea sphere 6 inches in diameter shall not pass. All guards and handrails shall be designed to resist a d 104 101A concentrated load of 200 pounds, and a linear load of 50 6 pounds per linear bot, (plf), in accordance with Section r - , 3 12 _ 4.5.1 of ASCE 7, typical. Verify for inspector o 02 I 1 p - y A601 5 1 7 4Atio1 i- Refer to interior elevation for wall HT pS opening width and height, typ at kitchen L _ J HB Q Thru wall venting gas fireplace -- ---- 7 I4 N I I to3A 2 Main F or PI n 'v T-4" 6-1T T-4"1,513 A601 _ -0II OD10 I 03 N I " 12,-6" I L__ AL A I O' 1 1 a: Ds o 01 1 of of o1 I 1-9 V _ - - - - V _ 4" 3' - 4„ 6, _ 7„ 3, _ 4„ 3'. 4" L________________-------- _-------------------------- ___J 19'-8" 5'-312" I W-712" 39'-5" - 2T-10' 1 63' - T' Room Schedule Number Name Area Ceiling Height I Ceiling Finish 101 Entry Redundant Room 102 Living 521 SF 103 Dining 160 SF 104 Kitchen 215 SF 105 Pantry 64 SF 106 Hall 114 SF 107 Bath 1 24 SF 108 Office 333 SF 109 Bath 2 24 SF 110 Playroom 225 SF 111 Mud 43 SF 112 Laundry 82 SF 113 Garage 542 SF Room Schedule Number Name Area Ceiling Height Ceiling Finish 201 M. Bedrm 322 SF 202 M. Bath 106 SF 203 Dress 1 38 SF 204 Dress 2 49 SF 205 Hall 136 SF 206 Bath 3 77 SF 207 WH Not Placed 207 WH 6 SF 208 Guest 1187 SF 209 Bedrm 1 1130 SF 210 Bedrm 2 1130 SF I I © 1 I I I W � {.{. W 0 U) TO (Y) Nt to r�egiste n em ga m SHEET TITLE Main Fbor Plan c SCALE: DRAWN BY: 1/4"=V-9, ADS DATE: CHECKED BY: 07/16/19 ADS PROJ. No: = 12563-00 m SHEET No: a A112IIESU,, " JAN 2 12020 DS DS DS I I I Rklge --� L , Continuous ridge venting, typi imin of 12 sq inches of vent ar — — — DS- DS 0 I I I L _ DS I II I DS — J Typical roof erhang — - - - os L� - 11 Roof Plan 1!8" - 1'-0" Door Schedule Mark Family I Width I Heigh Assembly Description 101A Door -Exterior -Simpson -Craftsman T-0" T-0" lWindows 103A Single -Panel 3-a 3'-0" 6'-8" Interior Doors 106A Sliding -Closet 4'-0" 6'4' Interior Doors 107A Single -Flush 2'-6' 6'-8" Interior Doors 108A Single -Flush T-0" 6'-8" Interior Doors 108E Single -Flush 2'-0" 6'-8" Interior Doors - 109A Single -Flush 2'-6" 6'-8" Interior Doors 110A Single -Flush 2'-6" 6-8" Interior Doors 110B Sliding -Closet 4'-0" 6-8" Interior Doors 112A Single -Flush 3'-0" 6-8" Interior Doors 113A Single -Flush T-0" 6-8" Interior Doors 113B Door Exterior Single Entry Half Flat Glass Wood Clad T-0" 6-8" Glazed Doors.& Entrances 113C Garage Door Carriage 8'-0" T-0" 113D Garage Door Carriage 8'-0" T-0" 201A Single -Flush 2'-6" 6'-8" Interior Doors 202A Single -Flush 2'-4" 6-8" Interior Doors 202B Single -Flush 2'-0" 6-8" Interior Doors 205A Sliding -Closet 4'-0" 6'-8" Interior Doors 206A Pocket Door 2'-0" 6'-8" 206E Single -Flush 2'-0" 6'-8" Interior Doors 207A Single -Flush 2'4' 6'-8" Interior Doors 208A Single -Flush 2'-6" 6'-8" Interior Doors 208C Sliding -Closet 6-0" 6'-8" Interior Doors 209A Single -Flush 7-6" 6'-8" Interior Doors 209E Sliding -Closet &-8" 6'-8" Interior Doors 210A Single -Flush 2'-6" 6'-8" Interior Doors 210B I Pocket Door 3'-0" 6'-8" Grand total: 27 ,m A202 3. - A3o, 14'-71/2" 12'-1" L 4'-7" T-1" T-1" 2'-8112" 2'-6" 3'-71/2" T-71@" 2'-6" 1'-6" 4'-0" 3'-1" 3'_ I- 4'-51/2" 3'-2" 2'-8" 2'-6 3'-1111- lay..ir.-''i N 1 ' egress I �,,� I -- ---=- 02 ----- ---------I-------- -----------------------; O I I c eg reBS 0 13 O it rr OCO °° oz ,3 C o a, oa os I oa oa oa o i � end (^D ------ O, a ®M202tn Tub n m W Q v t c °r 01 Whole house fan see exhaust �09 70 s>s M N i - fan notes per cover sheet ryb1 M c I A601 I Guest Bedmi 1- I - I i .wk11 � 0 u 2026 — 208 I L. Chute 209 - 10 ' ' ` U) „ ¢ e o a 1 (J p A601III, Red— 1l vti , ai 2 01 I 201 To 0 0 9 01 a _ I — _ N g o — PP xarm IDress stUo — N I CD 2014 o — — — — — W Co N 04 o CCD -� 2'-10" T-3" N' 20&4 NSCD -210A CD M mCh I I 0 ° ----- ------ 207 iv VJ t.� N c Bedrm2 i 1 O T to �r L21A 205 N N I A112 �i..l C ;y e °i w CCD O 10 `v i �CJ �" Cn u iy� o N 1, z M — Ba06 . I w Q �., N e SG 2 B L 5 1 10 A601 08 OB - OS 1 I � h. a N ' — — — C� �t - 2 F o T I i................. . — N Iq 801 2-5/4-_L ___7_4______ ___________________ 0 r I — 71/4" 3'-9" 9'-71@"= 3'-31@" 3'-SI' - (111 1 I ?' Whole house fan see exhaust fan notes per cover sheet I I I I I I I ' I ' 2 Upper Floor Plan 1!4" =1'-0" I 40a."ngl ter d It i Open'o Main Floor below I - n A202 I I , I N I , ❑ f I I I _ m I I y 0 Room Schedule Numher Name Area Ceiling Height I Ceiling Finish 101 Entry Redundant Room 102 Living 521 SF 103 Dining 160 SF 104 Kitchen 215 SF 105 Pantry 64 SF 106 Hall 114 SF 107 Bath 1 24 SF 108 Office 333 SF 109 Bath 2 24 SF 110 Playroom 225 SF 111 Mud 43 SF 112 Laundry 182 SF 113 1 Garage 1542 SF Room Schedule Numher I Name Area Ceiling Height I Ceiling Finish 201 M. Bedrm 322 SF 202 M. Bath 106 SF 203 Dress 1 38 SF 204 Dress 2 49 SF 205 Hall 136 SF 206 Bath 3 77 SF 207 WH Not Placed 207 WH 6 SF 208 Guest 187 SF 209 Bedrm 1 130 SF 210 Bedrm 2 130 SF 6 z Window Schedule Mark Family Width I Height Count Level Comments Description 01 Fixed with Trim T-0" 4'-0" 11 U Value: 0.28 02 Fixed with Trim 2'-4" 3'-4" 7 U Value: 0.28 04 Casement with Trim T-0" 4'-U' 4 UValue: 0.28 05 Fixed with Trim 4'-U' 4'-0" 4 Main Floor Plan U Value: 0.28 SG at stair landing 06 Awning with Trim 4'-0" 2'-0" 3 Main Floor Plan U Value: 0.28 07 Awning with Trim 4'-0" 3!-U'2 Main Floor Plan U Value: 0.28 08 Fixed with Trim 1'-6" 1'-V' 10 Upper Floor U Value: 0.28 09 Slider with Trim W-0" 3'-0" 1 Main Floor Plan U Value: 0.28 10 Slider with Trim 5'-Y' T-Y' 2 Upper Floor U Value: 0.28 Egress 11 Fixed with Trim 4'-0" 2'-0" 4 U Value: 0.28 12 Casement with Trim 3'-0" 34' 2 Main Floor Plan U Value: 0.28ue: 13 Casement with Trim T-0" T4' 3 U Val0.28 Egress 14 Awning with Trim 3'-0" 1'-6' 2 Upper Floor U Value: 0.28 15 Casement with Trim 2'-4" ' 4 3' 1 Main Floor Plan U Value: 0.28 16 Fixed with Trim 2'-10" T-0" 1 Main Floor Plan Grand total: 57 SHEET TITLE Upper Floor Plan SCALE: DRAWN BY: As indicated ADS DATE: CHECKED BY: 07/16119 ADS PROJ. No: 12563-00 E SHEET No: a N A11quB BUILDING DEPARTMENT CITY OF EDMONDS 4 I HB Q I I __J Pantry rl DS4 / Y 7Entm 101 \ L / ,oz I I I € DS / / I iDinina / CD 103 2 2 � I VVx � I I ; I — — — — I DS L________________r___________________________________r.__J Electrical Main Floor Plan 1/4" _ - Q 4 I .. I Line of upper storey above rZ to �/ ic I GarStorage access ladder to truss 113 over lower grage roof II / I I _ I L — J 1. CCD/ I I — — — HB � 2 I I I }+ C °1 a a U cn O E ^ '� W _0 ^^ W 'W' L vJ :3 O� r c > c5 co It L WM W, - .`0 1 76 co d Z SHEET TITLE Electrical Floor Plans M M 2 C c o c -s-- SCALE: DRAWN BY: 19' =1.-0,. ADS o— DATE: CHECKED BY: 07/16119 ADS L PROJ. No: 12563-00 SHEET No: A114 JAN 2 1 2020 BUILDING DFPARTMFNT Q Q --I----- -----------------------�---� 1 I r6gg ' 1 I i I I I I Q Q I I I I -_____________________________� I 1 I ' I I I 1 l +, O a itl rm'j! IM W A U -0 s Y a cu o£'_ a t . LL W ♦A •_ = q o N t p Z (Y) o ,'IT V J 3 egiste d It t BHiPIRO t Washington m m SHEET TITLE Upper Floor Electrical Plan SCALE: DRAWN BY: 1/4,=1'0l - ADS DATE: CHECKED BY: 07/16/19 ADS PROJ. No: = 12563-00 SHEET No: a A11 5sum BUILDING DEPARTMEM CITY OF EDMONDS 1 North Elevation 1/4" = 1'-0" rl South Elevation 11111 O 1t1 Jtt a m n1 I 00 � o K3till1l a 0. N ,frwfXt11 Fir PL 4-40 05 n ` u � W S"1M¢ cu Floor ar -0 t 61/2" ���// LL W IP ui 0 r n �7 n 9 rPlan 6 34' ��.."�. • Q cal c C a Level _ L ;; o ` M e 3rade � 3 egister d C it our D.S IRD t Washingt n ID m 0 T [D O Z SHEET TITLE Elevations • SCALE: DRAWN BY: 1/4"=1w ADS A LL DATE: CHECKED BY: 07/16/19 ADS L PROJ. No: 0 1256300 �. SHEET No: A20Rlsu — IAN 2 1 roiii— BUILDING D CITY OFEDM.11EPARTMENT 92.7 Max bklg helgM - - nap-r - _ — - — —r-o �,-o• I 4" 44" Downspout i Provide hole at east end gutter to _. _ spilt onto roof below 0 I111E:IMITM IJ��=IUII01 Maintain min N' r landing and 6 West Elevation 1.5 1 1014r. 4- I7 4 Q 4" ^ - M. Bednn truss depth zo per UpFloor FLI ii rlliidlll� l , I I I I I � 111 �LI_ . I J-1 —1 — 1 L=_ 1/6' = r-o" T I B C � 22' - 6 25/32" _ g N tJ. — — — �Qer FIT PI w ice— h CI. � �� 8T-63l4" overall truss �� m G. Rm West Plate Plate it _ — _ _ _ An —� 82'-0 3/4" — — — — Plate u � — Upper Floor N I 78'_61/ Now `v m All dimensions are to be field verified _ r3 prior to shop dwgs/fabdcation, typical for all trusses _ Main Floor 31/4' Garage Level 662 Truss Profile at Great Room, (looking n North) 02 _ — . — - _ _ _ _ _ _ Maximum bldg height 9207 I I — 4, Upper Flr PL 8T 6314 Kitchen hood vent outlet I FIF Link low roof down spoout to G. Rm West Plate upper roof IDS 10 —-82-03l4" Line — — — — N Upper Floor — 6 /2" 0 F1 ALE / ` 12 Ef� _ n Main Floor Plan �/4„ comer, n East Elevation U 1/V = 1'-0" :teriorwall type, see dition schedule RE PT fu scree rainag 13 Fiber Cement Board sidin at inside corner Per R21 batt insulation 2 R1D rigid insulation at all door &window headers, typical 18 Header Insulation 1" Grid Wall Type per plan 2x framing per struct WRB Rigid insulation aticomem with in R3 per inch, typical FCB panel 1x PT furring strip at 16, oc, screw to stud Outside corner reglet I I n Fiber Cement Board at Outside Corner 3" = 1'-0" _Average grade h _ -7 8, STEP 1: INSfALLSILL FLASHING PAPERAT BOTTOM OF OPENING, STAPLE ALONG TOP L Leh -° M xr * Z EDGE 318 FROM TOP OF PAPER ONLY '� r M LEAVE BOTTOM EDGE UNATTACHED FOR d. WATER RESISTENT BARRIER TO GO UNDERNEATH FLASHING PAPER tt;i FLASHING PAPER TO BE CQATED VAPOR IIN BARRIER, REINFORCED, GRADE A OR B. - STEP 2: INSTALL JAMB FLASHING PAPER AT - SIDES OF OPENING, TWO ROWS OF STAPLES DO NOT STAPLE BELOW ROWOFSTAPLES AT SILL FLASHING PAPER LEAVE BOTTOM EDGE UNATTACHED FOR WATER RESISTENT BARRIER TO GO UNDERNEATH FLASHING PAPER 3 egiste d NOTE: FLASHING PAPERTO BE COATED VAPOR C It It - BARRIER, REINFORCED, GRADEA ORB. W D. $H4PIRo It WaShin n STEP 3: INSTALL "NAIL -ON" WINDOW I va I \ � \ CO � c 0 v, o K .a STEP 4: INSTALL HEAD FLASHING PAPER OVER - TOP OF WINDOW FLANGENOTE N WINDOW HEAD METAL IS E REQUIRED REQUIRED INSTALL n OVER THE WINDOW HEAD THE E FLASHING PAPER, AND PLACE THE WATER RESISTANT BARRIER OVER THE FLANGE OF THE N METALFLASHING IS a,MI LAP WATER RESISTANT BARRIER VERTICALLYB" o Z t , V�Jr - I ` SHEET TITLE fi Elevations, Truss Profiles, Window LAP WATER RESISTANT Details, Wall Insulation Details BARRIER HORIZONTALLY 2" MIN SLIP LOWER END OF JAMB l FLASHING PAPER AND SILL i FLASHING PAPER OVER WATER RESISTANT BARRIER ATTIRE SILL WINDOWSILL L_ I i SELF -FURRING LATH SCALE: DRAWN BY: i BASE COAT q) As indicated ADS FINISH COAT DATE: CHECKED BY: ONE AND/Ol ' LAYERS OF L 07/16/19 ADS - WATER RESISTANT BARRIER PER PROJ. No: - i i BUILDING CODE REQUIREMENTS 0 12563-00 i SHEET No: Window Envelope Install Sequence f/) A20n EPARTMENT BUCIITTY DEDMONDS OF R49 Batt Insulation Attic soffit ventilation to be have min 10.5 sq inches per truss bay or every 2'F.typical — T&G soffit decking above rafter tails only, with cent bug screened linear we venting at upper edge of soffit 1-112" dia handrail set 1-1/2" out from post/wall at top & bottom riser R21 boa insulation in new 2x6 wall construction If 6' -1 9/32" I See truss profiles: _ o � I Hall t� D lV OC Pre engineered 24" deeps system at 24" oc, with R49 batt insulation, maintain 2" clearance at top of insulation for venting. Truss mfg to provide blkg at bearing walls, typical I Continuous ridge venting, typical at all ridges, min of — 12 sginches of veM area P-er LF of vent ��--- I Sul l 1 INS- - - - - u■����y�� sJRRlttt�JRRI��R�•L1111�.: 1�. � - e��� eN. nSecfion Looking North crawlspace, joints to a appe min an con Inuous pp n 114" = 1'-0" up foundation wall 12" and mechanically fasten to concrete 3 16 1 2 1 A202 A301 A112 I I I I I � II II II Attic light eight FE]�a M I 1161, I--�-�-�---�-�-� - - - - - - - - - - - Section Looking West Cent Emil reinforced vapor barrier, lap joints 114" = 1'-0"Moot 6" min, and tape, set over min 6" gravel 2 base lost Paint finish (per finish schedule) Paint finish (per finish schedule) - Paint finish (per finish schedule) paintfinish(Par finish schedule) (1) layer 1/2"GWB (1) layer S/8"GWB (1) Layer 5/8'gwb 2x4 stud. 24'.oc 2 x 6 stud at Woo - 2.4 stud 24"oc (1) Layer 1/2"GWB (1) layer 1/2"GWB (1) layer 5/8"GWB (1) Layer 518"gwb 2x6 stud at 16"or 24"oc Paint finish (per finish spec). Paint finish (per schedule). Pain"nish (per finish spec). (1) Layer 1/2" GWB Siding finish (per elevations) Not rated Ext Inl Ed I IM 41 112" I L 71/4" 2-10 g-N X- #WWWW01 �WW06 WW09 WW11 Partition Schedule lines denote truss upperfloor Quark rfl I I41 1.5 1 I � 4 I I 3 I I I I 18" deep parallel cord truss system with R49 batt insulation, maintain 2" I 1-0 4„ clearance al top of insulation 4„ on for venting � � _/P UDDer Flr _ L�p 87'-6 3/— ' 14 14 Bottom cord bearing line of roof trusses R21 batt insulation In new 2x6 wall c G Rm West PI to o O Oi 01 01 construction _ _r Lne w 82'-0 /4" 3 Hard! panel soffit � I �E I 0o upper 78' 6 1/�� — R38 insulation 2 m i Or 01 01 Cased opening 341A43" wiM no rq m — an — — — —glazing 11 0 _ sin Floor Pl� _ Upper Flr PL n V 87'-6 3/4" - Roof sheathing per structural G. Rm West Plate r Line 82'-0 3/4" 3D MIN FRAMING _ Upper Floor Al79-6 gitic Access - T&G soffit deckingabove = 1'-0" rafter tails only - TJI floor ceiling assembly at the west side of garage below bedroom(.), to utilzed 5/8" type X gwb ceiling 2 - Provide 1/2" plywd for light storage, truss mfg to verify SF weight capacity of truss - system Main Floor Plan _ 69'-6 3/4' _ Garage Level I� 66'-2" — Concrete stem wall at grid C I I III—III=1 J 1= 2 Section Lookin Th 14' = 1'-0" — PRE-MANUF ROOF TRUSS PER PLAN 24"O.C. ATTACH R49 FIBERGLASS BATT INSULATION TO TOP OF ACCESS LID 2112" H.F.#2 UPRIGHTS AT EACH END OF ATTIC ACCESS NOTCH ENDS AROUND TRUSS BOTTOM CHORD R49 FIBERGLASS BATT INSULATION TYPICAL AT ATTIC W SHEETROCK CEILING TYPICAL WRAP SHEETROCK 2-11P" MIN INSIDE CRAWL ACCESS OPENING 5/S"SHEETROCKATTIC ACCESS LID (3)screened vent openings at 3.5 sq in each = 10.5 sq in per blkg N w /1 Sffit Vent/Blyd BlkaDetail 101 /2" = 1'-0" �3l1 t1i411t o tiiz4ttltl oo n E"84f6 II� 4-0 O 4, iltoo P=• Co Co CIO Q}b4•�-' ej EY t W� to V / 0 o . /i� v ,1'�` o G z o Z r. I = N ro 3 egiste d C II f W aWlPlao - Washingt n ID 0 a to m O O O -U N d) rr Z Ztb SHEET TITLE Building Sections :t=! SCALE: DRAWN BY: As indicated ADS LL DATE: CHECKED BY: 07/16/19 ADS L PROJ. No: 4 12563.00 SHEET No: N A301 _ RESS JAN 2 1 2020 BUILDING DEPARTMENT 2'-6" I 4._0. 2._0. 1 3._9' 5._6„ # 312" toe kick (typ) r 1 East Kitchen Elevation North Kitchen Elevation 318 5'-0" 00 N fV L 2' - 0" 1' T - V, T-6" 3'-6" T-W m 00 00 - o m 3'-0" I 3'-0"1� V- 6"I 3- 0" 8 South Kitchen Island Elevation West Kitchen Island Elevation 8 Nort�levation 9 Sout�levation n North Pantry Elevation i n South Pantry Elevation 3/8" =1'-0" 3/8" = 1'-0" 3/8 = 1'-0" 3/8" = 1'-0" 3/8" = 1'-0" 3!8" = 1'-0" 2'-6" 2'-6 2'-6" Li ❑ ❑ J n East Laundry Elevation y West Laundry Elevation - m "a g � a N m iV q West Mud Elevation 16 North Mud Elevation West Kitchen Elevation 3/8" = 1-0" South Bath 3 n 318" = 1'-0"Elevatio I 3'-0" 1 1'-6' I T-0" . I T-9" 1 2'-0" , I n North Living Elevation U 3/8" = 1'-0" 18 South M. Bath Elevation U 318" = 1'-0" r 5•_0• k 5._6„ Width of counter on top of island Length of counter on top of island' 0 N North Kitchen Island Elevation n East Kitchen Island Elevation 9 a -a O ^: CO W E U 0 0 w� N� W L^L' W 0 U) 0 a) 2 � C Q CO CO LO m 0 SHEET TITLE Interior Elevations 0' F— L— SCALE: DRAWN BY: "., = 1'-0" ADS a DATE:. CHECKED BY: 07/16/19 ADS L PROJ. No: 0 12563-00 SHEET No: u) A601 _ RESUB JAN 2 1 2020 BUILDING DEPARTMENT CODE: INTERNATIONAL BUILDING CODE (IBC) 2015 LOADINGS FLOOR LIVE LOAD ..................................................... 40 PSF ROOF LIVE LOAD ..................................................... 20 PSF ROOF SNOW LOAD ..................................................... 25 PSF WIND CRITERIA BUILDING CLASSIFICATION ............................... II ULTIMATE WIND SPEED ...................................... 110 MPH WIND EXPOSURE ........................................... B TOPOGRAPHIC FACTOR, K.I. ................ 1.0 SEISMIC CRITERIA 11 SEISMIC RISK CATEGORY .............................. 0•85 SPECTRAL RESPONSE COEFFICIENT, Sets .... SPECTRAL RESPONSE COEFFICIENT, Sell .... 0.42 SEISMIC SITE CLASS ................................ SEISMIC DESIGN CATEGORY ............................... D STRUCTURAL SYSTEM STRUCTURAL DESIGN OF TWO STORY HOUSE UTILIZING CONVENTIONAL WOOD FRAMING, BEARING ON SHALLOW CONCRETE FOUNDATION GENERAL CONDITIONS 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ENGINEER IN WRITING OF ANY DISCREPANCIES HE MAY FIND BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. 2. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 3. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SHALL APPLY. 4. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 5. WORKING DIMENSIONS SHALL NOT BE SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE DRAWINGS. 6. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION THAT, IN HIS OPINION, MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE. 7. THE CONTRACTOR SHALL SUPERVISE AND DIRECT HIS WORK AND HE SHALL BE SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. 8. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS. 9. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY AND IN CONFORMANCE WITH THE PROVISIONS OF PREVAILING CODE EDITION OF THE "INTERNATIONAL BUILDING CODE" (IBC) AND STANDARDS REFERENCED THEREIN. _ 10. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CHASES, BLOCK -OUTS, ETC., SHALL NOT BE PLACED IN SLABS, FOUNDATIONS, ETC., NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS. If. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER MAY REQUEST PAYMENT FOR REVIEW. FOUNDATION 1. STRUCTURAL DESIGN COMPLIES WITH SOILS REPORT PRODUCED BY: N.A. FOOTING BEARING PRESSURE: 1500 PSF (ASSUMED) LATERAL EARTH PRESSURE ON RETAINING WALLS N.A. 2. SUBGRADE PREPARATION, DRAINAGE PROVISIONS, AND OTHER RELEVANT SOIL CONSIDERATIONS ARE TO BE IN ACCORDANCE WITH SAID SOILS REPORT. DIMENSIONAL LUMBER 1. MEET REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER. BEAR STAMP OF W WPA. 2. MINIMUM DIMENSIONAL LUMBER GRADES TO BE: WALL STUDS, 2X, 3 X........ DF STUD GRADE WALL PLATES, 2X, 3X........ DF STANDARD GRADE U.N.O JOISTS, 2 X 6:. OF #2 JOISTS, 2XBAND UP....... DF#2 BEAMS, HEADERS, 6X ........ OF A2 BEAMS, HEADERS, 4X......... OF #2, W W PA GRADING POSTS, 4X, 6X.............. OF #2 U.N.O LUMBER NOT NOTED HERE... OF #2 U.N.O 3. PROVIDE STANDARD CUT WASHERS FOR BOLT HEADS AND NUTS BEARING AGAINST WOOD. 4. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY THAT IS IN CONTACT WITH OR RESTING ON FOUNDATIONS SHALL BE PRESSURE -TREATED DOUGLAS FIR/HEMFIR. ALL BEARING WALL PLATES SHALL HAVE 5/8" 0 ANCHOR BOLTS PLACED A MAXIMUM OF 9" FROM THE END OF A PLATE AND SPACED AT INTERVALS SHOWN ON THE SHEARWALL SCHEDULE (MAXIMUM 4'-0" CC SPACING). PROVIDE 3" X 3" X 1/4" PLATE WASHERS AT ALL FOUNDATION SILL PLATE ANCHOR BOLTS. PROVIDE TWO ANCHOR BOLTS MINIMUM PER SECTION OF SILL. 5. BOLTS IN WOOD SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER. 6. NAILS: COMMON WIRE NAILS. NAILING IN ACCORDANCE WITH IBC TABLE 2304.9.1. 7. PRESSURE TREATED WOOD: ALL NAILS INTO PT WOOD SHALL BE HOT DIPPED GALVANIZED PER ASTM At53 OR STAINLESS STEEL. ALL METAL CONNECTORS IN CONTACT WITH PT WOOD SHALL BE HOT DIPPED GALVANIZED AND MEET ASTM A653 CLASS GI85 (1.850Z OF ZINC PER SO FT MINIMUM) OR TYPE 304 /316 STAINLESS STEEL SIMPSON Z-MAX CONNECTORS MEET THIS REQUIREMENT. FASTENERS AND CONNECTORS USED TOGETHER SHALL BE OF THE SAME TYPE (E.G. HOT DIPPED NAILS WITH HOT DIPPED HANGERS) 8. ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED "SURFACE -DRY" AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NO MORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE STAMPED "SURFACE -GREEN" AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. 9. NOTCHING AND BORING OF BEAMS AND JOISTS IS NOT ALLOWED WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD. REQUIRED? YIN) MATERIAL/ACTIVITY EXTENT REQUIRED?(Y/N) MATERIAL/ACTIVITY EXTENT V N 1704.2.5 Inspection of Fabricators Periodic 1705A Masonry Construction Verify fabricationIquality control procedures (A) Level A, B and C Quality Assurance: 1 J5306 61 ST PLACE NE Y N 1705.1.1 Special Cases (work unusual in nature, including but not limited to alternative materials Y N 1. Verify compliance with approved submittals (B) Level B Quality Assurance: Periodic KEWOFFWA9M and systems, unusual design applications, materials and systems with special manufacturer's Y N 1. Verification of I'm and f'AAC prior to construction - (C) Level C Quality Assurance: Periodic (425) 2--6-29M requirements) Y N 1. Verification of I'm and fAAC prior to construction and for every 5,000 SF during construction Periodic Y N 2. Verification of proportions of materials in premixed or preblended mortar, prestressing grout, and Continuous ,,t , k ffb@b2a)gIr1E2f5.00m 1705.2 Steel Construction gut other than self -consolidating grout, as delivered to the project site grout Y N 1. Fabricator and erector documents (Verify reports and certificates as listed In AISC 360, chapter N, Each submittal Y N 3. Verify placement of masonry units Periodic paragraph 3.2 for compliance with construction documents) (D) Levels B and C Quality Assurance: Praect ColTtact. Y N 2. Material verification of structural steel Periodic Y N 1. Verification of Slump. Flow and Visual Stability Index (VSI) of self -consolidating grout as delivered to Continuous Y N 3. Embedments (Verify diameter, grade, type, length, embedment. See 1705.3 for anchors) Continuous the project Primped: BB Y N 4. Verify member locations, braces, stiffeners, and application of joint details at each connection Periodic Y N 2. Verify compliance with approved submittals Periodic comply with construction documents Y N 3. Verify proportions of site -mixed mortar, grout and prestressing grout for bonded tendons Periodic E)g1rmr BB 5. Structural steel welding: Y N 4. Verify grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and Periodic Y - N a. Inspection tasks Prior to Welding (Observe, or perform for each welded joint or member, the CA Observe or Perform as noted (4) anchorages tasks listed in AISC, 360, Table N5.4-1) Y N 5. Verify construction of mortar joints Periodic Y N b. Inspection tasks During Welding (Observe, or perform for each welded joint or member, the CA Observe (4) Y N 6. Verify placement of reinforcement, connectors, and prestressing tendons and anchorages Level B- Periodic Y N tasks listed in AISC 360, Table N5A-1) c. Inspection tasks After Welding (Observe, or perform for each welded joint or member, the CIA Observe or Perform as noted (4) Y N 7. Verify grout space prior to grouting Level C - Continuous Level B - Periodic tasks listed in AISC 360, Table N5.4-3) d. Nondestructive testing (NOT) of welded joints: see Commentary Y N 8. Verify placement of grout and prestressing grout for bonded tendons Level C - Continuous Continuous - Y N 1) Complete penetration groove welds 5/16" or greater in risk category III or IV Periodic Y N 9. Verify size and location of structural masonry elements Periodic Y N 2) Complete penetration groove welds 5/16" or greater in risk category 11 Periodic Y N 10. Verify type, size, and location of anchors, including details of anchorage of masonry to structural Level B - Periodic Y Y N N 3) Thermally cut surfaces of access holes when material t > 2" 4) Welded joints subject to fatigue when required by AISC 360, Appendix 3, Table A-3.1 Periodic Periodic Y N members, frames, or other construction. 11. Verify welding of reinforcement (see 1705.2.2) Level C - Continuous Continuous Y N 5) Fabricators NDT reports when fabricator performs NOT Each submittal (5) Y N 12. Verify preparation, construction, and protestion of masonry during cold weather (temperature below 40oF) or hot weather (temperature above 90oF) Periodic - WAsy S 6. Structural steel bolting: for bolted in Observe or Perform as noted (4) Y N 13. Verify application and measurement of prestressing farce Continuous ?,5 o 1'c rbe �i Y Y N N a. Inspection tasks Prior to Bolting (Observe, or perform tasks each connection, accordance with CIA tasks listed in AISC 360, Table N5.6-1) b.lnspection tasks During Bolting (Observe the CA tasks listed in AISC 360, Table N5.6-2) Observe (4) Y Y N N 14. Verify placement of AAC masonry units and construction of thin -bed mortar joints (first 5000 SF of AAC masonry) 15. Verify of AAC masonry units and construction of thin -bed mortar joints (after the first 5000 Continuous - - Level B - Periodic - oy Y - N - 1) Pre -tensioned and slip-crigcal joints a) Turn -of -nut with matching markings Periodic Y N placement SF of AAC masonry) 16. Verify of thin -bed mortar for AAC masonry (first 5000 SF of AAC masonry) Level C - Continuous Continuous r °Sq Y N b) Direct tension indicator Twist type tension bolt Periodic Periodic Y N properties 17. Verify properties of thin -bed mortar forAAC masonry (after the first 5000 SF of AAC masonry) Level B - Periodic q ens @yt,RAUENo��� Y Y N N c) -off control marking d Turn -of -nut without matchings Continuous Continuous Y N 18. Prepare grout and mortar specimens Level C- Continuous Level B - Periodic �l SS/ONAL EN Y N e) Calibrated wrench Periodic Level C- Continuous Y N 2)Snug-tight joints c. Inspection tasks After Bolting (Perform tasks for each bolted connection in accordance with CA Perform (4) Y N 19. Observe preparation of prisms Level B - Periodic - tasks listed in AISC 360, Table N5.63) Level C - Continuous Y N 7. Inspection of steel elements of composite construction prior to concrete placement in Observe or Perform as noted (4) 1705.5 Wood Construction - accordance with CA tasks listed in AISC 360, Table N6.1 Y N 1. Inspection of the fabrication process of wood structural elements and assemblies in accordance with Section 1704.2.5 Periodic 1705.2.2 Steel Construction Other Than Structural Steel Y N 2. For high -load diaphragms, verify grade and thickness of structural panel sheathing agree with Periodic 1. Material verification of cold -formed steel deck: approved building plans Y N a. Identification markings Periodic Y N 3. For high -load diaphragms, verify nominal size of framing members at adjoining panel edges, nail or Periodic Y N b. Manufacturer's certified test reports Each submittal staple diameter and length, number of fastener lines, and that spacing between fasteners in each line 2. Connection of cold -formed steel deck to supporting structure: and at edge margins agree with approved building plans Y N a. Welding Periodic Y N 4. Metal -plate -connected wood trusses spanning 60 feet or greater: verify temporary and permanent Penodic Y N b. Other fasteners (in accordance with AISC 360,Section N6) restmint/bradng are installed in accordance with the approved truss submittal package K I L L I N Y N 1) Verify fasteners are in conformance with approved submittal Periodic Periodic 1705.E Soils V N 2) Verily fastener installation is in conformance with approved submittal and manufacturer's Y N 1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity. Periodic recommendations - 3. Reinforcing steel Y N 2. Verify excavations are extended to proper depth and have reached proper material. Periodic RESIDENCE Y N a. Verification of weldability, of steel other than ASTM A706 Periodic Y N 3. Perform classification and testing of controlled fill materials. Periodic Y N b. Reinforcing steel resisting flexural and axial forces In intermediate and special moment frames, Continuous Y N 4. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of Continuous boundary elements of special concrete structural walls and shear reinforcement Continuous Y N controlled fill 5. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared properly Periodic Y N c. Shear reinforcement Periodic Y N d. Other reinforcing steel. 4. Cold -formed steel trusses spanning 60 feet or greater 1705.7 Driven Deep Foundations Y N a. Verify temporary and permanent restramt/bracing are installed in accordance with the approved Periodic Y N 1. Verify element materials, sizes and lengths comply with requirements Continuous truss submittal package Y N 2. Determine capacities of test elements and conduct additional load tests, as required Continuous 1705.3 Concrete Construction Y Y N N 3. Observe driving operations and maintain complete and accurate records for each element 4. Verify placement locations and plumbness, confirm type and size of hammer, record number of Continuous Continuous Y N 1. Inspection of reinforcing steel installation (see 1705.2.2 for welding) Periodic. blows per foot of penetration, determine required penetrations to achieve design capacity, record tip 543 3R D AVE Y N 2. Inspection of prestressing steel installation Periodic and butt elevations and document any damage to foundation element Y N 3. Inspection of anchors cast in concrete where allowable loads have been increased per section Continuous Y N 5. For steel elements, perform additional inspections per Section 1705.2 See Section 1705.2 SOUTH E DMON DS, 1908.5 or where strength design is used Y N S. For concrete elements and concrete -filled elements, perform additional inspections per Section See Section 1705.3 t O N 4. Inspection of anchors and reinforcing steel post -installed in hardened concrete: Per research Periodic or as required by the research report issued by an 1705.3 WA 98020 reports including verification of anchor type, anchor dimensions, hole dimensions, hole cleaning approved source Y N 7. For specialty elements, perform additional inspections as determined by the registered design In accordance with construction documents procedures, anchor spacing, edge distances, concrete minimum thickness, anchor embedment Y N professional in responsible charge 8. Perform additional inspections and tests in accordance with the construction documents In accordance with construction documents Y Y N N and tightening torque 5. Verify use of approved design mix 6. Fresh concrete sampling, perform slump and air content tests and determine temperature of Periodic Continuous 1705.8 Cast -In -Place Deep Foundations concrete. Y N i.Observe drilling operations and maintain complete and accurate records for each element Continuous Y N 7. Inspection of concrete and shotcrete placement for proper application techniques Continuous Y N 2. Verify placement locations and plumbness, confirm element diameters, bell diameters (if Continuous Y N 8. Inspection for maintenance of specified curing temperature and techniques Periodic applicable), lengths, embedment into bedrock (if applicable) and adequate end -bearing strata capacity. N 9. Inspection of prestressed concrete: Application force Continuous Y N Record concrete or grout volumes 3. For concrete elements, perform additional inspections in accordance with Section 1705.3 See Section 1705.3 Y Y N a. of prestressing b. Grouting of bonded prestressing tendons in the seismic -force -resisting system Continuous Y N 4. Perform additional inspections and tests in accordance with the construction documents In accordance with construction documents N N 10. Erection of precast concrete members a. Inspect in accordance with construction documents In accordance with construction documents 1705.9 Helical Pile Foundations Y N b. Perform inspections of welding and bolting in accordance with Section 1705.2 In accordance with Section 1705.2 Y N 1. Verify installation equipment, pile dimensions, tip elevations, final depth, final installation torque and Continuous Y N 11. Verification of in -situ concrete strength, prior to stressing of tendons in post tensioned concrete Periodic other data as required. .. and prior to removal of shores and forms from beams and structural slabs Y N 2. Perform additional inspections and tests in accordance with the construction documents In accordance with construction documents Y Y N N 12. Inspection of formwork for shape, lines, location and dimensions 13. Concrete strength testing and verification of compliance with construction documents Periodic Periodic 1705.10.1 Structural Wood Special Inspections For Wind Resistance Y Y N N 1. Inspection of field gluing operations of elements of the main windforce-resisting system 2. nspection of nailing. bolting, anchoring and other fastening of components within the main Continuous Periodic Notes: windforoe-resisting system 1. The inspection and testing agent(s) shall be engaged by the Owner or the Owner's Agent, and not - by the Contractor or Subcontractor whose work Is to be inspected or tested. Any conflict of interest 1705.10.2 Cold -formed Steel Special Inspections For Wind Resistance must be disclosed to the Building Official prior to commencing work. The qualifications of the Y N 1.inspection during welding operations of elements of the main windforce-resisting system Periodic Special Inspector(s) and/or testing agencies may be subject to the approval of the Building Official Y N 2.Inspections for screw attachment, bolting, anchoring and other fastening of components within the Periodic and/or the Design Professional. main windforce-resisting system DRAVVWN 0 2. The list of Special Inspectors may be submitted as a separate document, if noted so above. 1705.10.3 Wind -resisting Components Y N 1. Roof cladding Periodic ISSUE DATE j 2'2O'19 3. Special Insepctionrequired by Section 1704.2.5 are not required where the fabricator is Y N 2. Wall cladding Periodic s as approved in accordance with IBC Section 1704.2.5.2 V N 1705.1 Y.1 Structural Steel Special Inspections for Seismic Resistance In accordance with AISC 341 4. Observe on a random basis, operations mad not be delayed pending these inspections. Inspection of structural steel in accordance with AISC 341 `M` ED MR PERMIT Perform these tasks for each welded joint, bolted connection, or steel element. 1705.11.2 Structural Wood Special Inspections for Seismic Resistance P ��Tri�--1 �0,15 5. NDT of welds completed in an approved fabricators shop may be performed by that fabricator Y N 1. of field gluing operations of elements of the seismic -force resisting system Continuous - when approved by the AHJ. Refer to AISC 360, N7. Y N Inspection 2. nspection of nailing, bolting, anchoring and other fastening of components within the seismic -force- Periodic 1 Y resisting system o �� DJEER BO CONCRETE - 1705.11.3 Cold -formed Steel Light -Frame Construction Special Inspections for Seismic Resistance i. Inspection during welding operations of elements of the seismic -force -resisting system Periodic REVISION SCHEDULE 1. CONCRETE SHALL CONFORM TO THE INDICATED REFERENCE CODES AND STANDARDS Y N 2. Inspections for screw attachment, bolting, anchoring and other fastening of components within the Periodic EXCEPT AS MODIFIED BELOW: Y N seismic -force -resisting system NO. DATE DESCRIPTION ACI301 -"STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE" 17D5.11.4Designated Seismic Systems Verification ACI318 - "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" Inspect and verify that that the component label, anchorage or mounting conforms to the certificate of Periodic ACI-305fl -"HOT WEATHER CONCRETING' compliance in accordance with Section 1705.12.3 ACI.306R -'COLD WEATHER CONCRETING" ACI-304 - "GUIDE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE" 2. CONCRETE MIX SPECIFICATIONS LOCATION COMP SRENGTH W/C RATIO AIR CONTENT REMARK FOOTING 2500 PSI (5.5 SACKS MIN. PER CUBIC YARD OF CONCRETE) SLAB ON GRADE 2500 PSI (5.5 SACKS MIN. PER CUBIC YARD OF CONCRETE) FOUNDATION WALL 2500 PSI (5.5 SACKS MIN. PER CUBIC YARD OF CONCRETE) TOPPING N.A. a. TOTAL AIR CONTENT IS SPECIFIED IN THE TABLE ABOVE. AIR CONTENT TOLERANCE SHALL BE ± 1%AND SHALL BE MEASURED AT THE POINT OF PLACEMENT. (AFTER PUMPING IF APPLICABLE). ALL CONCRETE EXPOSED TO THE WEATHER SHALL HAVE AN APPROVED ADMIXTURE TO ENTRAIN AIR - 5%TOTAL AIR REQUIRED. CONCRETE THAT CAN BE SUBJECTED TO FREEZING AND THAWING DURING CONSTRUCTION SHALL BE AIR ENTRAINED. DRAWING LIST SHEET NUMBER SHEET NAME ISSUE DATE S-0 GENERAL NOTES 12-20-19 S-1 FRAMING PLANS 12-20-19 S-2 FRAMING PLANS 12-20-19 S3 FRAMING PLANS 12-20-19 PLANS 12-20-19 SEE]FRAMING FRAMING DETAILS 12-20-19 FRAMING DETAILS 12-20-19 GENERAL NOTES S_0 RESUE- JAN 2 1 2020 Grand total: 7 n FOUNDATION PLAN 1 /4- = T-0- 15306 61ST PLACE NE KENMORE, WA 98028 (425)296-2993 info@b2engineers.com Project Contact: Principal: Checker Engineer: as 5�1 a - Q, as qSq l�RALEN�dt>� 31ONAL EN KILLIN RESIDENCE 543 3RD AVE SOUTH, EDMONDS, WA 98020 IMPORTANT NOTES FOR CONTRACTOR: CONTRACTOR SHALL REVIEW STRUCTURAL DRAWINGS AND FIELD VERIFY ALL RELATED EXISTING FRAMING & DIMENSIONS PRIOR TO ANY FIELD WORK. NOTIFY THE ENGINEER/OWNER ANY DISCREPANCIES FOUND IN THE FIELD. STRUCTURAL DRAWINGS MAY NOT CORRECTLY REFLECT ALL EXISTING FRAMING DUE TO LIMITED ACCESS TO THE SITE AND EXISTING DRAWINGS. CONTRACTOR SHALL FIELD VERIFY AND NOTIFY THE ENGINEER/OWNER OF EXISTING MECHANICAL DUCTS, PLUMBING PIPES, ELECTRICAL WIRES THAT MAY INTERFERE WITH STRUCTURAL WORKS FOR COST CONSIDERATIONS PRIOR TO ANY FIELD WORK. IMPORTANT FOUNDATION AND FRAMING NOTES: 1. ALL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH AS MIN. OF MEDIUM DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL (NO SOFT OR ORGANIC MATERIALS). GEOTECHNICAL ENGINEER MAY BE REQUIRED TO ASSESS EXISTING SOIL CONDITIONS. 2. FOR FRAMING LUMBER TYPES AND GRADES, AND CONCRETE MIX REQUIREMENTS PLEASE SEE S-0 - DRAWING INFO 3. FOR PLYWOOD/OSB SHEARWALL SCHEDULE, PLEASE SEE S-6 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE S-6 ISSUE DATE 02-27-20 5. PROVIDE (2) 2X6 OR (3) 2X4 STUD POSTS AT EACH END OF BEAMS, UNLESS NOTED OTHERWISE ON PLAN 6. SLAB ON GRADE SHALL BE 4" CONCRETE SLAB WITH #3 AT 18" EACH WAY ISSUED FOR PERMIT 1 MAX. SPACING EACH WAY) WCOMPACTED CRUSHED ROCK. PROVIDE 1" SAWCUT JOINT AT 15 FT 7. FLOOR SHEATHING SHALL BE 3W' PLYWOOD OR OSB WITH 10d AT 6" NAILING AT PROJECT NO.17045 EDGES AND AT 12 "AT FIELD 8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT W NAILING AT EDGES AND AT 6" AT FIELD pp ENGINEER BB IMPORTANT NOTES ON TRUSS AND FLOOR FRAMING DESIGN AND SHOP DRAWING, 1. TRUSS FRAMING LAYOUT SHOWN IS GENERAL CONCEPT ONLY FOR PURPOSE OF - LOAD REACTIONS AND TRANSFERS TO THE LOWER LEVEL FRAMINGS REVISION SCHEDULE 2. TRUSS FRAMING LAYOUT SHOULD CONFORM TO THE STRUCTURAL DRAWINGS. NO. DATE DESCRIPTION ANY DEVIATIONS OR ALTERNATIVE FRAMING SHALL BE APPROVED BY ENGINEER OF RECORD PRIOR TO TRUSS DESIGN WORK. TRUSS SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW TO THE ENGINEER OF RECORD 3. TRUSS DEFLECTION CRITERIAS: FLOORIDECK TOTAL LOAD = U480 ROOF. TOTAL LOAD = L/240 FLOOR/DECK LIVE LOAD = L/600 ROOF SNOW LOAD = U300 " MAXIMUM TOTAL LOAD DEFLECTION SHOULD NOT EXCEED 1.01' 4. FLOOR FRAMING LAYOUT AND CONNECTORS (SUCH AS LUMBER PACKAGE BY SUPPLIERS) SHALL BE SUBMITTED FOR REVIEW TO ENGINEER OF RECORD. THEY SHOULD CONFORM TO THE STRUCTURAL DRAWINGS FRAMING SYMBOLS �S�S24 SIMPSON WSW STRONG p CONTINOUS WALL (24"WIDE) POST ®,� (P� POST STOPS SW6 . SHEARWALL PLYWOOD a" BELOW THIS FLOOR � /ems POSTSTARTSAT FRAMING PLANS SHEARWALL HOLDOWN V THIS FLOOR LEGEND AND NOTES MAR 0 Z 2020 v va^ = r o^ _ SA BUILDING DEPARYN�I,.. I CI_ OF ED? b"^ Copyright b2 Structural Engineers 2008 (2) IMPORTANT NOTES FOR CONTRACTOR: CONTRACTOR SHALL REVIEW STRUCTURAL DRAWINGS AND FIELD VERIFY ALL RELATED EXISTING FRAMING & DIMENSIONS PRIOR TO ANY FIELD WORK. NOTIFY THE ENGINEER/OWNER ANY DISCREPANCIES FOUND IN THE FIELD. STRUCTURAL DRAWINGS MAY NOT CORRECTLY REFLECT ALL EXISTING FRAMING DUE TO LIMITED ACCESS TO THE SITE AND EXISTING DRAWINGS. CONTRACTOR SHALL FIELD VERIFY AND NOTIFY THE ENGINEER/OWNER OF EXISTING MECHANICAL DUCTS, PLUMBING PIPES, ELECTRICAL WIRES THAT MAY INTERFERE WITH STRUCTURAL WORKS FOR COST CONSIDERATIONS PRIOR TO ANY FIELD WORK. IMPORTANT FOUNDATION AND FRAMING NOTES 1. ALL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH AS MIN. OF MEDIUM DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL (NO SOFT OR ORGANIC MATERIALS). GEOTECHNICAL ENGINEER MAY BE REQUIRED TO ASSESS EXISTING SOIL CONDITIONS. 2, FOR FRAMING LUMBER TYPES AND GRADES, AND CONCRETE MIX REQUIREMENTS PLEASE SEE S-0 3. FOR PLYWOOD/OSB SHEARWALL SCHEDULE, PLEASE SEE" 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE S-S 5. PROVIDE (2) 2X6 OR (3) 2X4 STUD POSTS AT EACH END OF BEAMS, UNLESS NOTED OTHERWISE ON PLAN 6. SLAB ON GRADE SHALL BE 4" CONCRETE SLAB WITH N3 AT 18" EACH WAY (MID -DEPTH) ON 6" COMPACTED CRUSHED ROCK. PROVIDE 1"SAWCUT JOINT AT 15 FT MAX. SPACING (EACH WAY) 7. FLOOR SHEATHING SHALL BE 3W' PLYWOOD OR OSB WITH 40d AT 6" NAILING AT EDGES AND AT 12" AT FIELD 8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT EDGES AND AT 8" AT FIELD IMPORTANT NOTES ON TRUSS AND FLOOR FRAMING DESIGN AND SHOP DRAWING: 1. TRUSS FRAMING LAYOUT SHOWN IS GENERAL CONCEPT ONLY FOR PURPOSE OF LOAD REACTIONS AND TRANSFERS TO THE LOWER LEVEL FRAMINGS 2. TRUSS FRAMING LAYOUT SHOULD CONFORM TO THE STRUCTURAL DRAWINGS. ANY DEVIATIONS OR ALTERNATIVE FRAMING SHALL BE APPROVED BY ENGINEER OF RECORD PRIOR TO TRUSS DESIGN WORK. TRUSS SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW TO THE ENGINEER OF RECORD 3. TRUSS DEFLECTION CRITERIAS FLOOR/DECK TOTAL LOAD = U480 ROOF TOTAL LOAD = U240 FLOOR/DECK LIVE LOAD = U600 ROOF SNOW LOAD = U300 "" MAXIMUM TOTAL LOAD DEFLECTION SHOULD NOT EXCEED 1.0" 4. FLOOR FRAMING LAYOUT AND CONNECTORS (SUCH AS LUMBER PACKAGE BY SUPPLIERS) SHALL BE SUBMITTED FOR REVIEW TO ENGINEER OF RECORD. THEY SHOULD CONFORM TO THE STRUCTURAL DRAWINGS FRAMING SYMBOLS: 4 SIMPSON WSW STRONG ll p CONTINOUS WALL (24"WIDE) POST tSWB PLYWOOD © -POST STOPS SHEARWALL d BELOW THIS FLOOR 1 R POST STARTS AT A SHEARWALLHOLDOWN THIS FLOOR r l LEGEND AND NOTES U 1 /4" = I %0" 1530661 ST PLACE NE I1F� WA98M (425) 296-2993 irft)@b2engireers.oDrn Proiect Contact: Pdndpal: BB Engineer: BB �1 a P 0 P WA HT psi • � yo- CTURAL ENS S8/ONAL ENO KILLIN RESIDENCE 543 3RD AVE SOUTH, EDMONDS, WA 98020 DRAWING NM ISSUEDATE 12-20-19 ISSUEDROR PERMIT PROIECTN0.17045 ENGINEER BB REVISION SCHEDULE FRAMING PLANS S-2 "Es ___JAN 2 1 UPPER FLOOR 114" = 1'-0.1 IMPORTANT NOTES FOR CONTRACTOR: CONTRACTOR SHALL REVIEW STRUCTURAL DRAWINGS AND FIELD VERIFY ALL RELATED EXISTING FRAMING & DIMENSIONS PRIOR TO ANY FIELD WORK. NOTIFY THE ENGINEERIOWNER ANY DISCREPANCIES FOUND IN THE FIELD. STRUCTURAL DRAWINGS MAY NOT CORRECTLY REFLECT ALL EXISTING FRAMING DUE TO LIMITED ACCESS TO THE SITE AND EXISTING DRAWINGS. CONTRACTOR SHALL FIELD VERIFY AND NOTIFY THE ENGINEER/OWNER OF EXISTING MECHANICAL DUCTS, PLUMBING PIPES, ELECTRICAL WIRES THAT MAY INTERFERE WITH STRUCTURAL WORKS FOR COST CONSIDERATIONS PRIOR TO ANY FIELD WORK. 1. ALL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH AS MIN. OF MEDIUM DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL (NO SOFT OR ORGANIC MATERIALS), GEOTECHNICAL ENGINEER MAY BE REQUIRED TO ASSESS EXISTING SOIL CONDITIONS. 2. FOR FRAMING LUMBER TYPES AND GRADES, AND CONCRETE MIX REQUIREMENTS PLEASE SEE S-0 3. FOR PLYWOOD/OSB SHEARWALL SCHEDULE, PLEASE SEE S-6 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE S-6 S. PROVIDE (2) 2X6 OR (3) 2X4 STUD POSTS AT EACH END OF BEAMS, UNLESS NOTED OTHERWISE ON PLAN 6. SLAB ON GRADE SHALL BE 4" CONCRETE SLAB WITH #3 AT 16" EACH WAY (MID -DEPTH) ON 6" COMPACTED CRUSHED ROCK. PROVIDE 1" SAWCUT JOINT AT 15 FT MAX. SPACING (EACH WAY) 7. FLOOR SHEATHING SHALL BE 3/4" PLYWOOD OR OSB WITH 10d AT 6" NAILING AT EDGES AND AT 12" AT FIELD 8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT EDGES AND AT 8" AT FIELD IMPORTANT NOTES ON TRUSS AND FLOOR FRAMING DESIGN AND SHOP DRAWING: 1. TRUSS FRAMING LAYOUT SHOWN IS GENERAL CONCEPT ONLY FOR PURPOSE OF LOAD REACTIONS AND TRANSFERS TO THE LOWER LEVEL FRAMINGS 2. TRUSS FRAMING LAYOUT SHOULD CONFORM TO THE STRUCTURAL DRAWINGS. ANY DEVIATIONS OR ALTERNATIVE FRAMING SHALL BE APPROVED BY ENGINEER OF RECORD PRIOR TO TRUSS DESIGN WORK. TRUSS SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW TO THE ENGINEER OF RECORD 3. TRUSS DEFLECTION CRITERIAS: - - FLOOR/DECK TOTAL LOAD = U480. - ROOF TOTAL LOAD = U240 FLOOR/DECK LIVE LOAD = U600 ROOF SNOW LOAD = L/300 '• MAXIMUM TOTAL LOAD DEFLECTION SHOULD NOT EXCEED 1.0" 4. FLOOR FRAMING LAYOUT AND CONNECTORS (SUCH AS LUMBER PACKAGE BY SUPPLIERS) SHALL BE SUBMITTED FOR REVIEW TO ENGINEER OF RECORD. THEY SHOULD CONFORM TO THE STRUCTURAL DRAWINGS FRAMING SYMBOLS: SIMPSON WSW STRONG (pl CONTINOUS v4 WALL (24"WIDE) - �' POST POST STOPS g1n/g PLYWOOD b SHEARWALL BELOW THIS FLOOR �f 1 R POST STARTS AT A SHEARWALL HOLDOWN LJ- THIS FLOOR n LEGEND AND NOTES 1/4" = 1'_6" 1530661STPLACE NE KENVORE, WA98028 (425) 296-2993 in a 2engirimsoom Project Contact: Plil"Idpal: Checker Engineer: BB yp l a P of WA S� Jt CTI/RALEN� ass/ANAL �NCa KILLIN RESIDENCE 543 3RD AVE SOUTH, EDMONDS, WA 98020 DRAWNG NFO ISSUEDAM 12-20-19 L%UEDFOR PERMIT PROJECTNO17045 MNEER gg REVISION SCHEDULE FRAMING PLANS S-3 RrsuE- C,WMWSh.WEmy.21CAN Z 12020 BUIILLDO CITY F ESMONDS T ROOF 1 /4" = 1530661ST PLACE NE I�1W/IORE, WAMO (425) 296-2993 irrb@b2eng'nwsoom Project ContactPlil-dPal: BB 1 Engineer: BASRI y�l Bq P OF WASH S RALENG G,a /ONAL KILLIN RESIDENCE 2 543 3RD AVE SOUTH,EDMONDS, WA 98020 IMPORTANT NOTES FOR CONTRACTOR: CONTRACTOR SHALL REVIEW STRUCTURAL DRAWINGS AND FIELD VERIFY ALL RELATED EXISTING FRAMING & DIMENSIONS PRIOR TO ANY FIELD WORK. NOTIFY THE ENGINEER/OWNER ANY DISCREPANCIES FOUND IN THE FIELD. STRUCTURAL DRAWINGS MAY NOT CORRECTLY REFLECT ALL EXISTING FRAMING DUE TO LIMITED ACCESS TO THE SITE AND EXISTING DRAWINGS. CONTRACTOR SHALL FIELD VERIFY AND NOTIFY THE ENGINEER/OWNER OF EXISTING MECHANICAL DUCTS, PLUMBING PIPES, ELECTRICAL WIRES THAT MAY INTERFERE WITH STRUCTURAL WORKS FOR COST CONSIDERATIONS PRIOR TO ANY FIELD WORK. IMPORTANT FOUNDATION AND FRAMING NOTES: 1. ALL FOOTINGS SHALL BEAR ON SUITABLE SOIL SUCH AS MIN. OF MEDIUM DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL (NO SOFT OR ORGANIC MATERIALS). GEOTECHNICAL ENGINEER MAY BE REQUIRED TO ASSESS EXISTING SOIL CONDITIONS. 2. FOR FRAMING LUMBER TYPES AND GRADES, AND CONCRETE MIX REQUIREMENTS SEE S-0 3. FOR PLYWOO 3. FOR PLV WOOD/OSB SHEARWALL SCHEDULE, PLEASE SEE S-6 DRAWING NM 4. FOR COMMON HEADER FRAMING DETAIL AND HEADER SIZE, SEE S-6 5. PROVIDE (2) 2X6 OR (3) 2X4 STUD POSTS AT EACH END OF BEAMS, UNLESS NOTED OTHERW3 SE ON PLAN 6. SLAB IN GRADE SHALL BE 4" CONCRETE SLAB WITH N3 AT 18" EACH WAY ErSLIEDATE 2-20-1 (MID -DEPTH) ON 6" COMPACTED CRUSHED ROCK. PROVIDE 1"SAWCUT JOINT AT 15 FT MAX. SPACING (EACH WAY) 7. FLOOR SHEATHING SHALL EDGES AND AT 12" AT FIELD BE 3/4"PLYWOOD OR OSB WITH 10d AT 6" NAILING AT ESUEDMR PERMIT 8. ROOF SHEATHING SHALL BE 1/2" PLYWOOD OR OSB WITH 8d AT 6" NAILING AT PRQJECTIW-1 7045 EDGES AND AT 8" AT FIELD IMPORTANT NOTES ON TRUSS AND FLOOR FRAMING DESIGN AND SHOP DRAWING: ENGhM9 BAS R 1. TRUSS FRAMING LAYOUT SHOWN IS GENERAL CONCEPT ONLY FOR PURPOSE OF LOAD REACTIONS AND TRANSFERS TO THE LOWER LEVEL FRAMINGS REVISION SCHEDULE 2. TRUSS FRAMING LAYOUT. SHOULD CONFORM TO THE STRUCTURAL DRAWINGS. ANY DEVIATIONS OR ALTERNATIVE FRAMING SHALL BE APPROVED BY ENGINEER OF RECORD PRIOR TO TRUSS DESIGN WORK. TRUSS SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED FOR REVIEW TO THE ENGINEER OF RECORD NO. DATE DESCRIPTIO 3. TRUSS DEFLECTION CRITERIAS FLOOR/DECK TOTAL LOAD = U480 ROOF TOTAL LOAD = L/240 FLOOR/DECK LIVE LOAD = U600 ROOF SNOW LOAD = U300 "" MAXIMUM TOTAL LOAD DEFLECTION SHOULD NOT EXCEED 1,0" 4. FLOOR FRAMING LAYOUT AND CONNECTORS (SUCH AS LUMBER PACKAGE BY SUPPLIERS) SHALL BE SUBMITTED FOR REVIEW TO ENGINEER OF RECORD. THEY SHOULD CONFORM TO THE STRUCTURAL DRAWINGS FRAMING SYMBOLS• 4 SIMPSON WSW STRONG - p CONTINOUS WALL (24" WIDE) POST ®-/I (P'] POST STOPS SW6 PLYWOOD BELOW THIS FLOOR v SHEARWALL FRAMING R SHEARWALL HOIDOWN LJ THIS FLOORSAT r 1 LEGEND AND NOTES PLANS 1/4" = V-0" S-4 RES M. M,,,_.,---]AN 2 1 2X6 AT 16" ROOF SHEATHING AND BLOCKING - - ROOF TRUSSES NAILING PER PLANnD HOLDOWN PER PLAN I STRAP 8d AT 6" FLOOR JOIST TRUSS 2X6 AT 24" AT 4"" PLYWOOD & PCANT ER PLAN OUTRIGGER PLYWOOD & NAILING PER NAILING PER 2X6 AT 24" - SHEARWALL SCHEDULE SHEARWALL JOIST SCHEDULE LUS HANGER BLOCKING JOIST JOIST AND BLOCKING BEAM PER PLAN 2X6 CANT. TRUSS BLOCKING AT I" GABLE END PT PLATE WITH TRUSS 50'X9" ANCHOR BOLT BETWEEN TRUSSES A34 CLIP AND BPI/2 WASHER (PROVIDE BY TRUSS H2.5 TIE AT PT 2X LEDGER (80TH SIDES) v LTP4 PER _ PER SCHEDULE SUPPLIER) EACH TRUSS BC POST CAP WITH 3/8"X6" SHEARWALL - III — I" SHEATHING & LEDGERLOK AT 12" 4X4 POST _=3 NAILING 4X4 PT PLATE WITH SCHEDULE - #4 AT 16" E.W. PER SCHEDULE _ 5/8"X9" ANCHOR BOLT BEAM PER PLAN GABLE END -III— TRUSS ABU POST BASE AND BP7/2 WASHER WITH 5/8'O(3" PER SCHEDULE 2X4 LUMBER NEW PLYWOOD WEDGE ALL STRAP (BOTH LTP4 PER SHEATHING — #4 AT 12" E.W. SIDES OF POST) A34 CLIP 2X8 PT PLATE PER SCHEDULE _ ANCHOR SHEARWALL 4X4 PT POST (BOTH SIDES) (12" LONG) WITH gCHEDUL (2) 3/8"X4" WEDGE A34 CLIP ALL ANCHOR AT 8" ` HOLDOW N 2X6 AT 16"(BOTH SIDES) 3-q4 E.W NEW PLYWOOD HEADER PER STRAP SLAB ON GRADE ° PT PLATE _ ¢ SHEATHING PLAN HEADER PER PER SCHEDULE FLOOR JOIST REINFORCEMENT PER PLAN ¢ ' WEDGEALLX6" O SCHEDULE (2) #5 1' -6' PLYWOOD & PER PLAN . , , „ NAILING PER o 2'-O'SQUARE SHEARWALL - (2) #4 SCHEDULE 1 -6" - 0 Detail0 n Detail 20 � D 5 6 Detail 8 3a =1'-0" 3/4" = 1'-0" LJ 3/4" =1'-0" 3!4" =1'-0" Bd AT 6" - PT PLATE WITH 10d AT 6" I 5/8"X9" ANCHOR BOLT 8d AT 6" AND BP7/2 WASHER _ PER SCHEDULE III — III —III —III 2X6 AT 16" 2X6 AT i6" #4AT 12" E.W. PAVEMENT 2X4 AT 24" BLOCKING PROVIDE I -III —III —III— j q , SHEATHING S'-OPE RUTRIGGE BLOCKING _ NAILING PER LSL RIM AND NAILING BLOCKING DRAINAGE PROVIDE BLOCKING 10d AT 6"O.C' -III—III—III— #4AT16"E.W. SHEARWALL PER SCHEDULE AT 48" ROCK + SHIM AS REQUIRED SCHEDULE .' Effl, TENSION—III STRAP PER PLAN LVL OR LSL — I 1530661STPI ACENE KF� WA98028 (425) 296-2993 inb@b2engirleelsoem Proied Contact: PEIndpai: Checker Engineer. BB FL\ Bq Q-�oF WASry��C 4370 CTURALEl1N �SS/pNAI E G I —III -I RIM 10 MIL VAPOR--_ GABLE END_ _ TO SUPPORT R HANGERT III —III LTP4 PER �� COMPAC EITD' I -- .SHEARWALL > TRUSS FLOOR JOISTS b FLOOR JOIST LTP4 PER KILLIN SCHEDULE CRUSHED ROCKI I ° - •m` ,. I -I LTP4 PER FLOOR JOIST v SCHEDULE _ (4) LTP4 TIE NEW PLYWOOD 2X6 AT 16" 2X6 AT 16" III--- I —III ATWO.C. DIAGONAL SCREWS RESIDENCE SHEARWALL 2 #5 - SHEATHING — 1-4 — PER SIMPSON SCHEDULE 2X AT 16" O 1•-6' PER SCHEDULE (2)#4 WSW REQUIREMENT - Detail 12 1 Detail 1 13 DETAIL A5 14 DETAIL A8 Z DETAIL Fi 6 Detail 17 n Detail 9 8 3/4" =1'-0" 3/4" = 1'-0" 3/4" =1'-0" U 3/4" =1'-0" 3/4" =1'-0" 3/4" = 1'-0" U 3/4" =1'-0" ROOF TRUSSES 8d AT 6" AT 24" ROOF SHEATHING TRUSS AND NAILING PER OUTRIGGER PLAN 2X6 AT 24" Sd AT 6" ' ROOF TRUSSES TRUSS BLOCKING H2.5 TIE AT 4X8 BEAM TRUSS AT 24" - BETWEEN TRUSSES EACH RAFTER OUTRIGGER 8d AT 6" (PROVIDEBYTRUSS 2X6 AT 24" - SUPPLIER) - ROOF TRUSS PER PLAN TRUSS - OUTRIGGER LTP4 PER SCHEDULE BC POST CAP (T & B) GABLE END TRUSS 2X6 AT 24" PLYWOOD &NAILING PER SCHEDULE LTP4 PER BLOCKING 8d AT 6" - SCHEDULE AT 48" O.C. TRUSS BLOCKING HEADER PER 10d AT 6" (PROVIDED BY _ 3/8"X6" SCHEDULE AT EDGES -TRUSS SUPPLIER) TIMBERLOK LTP4 TIE PER H2.5 TIE AT J AT EACH STUD SCHEDULE EACH TRUSS H2.5 TIE 4X8 PROVIDE - PROVIDE (4) 2X6 POST AT SHEATHING & LUS HANGER NEW 4X8 BEAM NAILING PER 4X4 POST SCHEDULE PRE -FABRICATED STEEL RAILING & HEADER PER - SCHEDULE POST (BY OTHERS) 2X6 AT 16" 2X6 STUD WALL AT 16" A35 JOIST BLOCKING 2X6STUD WALL HOEDOWN CLIP AT 16" STRAP PER PLAN HOLDOWN FLOOR JOIST, SHEATHING STRAP PER PLAN - 8d AT 6" O.C. AND NAILING PER PLAN FLAT BOTTOM TRUSS FLOOR JOIST, SHEATHING WALL SHEATHING BV TRUSS SUPPLIER SHEATHING AND NAILING PER PLAN AND NAILING PER (4) 3/8"X4" H2.5 TIE ROOF OVERHANG AND NAILING WALL SHEATHING = — 2X4 AT 24" SCHEDULE TIMBERLOK AT •18" PT PLATE WITH Bd AT 6" PER PLAN AND NAILING PER HOEDOWN - HU BEAM SCHEDULE STRAP HANGER AND 13" ANCHOR BOLT AND BP7/2 WASHER 4X4 PT POST AT48" GONTINOUS PT PLATE WITH #4 AT 16' E.W. NAILING & PT PLATE WITH _ _ _ 5/8"X9" ANCHOR BOLT - ABU 4X4 POST WITH = R PT PLATE WITH 5/8"X9" ANCHOR BOLT AND BP1/2 WASHER 1/2"X4" WEDGE SHEATHING PER _ 5/8"X9" ANCHOR BOLT PLYWOOD & AND BP1/2 WASHER -III—III—III • • PER SCHEDULE ALL ANCHOR H2.5 TIE AT SHEARWALL ROOF GABLE _ LTP4 TIE PER EACH TRUSS SCHEDULE ENO TRUSS AND BP7/2 WASHER NAILING PER PER SCHEDULE _ III —III —III PER SCHEDULE SHEARWALL —III I _ SCHEDULE _ SCHEDULE -III I -III i i I #4 AT 16"E.W. -#4V WITH i [ I I I I . • -� I III III , I2-1Ki ROUND TIE - LTP4 PER #4 AT 16" E.W. —I SHEARWALL I- -I I III III SCHEDULE IAT .II #4AT,6"E.W. II III I _.• I I -III -II SHEATHING — I —III I..,. ,., I¢I—III- 1 6" (2)#5 PLYWOOD AND HEADER PER JOINT ONLY) _ NAILING PER SCHEDULE 2X6 AT 16" _ 1'-6"UN I )'+III —III SCHEDULE NAILING PER RO o —III—I III —I I —I SCHEDULE ' . o (z) #s (2) #5 Detail l6 n Detail18 18 DETAILA26, 9 Detail 13 (2) n Detail 14 11 Detail 15 U 3/4" = 1'-0" 3/4" = V-0" 3/4" =1'-0. 3/4" =1'4( 3/4" =1'-0" 3/4" = 1'-0" 543 3RD AVE SOUTH, EDMONDS, WA 98020 ISSLIEDATE 12-20-19 ISSUEDFOR PERMIT Na17045 ENGINEER BB REVISION SCHEDULE FRAMING DETAILS S-5 RES E 3opAftb2aLdrJErVr s20E8 ?I S [ENT IS BUILDING E CITY OF ROOFTRUSS 8d AT 6" AT 24" LTP4 TIE PER SCHEDULE H2.5TIEAT PLYWOODS. I EACH TRUSS NAILING PER SHEARWALL I SCHEDULE I I I I I ROOF TRUSSES AT 24" 81 AT 6" WITH BLOCKING I H I a 2-2X12 LEDGER J I WITH (3) 3/6'XB" I LEDGERLOK AT EACH STUD TENSION STRAP �L 2X AT 16" PER PLAN LSL RIM FLOOR JOIST PLYWOOD & NAILING PER SHEARWALL SCHEDULE LTP4 TIE PER SCHEDULE HOLDOWN STRAP PLYWOOD& NAILING PER 2X8 AT 16' SHEARWALL SCHEDULE H / LTP4 TIE PER J SCHEDULE PT PLATE WITH 5/8"X9" ANCHOR BOLT & BP1/2 WASHER PER SCHEDULE #4 AT 16" E.W. r FLAT BOTTOM TRUSS BY TRUSS SUPPLIER i- 8d AT 6" H2.5 TIE AT — EACH TRUSS Ed AT 6" — (PROVIDE BLOCKING) HEADER PER SCHEDULE FLOOR JI ROOFTRUSS PER PLAN I i 16d AT 6"11 2X� FLOOR AND NA`LLIING PERH PLAN BLOCKING #4AT 16" E.W. '• PT SILL PLATE & 5/8"X10" A.B. WITH BP WASHER AT 48" O.C. 2X6 PT WITH — (2) 3/8'X&' WEDGE ALL ANCHOR AT 6" U o � M - U 245 E.W. 2 o (2)#5 8 n Detail 2 Detail 19 1. 314 DBL STUD BELOW ABOVE SEE HEADER SCHEDULE (2) 2x6 SILL SOLID 2z4 BLKG (VERT GRAIN) TO MATCH 2X4TRIMMER AREA AREA STUDS ABOVE (5) 16d EA END 2 TRIMMER AND 1 KING STUD OR POST PER PLAN LEVEL OPENING HEADER ALL 4 FT MAX. 4X8 DF #2 ALL 6 FT MAX. 4X10 DF #2 NOTE: AT STUD/PLATE CONNECTION, PROVIDE (4) 8d TOENAIL OR (2)16d END NAIL �TYP. WALL OPENING FRAMING -HEAVY SW SHEATHING (NOTE 14) PANEL EDGE NAILING (NOTE 4) PANEL EDGE STUDS AND BLKG ANCHOR BOLTS AT SILL PLATE (NOTE 10) TOP/SILL PLATE TO BLOCKING/ RIM (NOTE 13) BOTTOM PLATE TO BLOCKING/ RIM (NOTE 4 & 9) CAPACITY (LRFD) (SEISMIC/WIND) SW6 15/32" APA PLY ONE SIDE 10d COM AT 6" 2x 5/8" AT 36" O.C: 2x SIMPSON LTP4 AT 24" O.C. 16d COM AT 6" O,C: NARROW 496 PLF/ 696 PLF SW4 15/32" APA PLY ONE SIDE tOd COM AT 4" 2z SEE NOTE 5 5/8" AT 24" O.C: 2x SIMPSON LTP4 AT 16" O.C. 16d COM AT 4" O.C: NARROW 736 PLF/1032 PLF SW3 15/32" APA PLY ONE SIDE 10d COM AT S' 3x ISW AT 18" O.C.-2x SIMPSON LTP4 AT 12" O.C. 16d COM AT 3" O.C.-WIDE 960 PLF/ 1344 PLF SW2 15/32" APA PLY ONE SIDE lOd COM AT 2" 3x 5/8" AT 12" O.C: 2x SIMPSON LTP4 AT 8" O.C. 16d COM AT 2" O.C: WIDE 1232 PLF/ 1724 PLF SW44 15/32" APA PLY TWO SIDES lOd COM AT 4" 2x 5B" AT 18" O.C.-3x SIMPSON LTP4 AT 16' O.C. B.S. 2 16d COM AT 4" O.C: WIDE 1472 PLF/ 2064 PLF SW33 15/32"APA PLY TWO SIDES 10d COM AT 3" 3x 5B" AT 16' 0.0.-3x SIMPSON LTP4 AT 1200 .C. B.S. 2 18d COM AT 3" O.C: WIDE 1920 PLF/ 2688 PLF SW22 15/32"APA PLY TWO SIDES tOd COM AT 2" 3x 5/8"A71Y O.C: 3z SIMPSON LTP4 AT 8" .C. B.S. 2 16d COM AT 2" O.C: WIDE 2:4 PLF/ 3448 PLF IMPORTANT NOTES: 1. ALL PANEL EDGES TO OCCUR OVER STUDS, PLATES, RIMS OR HORIZONTAL BLOCKING. 2. NAIL SHEATHING TO INTERMEDIATE SUPPORTS AT 12" OC. 3. ALL NAILS INTO 3x MEMBERS SHALL BE STAGGERED. (2)2x STUDS MAY BE USED IN LIEU OF 3. STUDS AT PANEL JOINTS. NAIL STUDS TOGETHER W/2 ROWS 16d COMMON AT 6" O.C. AT SINGLE SIDE SHEATHING AND NAIL W/2 ROWS 16d COMMON AT W O.C. AT DOUBLE SHEATHED WALLS. 4. COM DENOTES COMMON NAILS. MIN. NAIL PENETRATION INTO STUDS SHALL BE i SWAT 10d NAILS 5. FOR SHEARWALL SW4, ALL FRAMING MEMBERS RECEIVING EDGE NAILINGS FROM ABUTTING PANELS SHALL BE 3X OR (2) 2X NAILED TOGETHER WITH 16d AT 6' 6. WHERE SHEATHING IS APPLIED TO BOTH SIDES OF WALL -OFFSET PANEL EDGES TO FALL ON DIFFERENT STUDS. 7. NARROW BLOCKING REFERS TO 1-1/2" LSL RIM OR BLOCKING. WIDE BLOCKING REFERS TO 3-1/P" LSL RIM OR BLOCKING. S. PROVIDE SHEAR WALL SHEATHING AND NAILING FOR ENTIRE LENGTH OF WALLS NOTED ON PLAN. PROVIDE HOLDOWNS PER PLAN AT EACH END OF WALL, UNO. PROVIDE (2) 2X STUDS AT ENDS OF ALL SHEARWALL. FACE NAIL MULTIPLE STUDS WITH 16d AT 12" PROVIDE PANEL EDGE NAILING IN EACH HOLDOWN STUD AT END OF WALL 9. STAGGER BOTTOM PLATE NAIL. 10. ALL FOUNDATION SILL PLATES SHALL BE P.T. MEMBERS AND THE ANCHOR BOLTS SHALL HAVE 1W x 3" x 3" ANCHOR BOLT PLATE WASHER OR SIMPSON'S BP/ BPS PLATE 11. EMBED ANCHOR BOLTS 7" MINIMUM INTO CONCRETE. 12. WHERE NOTED IN DETAILS, USE SIMPSON A351N LIEU OF LTP4 PLATES. SPACE AT 213 OF LTP4 SPACING. 13. END OF WALL ANCHOR BOLTS SHALL BE LOCATED MAX 12" AND MIN 5" FROM END OF THE PLATE. 14. SHEATHING SHALL BE RATED BY APA (AMERICAN PLYWOOD ASSOCIATION). NO SUBSTITUTION. 18d NAILING PANEL EDGE NAILING /- 2x BOTTOM PLATE SIMPSON LTP4 PANEL EDGE NAILING TO UPPER TOP PLATE FLOOR JOIST RIM OR WALL BLOCKING REFERENCE TOP PLATE PER PLAN AND SCHEDULEIII A III A, BOLT PER SCHEDULE PANEL EDGE 1l4"X3X3 PLATE NAILING OR SIMPSON BP/BPS PLATE FOUNDATION P.T. SILL PLATE i. 2x OR 3x PER a 7" EMBED MI p� n SHEARWALL SCHEDULE 314" = 1'-0" ESR-2652 I Most Widely Accepted and Trusted Page20 of 41 CMSTCI6 STRAP T & B OF WINDOW OVE SHEATHING (1 112" MINOR 2" MAX FROM ROUGH OPENIN SHEATHING AND NAILING 2x5 BLKG PER. SHEARWALL SCHEDULE' SHEADER CHEDULER OR FLAT BLOCKING BEHIND STRAP TYP. I IWAI II I��I—III V l I I■I■Ifl�l■I I®I�IIII■I®I — EXTEND STRAP THE WHOLE LENGTH OF SHEARWALL 11CLR STRAP ILL 2x6 SILL PLATE WITH ADDED FLAT 2x BLKG FLAT BLOCKING BEHIND STRAP (USE 3x IF SPLITTING OCCURS SEC A -A n SHEAR WALL OPENING STRAPPING STRONG WALLPSIMPSON WALL PER PLAN HIGH -STRENGTH COUPLER NUT (IF REQUIRED) WSW-AB-1X36HS _.,j. SH NFORICEM NTNR CONCRETE- / STEMWALL W/ L I, — (8) #4 VERTICAL REBAR AT 4" O.C. BENT BAR NOTES: 1,. 17r STORY WSW MUST BETHE n Detail 21 SAMEWiDTHASTHE2ND U 3/4 STORY WSW. 0 2. JOIST AND SHEATHING MAY, BE ATTAOHED.TO WSW WITH - JOIST HANGER AND LEDGER LOAD TRANSFER IS THE RESPONSIBILITY OF THE FORM MID VgDER WALLF 11,1d, 111 DESIGN PROFESSIONAL OF Cu SLMIN TOPPuWoau.ow RECORD, MSK HOLDO'NN TO PA59THR.01-1, 00 . NOTNOTCH mumm TOP PIATE.. 3. WSWMULTI-STORY,KIT(MSK). INCLUDES MSK BEARING BLOCK AND MSKHOLDOWN.. I -. PLAN VIEW LEGEND; • III= 1" STORY WSW HEIGHT; TOP OF CONCRETE TO UNDERSIDE OF I- STORY TOP PLATES (IN.) • h2=:TOTAL ASSEMBLY HEIGHT,. TOP OF CONCRETE TO UNDERSIDE OF 2ND STORY TOP PLATES (IN.) ... • h3:=h4`2"=211o.STDRY WSW HEIGHT, TOP OF BEARING. BLOCK TO BOTTOM OF OD STORY TOP • 14:=TOP OF18T.STORY TOP PLATES TO UNDERSIDE OF 2^p STORY TOP PLATES (IN.) REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS. FOR SPECIFIC CONDITIONS. 21WSW3 - TWO4TORY STACKED ELEVATION FIGURE 4-STRONG-WALL WOOD SHEARWALL TWO-STORY STACKED DETAILS (21WSW3) �SIM_ I _ WSW STRONG STRONG b SECTION SECTION 4x FRAMING: 6z FRAMING: SEE & 71WSW2 SEE 71WSW2 'FORCONNECTION FORCONNECTiON DETAILS DETAILS 31WSW3- TW04TORY STACKED INSTALLATION FIGURE 4—STRONG-WALL WOOD SHEARWALL TW04TORY STACKED DETAILS (Continued) (3MISW3) 15306 61 ST PLACE NE KENMORE, WA 98028 (425)296-2993 info@b2engineers.com Proiect Contact: Principal: Checker Engineer: BB �\ p � { WNSM �SiP ��RgLENWd�1" /oNA� EN KILLIN RESIDENCE 543 3RD AVE SOUTH, EDMONDS, WA 98020 DRAWING INFO ISSUE DATE 02-27-20 ISSUED FOR PERMIT PROJECT NO.17045 ENGINEER gg REVISION SCHEDULE NO. I DATE I DESCRIPTION FRAMING DETAILS RESUI.gg MAR U 12020 S-6 B CIDTY OFOEDMOf 7tr Copyright b2 Structural Engineers 2008 FND. 6" DIA CONIC. MON. KILLIN RESIDENCE W/ 2" BRASS DISC & PUNCH IN CASE,. DOWN 1.0' FROM GRADE LEGEND - -- CENTER LINES PROPERTY LINES -- RIGHT-OF-WAY LINES —— LOT LINES — — BUILDING SETBACK UNES (B.S.B.L) ------iDO------- CONTOUR (MINOR) -- — —IOD- — — - CONTOUR (MAJOR) DITCH LINE -o—000—o WOOD FENCE w WATER LINE ss SANITARY SEWER LINE sD STORM DRAIN LINE G GAS LINE au OVERHEAD UTIUTY LINES DECIDUOUS AND CONIFER TREES 837 845 WITH ARBORIST TAG NUMBER w WATER VALVE -6- HYDRANT WATER MR Qs ® MA HOLES (SS/SD) ❑ CB -0- POWER/UTIUTY POLE E— GUY ANCHOR o TELEPHONE/TV RISER ® GAS METER a SIGN MAILBOX LCQ� ROCKERY SURVEY DATA VERTICAL DATUM DATUM: NAVD88 ORIGINAL BM: WSDOT BM-190; FND. CONC. MON. W/ 3"BRASS DISC W/ PUNCH STAMPED 'CITY OF EDMONDS' IN CASE, DOWN 1.0' FROM GRADE ON SUNSET AVE OPPOSITE HOUSE #210. ELEV. = 37.56' TBM A: SET CHISELED 'X' ON THE RIM OF A SANITARY SEWER MANHOLE IN FRONT OF SITE AS SHOWN ON MAP. ELEV. = 64.84' MERIDIAN ASSUMED - BASIS OF BEARING ROAD CENTERLINE 3RD AVE S. LEGAL DESCRIPTION LOT 9 IN BLOCK 1 OF CITY PARK ADDITION TO EDMONDS, AS PER PLAT RECORDED IN VOLUME 9 OF PLATS, PAGE 10, RECORDS OF SNOHOMISH COUNTY AUDITOR; SITUATE IN THE CITY OF EDMONDS, COUNTY OF SNOHOMISH, STATE OF WASHINGTON. CONTACT INFORMATION I y OWNER/APPLICANT: JON & SELENA KILLIN 543 3RD AVE S EDMONDS, WA 98020 Z (425) 754-4915 jon*jckillin.com 0 SURVEYOR: TYEE SURVEYORS CO TIMOTHY A. GRIFFIN, P.L.S. 10007 GREENWOOD AVE. N. W SEATTLE, WA 98133 (206) 525-3660 CIVIL ENGINEER: JLS ENGINEERING, PLLC W ' JEREMY SATHER, P.E. Q 19125 NORTH CREEK PKWY, SUITE 123B BOTHELL, WA 98011 Q (425) 849-5489 I ct jeremy.sather@hotmail.com M GEOTECH: COBALT GEOSCIENCES PHIL HABERMAN, P.E., L.G, L.E.G. P.O. BOX 82243 KENMORE, WA 98028 MON NOT (206) 331-1097 FOUND — - cobaltgeo®gmail.com wI old ae O M Z M UTILITY CONFLICT NOTE - CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, FND. 6" CIA CONIC. MON. I W/ LEAD & BRASS TACK DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE IN CASE, DOWN 1.0' FROM GRADE PLANS NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE Lz EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT THE ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. 10 — — 130.96' — N 88.49'33" W — _ ERBEN DRIVE ERB_EN DRIVE 338.51'-C. - — PUBLIC SERVICES WATER/SEWER CITY OF EDMONDS (425) 771-0241 POWER SNOHOMISH PUD (425) 783-1000 PHONE/CABLE COMCAST (800) 934-6489 GAS PSE (888) 225-5773 FIRE SOUTH COUNTY FIRE (425) 551-1200 GENERAL NOTES 1. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE, pper�{j 2. SEE SHEET OFOR CITY OF EDMONDS 'GENERAL NOTES'. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL EXISTING UTILITIES AND UTILITY LOCATIONS. CARE SHALL BE TAKEN TO AVOID DAMAGE OR DISTURBANCE TO EXISTING UTILITIES. 4. PROTECT ALL ADJACENT PROPERTY, FENCES, AND VEGETATION. PROTECT ALL STREET TREES, FIXTURES, POLES, UTIDTY EQUIPMENT, AND OTHER APPURTENANCES ON PUBLIC AND PRIVATE PROPERTY. 6. ALL STREETS ARE TO BE KEPT CLEAR OF DIRT AND DEBRIS. STREETS SHALL BE SWEPT IMMEDIATELY WHEN DIRT HAS BEEN TRACKED ONTO THE PAVED SURFACES. FLUSHING OF STREETS SHALL NOT BE PERMITTED WITHOUT. PRIOR CITY APPROVAL 7. INSTALL FLOW DIVERSION MEASURES OUTSIDE OF THE CRITICAL ROOT ZONE OF TREES TO BE PROTECTED. AT NO TIME SHALL CONSTRUCTION STORMWATER BE DIRECTED TOWARDS TREES TO BE PROTECTED. CONSTRUCTION STORMWATER SHALL NOT POND WITHIN A TREES CRITICAL ROOT ZONE. SITE DATA SITE ADDRESS: 543 3RD AVENUE SOUTH EDMONDS, WA 98020 TAX PARCEL #: 00409600100900 UTILITY PURVEYOR EDMONDS WATER SERVICE AREA EDMONDS SEWER SERVICE AREA EDMONDS WASTEWATER TREATMENT GROSS SITE AREA: 8,124 SF (0.187 AC) DISTURBED AREA: 8,000f SF (0.18 AC) CIVIL SHEET LIST SHEET # SHEET NAME Cl CIVIL COVER SHEET AND SITE PLAN C2 CSWPPP, TESC AND DEMO PLAN C3 FRONTAGE & UTILITY PLAN C4 STANDARD NOTES & DETAILS C5 DETAILS C6 DETAILS TrIll 0 111j, eons N A(All b and Re 5U r�(Led =00'5 hp�t;10, 0 5 10 20 1 inch = 10 feet VERTICAL DATUM: NAVD88 COMPLIES WITH APPLICABLE CITY TO MWAT" CO 8 /is za — — B02-DI6i-0817 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: yYIA/1�GLJi_ ^/D BY:�rr�.�-�/`. CITY ENGINEERING DIVISION Raw vw�nuc�,a,�9�—before you DZ9 ra►1R'�ow-olzt1-800-424-5555 yJw'e,► mA. *441474-omL UNDERGROUND SERVICE (USA) f2 SCALE DATE AS SHOWN J11212020 DEINNEO BY CHECKED BY AS JLS JLS JOB# 19-135 a rocA ti O 45888 OxkL LU w U w z =Z Lu rl H Q Q 0-0 w W� > W z o 0� —� m V v1 J � z V � a SHEET NO. 1 C 1\ I RESUE MAR 13 2020 BUILIDDJO DEPARTMENT CETY OF EDMONDS CONSTRUCTION SEQUENCE 1. SCHEDULE AND ATTEND A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. 2. SUBMIT CONSTRUCTION SCHEDULE TO OWNER AND OBTAIN REQUIRED PERMITS. 3. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES 4. CALL FOR UTILITY LOCATES. 5. MARK CLEARING LIMITS AND INSTALL TREE PROTEC11ON FENCING, CONSTRUCTION FENCE, AND/OR SILT FENCE. 6. INSTALL TESC MEASURES, INCLUDING CONSTRUCTION ENTRANCE, PRIOR TO ANY SITE WORK AND STOCKPILE MATERIALS ON -SITE FOR TESC CONTINGENCIES. MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE. 7. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. 8. EXECUTE CONSTRUCTION PER SUBMITTED SCHEDULE. 9. UPDATE TESC FACILITIES WITH CHANGES IN CONSTRUCTION AND WEATHER CONDITIONS. UPDATE OWNER REGULARLY OF CONSTRUCTION PROGRESS AND NOTIFY OWNER OF ANY DEVIATIONS FROM SUBMITTED SCHEDULE. 10. DEMOLISH EXISTING STRUCTURES. 11. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 12. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. 13. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS. 14. ENSURE PERMANENT DRAINAGE AND ESC MEASURES ARE CONNECTED AND IN PLACE PRIOR TO DISCHARGE OF STORMWATER RUNOFF. 15. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE. 16. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. UPON COMPLETION OF PROJECT ALL DISTURBED AREAS SHALL BE STABILIZED WITH SEED, HYDROSEED, OR SOD. 17. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. STANDARD DETAILS LIST THE APPLICABLE CITY OF EDMONDS STANDARD DETAILS ARE AS FOLLOWS AND PROVIDED ON SHEET 05: STD DFT BMP NAME ER-900 FILTER FABRIC FENCE FILTRATION SYSTEMS ER-901 STABILIZED CONSTRUCTION ENTRANCE ER-902 TEMP SEDIMENT TRAP FOR CATCH BASINS SD-642 POST CONSTRUCTION SOIL QUALITY AND DEPTH OTHER SWOOP BMP SPECIFICATION AND DETAILS ARE PROVIDED UNDER SEPARATE COVER IN THE "CSWPPP" REPORT. UTILITY CONFLICT NOTE - CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CAWNG UTLI1Y LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT THE ENGINEER TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. RIM=q.�8: FOR HAUL ROUTES, ..SEE PROJECT NOTE 11 u .M z.. I:. U 6" CIA CONIC. MOP, W/ W/ 2" BRASS DISC &PUNCH IN CASE. DOWN 1.0' FROM GRADE I STANDARD CSWPPP NOTES 1. APPROVAL OF THIS EROSION/SEDIMENTATION CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES). 2. THE IMPLEMENTATION OF THIS ESC PLAN AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC BMPS IS THE RESPONSIBILITY OF THE APPLICANT UNTIL ALL CONSTRUCTION IS COMPLETED AND APPROVED AND VEGETATION/LANDSCAPING IS ESTABLISHED. 3. CLEARLY FLAG THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANT FOR THE DURATION OF CONSTRUCTION. 4. CONSTRUCT THE ESC BMPS SHOWN ON THIS PLAN IN CONJUNCTION WITH ALL CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT AND SEDIMENT LADEN WATER DO NOT ENTER THE DRAINAGE SYSTEM, ROADWAYS, OR VIOLATE APPLICABLE WATER STANDARDS. 5. THE ESC BMPS SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, UPGRADE THESE ESC BMPS AS NEEDED FOR UNEXPECTED STORM EVENTS AND TO ENSURE THAT SEDIMENT AND SEDIMENT -LADEN WATER DO NOT LEAVE THE SITE. 6. THE APPLICANT SHALL INSPECT THE ESC BMPS DAILY AND MAINTAIN THEM AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 7. INSPECT AND MAINTAIN THE ESC BMPS ON INACTIVE SITES A MINIMUM OF ONCE A MONTH OR WITHIN THE 48 HOURS FOLLOWING A MAJOR STORM EVENT (I.E. A 24-HOUR STORM EVENT WITH A 10-YR OR GREATER RECURRENCE INTERVAL). 8. AT NO TIME SHALL THE SEDIMENT EXCEED 60-PERCENT OF THE SUMP DEPTH OR HAVE LESS THAN 6-INCHES OF CLEARANCE FROM THE SEDIMENT SURFACE TO THE INVERT OF THE LOWEST PIPE. ALL CATCH BASINS AND CONVEYANCE UNES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM. 9. INSTALL STABIUZED CONSTRUCTION ENTRANCES AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 10 Q # PROJECT NOTES 1. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE. 2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL EXISTING UTTUTIES AND UTILITY LOCATIONS. CARE SHALL BE TAKEN TO AVOID DAMAGE OR DISTURBANCE TO EXISTING UTILITIES. 3. PROTECT ALL ADJACENT PROPERTY, FENCES, AND VEGETATION. PROTECT ALL STREET TREES, FIXTURES, POLES, UTILITY EQUIPMENT, AND OTHER APPURTENANCES ON PUBLIC AND PRIVATE PROPERTY, AS REQUIRED. 4. CONTRACTOR SHALL COMPLY WITH THE CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (CSWPPP) REPORT BEST MANAGEMENT PRACTICES (BMP's) PREPARED FOR THIS PROJECT UNDER SEPARATE COVER. 5. AREAS THAT ARE NOT PROPOSED FOR DISTURBANCE SHALL BE DELINEATED BY EITHER SILT FENCE, ORANGE CONSTRUCT10N FENCE, OR TPF. NO GRADING SHALL BE ALLOWED OUTSIDE OF THE CLEARING AND GRADING UMITS. COORDINATE DISTURBANCE LIMITS WITH TREE PROTECTION FENCING. 6. ALL STREETS ARE TO BE KEPT CLEAR OF DIRT AND DEBRIS. STREETS SHALL BE SWEPT IMMEDIATELY WHEN DIRT HAS BEEN TRACKED ONTO THE PAVED SURFACES. FLUSHING OF STREETS SHALL NOT BE PERMITTED WITHOUT PRIOR CITY APPROVAL 7. PROVIDE AND MAINTAIN TEMPORARY SEDIMENTATION COLLECTION FACIUTIES TO ENSURE THAT SEDIMENT OR OTHER HAZARDOUS MATERIALS DO NOT ENTER THE STORM DRAINAGE SYSTEM IN ACCORDANCE WITH THE SITES APPROVED CSWPPP. 8. ONEITE CATCH BASINS AND INLETS MUST BE PROTECTED WITH CATCH BASIN INSERTS. SIMPLY PLACING FILTER FABRIC UNDER THE GRATE IS NOT ACCEPTABLE. 9. THE SANITARY SIDE SEWER SHALL BE CUT AND CAPPED AT THE PROPERTY UNE OR AT MINIMUM AT LEAST 20-FT FROM THE EXISTING AND/OR PROPOSED FOUNDATION. IF SEWER IS NOT CAPPED AT THE PROPERTY LINE, THE LOCATION OF THE STUB SHPLL BE CLEARLY MARKED WITH A 20 STAKE DURING CONSTRUCTION. 10. THE WATER SERVICE LINE SHALL BE DISCONNECTED AT THE WATER METER AND A HOSE SPIGOT WITH AVB INSTALLED AT THE METER FOR USE DURING CONSTRUCTION. 11. HAUL ROUTES SHALL GENERALLY FOLLOW HIGHWAY 104/EDMONDS WAY, PINE STREET, 3RD AVENUE SOUTH, AND DAYTON STREET. TRUCK TRAFFIC SHALL AVOID SMALLER LOCAL STREETS AND THE DOWNTOWN AREA. 0 5 10 20 1 Inch = 10 feet *** PERMANENT INFILTRATION FACILITY *** PROTECT INFILTRATION FACILITY DURING CONSTRUCTION ACTIVITIES. SEDIMENT LADEN WATER SHALL NOT BE ALLOWED TO ENTER THE INFILTRATION FACILITY. THE PROJECT SITE SHALL BE FULLY STABILIZED BEFORE DISCHARGE OF CLEAN STORMWATER CAN ENTER INFILTRATION FACILITY. LEGEND SILT FENCE -o-0-o-0-0- PROTECTION FENCING ® CLEARING LIMITS © STORM DRAIN INLET PROTECTION TBR TO BE REMOVED ENGINEERING DIVISION 6�4APP ED NOT REd A2d Call before you Dig 1-800-424-5555 UNDERGROUND SERVICE (USA) p 53 a g 6 0 SCALE DATE AS SHOWN 311212020 DESIGNED BY CHECKED BY JLS JLS JLs JOB# 19-135 WAgy�'9T ti ro � �s888� SS�0NAL+.F�'0i1�1\ryl`lp`V� O1 ,� Y ^ o � DO LU�V 0Nm to :: G .rj 3 � i 8 Z 6 h m Z � wm O ? Cp �_ vlmo J �H WOO Z3W 0 U Z a0 ¢v;o Oo MOO z�WZ W Z z aZ LU u p F LU �W" C o .0 z o m C LY Y H z IU C2 SHEET NO. 2 OF 6 J RESUB MAR 13 2020 su�,n+a o�AAT�NT I I :_ Biagi , .N, APPROXIMATE LOCATION EXISTING CURB & GUTTER N ON WEST SIDE STREET. O]E. N. ,. .. �CIO SEWER 1 .; LOC .- 0 ,... . ...... ..........:. �9 . • �:;, CONNECT TO EX SIDE SEWER. SEE DETAIL SS-200 & PROJECT NOTE 5.::'^:" `...�;t .; IE 61.0 MIN. (VERIFY) ..14 OTE: im :..•:;.:FGl16:I]5:.`.",::;:,`. STREET RES E T NOTE 3. SEE PROJECT 3 to I. } FOR WA r ':'AND''SER ,8 .. •Sh.. . M l I� UTILITY CONFLICT NOTE - CAUTION: HO 1 X64.3 �! s X65.1 .EXISTING GRA R"DRINEWAY TO BE REMOVED. X65.5 SDCO kCWL INSTALL NEW PERMEABLE UNIT PAVER SYSTEM FG O PER CITY STD DETAIL SD-623 IE 65.5 xss.1 P{W�ti 10 l A 1P� \l Uy 01J VR\� p120R". RIM=ss.7o 6h N 86'S5'11" W 130.97' X65.9 CLFNC El - I r- IIJ AfISERVICE' LTNE- METER TO HOO EARTHWORK ESTIMATE CUT 50 CU. YD. FILL 25 CU. YD. (STOCKPILE) NET 25 CU. YD. (EXPORT) y. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, '- DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. IF CONFLICTS SHOULD OCCUR, THE E CONTRACTOR SHALL CONSULT THE ENGINEER TO RESOLVE ALL PROBLEMS PRIOR y TO PROCEEDING WITH CONSTRUCTION. 3' MIN. SEPARATION- EJB WATER SERVICE AND OHPDRY-UTILITIES c'+' aia s� I GAS AND ELECTRIC IN TRENCH PER UTILITY PURVEYOR STANDARDS RIM 69.5 IE 65.6 AREA SUMMARY T'I�TT7Tl7�7T/j / / BUILDING FOOTING DRAINS VERIFY DEPTH AND POSITIVE DRAINAGE WITH ARCHITECTURAL/STRUCTURAL PLANS FGARAGE1 -SSCO 118 LF - 4" RD I SLAB 66.20 IE 66.Ot S=1.0% MIN. DAYLIGHT FOOTING SEE PROJECT NOTE 7 DRAINS IN IA01Ttar) I i IE 66.0f PROPOSED SFR -owt-pol MAIN F.F. 69.56 1/ 010"GTVA-MOTtt=%kOUT\Tel NIT `WALKWAYPAVE SYSTEM PER E RMEABLE CITY STD DETAIL DR 623 j 94 LF - 4" RD S=1.0% MIN. SEE PROJECT NOTE 7 11.3' TRENCH OVERFL( 100 LF - 4" SO S=0.80% TOTAL SITE AREA 8,124 SF APPROX. DISTURBED AREA 8,000 SF EXISTING IMPERVIOUS AREA 4,899 SF EXISTING IMP. TO REMAIN 350 SF NEW/REPLACED HARD SURFACE AREAS ROOF 3,062 SF DRIVEWAY (PERMEABLE) 780 SF WALKWAYS (PERMEABLE) 210 SE TOTAL 4,052 SF TOTAL HARD SURFACE AREA 4,402 SF (54.27) CONVERTED LAWN/LANDSCAPE 3,600f SF IE 65.9 IE 66.0 (4" OVERFLOW OUT) IE 64.5 (4" RD IN) IE 64.5 (4" TRENCH OUT) INSTALL REMOVABLE PUSH -ON TEE PER CITY DETAIL 10 STANDARD DETAILS LIST PROPERTY xsa.s 2 TRENCHES ® 39' LONG (78 LF TOTAL 5' WIDE x 3' HEIGHT ELEVATIONS: 67.0 68.0 = FINISHED GRADE 66.0 = TOP TRENCH 64.5 = IE 4" PERF 63.0 = BOTTOM TRENCH SEE PROJECT NOTE 11 FOR ROCK BACKFILL SPECIFICATIONS. THE APPLICABLE CITY OF EDMONDS STANDARD DETAILS ARE AS FOLLOWS AND PROVIDED ON SHEETS C4, C5, AND CB: STD DET BMP NAME WA-130 r-1" WATER SERVICE INSTALLATION WA-140 RESIDENTIAL DOUBLE CHECK VALVE ASSEMBLY SS-200 SEWER CLEANOUT DETAILS SS-201 SIDE SEWER RELOCATION/REPAIR GU-400 TYPICAL TRENCH SECTION GU-410 TYPICAL HMA UTILITY PATCH TR-520 CONCRETE CURB AND GUTTER TR-531 CONCRETE SIDEWALK SD-303 CATCH BASIN TYPE 1 SD-619 STORM DRAINAGE CLEANOUT SD-623 TYPICAL PERMEABLE UNIT PAVER SYSTEM SD-636 TYPICAL DOWNSPOUT INFILTRATION TRENCH SD-642 POST CONSTRUCTION SOIL QUALITY AND DEPTH TR-541 DRIVEWAY APPROACH TYPE 1 LEGEND 0 5 10 20 1 inch = 10 feet lssa• I� .o 1(65.7 II 6s.9 I X66.0 m� II PROPERTY LINE - - -100- - - - CONTOUR - MAJOR ------98 CONTOUR - MINOR 2.07 ANNO SLOPE ARROW - SLOPE ARROW 100.00 SPOT ELEVATION FLOW LINE -SD-SD- STORM DRAIN LINE -FD- FOUNDATION DRAIN LINE - -RD- ROOF DRAIN UNE STORM CLEAN OUT ❑O STORM YARD/AREA DRAIN STORM DRAIN CATCH BASIN INFILTRATION TRENCH ® PROJECT NOTES 1. ALL FINISHED GRADES AROUND RESIDENCES SHALL BE SLOPED AWAY FROM THE FOUNDATION, MINIMUM 5% SLOPE FOR SOFT SURFACES AND 2% FOR HARD SURFACES. 2. REPLACE EXISTING DRIVEWAY RAMP WITH NEW 12 FOOT WIDE TYPE 1 DRIVEWAY APPROACH. 3. PAVEMENT RESTORATION SHALL BE PROVIDED FOR ALL WORK WITHIN THE RIGHT-OF-WAY WHICH MAY INCLUDE PAVEMENT PATCHING, PAINT STRIPING REPLACEMENT, SIDEWALK REPLACEMENT, AND PAVEMENT OVERLAY. ADDITIONAL RESTORATION MAY BE REQUIRED IF THE SANITARY SEWER LATERAL IS REPLACED (SEE NOTE 5 BELOW). ALL STREET CUTS TO BE PATCHED PER CITY OF EDMONDS STANDARD DETAILS. UTILITY PATCHES SHALL BE COMBINED AND FULL WIDTH OR HALF WIDTH OVERLAY WILL BE REQUIRED DEPENDING ON THE EXTENT OF DISTURBANCE. WHERE UTILITY PATCHES FALL ENTIRELY WITHIN ON TRAVEL LANE THE OVERLAY SHALL EXTEN D TO THE CENTERL INE OF ROADWAY. WHERE UTILITY PATCHES EXTEND INTO BOTH TRAVEL LANES THEN A FULL WIDTH OVERLAY IS REQUIRED. FINAL DETERMINATION OF OVERLAY EXTENTS TO BE MADE IN FIELD BY CITY INSPECTOR. ALL FINAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOR. 4. NEW WATER METER AND SERVICE. CITY WILL PERFORM THE TAP ON THE CITY WATER MAIN AND EXTEND SERVICE TO THE PROPERTY AND SET THE METER. FIRE SPRINKLERS TO BE PROVIDED IN NEW RESIDENCE PER NFPA 13D FIRE SYSTEEM. MINIMUM 1" METER AND 1-1/2" WATER SERVICE LINE SHALL BE INSTALLED. TRACER WIRE REQUIRED FOR NON-METAWC WATER SERVICE LINES PER CITY DETAIL WA-130. 5. EXISTING SANITARY SIDE SEWER TO BE REUSED. CONTRACTOR SHALL TV EXISTING SIDE SEWER (THAT PORTION ON PRIVATE PROPERTY) AND SUBMIT VIDEO TO CITY FOR RENEW AND APPROVAL TO RE -USE. CONTACT EDMONDS PUBLIC WORKS SEWER DIVISION, 425-771-0235, TO SCHEDULE INSPECTION OF THE SANITARY SEWER LATERAL NOTE THAT A GOOD TIME TO ADDRESS THIS IS WHEN THE SEWER IS CAPPED FOR DEMOUIION. IF IT IS DETERMINED THAT THE SEWER LATERAL IS NOT ACCEPTABLE TO REUSE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPLACING (OR LINING IF THE LINE CONDITION ALLOWS FOR) FROM THE CITY SEWER MAIN TO THE PROPERTY LINE. DEPTH OF EXISTING SIDE SEWER CURRENTLY UNKNOWN. FOR DESIGN PURPOSES A 4-FOOT DEPTH HAS BEEN ASSUMED. CONTRACTOR SHALL FIELD VERIFY SIDE SEWER DEPTH PRIOR TO CONSTRUCTION. 6. ROCKERY WALL SHALL BE REMOVED/RELOCATED TO DROP GRADES IN THE VICINITY OF THE POP-UP EMITTER SO THAT SURFACE WATER OVERFLOW FROM THE POP-UP EMITTER DOES NOT FLOW OVER THE ROCKERY WALL. 7. CONNECT ROOF DRAIN DOWNSPOUTS TO ROOF DRAIN TIGHTLNE. FOUNDATIONS DRAINS SHALL BE SEPARATE FROM ROOF DRAIN TIGHTUNE AND DAYUGHT DISCHARGE, AS SHOWN ON PLAN. 8. UTILITIES SHALL MAINTAIN THE FOLLOWING SEPARATIONS: • 3 FEET DRY UTILITY TO WATER, SEWER, STORM 5 FEET DRY UTILITY TO CITY PUBLIC MAIN • 10 FEET WATER TO SEWER 9. DRIVEWAY SLOPES SHALL NOT EXCEED 14%, PER EDMONDS COMMUNITY DEVELOPMENT CODE 18.80.060. 10. EXISTING FAILING, DAMAGED, OR NON-ADA COMPLIANT FRONTAGE IMPROVEMENTS SHALL BE REMOVED AND REPLACED AS DETERMINED BY THE CITY ENGINEERING INSPECTOR. 11. GRAVEL BACKFILL SHALL BE CLEAN PERMEABLE BALLAST PER WSDOT wSTTA�NDARD SPECIFICATION 9-03.9(3). 12. EA5�TPORTION OF EXISTING DRIVEWAY TO BE REGRADED AS SHOWN PER PLAN TO ACCOMMODATE REVISED DRIVEWAY APRON AND SIDEWALK TO MEET ADA REQUIREMENTS. ANY PAVEMENT REMOVED FOR REGRADING SHALL BE A PERMEABLE UNIT PAVER SYSTEM PER CITY STD DETAIL SD-623. APPROXIMATELY 30% OF THE EXISTING DRIVEWAY LENGTH TO BE REPLACED/MITIGATED TO COMPLY WTH 25% RETROFIT REQUIREMENT OF ECDC 18.30.060.D.5.b.i. SCALE DATE AS SHOWN 3112/2020 DESIGNED BY CHECKED BY AS JLS JLS JOBS 19-135 S E> NASxf+Y� ti a o� o Isse SS�ONAL �G1 I\�I�tio -SS Ss- SIDE SEWER SERVICE ® SEWER CLEAN OUT LU - W - W - WATER SERVICE LINE z z � 9 WATER METER Q r CONCRETE PAVEMENT/SIDEWALK vY m z o r LJJ 1 rn y;; ;y ASPHALT PAVEMENT p ::: J cli PERMEABLE PAVER UNIT SYSTEM z C21 Q C. PER CITY DETAIL SD-623 J m Y Z , ENGINEERING DIVISION Q APP V AS IN OftTIED o C z W i5 Call before you Dig SHEET < ti 1-800-424-5555 C3 UNDERGROUND SERVICE (USA) SHEET N0. 3 OF 6 MAR 13 2020 BUILDING DEPARTMENI R CY OF EDMONDS TRENCH OVERFL( 100 LF - 4" SO S=0.80% TOTAL SITE AREA 8,124 SF APPROX. DISTURBED AREA 8,000 SF EXISTING IMPERVIOUS AREA 4,899 SF EXISTING IMP. TO REMAIN 350 SF NEW/REPLACED HARD SURFACE AREAS ROOF 3,062 SF DRIVEWAY (PERMEABLE) 780 SF WALKWAYS (PERMEABLE) 210 SE TOTAL 4,052 SF TOTAL HARD SURFACE AREA 4,402 SF (54.27) CONVERTED LAWN/LANDSCAPE 3,600f SF IE 65.9 IE 66.0 (4" OVERFLOW OUT) IE 64.5 (4" RD IN) IE 64.5 (4" TRENCH OUT) INSTALL REMOVABLE PUSH -ON TEE PER CITY DETAIL 10 STANDARD DETAILS LIST PROPERTY xsa.s 2 TRENCHES ® 39' LONG (78 LF TOTAL 5' WIDE x 3' HEIGHT ELEVATIONS: 67.0 68.0 = FINISHED GRADE 66.0 = TOP TRENCH 64.5 = IE 4" PERF 63.0 = BOTTOM TRENCH SEE PROJECT NOTE 11 FOR ROCK BACKFILL SPECIFICATIONS. THE APPLICABLE CITY OF EDMONDS STANDARD DETAILS ARE AS FOLLOWS AND PROVIDED ON SHEETS C4, C5, AND CB: STD DET BMP NAME WA-130 r-1" WATER SERVICE INSTALLATION WA-140 RESIDENTIAL DOUBLE CHECK VALVE ASSEMBLY SS-200 SEWER CLEANOUT DETAILS SS-201 SIDE SEWER RELOCATION/REPAIR GU-400 TYPICAL TRENCH SECTION GU-410 TYPICAL HMA UTILITY PATCH TR-520 CONCRETE CURB AND GUTTER TR-531 CONCRETE SIDEWALK SD-303 CATCH BASIN TYPE 1 SD-619 STORM DRAINAGE CLEANOUT SD-623 TYPICAL PERMEABLE UNIT PAVER SYSTEM SD-636 TYPICAL DOWNSPOUT INFILTRATION TRENCH SD-642 POST CONSTRUCTION SOIL QUALITY AND DEPTH TR-541 DRIVEWAY APPROACH TYPE 1 LEGEND 0 5 10 20 1 inch = 10 feet lssa• I� .o 1(65.7 II 6s.9 I X66.0 m� II PROPERTY LINE - - -100- - - - CONTOUR - MAJOR ------98 CONTOUR - MINOR 2.07 ANNO SLOPE ARROW - SLOPE ARROW 100.00 SPOT ELEVATION FLOW LINE -SD-SD- STORM DRAIN LINE -FD- FOUNDATION DRAIN LINE - -RD- ROOF DRAIN UNE STORM CLEAN OUT ❑O STORM YARD/AREA DRAIN STORM DRAIN CATCH BASIN INFILTRATION TRENCH ® PROJECT NOTES 1. ALL FINISHED GRADES AROUND RESIDENCES SHALL BE SLOPED AWAY FROM THE FOUNDATION, MINIMUM 5% SLOPE FOR SOFT SURFACES AND 2% FOR HARD SURFACES. 2. REPLACE EXISTING DRIVEWAY RAMP WITH NEW 12 FOOT WIDE TYPE 1 DRIVEWAY APPROACH. 3. PAVEMENT RESTORATION SHALL BE PROVIDED FOR ALL WORK WITHIN THE RIGHT-OF-WAY WHICH MAY INCLUDE PAVEMENT PATCHING, PAINT STRIPING REPLACEMENT, SIDEWALK REPLACEMENT, AND PAVEMENT OVERLAY. ADDITIONAL RESTORATION MAY BE REQUIRED IF THE SANITARY SEWER LATERAL IS REPLACED (SEE NOTE 5 BELOW). ALL STREET CUTS TO BE PATCHED PER CITY OF EDMONDS STANDARD DETAILS. UTILITY PATCHES SHALL BE COMBINED AND FULL WIDTH OR HALF WIDTH OVERLAY WILL BE REQUIRED DEPENDING ON THE EXTENT OF DISTURBANCE. WHERE UTILITY PATCHES FALL ENTIRELY WITHIN ON TRAVEL LANE THE OVERLAY SHALL EXTEN D TO THE CENTERL INE OF ROADWAY. WHERE UTILITY PATCHES EXTEND INTO BOTH TRAVEL LANES THEN A FULL WIDTH OVERLAY IS REQUIRED. FINAL DETERMINATION OF OVERLAY EXTENTS TO BE MADE IN FIELD BY CITY INSPECTOR. ALL FINAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOR. 4. NEW WATER METER AND SERVICE. CITY WILL PERFORM THE TAP ON THE CITY WATER MAIN AND EXTEND SERVICE TO THE PROPERTY AND SET THE METER. FIRE SPRINKLERS TO BE PROVIDED IN NEW RESIDENCE PER NFPA 13D FIRE SYSTEEM. MINIMUM 1" METER AND 1-1/2" WATER SERVICE LINE SHALL BE INSTALLED. TRACER WIRE REQUIRED FOR NON-METAWC WATER SERVICE LINES PER CITY DETAIL WA-130. 5. EXISTING SANITARY SIDE SEWER TO BE REUSED. CONTRACTOR SHALL TV EXISTING SIDE SEWER (THAT PORTION ON PRIVATE PROPERTY) AND SUBMIT VIDEO TO CITY FOR RENEW AND APPROVAL TO RE -USE. CONTACT EDMONDS PUBLIC WORKS SEWER DIVISION, 425-771-0235, TO SCHEDULE INSPECTION OF THE SANITARY SEWER LATERAL NOTE THAT A GOOD TIME TO ADDRESS THIS IS WHEN THE SEWER IS CAPPED FOR DEMOUIION. IF IT IS DETERMINED THAT THE SEWER LATERAL IS NOT ACCEPTABLE TO REUSE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPLACING (OR LINING IF THE LINE CONDITION ALLOWS FOR) FROM THE CITY SEWER MAIN TO THE PROPERTY LINE. DEPTH OF EXISTING SIDE SEWER CURRENTLY UNKNOWN. FOR DESIGN PURPOSES A 4-FOOT DEPTH HAS BEEN ASSUMED. CONTRACTOR SHALL FIELD VERIFY SIDE SEWER DEPTH PRIOR TO CONSTRUCTION. 6. ROCKERY WALL SHALL BE REMOVED/RELOCATED TO DROP GRADES IN THE VICINITY OF THE POP-UP EMITTER SO THAT SURFACE WATER OVERFLOW FROM THE POP-UP EMITTER DOES NOT FLOW OVER THE ROCKERY WALL. 7. CONNECT ROOF DRAIN DOWNSPOUTS TO ROOF DRAIN TIGHTLNE. FOUNDATIONS DRAINS SHALL BE SEPARATE FROM ROOF DRAIN TIGHTUNE AND DAYUGHT DISCHARGE, AS SHOWN ON PLAN. 8. UTILITIES SHALL MAINTAIN THE FOLLOWING SEPARATIONS: • 3 FEET DRY UTILITY TO WATER, SEWER, STORM 5 FEET DRY UTILITY TO CITY PUBLIC MAIN • 10 FEET WATER TO SEWER 9. DRIVEWAY SLOPES SHALL NOT EXCEED 14%, PER EDMONDS COMMUNITY DEVELOPMENT CODE 18.80.060. 10. EXISTING FAILING, DAMAGED, OR NON-ADA COMPLIANT FRONTAGE IMPROVEMENTS SHALL BE REMOVED AND REPLACED AS DETERMINED BY THE CITY ENGINEERING INSPECTOR. 11. GRAVEL BACKFILL SHALL BE CLEAN PERMEABLE BALLAST PER WSDOT wSTTA�NDARD SPECIFICATION 9-03.9(3). 12. EA5�TPORTION OF EXISTING DRIVEWAY TO BE REGRADED AS SHOWN PER PLAN TO ACCOMMODATE REVISED DRIVEWAY APRON AND SIDEWALK TO MEET ADA REQUIREMENTS. ANY PAVEMENT REMOVED FOR REGRADING SHALL BE A PERMEABLE UNIT PAVER SYSTEM PER CITY STD DETAIL SD-623. APPROXIMATELY 30% OF THE EXISTING DRIVEWAY LENGTH TO BE REPLACED/MITIGATED TO COMPLY WTH 25% RETROFIT REQUIREMENT OF ECDC 18.30.060.D.5.b.i. SCALE DATE AS SHOWN 3112/2020 DESIGNED BY CHECKED BY AS JLS JLS JOBS 19-135 S E> NASxf+Y� ti a o� o Isse SS�ONAL �G1 I\�I�tio -SS Ss- SIDE SEWER SERVICE ® SEWER CLEAN OUT LU - W - W - WATER SERVICE LINE z z � 9 WATER METER Q r CONCRETE PAVEMENT/SIDEWALK vY m z o r LJJ 1 rn y;; ;y ASPHALT PAVEMENT p ::: J cli PERMEABLE PAVER UNIT SYSTEM z C21 Q C. PER CITY DETAIL SD-623 J m Y Z , ENGINEERING DIVISION Q APP V AS IN OftTIED o C z W i5 Call before you Dig SHEET < ti 1-800-424-5555 C3 UNDERGROUND SERVICE (USA) SHEET N0. 3 OF 6 MAR 13 2020 BUILDING DEPARTMENI R CY OF EDMONDS LEGEND 0 5 10 20 1 inch = 10 feet lssa• I� .o 1(65.7 II 6s.9 I X66.0 m� II PROPERTY LINE - - -100- - - - CONTOUR - MAJOR ------98 CONTOUR - MINOR 2.07 ANNO SLOPE ARROW - SLOPE ARROW 100.00 SPOT ELEVATION FLOW LINE -SD-SD- STORM DRAIN LINE -FD- FOUNDATION DRAIN LINE - -RD- ROOF DRAIN UNE STORM CLEAN OUT ❑O STORM YARD/AREA DRAIN STORM DRAIN CATCH BASIN INFILTRATION TRENCH ® PROJECT NOTES 1. ALL FINISHED GRADES AROUND RESIDENCES SHALL BE SLOPED AWAY FROM THE FOUNDATION, MINIMUM 5% SLOPE FOR SOFT SURFACES AND 2% FOR HARD SURFACES. 2. REPLACE EXISTING DRIVEWAY RAMP WITH NEW 12 FOOT WIDE TYPE 1 DRIVEWAY APPROACH. 3. PAVEMENT RESTORATION SHALL BE PROVIDED FOR ALL WORK WITHIN THE RIGHT-OF-WAY WHICH MAY INCLUDE PAVEMENT PATCHING, PAINT STRIPING REPLACEMENT, SIDEWALK REPLACEMENT, AND PAVEMENT OVERLAY. ADDITIONAL RESTORATION MAY BE REQUIRED IF THE SANITARY SEWER LATERAL IS REPLACED (SEE NOTE 5 BELOW). ALL STREET CUTS TO BE PATCHED PER CITY OF EDMONDS STANDARD DETAILS. UTILITY PATCHES SHALL BE COMBINED AND FULL WIDTH OR HALF WIDTH OVERLAY WILL BE REQUIRED DEPENDING ON THE EXTENT OF DISTURBANCE. WHERE UTILITY PATCHES FALL ENTIRELY WITHIN ON TRAVEL LANE THE OVERLAY SHALL EXTEN D TO THE CENTERL INE OF ROADWAY. WHERE UTILITY PATCHES EXTEND INTO BOTH TRAVEL LANES THEN A FULL WIDTH OVERLAY IS REQUIRED. FINAL DETERMINATION OF OVERLAY EXTENTS TO BE MADE IN FIELD BY CITY INSPECTOR. ALL FINAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOR. 4. NEW WATER METER AND SERVICE. CITY WILL PERFORM THE TAP ON THE CITY WATER MAIN AND EXTEND SERVICE TO THE PROPERTY AND SET THE METER. FIRE SPRINKLERS TO BE PROVIDED IN NEW RESIDENCE PER NFPA 13D FIRE SYSTEEM. MINIMUM 1" METER AND 1-1/2" WATER SERVICE LINE SHALL BE INSTALLED. TRACER WIRE REQUIRED FOR NON-METAWC WATER SERVICE LINES PER CITY DETAIL WA-130. 5. EXISTING SANITARY SIDE SEWER TO BE REUSED. CONTRACTOR SHALL TV EXISTING SIDE SEWER (THAT PORTION ON PRIVATE PROPERTY) AND SUBMIT VIDEO TO CITY FOR RENEW AND APPROVAL TO RE -USE. CONTACT EDMONDS PUBLIC WORKS SEWER DIVISION, 425-771-0235, TO SCHEDULE INSPECTION OF THE SANITARY SEWER LATERAL NOTE THAT A GOOD TIME TO ADDRESS THIS IS WHEN THE SEWER IS CAPPED FOR DEMOUIION. IF IT IS DETERMINED THAT THE SEWER LATERAL IS NOT ACCEPTABLE TO REUSE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPLACING (OR LINING IF THE LINE CONDITION ALLOWS FOR) FROM THE CITY SEWER MAIN TO THE PROPERTY LINE. DEPTH OF EXISTING SIDE SEWER CURRENTLY UNKNOWN. FOR DESIGN PURPOSES A 4-FOOT DEPTH HAS BEEN ASSUMED. CONTRACTOR SHALL FIELD VERIFY SIDE SEWER DEPTH PRIOR TO CONSTRUCTION. 6. ROCKERY WALL SHALL BE REMOVED/RELOCATED TO DROP GRADES IN THE VICINITY OF THE POP-UP EMITTER SO THAT SURFACE WATER OVERFLOW FROM THE POP-UP EMITTER DOES NOT FLOW OVER THE ROCKERY WALL. 7. CONNECT ROOF DRAIN DOWNSPOUTS TO ROOF DRAIN TIGHTLNE. FOUNDATIONS DRAINS SHALL BE SEPARATE FROM ROOF DRAIN TIGHTUNE AND DAYUGHT DISCHARGE, AS SHOWN ON PLAN. 8. UTILITIES SHALL MAINTAIN THE FOLLOWING SEPARATIONS: • 3 FEET DRY UTILITY TO WATER, SEWER, STORM 5 FEET DRY UTILITY TO CITY PUBLIC MAIN • 10 FEET WATER TO SEWER 9. DRIVEWAY SLOPES SHALL NOT EXCEED 14%, PER EDMONDS COMMUNITY DEVELOPMENT CODE 18.80.060. 10. EXISTING FAILING, DAMAGED, OR NON-ADA COMPLIANT FRONTAGE IMPROVEMENTS SHALL BE REMOVED AND REPLACED AS DETERMINED BY THE CITY ENGINEERING INSPECTOR. 11. GRAVEL BACKFILL SHALL BE CLEAN PERMEABLE BALLAST PER WSDOT wSTTA�NDARD SPECIFICATION 9-03.9(3). 12. EA5�TPORTION OF EXISTING DRIVEWAY TO BE REGRADED AS SHOWN PER PLAN TO ACCOMMODATE REVISED DRIVEWAY APRON AND SIDEWALK TO MEET ADA REQUIREMENTS. ANY PAVEMENT REMOVED FOR REGRADING SHALL BE A PERMEABLE UNIT PAVER SYSTEM PER CITY STD DETAIL SD-623. APPROXIMATELY 30% OF THE EXISTING DRIVEWAY LENGTH TO BE REPLACED/MITIGATED TO COMPLY WTH 25% RETROFIT REQUIREMENT OF ECDC 18.30.060.D.5.b.i. SCALE DATE AS SHOWN 3112/2020 DESIGNED BY CHECKED BY AS JLS JLS JOBS 19-135 S E> NASxf+Y� ti a o� o Isse SS�ONAL �G1 I\�I�tio -SS Ss- SIDE SEWER SERVICE ® SEWER CLEAN OUT LU - W - W - WATER SERVICE LINE z z � 9 WATER METER Q r CONCRETE PAVEMENT/SIDEWALK vY m z o r LJJ 1 rn y;; ;y ASPHALT PAVEMENT p ::: J cli PERMEABLE PAVER UNIT SYSTEM z C21 Q C. PER CITY DETAIL SD-623 J m Y Z , ENGINEERING DIVISION Q APP V AS IN OftTIED o C z W i5 Call before you Dig SHEET < ti 1-800-424-5555 C3 UNDERGROUND SERVICE (USA) SHEET N0. 3 OF 6 MAR 13 2020 BUILDING DEPARTMENI R CY OF EDMONDS ® PROJECT NOTES 1. ALL FINISHED GRADES AROUND RESIDENCES SHALL BE SLOPED AWAY FROM THE FOUNDATION, MINIMUM 5% SLOPE FOR SOFT SURFACES AND 2% FOR HARD SURFACES. 2. REPLACE EXISTING DRIVEWAY RAMP WITH NEW 12 FOOT WIDE TYPE 1 DRIVEWAY APPROACH. 3. PAVEMENT RESTORATION SHALL BE PROVIDED FOR ALL WORK WITHIN THE RIGHT-OF-WAY WHICH MAY INCLUDE PAVEMENT PATCHING, PAINT STRIPING REPLACEMENT, SIDEWALK REPLACEMENT, AND PAVEMENT OVERLAY. ADDITIONAL RESTORATION MAY BE REQUIRED IF THE SANITARY SEWER LATERAL IS REPLACED (SEE NOTE 5 BELOW). ALL STREET CUTS TO BE PATCHED PER CITY OF EDMONDS STANDARD DETAILS. UTILITY PATCHES SHALL BE COMBINED AND FULL WIDTH OR HALF WIDTH OVERLAY WILL BE REQUIRED DEPENDING ON THE EXTENT OF DISTURBANCE. WHERE UTILITY PATCHES FALL ENTIRELY WITHIN ON TRAVEL LANE THE OVERLAY SHALL EXTEN D TO THE CENTERL INE OF ROADWAY. WHERE UTILITY PATCHES EXTEND INTO BOTH TRAVEL LANES THEN A FULL WIDTH OVERLAY IS REQUIRED. FINAL DETERMINATION OF OVERLAY EXTENTS TO BE MADE IN FIELD BY CITY INSPECTOR. ALL FINAL RESTORATION SHALL BE COMPLETED BY THE CONTRACTOR. 4. NEW WATER METER AND SERVICE. CITY WILL PERFORM THE TAP ON THE CITY WATER MAIN AND EXTEND SERVICE TO THE PROPERTY AND SET THE METER. FIRE SPRINKLERS TO BE PROVIDED IN NEW RESIDENCE PER NFPA 13D FIRE SYSTEEM. MINIMUM 1" METER AND 1-1/2" WATER SERVICE LINE SHALL BE INSTALLED. TRACER WIRE REQUIRED FOR NON-METAWC WATER SERVICE LINES PER CITY DETAIL WA-130. 5. EXISTING SANITARY SIDE SEWER TO BE REUSED. CONTRACTOR SHALL TV EXISTING SIDE SEWER (THAT PORTION ON PRIVATE PROPERTY) AND SUBMIT VIDEO TO CITY FOR RENEW AND APPROVAL TO RE -USE. CONTACT EDMONDS PUBLIC WORKS SEWER DIVISION, 425-771-0235, TO SCHEDULE INSPECTION OF THE SANITARY SEWER LATERAL NOTE THAT A GOOD TIME TO ADDRESS THIS IS WHEN THE SEWER IS CAPPED FOR DEMOUIION. IF IT IS DETERMINED THAT THE SEWER LATERAL IS NOT ACCEPTABLE TO REUSE, THE CONTRACTOR SHALL BE RESPONSIBLE FOR REPLACING (OR LINING IF THE LINE CONDITION ALLOWS FOR) FROM THE CITY SEWER MAIN TO THE PROPERTY LINE. DEPTH OF EXISTING SIDE SEWER CURRENTLY UNKNOWN. FOR DESIGN PURPOSES A 4-FOOT DEPTH HAS BEEN ASSUMED. CONTRACTOR SHALL FIELD VERIFY SIDE SEWER DEPTH PRIOR TO CONSTRUCTION. 6. ROCKERY WALL SHALL BE REMOVED/RELOCATED TO DROP GRADES IN THE VICINITY OF THE POP-UP EMITTER SO THAT SURFACE WATER OVERFLOW FROM THE POP-UP EMITTER DOES NOT FLOW OVER THE ROCKERY WALL. 7. CONNECT ROOF DRAIN DOWNSPOUTS TO ROOF DRAIN TIGHTLNE. FOUNDATIONS DRAINS SHALL BE SEPARATE FROM ROOF DRAIN TIGHTUNE AND DAYUGHT DISCHARGE, AS SHOWN ON PLAN. 8. UTILITIES SHALL MAINTAIN THE FOLLOWING SEPARATIONS: • 3 FEET DRY UTILITY TO WATER, SEWER, STORM 5 FEET DRY UTILITY TO CITY PUBLIC MAIN • 10 FEET WATER TO SEWER 9. DRIVEWAY SLOPES SHALL NOT EXCEED 14%, PER EDMONDS COMMUNITY DEVELOPMENT CODE 18.80.060. 10. EXISTING FAILING, DAMAGED, OR NON-ADA COMPLIANT FRONTAGE IMPROVEMENTS SHALL BE REMOVED AND REPLACED AS DETERMINED BY THE CITY ENGINEERING INSPECTOR. 11. GRAVEL BACKFILL SHALL BE CLEAN PERMEABLE BALLAST PER WSDOT wSTTA�NDARD SPECIFICATION 9-03.9(3). 12. EA5�TPORTION OF EXISTING DRIVEWAY TO BE REGRADED AS SHOWN PER PLAN TO ACCOMMODATE REVISED DRIVEWAY APRON AND SIDEWALK TO MEET ADA REQUIREMENTS. ANY PAVEMENT REMOVED FOR REGRADING SHALL BE A PERMEABLE UNIT PAVER SYSTEM PER CITY STD DETAIL SD-623. APPROXIMATELY 30% OF THE EXISTING DRIVEWAY LENGTH TO BE REPLACED/MITIGATED TO COMPLY WTH 25% RETROFIT REQUIREMENT OF ECDC 18.30.060.D.5.b.i. SCALE DATE AS SHOWN 3112/2020 DESIGNED BY CHECKED BY AS JLS JLS JOBS 19-135 S E> NASxf+Y� ti a o� o Isse SS�ONAL �G1 I\�I�tio -SS Ss- SIDE SEWER SERVICE ® SEWER CLEAN OUT LU - W - W - WATER SERVICE LINE z z � 9 WATER METER Q r CONCRETE PAVEMENT/SIDEWALK vY m z o r LJJ 1 rn y;; ;y ASPHALT PAVEMENT p ::: J cli PERMEABLE PAVER UNIT SYSTEM z C21 Q C. PER CITY DETAIL SD-623 J m Y Z , ENGINEERING DIVISION Q APP V AS IN OftTIED o C z W i5 Call before you Dig SHEET < ti 1-800-424-5555 C3 UNDERGROUND SERVICE (USA) SHEET N0. 3 OF 6 MAR 13 2020 BUILDING DEPARTMENI R CY OF EDMONDS MAR 13 2020 BUILDING DEPARTMENI R CY OF EDMONDS CITY OF EDMONDS - STANDARD NOTES GENERAL NOTES 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: - • CURRENT INTERNATIONAL BUILDING CODE (IBC) • 2018 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION • WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATR MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE. 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT' DRAWINGS AND SHALL SUMMARIZE ALL ASBUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTIUTY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTAT10N OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. B. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTIUTIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF V41H THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPUANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS, INFILTRATION OR PERVIOUS PAVEMENT IS TO BE PLACED SHALL BE DEUNEATED AND PROTECTED AT ALL TIMES FROM COMPACTIVE ACTIVITIES (Le. HEAVY EQUIPMENT, STOCKPILING). 14. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 15. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES 16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTUNED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 17. ALL REWIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 18. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 19. ALL FOOTING DRAINS SERVING BUILDINGS, WALLS, ROCKERIES, ETC. SHALL CONNECT TO THE DRAINAGE SYSTEM DOWNSTREAM OF THE SITE STORMWATR DETENTION SYSTEM. 20. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS 21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, PROVIDE TO THE CITY WATER QUALITY TECHNICIAN, A COPY OF THE BACKFLOW TEST REPORT. TEST REPORTS CAN BE FAXED TO 425-744-6057 OR EMAILED TO JFFF.KOBLYKDEDMONDSWAGOV. BACKFLOW TESTING SHALL BE COMPLETED BY THE OWNER ANNUALLY THEREAFTER. 22. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF TIMER PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 23. ALL DISTURBED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ONSTE EROSION AFTR THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL 11MES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL 25. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 27. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 28, CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTIUTIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL 30. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/GR SERVICE INTERRUPTIONS NTH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTIUTIES. 31. ALL UTILITIES SHALL BE PLACED UNDERGROUND. 37. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESEN TATIVE PRIOR TO BACKFILUNG. 33. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 34. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY LINE 35. TRENCH BACKFILL OF UTILITIES LOCATED W11HIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 95X COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING. 36. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6' OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. 37. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 38. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 39. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. 40. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROMDED TO CITY ENGINEERING DIVISION FOR APPROVAL PRIOR TO INSTALLATION. PROPERTY LINE FINISHED GRADE R.O.W. ME CITYER SUPPLIEDBY © I I H II r G II H I BALL VALVE Z_ A L ° ? �� C Li _ B DIRECTION 1- OF FLOW A D J I WATER MAIN F MATERIAL LIST: (Z)ALL 1• SERVICES TO BE TYPE 'K" SOFT COPPER TUBING 0 1- BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET (FORD OR MUELLER) © DUAL PURPOSE UNION OD MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL TO FORD BB4-444Q FOR 1' OWHEN REPLACING FXISTINO SERVICES: 1" METER SETTER WITH ANGLE BALL METER VALVE 15" HIGH WITH DUAL PURPOSE UNIONS ON INLET AND OUTLET, HORIZONTAL IN HORIZONTAL, OUTLET EQUAL TO FORD VB74-15W-11-44 WHEN PLACING NEW SERJICES: USE SAME AS ABOVE AND ADD A SINGLE CHECK, EQUAL TO FORD VSH74-15W-11-44 @ 1' CC TAP SERVICE SADDLE EQUAL TO ROMAC 101S © IN UNPAVED AREAS: CARSON 1324 MSBCF WITH DUCTILE IRON COVER AND CAST IRON READER DOOR; N PAVED AREAS: ARMOR CAST A6001946PCX12 BOX W/ A600196959 RCI LID FOR VACANT LOT (FUTURE USE) LOCATION MARKED WITH PAINTED 2' X 4' STAKE WITH "WATER" STENCILED ON IT I 14 GA. VINYL COATED WIRE TRACER (TAPED TO PLASTIC PIPE EVERY 10') TO BE GROUNDED AT METER AND HOUSE J SCHEDULE 40 3/4" OR 1" PLUG, REMOVE WHEN CONNECTION IS MADE TO CUSTOMER UNE WITH COMPRESSION FRYING WATER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR (PER PLUMBING CODE) L PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4" OR 1" METER THROUGH THE CITY AT DEVELOPMENT SERVICES DEPARTMENT; CITY WILL SUPPLY AND INSTALL METER AFTER PURCHASE; IF USING 3/4' METER, CONTRACTOR WILL PROVIDE REDUCERS OM BACK SIDE OF METER BOX SHALL BE SET AT THE PROPERTY LINE UNLESS APPROVED BY THE CITY ENGINEER. METER BOXES SHALL NOT BE SET IN DRIVEWAY AREAS UNLESS TRAFFIC RATED BOX IS APPROVED BY Cltt ENGINEER. REVISION DATE 3/4"-1 LL NOVEMB R2018 CITY OF EDMONDS WATER SERVICE PUBLIC WORKS INSTALLATION STANDARD 0,o" DEPARTMENT DETAIL APPROVED BY: R. ENGLISH WA-130 k RESIDENCE CLEANOUT a W' 45' BEND AND CAP CLEANOUT (MAX) (TYP) NOT TO EXCEED 100' BETWEEN CLEANOUTS CLEANOUT (WYE WITH CAP �-- AND CLEANOUT COVER) AND CONCRETE LEVELING COLLAR LOOKIa N3 COVEN 12SHED GRADE SEE NOTE & END OF PIPER GRIPPER PLUG a (CHERNE 27081 OR APPROVED Z � EQUAL) PWmw , 7RISER SERE LEVELING 12" PVC SLEEVEB" RISER4 EcWER 6' WYE AND 8" CITY STUB GENERAL CLEANOUT DETAIL 45' BEND 4" OR 6" 12 LOCKING COVER SIDE SEWER CLEANOUT DETAIL 3t SEE NOTE 3 AT PROPERTY LINE/CITY EASEMENT a LEVELING COLLAR NOTES; SEE NOTE 4 as L ASPHALT SURFACE 1. SEWER PIPE SHALL BE SDR-35 AND JOINTS SHALL BE GASKETED. 12't 2. PIPE SLOPE TO BE 2% MIN AND UP TO 50% MAX. 3. SEWER CLEANOUT COVER TO BE EAST JORDAN IRON WORKS 1 F00T LONG 12" PVC PRODUCT #00366102 STAR PIPE COSP48L OR APPROVED SLEEVE EQUAL. 6' RISER END OF PIPE GRIPPER 4. LEVELING COLLAR SHALL BE CONSTRUCTED AS FOLLOWS: PLUG (CHERNE 270261 OR APPROVED EQUAL) IN ROADWAYS PER COE STD DWG GU-424 TYPICAL CLEANOUT IN SIDEWALK/LANDSCAPED AREAS, EITHER 24'x24'x6' UNDER ASPHALT OR ASPHALT OR CONCR� DEEP CONCRETE COLLAR OR 24' DIAMETER x 6' DEEP CONCRETE COLLAR REVISION DATE CITY OF EDMONDS SEWER CLEANOUT DETAILS JANUARY 2016 STANDARD PUBLIC WORKS 4', DEPARTMENT DETAIL 1890 SS-200 APPROVED BY: R. ENGLISH VERTICAL INSTALLATION TOP VIEW NO HIGHER THAN GROUND S' TO CENTER OF S2 SHUT OFF VAL TEST CDOKS WITH PLUGS -V RESILENT SEATED (4 REVS)- \ o - SHUTOFF VALVES. -r (TYP) \ (2 REO'D) UNIONS REQ'D z 2 UNIONS REQ'D PLASTIC OR CEME METER BOX NOTES: SIDE VILIV 1. APPROVED DOUBLE CHECK VALVE ASSEMBLY TO LAY HORIZONTAL WITH GROUND 2. DESIGNED FOR BACK SIPHONAGE AND BACK PRESSURE 3. TEST COCKS TO EITHER FACE OUTWARDS OR UPWARDS R`CAROM ASSEMBLY (12 4. ALL TEST COCKS MUST BE PROVIDED WITH PVC PLUGS 5. THOROUGHLY FLUSH LINES PRIOR TO INSTALLATION OF BACK FLOW PREVENTER S. THE DCVA CAN BE INSTALLED ABOVE OR BELOW THE GROUND PROVIDED ALL CLEARANCES 7. DO NOT INSTALL IN AN AREA SUBJECT TO FLOODING B. MUST BE PROTECTED FROM FREEZING CONDITIONS 9. THE BACK FLOW PREVENTION ASSEMBLY MUST BE A WASHINGTON STATE APPROVED MODEL 10. IF INSTALLED INSIDE A BUILDING THE DCVA SHALL BE INSTALLED NO HIGHER THAN 5 FEE FLOOR TO C/L OF ASSY AND A MIN OF 12 INCHES FROM FLOOR TO BOTTOM OF ASSY IF INSTALLED IN A VERTICAL CONFIGURATION, ASSY MUST BE A MINIMUM OF 12 INCHES FI FLOOR, AND NO HIGHER THAN 5 FEET FROM FLOOR. TO C/L OF #2 SHUT OFF VALVE ONLY ASSY WITH APPROVAL FROM WADOH MUST BE TESTED AFTER INSTALLATION AND YEARLY THEREAFTER BY A WASHINGTON STATE CERTIFIED SACKFLOW ASSEMBLY TESTER. THE TEST REPORT MUSE BE SENT TO THE CITY OF EDMONDS WATER DMSION N TOR RESIDENTIAL DOUBLE JANUARY 2018 CITY OF EDMONDS CHECK VALVE ASSEMBLY PUBLIC WORKS (STANDARD DCVA 2" & SMALLER) STANDARD DEPARTMENT DETAIL Fs H, 'E" I APPROVED BY: R. ENGLISH WA- 1 40 ENGINEERING DIVISION APPR ED A CITED DUMB: ' 4dw 7 LOCKING CLEANOIIT COVER - SEE COE STO DTL SS -zoo 6" LATERAL SEWER 22.5' OR 45' BEND SLOPE - 29: MIN TO 50,5 MAX 6' TEE -F-yl• _4 POSSIBLE mac- --r SEWER MAIN LOCATION FERNCO STRONGBACK RC SERIES - 22.5' OR 45' BEND REPAIR/RECONNECTION COUPLING OR ROMAC COUPLING 8' TEE POSSIBLE SEWER MAIN LOCATION 1. IF SEWER LATERAL IS DAMAGED OR HAS TO BE RELOCATED DURING CONSTRUCTION, RELOCATE/REPAIR SEWER PIPE AND RECONNECT USING A FERNCO RC SERIES STRONGBACK COUPUNG OR RDMAC COUPLING. 2.A CONCRETE/PVC ADAPTER SHALL BE USED TO CONNECT PVC TO CONCRETE. 3. INSPECTION OF WORK IS REQUIRED AND MUST BE APPROVED BY THE ENGINEERING DEPARTMENT. 4. BORING OF SERVICES WITHIN RIGHT OF WAY IS NOT ALLOWED. 5. SEWER PIPE SHALL. BE SDR-35. AND JOINTS SHALL BE GASKETED. REVISION DATE CITY OF EDMONDS SIDE SEWER JANUARY 2018 RELOCATION/REPAIR PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fm/, 'S' 0 APPROVED BY: R. ENGLISH SS-201 SCALE DATE AS SHOWN 311212020 DESIGNED BY CHECKED BY JLS JLS JLS JOB# 19-135 �a a tm , IM a o aa°pp' V aiV yN¢� J y v �,W4 oywo H Lu W U Lz O1n LLJ o G Q z_ C4 Q to! -J m J Z z Vf C4 SHEET N0. 4 OF 4 OF 5F R E S U MAR 13 2020 BUILDING DEPARTMEN- CITY OF EDMONDB s� 2' x 2' FILTER FABRIC SECURED TO 2" x 2' 14 GA WIRE FABRIC EQUAL NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN AND ENSURE PROPER EROSION CONTROL THROUGHOUT PROJECT. CITY INSPECTION REQUIRED ON 2. SILT FENCE TO BE PLACED DOWNSLOPE OF CONSTRUCTION ALL EROSION CONTROL METHODS ACTIVITY. BEFORE OTHER WORK CAN BEGIN REVISION DATE CITY OF EDMONDS FILTER FABRIC FENCE JANUARY 2018 FILTRATION SYSTEMS PUBLIC WORKS STANDARD DEPARTMENT DETAIL s} 1890 APPROVED BY: R. ENGLISH ER-900 COE STD OTL GU-410 O 3 BEDDING MATERIAL (5/8" MINUS) CRUSHED PER COE MOD 9-03.16.A.2 6' MIN j / / /� j /� OR SUITABLE EXCAVATED MATERIAL AS APPROVED BY CITY ENGINEER (SEE NOTE 2 BELOW) 6" MIN / / i j i j / MOUND MON OF REQUIRED) 8' MIN 1. +I 8' MIN -SEE NOTE 1 NOTES: 1. MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE • 36' FOR PIPE UP TO AND INCLUDING 12" DIAMETER O.D. PLUS 18' FOR PIPE LARGER THAN 12" NOMINAL DIAMETER 2. REFER TO CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF WSDOT STANDARD SPECIFICATIONS FOR MATERIAL GRADARON AND ADDITIONAL INFORMATION. 3. TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTION OF 95X DENSITY PER ASTM D 1557. 4. IF UNSTABLE MATERIAL IS ENCOUNTERED BELOW PIPE ZONE, CONTRACTOR SHALL REMOVE AND REPLACE AS REQUIRED BY CITY ENGINEER. REVISION DATE CITY OF EDMONDS rJANUARY2"8 TYPICAL TRENCH SECTIONPUBLIC WORKS ANDARD DEPARTMENT DETAIL Fsi, 18gO APPROVED BY: R. ENGLISH GU-400 DETAIL NOTES: (DTHE MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SITE AND/OR INTO THE PUBLIC RIGHT-OF-WAY. Q ATB DRIVEWAY RAMP AND/OR SITE ACCESS ROAD 15' WIDE MIN, SEE TABLE BELOW FOR REQUIRED LENGTH. NOTES: 1. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. 2. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL QUARRY SPALS AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY MUST BE REMOVED IMMEDIATELY. 3. WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO LEAVING THE SITE. WHEN WASHING IS USED, R SHALL BE DONE ON AN AREA STABILIZED WITH QUARRY SPALLS AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE 4. INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN. PROJECT SIZE MIN LENGTH OF (FEET) QUARRY SPALLS• < 1/4 ACRE 30 < 1 ACRE 50 < 3 ACRE 100 > 3 ACRE 100 -PROVIDE ATE) OR ASPHALT TRANSITION WHERE FRONTAGE ROAD IS AN ARTERIAL LENGTH TO BE DETERMINED BY CITY INSPECTOR. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN REVISION DATE CITY OF EDMONDS STABILIZED CONSTRUCTION JANUARY 2018 ENTRANCE PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fs 1. 1890 APPROVED BY: R. ENGLISH ER-901 FINAL JOINT SHALL BE A NEAT STRAIGHT HMA CLASS 1/2' LINE. ALL EXPOSED VERTICAL EDGES SHALL PG 64-22 BE TACKED NEATLY PER WSDOT STANDARD (SEE NOTES 4 B 5) SPECIFICATIONS 5-04.3(5)A APPROVED TACK OR APPROVED EQUAL AND SEALED PER 1" irl WSDOT STD 5-04.3(5)C. SLOPE EXCAVATION TO AVOID UNDERMINING EXISTING PAVEMENT. E70SIING NMA EXISTING MATER .4 CRUSHED SURFACE BASE COURSE PER WSDOT STD IMPORT OR NATIVE MAIMAL BACKFILL SHALL BE COMPACTED TO 95% MAXIMUM DENSITY SPEC 9-03.9(3) (SEE NOTE 3) (SEE NOTE 2) TRENCH WIDTH NOTES: 1. SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT WSDOT STANDARD SPECIFICATIONS FOR BACKFIWNG REQUIREMENTS. 2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANIES DOCUMENTING THAT THE BACKFILL MEETS A MINIMUM OF 95X DENSITY PER ASTM D 1557. 3. CSBC DEPTH SHALL BE A MINIMUM 6' OR MATCH EXISTING WHICHEVER IS GREATER. WHEN MATCHING EXISTNG CSBC DEPTH GREATER THEN 6", THEN CSBC SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS UFTS NOT EXCEEDING 8". 4. ROADWAY HMA DEPTH SHALL BE A MINIMUM OF 4' THICK. UNLESS APPROVED BY THE ENGINEER, ANY DEPTH GREATER THAN 4' SHALL MATCH EXISTING. 5. ALLEY HMA DEPTH SHALL BE A MINIMUM OF 2" THICK. UNLESS APPROVED BY THE ENGINEER, ANY DEPTH GREATER THAN 2' SHALL MATCH EXISTING. 6. UNLESS APPROVED BY THE ENGINEER, THE HMA SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 2". 7. FINAL PAVEMENT JOINTS SHALL BE NEATLY AND UNIFORMILY SEALED WITH WSDOT STANDARD SPECIFICATIONS 5-04.3(5)0 APPROVED JOINT SEALANT OR APPROVED EQUAL. REVISION DATE 1 CITY OF EDMONDS TYPICAL HMA AND JANUARY 2018 UTILITY PATCH PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fst. 1890 APPROVED BY: R. ENGLISH GU-410 CATCH BASIN GRATE FILTER SOCK ���JTH WL// OVER FLAW HOLES (TYP) CATCH BASIN NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN THIS APPUCATION AT ALL TIMES DURING CONSTRUCTION PERIOD. 2. ANY SEDIMENT IN CATCH BASIN INSERT SHALL BE REMOVED WHEN INSERT IS ONE-THIRD FULL. 3. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. REVISION DATE Y OF EDMONDS TEMPORARY JANUARY 2018 SEDIMENT TRAP PUBLIC WORKS FOR CATCH BASINS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH ER-902 2' MIN SAWCUT - 5-1SEE NOTE 10 R-1/2" I I R=I" HMA 4" OR MATCH EXISTING, WHICHEVER IS .� 1" BATTER GREATER A , -SEE NOTE 12 o - d 4'-5/e'er 18' STANDARD/ MINUS CSTC I SEE NOTE 11 I MINDSTC STANDARD TYPE 'A" CURB/GUTTER (NOT TO SCALE) NOTES: 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 3. EXPANSION JONTS SHALL BE PLACED ADJACENT TO ANY STRUCTURE. 4. EXPANSION JOINTS SHALL BE EVERY 10 FEET. 5. EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8' WIDE PREMOLDED JOINT FILLER. 6. CONCRETE SHALL BE CUSS 3000. 7. FINISH SHALL BE UGfT BROOM. 8. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 9. REMOVAL/REPLACEMENT OF CONCRETE CURB SHALL BE FROM EXPANSION TO EXPANSION JOINT, UNLESS OTHERWISE DIRECTED BY CITY ENGINEER. 10. A 2-FT MINIMUM ASPHALT SAWCUT MAY BE REQUIRED AS DETERMINED BY CITY ENGINEER. 11. CURB/GUTTER SHALL BE 18" OR AS DIRECTED BY CITY ENGINEER. 12. ALL VERTICAL EDGES SHALL BE TACKED. '� CONCRETE CURB JANUARY DATE 2018 CITY OF EDMONDS AND GUTTER PUBLIC WORKS STANDARD �• DEPARTMENT DETAIL Fs}. 1g90 APPROVED BY: R. ENGUSH TR-520 ENGINEERING DIVISION APPROV_D AS TED PLAN VIEW (NOT TO SCALE) J�IFULL DEPTH 1/2' EXPANSION SEE COE SM JOINT MATERIAL 7, row ME .lam O2. N MNATIVE BEARING SIN 58- MINUS OIILLC SEE NOTE 9 NOTES: SECTION VIEW (NOT TO SCALE) 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO. POUR. 2. CONCRETE SHALL BE CLASS 3000. 3. FINISH SHALL BE UGHT BROOM. 4. SIDEWALK THICKNESS SHALL BE 4'. 5. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE 6" THICK. B. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK. 7. LIDS FOR JUNCTION BOXES AND UTILITY VAULTS SHALL BE NON-SKID AS SPECIFIED BY ENGINEER. 8. SEE COE STD DTL TR-550 FOR POSSIBLE ROOT BARRIER INSTALLATION. 9. SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DENSITY. 10. ALL EDGES WITH EXPANSION JOINTS SHALL HAVE }" RADIUS CITY OF EDMONDSI CONCRETE SIDEWALK PUBLIC WORKS DEPARTMENT APPROVED BY: R. ENGLISH SCALE DATE AS SHOWN J11212020 DESIGNED BY CHECKED BY AS AS JLS JOB( 19-135 w TA,gNf*,% sfON9ATLE'E�� �I�til'1� O O O O N O In CO W C3 �3Nu U Q •� Q O a Z O �W O L.LI U z Lu 00 N O LLJ � O O Z N C] m J M, REVISION DATE r OCTOBER 2018 STANDARD SHEET ¢ DETAIL CS TR-531 SHEET NO. 5 OF 6 JRESUB MAR 13 2020 BUILDING DEPARTMEN' CITY OF EDMONDS O SEE APRMEABLE STANDARD DETAILS ,FRAME ANG GRATE PIPE ALLOWANCES PIPE MATERIAL MAXIMUM INSIDE DIAMETER REINFORCED OR 12' PLAIN CONCRETE ALL METAL PIPE W CPSSP• 12" (WSDOT STD SPEC 9-05.20) SOLID WALL PVC 15" (WSDOT STD SPEC 9-05.12.(1)) PROFILE WALL PVC 15' (WSDOT STD SPEC 9-05.12(2)) 9 �'S• • CORRUGATED POLYETHYLENE 9 f STORM SEWER PIPE `2", 47, T 6", OR 12" RISER SECTION 1 yEIASINS SHALL BE CONSTRUCTED IN ACCORDANCE .WITH WSDOT STANDARD SPECIFICATION 9-05.50(3). 2. AS AN ACCEPTABLE ALTERNATIVE TO REBAR, WELDED WIRE / qf• FABRIC HAVING A MIN. AREA OF 0.12 SQUARE INCHES PER �Ye1 k FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY \ TO ASTM A497 M 221). WIRE FABRIC SHALL NOT KNOCKOUTS. BE PLACED IN KNOCKOUTS. ,y 3. APPLY NON -SHRINK GROUT TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS, RISERS AND FRAMES. 4. ROUND KNOCKOUTS MAY BE ON ALL 4 SIDES, WITH MAX DLAMEER OF 20". KNOCKOUTS MAY BE EITHER ROUND OR T '0' SHAPE 5. THE MAX DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT IS 5'-0". 6. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION ti AND RISER SECTION SHALL NOT EXCEED 1/2"/FT. 7. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE • .� WITH STANDARD SPECIFICATIONS. MATING SURFACES SHALL BE FINISHED TO ASSURE NON -ROCKING FIT WITH ANY COVER POSITION. (MEASUREIAENT AT THE TOP OF THE BASE) B. VERTICAL EDGE OF RISER SHALL NOT BE MORE THAN 2' PRECAST BASE SECTION FROM VERTICAL EDGE OF CATCH BASIN WALL. HANUAR2 W `.,' CITY OF EDMONDS CATCH BASIN TYPE IPUBLIC WORKS DEPARTMENT Fst, 1g90 APPROVED BY: R. ENGLISH SD-303 ONDERDRAIN_ ' I I 5' I (MIN)- - a. E� CLEANOUT PLASTIC BOX MARKED 'DRAIN" GEOTEXTILE, SEE NOTE 1 TYPE 1 OR 1-L CATCH PE I BASIN W/SOLID LID PER GUTTER CITY STANDARD DETAIL SD-303 OR SD-304 F"-10' (MIN) PROPERTY UNE/EASEMENT rBUILDING PLANNTEREMOVAB„PUSH-ONPVC CAP =myrlt.e. GENERAL NOTES: NTS 1. REFER TO THE 2017 CITY OF EDMONDS TEST PLUG STORMWAER ADDENDUM FOR SETBACK 'B" (MIN) (CHECKLIST 13) AND INFEASIBILITY REQUIREMENTS. COMPACTED BACKFl 2. MIN COVER DEPTHS NO VEHICULAR LOADING. DESIGNER TO SPECIFY COVE DEPTHS IF VEHICULAR TRAFFIC ANTICIPATED. SECTION - NTS NOTES: 1. PLACE GEOTEXTILE FABRIC ALONG WALLS AND TOP OF WASHED ROCK. GEOTEXTILE SHALL CONFORM TO WSDOT SPEC. 9-33.2(1). GEOTEXTILE FOR SEPARATION, NON -WOVEN TYPE. 2. WASHED DRAIN ROCK SHALL CONFORM TO WSDOT SPEC. 9-03.12(5), GRAVEL BACKFILL FOR DRYWELLS. 3. OBSERVATION WELL SHALL CONFORM TO WSDOT SPEC. 9-05.2(6), PERFORATED PVC UNDERDRAIN PIPE. 1... REVISION DATE CITY OF EDMONDS TYPICAL DOWNSPOUT DECEMBER 2017 INFILTRATION TRENCH PUBLIC WORKS STANDARD DEPARTMENT DETAIL �St. 189o- APPROVED BY: R. ENGLISH SD-636 MECHANICAL PLUG - - TRAFFIC RATED, CIRCULAR LOCKING RTEND CLEANOUT 2' ABOVE CAST VALVE BOX PER MANUFACTURER DESIGN PONDING fBEVATON OR PER PLAN (ASPHALT/ CONCRETE RECOMMENDATIONS, SEE NOTES 1 AND.2 4"STREAMBED COBBLES PER WSDOT 9-03.11(2) DESIGN PONDING ELEVATION v MECHANICAL PLUG ADD VALVE L EXTENSION OR SOIL R PIPE AS NECESSARY ToACCOMMODATE 0.OF RISERPIPESOIL TIGH CLEWYPAVED AREA NBEND SOIL TIGHTLAWN/ NDS PRO SERIESVALVE COUPLERLANDSCAPE BOXWTIH LOCKINGCOVER;. PIPE.6" PER PLANS OR ECLUNDRDRAIN (MIN)(.- NOTES 1 AND�2. r4' ` (MIN)PLUG OR CONCRUSHED -SURFACING • MECHANICAL PLUG TOP COURSE (CSTC) CLEANOUT PER WSDOT 9-03.9(3) (SHOWN WITHIN BIORETENRON FACILITY) _CLEANOUT COVER IN LANDSCAPE AREA GENERAL NOTES: 1. CLEANOUT PIPE SHALL BE SAME SIZE AND MATERIAL AS UNDERDRAIN PIPE. 2. CLEWOUT SHALL BE INSTALLED TO ALLOW FOR MAINTENANCE ACCESS TO ALL PIPES. 3. ALL FITTINGS SHALL BE SOIL TIGHT. 4. CLEANOUT RISER TOP SHALL BE LOCATED OUTSIDE OF PONDING AREAS WHERE POSSIBLE. NOTE 1, CLEANOUT COVER TO BE LOCKING WITH ALLEN HEAD BOLT, MARKED "DRAIN CLEANOUT," "CLEANOUT," "CO," OR SIMILAR. 2. TRAFFIC RATED UD REQUIRED IN AREAS WITH VEHICULAR LOADING. STORM DRAINAGE SION CITY OF EDMONDS CLEANOUT DECEMBR 20T17 STANDARD PUBLIC WORKS DEPARTMENT DETAIL FS t. 18B� SD-619 APPROVED BY: R. ENGLISH UNDISTURBED NATIVE VEGETATION UNDISTURBED NATIVE SOIL 2" ORGANIC MULCH 3" OF COMPOST INCORPORATED INTO 5" OF SITE SOIL (TOTAL AMENDED DEPTH OF 9.5, FOR A SETTLED DEPTH OF 8") UNDISTURBED PLANTS UNDISTURBED TURF (LAWN) (SEE NOTE 1) AREAS (SEE NOTE 1) UNDISTURBED TURF/LAWN/LANDSCAPE UNDISTURBED NATIVE SOIL TEED OR SOD COMPOST INCORPORATED i" OF SITE SOIL (TOTAL DEPTH OF 9.5", FOR A DEPTH OF 8") SUBSOIL SCARIFIED 4" BELOW SUBSOIL SCARIFIED 4" BELOW COMPOST AMENDED LAYER COMPOST AMENDED LAYER (12" BELOW SOIL SURFACE) (12' BELOW SOIL SURFACE) 12' OPTION 2 - AMEND IN PLACE OR STOCKPILE AND AMEND GENERAL NOTES: PLANING BEDS TURF (LAWN) AREAS f ' I �) +�ppIL' 1. AREAS OF NO DISTURBANCE SHALL BE FENCED AND EXISTING 2' ORGANIC MULCH �' j j % �' �� �' � " '( 0 � S�l I '.,. &91 INNNN AND SOIL SHALL DE GRASS: SEED PROTECTED OR SOD PROTECTED FROM CONSTRUCTION IMPACTS. 6" IMPORTED - 2. TO MEASURE SETTLED DEPTH, S. IMPORTED WATER SOIL SUFFICIENTLY TO MIX (COMPACTED _ TOPSOIL MIX FULLY SATURATE WITHOUT ComTOPSOIL DEP= DEPTH�ED CAUSING EROSION. 3. COMPOST SHALL MEET SPEC. REQUIREMENTS IN THE 2017 SUBSOIL IS - SUBSOIL IS EDMONDS STORMWATER ADDENDUM (CHECKLIST 7). SCARIFIED 6' BELOW IMPORTED SCARIFIED 6" BELOW 4, COMPACTION OF TOPSOIL (WHERE IMPORTED TOPSOIL MIX 1Y^ TOPSOIL MIX REQUIRED) TO BE TO 85% (MAX) OF THE MAXIMUM DRY DENSITY OPTION 3 - - IMPORT TOPSOIL PER MODIFIED PROCTOR TEST (ASTM D1557). DATE POST CONSTRUCTION SOIL ECEMIB R 2017 CITY OF EDMONDS QUALITY AND DEPTH PUBLIC WORKS STANDARD DEPARTMENT DETAIL at. 18BQ APPROVED BY: SD-642 PERMEABLE UNIT PAVERS PER 2. MANUFACTURERS RECOMMENDATIONS, 1.5" (MIN) >d •`x SEE NOTE 1 JOINT FILLER AND LEVEUNG COURSE (AASHTO GRADING NO. 8). SEE NOTE 2 t(Mlllhh) -CRUSHED SURFACING CHOKER ) COURSE, SEE NOTE 4 PAVEMENT BASE COURSE,PERMEABLE BALLAST, SEE NOTE 5 SEE NCOU 3 6" (MIN) RUNOFF TREATMENT LAYER DS 1' (MIN) ABOVE SEASONAL STORMWA ERD CODE). SEE PER NOTE 6 HIGH GROUNDWATER TABLE SUBGRADE, OR HYDRAULICALLYMPM SEE NOTE 7 RESTRICTIVE LAYER GENERAL NOTES: 1. REFER TO THE 2017 CITY OF EDMONDS STORMWATER ADDENDUM FOR SETBACK (CHECKUST 11) AND INFEASIBILITY REQUIREMENTS. 2. THE MINIMUM THICKNESS SHOWN ABOVE MAY NOT BE SUFFICIENT FOR ALL APPLICATIONS. A PROJECT SPECIFIC PAVEMENT DESIGN SHALL BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON IN CIVIL ENGINEERING TO: 2.1. SUPPORT THE ANTICIPATED LOADING (E.G. PAVEMENT DESIGN LIFE, INITIAL AND TERMINAL SERVICEABILITY, REUABILITY, ETC.) AND 2.2. TO SATISFY THE HYDROLOGIC REQUIREMENTS OF THE .CITY OF EDMONDS STORMWAER CODE (I.E., CODE MAY WARRANT A THICKER PAVEMENT SECTION THAN THE MINIMUM STRUCTURAL SECTION REQUIRED). 3. FOR SUBGRADE SLOPES 3Y• OR GREATER, SUBSURFACE CHECK DAMS OR OTHER METHODS TO PROMOTE SUBSURFACE PONDING ARE REQUIRED. 4. GE H GEOTEXTILE SMALL NOT BE USED IN PAVEMENT SECTION UNLESSREQUIREDOR CEOTECION. W ENGINEER. IF REQUIRED. GEOTEXTILE SHALL CONFORM TO WSDOT 9.33.2(1) GEOTEXiILE FOR SEPARATION, WOVEN TYPE. 5. REFER TO WSDOT LOCAL AGENCY GSP. DIVISIONS 2-9 FOR APWA GSP.. NOTES: 1. SURFACE SLOPE SHALL BE 0.5% MINIMUM. MAXIMUM SLOPE PER MANUFACTURER. 2. JOINT FILLER AND LEVELING COURSE SHALL CONFORM TO WSDOT 9-03.1(4) COARSE AGGREGATE FOR PORTLAND CEMENT CONCRETE, AASHTO GRADING NO. 8. 3. PAVEMENT BASE SHALL BE INSTALLED PER APWA GSP 4-04.3(5) SHAPING AND COMPACTION. 4. CRUSHED SURFACING CHOKER COURSE SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4-04.2(9-03.9(2)).OPT2. 5. PERMEABLE BALLAST SHALL CONFORM TO THE REQUIREMENTS OF APWA GSP 4-04.2(9-03.9(2)).OPT1. S. RUNOFF TREATMENT LAYER SHALL MEET THE REQUIREMENTS OF 2017 CITY OF EDMONDS STORMWATER ADDENDUM. 7. PREPARE AND PROTECT SUBGRADE PER APWA GSP 2-06.3(3) SUBGRADE FOR PERMEABLE PAVEMENTS. CITY OF EDMONDS TYPICAL PERMEABLE DeCEM13ER zon UNIT PAVER SYSTEM PUBLIC WORKS STANDARD DEPARTMENT DETAIL 4, 189D APPROVED BY: R. ENGLISH SD-623 ENGINEERING DIVISION APPROVED AS TED D pw& A ON %D iS OF ORA2Ty App O{� �'NA� 4Y CA A7' pROp a EXPANSION EXPANSION JOINT TZ ' JOINT CSEE URB DRIVEWAY ?4• DDIETAL TRANBEL�01Y r�Cb _ 'v4iN b fN3NEWAY APPROACH"'TC[gL) CONCRETE CURB ©. COE STD DTL SE 6. TR-520 FISTING PAVEMENT FULL DEPTH EXPANSA7( 15' IC JOINT ' ICI 7 2% MAX 8.39T 6' CURB SLOPE 7 SECTION A -A DRIVEWAY CURB TRANSMONAL DETAIL FOR CURB MID GUTTER OR RT1 .e Rgc NOTES: OCURB AND GUTTER SHALL BE POURED SEPARATELY FROM THE SIDEWALK. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. O2 DRIVEWAY APRON INCLUDING WING RAMPS SHALL BE A MINIMUM OF 6" THICK AND SHALL BE PLACED ON 2" OF 5/8" CSTC COMPACTED TO 95% MAXIMUM DENSITY. O3 SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DENSITY. ® 2' ASPHALT SAWCUT MAY BE REQUIRED WITH CURB/GUTTER INSTALLATION. REFER TO COE STD DE TR-520. OS CONCRETE SHALL BE CLASS 30DO. © CURB TRANSITION SHOULD MAINTAIN A SLOPE NO GREATER THAN 8.3%. IF THE SLOPE REQUIREMENT CANNOT BE ACHIEVED, MAXIMUM CURB THE TRANSITION LENGTH SHALL BE 15-FEE(. O7 MAINTAIN 1/2' LIP AT GUTTER. OB IF DRIVEWAY WIDTH EXCEEDS 15% INSTALL A FULL DEPTH EXPANSION JOINT AT CENTER OF DRIVEWAY. O9 INSTALL MINIMUM 5-FT TRANSITION PANEL BETWEEN DRIVEWAYS AND WHEN CONNECTING TO EXISTING SIDEWALK. 10 FINISH SHALL BE UGHT BROOM. R`-ly REVISION DATE CITY OF EDMONDS DRIVEWAY APPROACH JANUARY 2018 TYPE PUBLIC WORKS STANDARD DEPARTMENT DETAIL FS}. 18g0 - APPROVED BY: R. ENGLISH TR-54 1 SCALE DATE AS SHOWN 311212020 DESIGNED BY CHECK ED BY JLS JLS JLS JOB# 19-135 Q+ WAaJfj1 T � 46888 's ONASOtiI�'lQ W U z LLJ 0 0-0 L11 O LL) O -J m J ►L CG SHEET NO. 6 OF 6 REBUS AR 13 2020 BUI OF EDMONDS