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BLD20171835ov EDAf A, TP CITY OF EDMONDS 1215THAVENUENORTH -EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 11/06/2018 Pertnit4: BLD20171835' BUILDING PERMIT Expiration Date: 11/06/2019 Project Address: 20904 72ND AVE W, EDMONDS Parcel No: 00566900200302 P&OP-ONA-VOWNER APPLICANT CONTRACTOR CUMMINGS DEVELOPMENT LLC CUMMINGS DEVELOPMENT LLC SLATER HOMES CORPORATION C/O MARK CUMMINGS C/O MARK CUMMINGS CIO MARK CUMMINGS 9718 SLATER LANE 9718 SLATER LANE 9718 SLATER AVE NE KIRKLAND, WA 98033 KIRKLAND,WA 98033 KIRKLAND, WA 98033 (42 5) 890-3 3 97 (425) 890-3397 (425) 890-3397 F,— 1, 9, [/ \� � LICENSE #: SLATEHC90OD6 EXP:04/18/2020 NEW 4-UNIT APARTMENT BUILDING. INCLUDES FIRE PLUMBING, MECHANICAL & FIRE SPRINKLER TO BE UNDEl:C5ff_ARA 'TEPERM ITS. VALUATION: $402,926 PERMIT TYPE: Commercial PERMIT GROUP: 06 - Apart m ent/Co ndo Ncw GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: OCCUPANT GROUP: R2 OCCUPANT LOAD: 19 FENCE: 0 X 0 FT.) CODE: 2015 IOTHER: ------- OTHER DESC: IZONE: RM-1.5 [NUMBER OF S ORIES: 2 VESTED DATE: INUMBER OF DWELLING UNITS: 4 LOT #: EXISTING ARE% IBASEMLN 1: 0 1 ST FLOOR: 0 2ND FLOOR: 0 PROPOSED ARFA �13ASEMENT, 0 IST FLOOR: 1771 2ND FLOOR: 2140 13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 13RD FLOOR: 0 GARAGE: 0 DECK: 120 OTHER: 0 1BEDROOMS: 0 BATHROOMS: 0 IBEDROOMS: )0 BATHROOMS: 6 FRONT SETBACK SIDESETBACK REARSETBACK REQUIRED: E = IS' PROPOSED: 151+ IT =QUIRED: N 10' PROPOSED: 10' IREQUIRED: W = 15, PROPOSED: 15' HEIGHT ALLOWED:O PROPOSED:O REQU I RED: S 10' PROPOSED: 10' SETBACK NOTES: I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMENS COMPENSATION INSURANCE AND RCW 18:27. N THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HISMER DEPUTY AND ALL FEES ARE PAID. �A I, Kk_ (tJ m k I t,46 to 1t1,e&&g- 11/6/18 ature Date ATTENTION ITIS UNLAWFUL TO USE OR OCCUPY A BUILDYNG OR STRI IE UNIT]- A FINAL INSPEC71ON HAS BEEN' MADE AND APPROVAL ORA CER11FiCATE OF OCCUPANC Ht, BEEN GRANTED. UBC109/ JBCI 10/IRCI 10. FIRE APPLICANT ASSESSOR CITY Z_ 43 .*�.A ", , of 40�� ,, av t,16. -% V;,N,w STATUS: ISSUED BLD20171835 CONDITIONS • Lot line stakes must be in place at the time of foundation/setback inspection. • All new, extended, re -built or relocated electrical utility and/or service shall be placed underground. • Separate Permit Required For: Plumbing, Mechanical, Fire Sprinklers, Fire AlanTi, L&I Electrical • Separate Permit Required For: • Obtain Electrical Permit fi-om State Department of Labor & Industries. 425-290-1309 • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Check thejob 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 iri writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all othertimes the noise originating from construction sites/activities must comply with the noise limits ofChapter 530, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly fromthe issuance for this permit. Issuance of this pennit 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. • The building enclosure must be inspected by a qualified inspector in accordance with RCW 64.55.030, 64.55.040, and 64.55.050. A building enclosure certification letter fromthe inspector must be submitted to the Building Division prior to final inspection by the City Building Inspector in accordance with RCW 64.55.060. • Where phasing of construction occurs, coordinate inspection with the City Building Inspector to insure that all required inspections are performed. Inspection bythe building enclosure inspector to meet RCW 64.55 does not substitute for required City building inspections which must be performed by the City Building Inspector. • SPECIAL INSPECTIONS ARE REQURED FOR THEFOLLOWING Sods, as per Geotechn ical report Concrete Construction, Including Reinforcement Prior to Final Inspection by the Building Division, Final Special Inspection Reports are Required From All Special Inspectors. Applicant shall repair/replace all damage to utilities or frontage improvements in Cir\ ri.-lit-of-way per City standards that is caused by or occurs during the permitted project. THIS PERMIT AUTHORIZES ONLY THEWORK NOTED. THIS PERMIT COVERS WORK TO BE DONEON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A) (6) I BUILDING I I ENGINEERING (425) 771-0220 EXT. 1326 1 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you 3. Then: Perm its/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for 5: If you don't have one already, create a assistance during office hours. FIRE (425) 775-7720 PUBLIC WORKS (425) 771-0235 1,- 1, ..141 login (upper right hand comer) (425) 771-0220 6.- Schedule vour insoection I RECYCLING (425) 276-4801 When calling for an inspection please leave the follovAng information: Permit Number, Job Site Address, Type of Inspection — being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon, • E-Pre-Con • E-Erosion Control/Mobilization • EStorm Tightline EInfiltration System E-Footing Drywell &Water Service Line EDouble Check Detector Assem Vault E-Pavement Striping E-Trash Enclosure • E-Engineering Final • E-Provide Electronic As built • B-Preconstruction meeting • B-Setbacks • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Retaining Wall • B-Trash Enclosure • B-.First Floor Framing • B-E)derior Wall Sheathing • B-Roof Sheathing • B-Building Enclosure progress • B-ShearNailing • B-Height Verification • B-Framing • B-Wall Insulation/Caulk • B-Insulation/Fnergy • B-SheetrockNail • B-Cross Connection Final • B-Building Enclosure special inspec • B-Special Inspections • B-Building Final • F-Extinguishers • F-Fire Dept Inspection • F-Addressing Visibility • F-Fire Final • P-Planning Final of El))-4f CITY OF EDMONDS PHONE: (425) 771-0220 - FAX: (425) 771-0221 1215TH AVENUENORTH - EDMONDS, WA 98020 /17 IS90 *PERNUT MUST BE POSTED ON JOBSITE* STATUS: ISSUED ENG20180443 RIGHT OF WAY PERMIT (2-Multi-Family) Permit Number: ENG2018044' ) Expiration Date: 11/06/2019 Job Address: 20904 72ND AVE W, EDMONDS Location: APPLICANT CONTRACTOR CUMMINGS DEVELOPMENT LLC CUMMINGS DEVELOPMENT LLC C/O MARK CIJMMINGS C/O MARK CUMMINGS 9718 SLATER LANE 9718 SLATER LANE KIRKLAND, WA 98033 KIRKLAND, WA 98033 (425) 890-3397 LICENSE#: SLATEHC90OD6 EXP: 04/18/2020 JOB DESC'?,T1-Y41N UTILITYAND FRONTAGE IMPROVEMENTS PER APPROVED PLANS - SLD20171835 DISRLTIION INFORMATION ASSESSED VALUE: $000 PROPERTY AREA: 0 SIDEWALK: (OXO) DURATION IN MONTHS: 0 FEE: $0.00 STREET DISRUPTION TRENCH CUT: 0 x 0 PARKING: (OXO ) DURATION IN MONTHS 0 FEE: $0.00 YEAR OF OVERLAY- 0 FEE: $0.00 ALLEY: ( OX0 ) DURATION IN MONTHS: 0 FEE: $0.00 INDEMNITY- The Applicant has signed an application Ii)hich states helshe holds the City ofEdmonds harmlessfrom injuries, damages or claims ofanj, kind or description ivhalsoeverforeseen or unforeseen, that may be made against the City ofEdmonds or any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and atforneyfees by reason ofgranting this permit. THECONTRACTOR IS RESPONSIBLEFOR WORKMANSHIP AND MATERIALS FOR A PERIOD OFONEYEAR FOLLOWING TBEFIINAL INSPECTION AND ACCEPTANCE OF THE'IXORK • Traffic Control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification ver4ing completion of the required training in their possesion. • Restoration is to be in accordance With City codes. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday- NO EXCEPTIONS. • Three sets of construction drawings of proposed work are required with the permit application. CALL DIAL -A -DIG (1 -800-424-5555) BEFOREANY EXCAVATION CALL FOR INSPECTION (425) 771-0220 EXT. 1326 24 HOUR NOTICEREQUIRED FOR ALL INSPECTION REQUEST'S THIS APPLICATION IS NOTA PERMITUNTIL SIGNED BY THE CITY ENGINEER OR HISIHER DEPUTY: AND FEES ARE PAID. AND RECEIPTIS ACKNOWLEDGED IN SPACEPROVIDED. RELEASED BY Printed: Tuesdav, November TE 7 FILECOPY 7 INSPECTOR COPY 7 APPLICANT COPY STATUS: ISSUED ENG20180443 • Restore ROW to City standards • Restore Landscape to like or better conditions. • Call for locates of underground utilities prior to any excavation. • Alert affected residents and/or businesses prior to work start. • Conform to approved working drawings and Traffic Control plan. • Public utilities maintain 5'separation from City Utilities. • Verify clear bore crossings • Utility patch restoration to be in accordance with Edmonds Standard detail E2.3 • Maintain erosion &sedimentation control. Keep street clean. • Call for required inspections as noted. • Traffic Control per approved plan and MUTCD. Refer to City of Edmonds traffic control requirements. • Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per City standards that is caused by or occurs during the pen-nitted project. • Sound/Noise originating from temporary construction s ites as a result of construction activity are exempt from the nois e limits of ECC Cbapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00prn on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise lirnits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance of this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. • E-Pre-Con • E-Erosion Control/Mobilization • E-Traffic Control • E-Curb/Gutter Pre -Pour • E-Sidewalk Pre -Pour • E-Curb/Gutter Post -Pour • E-Sidewalk Post -Pour • E-Driveway Form & Slope Ver. • E-Pavement Subgrade • E-Pavement Compaction Test Report • E-Pavement Striping • E-Sewer Lateral Installation • E-Sewer Lateral Pressure Test • E-Fire Hydrant • E-2" Fire Line • E-Mailbox Location, Pre -Install • E-Storm Main Installation • E-Engineering Final PARTIAL INSPECTION DATE: INITIAL: NOTES: PARTIAL INSPECTION DATE: INITIAL: NOTES: FINAL INSPECTION APPROVED DATE: INITIAL: ov EL)) CITY OF EDMONDS 121 5TH AVENUE NORTH -EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED ENG20180446 WATER METER RECORD Penrift Number: ENG20180446 Job Address: 20904 72ND AVE W, EDMONDS PROPERT17OWNER CONTRACTOR CUMMINGS DEVELOPMENT LLC CUMMINGS DEVELOPMENT LLC 9718 SLATER LANE 9718 SLATER LANE KIRKLAND, WA 98033 KIRKLAND, WA 98033 (425) 890-3397 LICENSE 4: SLATEHC90OD6 EXP� 04/18/2020 JOB DES CRIPTION DESCRIPTION OF WORK: 2" Fire Line. REFER TO PLANS WITH BLD20171835. METER Sln: I Y NEW SERVICE FROM CITY MAIN TO PROPERTY LINE • A SP14A LT/CONCRETE CUT • FINAL PATCH BY CONTRA CTOR OWNERNAME: BILLINGADDRESS: INSTALLATION FEE. $0.00 CONNEC-71ON FEE. $0.00 STREET' CUT DEPOSIT: $0.00 N SFR IRRIGATION F-N-] APARTMENT / CONDO - UNITS: N DUPLEX FIRECONNECTION FN__] MIXED USB-COMMERCIAL FLOORS: N TRIPLEX OTHER: N COMBO FIRE/DOMESTIC BACKFLOW A SSEMBLY REQUIRED RESIDENTIAL UNITS: 0 PUBLIC WORKS INS TALLATION-UlFtLr]FY BILLING IMMOUTCOMM, UNTLOCM) PROJECT NUMBER: METERNUMBER: STYL,F_ METERREADING MANUFACTURER'S #: METER LOCATION: SERVICE MATERIAL- DATEOFWORK: REMARKS: U/B ACCOUNT: READ AFTER ADDRESS: LOCA TE REQUEST #: DATECALLED: AND REGISTER PRESSURE. 0 GPM: 0 WORK BY. ***ATTACH DRAWTNG WHEN NECESSARY*** ROUTE - WATER SUPPLIER: ISSUED ENG20180446 WATER METER-STREEIF CUT TYPE OF REPAIR AREA REPAIRED Asphalt Roadway/Walkway ( Ft X Ft)= Sq. Yds ( Ft X Ft) = Sq. Yds ( Ft X Ft) = Sq. Yds Concrete Sidewalk ( Ft X Ft) = Sq. Yds ( Ft X Ft) = Sq. Yds ( Ft X Ft) = Sq. Yds Concrete Curb Lineal Ft Lineal Ft LinealFt REPAIR COST Total Repair Costs: Less Street Cut Deposit: $0.00 Invoice/Refund: OV EDAf un CITY OF EDMONDS PHONE: (425) 771-0220 - FAX: (425) 771-0221 121 5TH AVENUE NORTH -EDMONDS, WA 98020 STATUS: ISSUED ENG20180445 WATER METER RECORD Permft Number: ENG20180445 Job Address: 20904 72ND AVE W, EDMONDS PROPERTY OWNER CONTRACTOR CUMMINGS DEVELOPMENT LLC CUMMINGS DEVELOPMENT LLC 9718 SLATER LANE 9718 SLATER LANE KIRKLAND, WA 98033 KIRKLAND, WA 98033 (425) 890-3 3 97 LICENSE #: SLATEHC900136 EXP: 04/18/2020 JOB DES CRIPTION DESCRIPTION OF WORK: I " DOMESTIC WATER METER TO NORTH OF DRIVEWAY APPROACH. REFER TO PLANS WITH BLD20171835. METER SUE: 1 Y NEW SERVICE FROM CITY MAIN TO PROPERTY LINE Y A SPl-fA LT/CONCRETE CUT Y_ FINAL PATCH BY CONTRA CTOR OWNERNAME: BILLINGADDRESS: INSTALLATION FEE. $2,970.00 CONNECTION FEE. $12,624.00 STREET CUT DEPOSIT: $0.00 N SFR N IRRIGATION M APARTMENT / CONDO - UNITS: N DUPLEX N FIRE CONNECTION N I MIXED USE -COMMERCIAL FLOORS Rl N_ TRIPLEX N OTHER: N_ COMBO FIREIDOMESTIC BACKFLOW ASSEMBLY REQUIRED RESIDENTIAL UNITS PUBLIC WORKS INS TALLATION-UTILMB ILLING a UNLOCM) PROJECT NUMBER: METERNUMBER: STYLE: METERREADFNGr. MANUFAC'FURER'S #: METERLOCATION: SERVICE MATERIAL: DATE OF WORK: REMARKS: U/B A CCOUNT: READ AFTER ADDRESS: LOCATE REQUEST #: DA TE CA LLED: AND REGISTER PRESSURE: 0 GPM: 0 WORK BY: * * *ATTACH DRAWING WHEN NECESSARY* * * ROUTE: WATER SUPPLIER. ISSUED 102010,426". IN F--j Asphalt Roadway/Walk-way = Concrete Sidewalk = Concrete Curb AREA REPAIRED Ft X Ft Sq. Yds Ft X Ft Sq. Yds Ft X Ft Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds ( Ft X Ft ) = Sq. Yds Lineal Ft Lineal Ft Lineal Ft Total Repair Costs: Less Street Cut Deposit: Invoice/Refund: ENG20180445 REPAIR COST $0.00 OV ED Af 0"t, C-) CITY OF EDMONDS 121 5TH AVENUE NORTH -EDMONDS, WA 98020 -0220 - FAX: (425) 771-0221 C 4�1 S PHONE: (425) 771 *PERMIT MUST BE POSTED ON JOBSITE* STATUS: ISSUED ENG20180444 SIDE SEWER PERMIT (2-Mulfi-Fanfily) Pen -nit Number: ENG20180444 Expiration Date: 11 /06/2019 Job Address: 20904 72ND AVE W, EDMONDS APPLICANT CONTRACTOR CUMMINGS DEVELOPMENT LLC CUMMINGS DEVELOPMENT LLC 9718 SLATER LANE 9718 SLATER LANE KIRKLAND, WA 98033 KIRKLAND, WA 98033 (425) 890-3397 I.1CF.N.SF. fi- ',I.ATFPcQnnT)r Fyp: ni/i sz/,)n,)n N JOB DESCRIPTION 'REPA IR N PROPOSE TO REUSE LATERAL LID NUMBER: GRINDER PUA4P HN PROPOSE TO REUSE SIDE SEWER DRA INA GE SANITA RY SIDE SEWER TO SERVE 4 TOWNHOME UNITS LAS EMENT INTORMATION _�]N ECT CROSSES OTHER PRIVA TE PROPERTY VERIFICA TION OF RECORDED EA SEM ENTS COMPLETE IADEMNITY- The Applicant has signed an application which states helshe holds the City ofEdmonds harmlessfrom injuries, damages or claims ofany kind or description 14,halsoel,er, foreseen or unforeseen, that may he made against the City of.Edmonds or any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and afforneyfees by reason ofgranting this permit. CALL DIAtA-DIG (1 -800-424-5555) BEFORE ANY EXCAVATION CALL FOR INSPECTION (425) 771-0220 EXT. 1326 24 HOUR NOTICEREQUIRED FOR ALL INSPECTION REOUESTS THIS APPLTCA'nON IS NOTA PERMTUNTIL SIGNED BY THE CITY ENGINEER OR HISMER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN A SPACE PROVIDED. Film Printed: Tuesday, November 06, 2018 DA F FILECOPY F-] INSPECTOR COPY F1 APPLICANT COPY STATUS: ISSUED ENG20180444 • Restore ROW to City standards • Restore Landscape to like or better conditions. • Call for locates of underground utilities prior to any excavation. • Alert affected residents and/or businesses prior to work start. • Confonn to approved working drawings and Traffic Control plan. • Public utilities maintain 5'separation fi-om City Utilities. • Verify clear bore crossings • Utility patch restoration to be in accordance with Edmonds Standard detail E2.3 • Maintain erosion & sedimentation control. Keep street clean. • Call for required inspections as noted. • Traffic Control per approved plan and MUTCD. Refer to City of Edmonds traffic control requirements. • A 6" cleanout with 12" locking cast iron lamphole cover is required at the property line. • Condition of the existing sanitary side sewer to be verified prior to obtaining approval for reuse. TV inspection required. Video to be submitted to City for review. • Applicant shall repair/replace all damage to utilities or frontage improvements, in City right-of-way per City standards that is caused by or occurs during the permitted project. • Owner/Contractor to provide Side Sewer asbuilt at final inspection. See City Standards for requirements. • Sound/Noise originating from temporary construction s ites as a result of construction activity are exempt from the noise limits of ECC Cbapter 5.30 only during the hours of 7:00am to 6:00prn on weekdays and 10:00am and 6:00pm on Saturdays, ex0luding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Cbapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf ofhis or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold han-dess the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance of this permit. Issuance of this pen -nit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. I INSPECTIONS • E-Condition of Existing Side Sewer • E-Sanitary Side Sewer Inspection • E-Engineering Final PARTIAL INSPEC71ON DATE: INITIAL: NOTES: PARTIAL INSPECTION DATE: IMTIAL- NOTES: FINAL INSPECTION APPROVED DATE: INITIAL: DEVELOPMENT SPRVICES -FAMILY BUILDING COMMERCIAL & MULTI PERMIT APPLICATION 121 5�h Avenue N, Edmonds, WA 98020 Phone 425.771.0220 11 Fax 425.771.0221 CiiN of Edmonds PLEASE PJI,'FR TO'rHE COMMEKL4L & AlUL77-FAMILYBUILDING CHECKLIS't'FOR,!;IiB,,IfITT?IL REQUIRE. -VENTS PROJECT ADDRESS (Street, Suite 4, Cit-*, State, zip): Parcel 9: 2Z,q 0 � V,/ A �2 2 = r; Vo 62 2 Q a C2 - - -12- Subdivision/Lot 4: Project Valuation: S 4 -7 c) C) APPLICANI': Phone: 4Z_5 IFF1 Q 339 -� I Fax: - Address (Street. City, State, Zip): --f-71eSLAiE2_LqE_ Ale QLLLAJDWA��3 E-Mail Address: J'ROPERTV ON NER: Phone: Fax: Address (Street, City. State. Zip): C -1 [P -5 J?r b VA eZ3 I j,_SL-Al - E-Mail Address: +e- r 1) V') P_ 0 r P C M LE,NDING AGENCY: 1 L?ALj V- Phone: 'A55 9'�*Q Fax: zl�� ar2 12940 Address (Street, City. State. Zip): E-Mail Address: > rS- �� -r #��Q Y25_LLT-_\/VF= \NA 'Ri"005 JI]it I TH 5 whal + t-g bov\ L. com CONTRACTOR-* (OR-P NAIL 6U611-21L,20 Phone: Fax: Address (Street. City. State, Zip): L A fz- e- �4 E V-4 O-LML) VVA I E-Mail Address WA State License #/Exp. Date: *Contractor n7US1 have a valid CitY of h,'(finoncls business license prior lo "�L a(--la2 1A, LILLI City Business License 411",xp, Date., doing work in the City. Conface 1he Cin, Clerk's 0j:1-ke ai 425.775.2.525 T16D DETAIL T14L SCOPE OF WORK: LD C- f- 0 �-_E K T i F e,)X ]PRO POSED NEW SQUARE FOOTAGE FOR THIS PROJECT: I st Floor: -7 F-)V _sq. ft. 2"' Floor: o4 L) ---_sq. ft.— 'd 3 Floor: S�. 11. Basenient: s2. ft. Gar;ge: ___ sq. ft. Deck,Cvrd Porch: sq. ft. Other: sq. ft. � Retaining Wall; YesLj No Fire Sprinklers: Yes rX_� No Lj Occupancy Group(s): EL��!25V�rd OCCUpant Load(s): Type(s) of Construction: WMENNEMEME&_ Grading.-Cut_cu.yds. ' Fill cu.vds. I Cut/Fill iii Critical Area: Yes Lj ___ _No I declare underpetralf), of1jerjuty laws that the itt rination I have provided on thisforittlapplication 00 is true, correct and conyVele, and that I am the propert), owner or diit�, authorized ogent qfthe properi)! owner to submit aperinit application to the City of Ednioads. Owner [AAgent/0thcrE Print Name: M /4 U, [\A I tr-- (speci fy): Signature: Date: /2-?- / I,-; I f 4 FORM E L:�,BUILDING DIVISION FILCS�OONE & x-Rrred to I. -Building -New d&cTonn E 2014,docx Upd3tcd: 111712014 Appliance Type AC Unit BTUs: Appliance/Equipment Information (new and relocated) Total 4 Location(s): Furnace BTUs: -- Location(s): Water Heater BTUsf,�\G 112�0, Location(s)A-2- V1\N1 ry— Boiler BTUs: Locatiou(s): Other; BTUS: _ Location(s): Fireplacelinsert BTUs: Location(s), Stove/Range/Oven Dryer Outdoor BBQ —J TOTAL OUTLETS PLUMBING FIXTURE COUNT Fixture Type (newand relocated) Total # Fixture Type (new and relocated) Total Water Closet (Toilet) Pressure Reduction Valve/Pressure Regulator Sink (kitchen,111undn.12VOOM hRr,eYtWAS1], Cie-) 7� Water Service Line Tub/Shower Fountain Dishwasher 4- _Drinking Clothes Washer Hose Bib Backflow Prevention Device (<,.g. RHPA, DCDA, ANT) Water Heater Tankless? Ves E No Hydronic Heat in: Floor will Floor Drain/bloor Sink O(her- Refrigerator water supply (for waterlicedispenser) Other, FORM E LABUILDING DIVISION FammNE & x-ferred to L-Building-New driveM-omi E 2014.docx Updated, 1/17/2014 H J.C. Mc DONNELL ENGINEERING, P.C. Consulting Civil Engineers 6608-216th St. SW #306 Mountlake Terrace, WA. 98082 Stormwater Polftution Prevention Plan'C'77 CaPY For Prepared For: Northwest Regional Office 3190- 160" Avenue SE Bellevue, WA 98008-5452 425-649-7000 Owner: Developer Mr. Mark Cummings Mr. Mark Cummings Slater Homes Corp. Same 9718 Slater Ave. NE. 9718 Slater Ave. NE Kirkland, WA. 98033 Kirkland, WA. 98033 425 330-7440 425 330-7440 DEC 2 8 2017 DEVELOPMENT SERVICES COUNTER Operator/Contractor To Be Determined Project Site Location: 20904 — 72ND Ave. W., Edmonds, WA PFN.- The proposed project is an existing Single -Family Lot located at 20904 — 72ND Ave. W., in Edmonds, WA. The property is in the southeast quadrant of Section 12, Township 26 N and Range 4E in Edmonds, Snohomish County, Washington. Certified Erosion and Sediment Control Lead Dean Furr, PE, CESCL OR OTHER 425 744-0916 SWPPP Prepared By J.C. McDonnell Engineering PC 6608 216' ST SW#806 Mountlake Terrace, WA 425-744-0916 Issue Date: October 18,2017 Project Construction Date: APR 1, 2018 — OCT 1, 2018 J.C. Mc DONNELL ENGINEERING, P.C. Consulting Civil Engineers 6608-216 th St. SW #306 Mountlake Terrace, WA. 98082 Stormwater Polluflon Prevenflon Plan For Prepared For: Northwest Regional Office 3190- 160"' Avenue SE Bellevue, WA 98008-5452 425-649-7000 Owner: Mr. Mark Cummings Slater Homes Corp. 9718 Slater Ave. NE. Kirkland, WA. 98033) 425 330-7440 Developer Mr. Mark Cummings Same 9718 Slater Ave. NE Kirkland, WA. 98033 425 330-7440 Operator/Contractor To Be Determined Project Site Location: 20904 — 72ND Ave. W., Edmonds, WA PFN. The proposed project is an existing Single -Family Lot located at 20904 — 7211 Ave. W., in Edmonds, WA. The property is in the southeast quadrant of Section 12, Township 26 N and Range 4E in Edmonds, Snohomish County, Washington. Certified Erosion and Sediment Control Lead Dean Furr, PE, CESCL OR OTHER 425 744-0916 SWPPP Prepared By J.C. McDonnell Engineering PC 6608 2166 ST SW#806 Mountlake Terrace, WA 4ZD- [44-UV 10 Issue Date: October 18, 2017 Project Construction Date: APR 1, 2018 — OCT 1, 2018 Cummings 4-plex Storm SWPPP 10.18.17 I hereby state that this Construction Stormwater Pollution Prevention Plan for Edmonds 4-Unit @ 20904 — 72" Ave. W., in Edmonds has been prepared by me or under my supervision and meets the standard of care and expertise, which is usual and customary in this community for professional engineers. I understand that Pierce County does not and will not assume liability for sufficiency, suitability or performance of Construction SWPPP BMP's prepared by me. Cummings 4-plex Storm SWPPP 10.18.17 Table of Contents 1.0 Introduction ..................................................................... ............................................ 1 2.0 Description ........................................................................................................................... 3 2.1 Existing Conditions .......................................................................................................... 3 2.2 Proposed Construction Activities ...................................................................................... 3 2.3 Construction Phasing And Bmp Implementation ............................................................ 5 3.0 Construction Stormwater BMPs ........................................................................................... 5 4.0 Construction Phasing and BMP Implementation ............................................................... 15 5.0 Pollution Prevention Team ........................................................................................... 6 ..... 16 6.0 Site Inspections and Monitoring ......................................................................................... 17 7.0 Stormwater Quality Monitoring .......................................................................................... 18 8.0 Reporting and Recordkeeping ............................................................................................ 21 Recordkeeping...................................................................................................................... 21 Reporting............................................................................................................................... 21 AppendixA - Site Plans ........................................................................................................ 23 Appendix B - Construction BMPs ........................................................................................ 24 AppendixC - Alternative BMPs ........................................................................................... 25 Appendix D - General Permit ............................................................................................... 26 Appendix E - Site Inspection Forms (and Site Log) ............................................................. 27 Cummings 4-plex Storm SWPPP 10.18.17 1.0 Introduction The proposed site is a developed, 7,798 sf, residential lot located at 20904 — 72ND Ave. W., Edmonds, WA. The site is bound to the north by the Turnberry Lane Condominiums, 72 nd Ave. W. to the east, residential house to the south and an undeveloped "vacant land" to the west. Currently, the site has a single-family house, concrete patio and gravel driveway approximately 2,500sf impervious surface. The site vegetation is mostly grass and typical urban landscaping, The site slopes at 3.9% downgradient in a southwest direction. Construction activities will include excavation, grading, installation of utilities, and construction of the single-family units. The purpose of this SWPPP is to describe the proposed construction activities and all temporary and permanent erosion and sediment control (TESC) measures, pollution prevention measures, inspection/monitoring activities, and record keeping that will be implemented during the proposed construction project. The objectives are to: I Implement Best Management Practices (BMPs) to prevent erosion and sedimentation, and to identify, reduce, eliminate, or prevent stormwater contamination and water pollution from construction activity. 2. Prevent violations of surface water quality, ground water quality of sediment management standards. 3. Prevent, during the construction phase, adv se water quality impacts including impacts on beneficial uses of the receiving water by controlling peak flow rates and volumes of stormwater runoff at the Permittee's outfalls and downstream of the outfalls. This SWPPP was prepared using the Ecology SWPPP template downloaded from the Ecology website. This SWPPP was prepared based on the requirements set forth in the Construction Stormwater Permit, Stormwater Management Manual for Western Washington (SWMMWW 2014). The report is divided into seven main sections with several appendices that include stormwater related reference materials. The topics presented in each of the main sections are: Section I - Introduction. This section provides a summary description of the project and the organization of the SWPPP document. Section 2 - Site Description. This section provides a detailed description of the existing site conditions, proposed construction activities and calculated stormwater flow rates for existing conditions and post -construction conditions. Section 3 - Construction BMPs. This section provides a detailed description of the BMPs to be implemented based on the 13 required elements of the SWPPP (SWMMWW 2005) Section 4 - Construction Phasing and BMP Implementation. This section provides a description of the timing of the BMP implementation in relation to the project schedule. Page I Cummings 4-plex Storm SWPPP 10.18.11, Section 5 - Pollution Prevention Team. This section identifies the appropriate contact names (emergency and non -emergency) monitoring personnel and the onsite temporary erosion and sedimentation control inspector. Section 6 - Inspection and Monitoring. This section provides a description of the inspection and monitoring requirements such as the parameters of concern to be monitored sample locations, sample frequencies, and sampling methods for all stormwater discharge locations from the site. Section 7 - Recordkeeping. This section describes the requirernents for documentation of the BMP implementations, site inspections, monitoring results, and changes to the implementation of certain BMPs due to site factors experienced during construction. Supporting documentation and standard forms are provided in the following Appendices: Appendix A - Site Plans Appendix B - Construction BMPS Appendix C - Alternative Construction BMP List Appendix D - General Permit Appendix E - Site Log and Inspection Forms Appendix F - Engineering Calculations Cummings 4-plex Storm SWPPP 10.18.17 2.0 Description 2.1 Existing Conditions The project proposes to construct a 4-unit apartment building, asphalt driveway/parking, trash enclosure, stormwater infiltration facility and drainage, underground utilities and landscaping. Additionally, the city requires that the project provide frontage improvements that consist of curb/gutter/sidewalk along the parcels 72nd Ave. W. right-of-way line. A depressed concrete gutter will be constructed across the proposed driveway entrance to convey the road flowline stormwater to a downstream catch basin near the southeast property corner. The Subject property has a total net area of 0.18 acres. The project consists of 4 new attached single-family apartment units. Construction activities will include excavation, grading, installation of utilities, and construction of the residential units. A geotechnical investigation of the site was performed by Cobalt Geosciences dated September 25, 2017. The subsurface investigation consisted of two test pits on the east side of the parcel (TP- I and TP-2 respectively) and two hand dug pits in the west side of the parcel (HB- I and HB-2). TP- I and TP-2 encountered 6-10 inches of topsoil, underlain by 3 to 4.5 feet of loose to medium grained sand with organic debris and silt. This layer is underlain by medium dense to dense, fine medium grained sand with trace gravel and silt (Outwash component), which continued to the termination depth of the test pits. Hand borings, HB-1 and HB-2, encountered 8 inches of grass and topsoil underlain by 2 feet of loose, silty -fine to medium grained sand with gravel underlain by medium to dense, silty -fine to medium grained sand with gravel (Glacial Till), which continued to the termination depth of 4 feet. Overall, the site consists of Vashon Glacial Till and Vashon Advance Outwash. This soil type has a slow runoff potential and the hazard of water erosion is medium. Slopes on the project site range from zero to twenty percent. Runoff from the site naturally flows westerly into the adjacent property. There are no wetlands onsite. Detention/100 % Infiltration for the site will be provided in Stormtech SC-740 structures with supporting gravel beds. Surrounding property will be protected per the City of Edmonds (COE) Construction Standards. 2.2 Proposed Construction Activities This project will include 4 new attached units. The subject property has total area of approximately 0. 18 acres. Construction activities will include excavation, grading, installation of utilities, and construction of the detached units. Stormwater will be detained onsite as indicated and then released into the site soils with an emergency overflow to the storm drainage network. Construction activities will include site preparation, TESC installation, excavation for the building foundations, poured concrete foundations, site -wide grading, and asphalt paving. Page 3 Cummings 4-plex Storm SWPPP 10.1.8.17 The following summarizes details regarding the site areas: Total site area: . Percent impervious area before construction: 32% 0 Percent impervious area after construction: 60% 0 Disturbed area during construction: * Disturbed area that is characterized as impervious 7,700 SF 0 o IE access roads, staging, parking 2-year stormwater runoff peak flow prior to construction (existing) 0.0031 CFS 0 1 0-year stormwater runoff peak flow prior to construction (existing)= 0.0062 CFS 0 2-year stormwater runoff peak flow during construction 0.03 CFS 0 1 0-year stormwater runoff peak flow during construction: 0.05 CFS 0 2-year stormwater runoff peak flow after construction 0.0 CFS 0 1 0-year stormwater runoff peak flow after construction 0.0 CFS All Ston-nwater flow calculations are provided in Appendix F: Full Drainage Report Cummings 4-plex Storm SWPPP 10,18.17 3.0 Construction Phasing and BMP Implementation The BMP implementation schedule will be driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP, implementation schedule. This list contains key milestones such as wet season construction. The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that related to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is from May I to September 30 and the wet season is from October I to April 30. • Install stabilized construction entrance: 04/01/18 • Begin Clearing and Grubbing: 04/01/18 The construction sequence for this project is provided on the TESC Plan as part of the Drainage Plans. The project is likely to be constructed under a single phase, however, the contractor is encouraged to phase the project as much as feasible, making sure to stabilize portions of the site that are to be unworked for significant periods of time. - A construction schedule has not yet been established. The owner and contractor shall discuss the project schedule with the City at or before the preconstruction conference to determine the best way to mitigate any wet -season construction concerns 4.0 Construction Stormwater BMPs The 13 BNIP Elements Element 41 - Mark Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land -disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for this project include: * High Visibility Plastic or Metal Fence (BMP C103) Or * Silt Fence (BMP C233) Fence will be installed at the clearing limits prior to construction. Alternate BMPs for marking clearing limits are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or. inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). Page 5 Cummings 4-plex Storm SWPPP 10.18.17 To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. Element 92 - Establish Construction Access Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: 0 Stabilized Construction Entrance (BMP C105) Stabilized construction entrance will be installed prior to construction. Alternate construction access BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. Element 43 - Control Flow Rates To protect the properties and waterways downstream of the project site, stormwater discharges from the site will be controlled. The specific BMPs for flow control that MAY be used on this project include: Temporary Sediment Trap (BMP C240) Temporary Sediment Trap will be installed prior to construction for Winter Construction as needed. Alternate flow control BMPs are included in Appendix C as a quick reference tool for the onsite Inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, the project must comply with Minimum Requirement 7 (Ecology 2012). Cummings 4-plex Storm SWPPP 10.18.17 In general, discharge rates of stormwater from the site will be controlled where increases in impervious area or soil compaction during construction could lead to downstream erosion, or where necessary to meet local agency stormwater discharge requirements (e.g. discharge to 1combined sewer systems), Element #4 - Install Sediment Controls All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site or prior to being discharged to an infiltration facility. The specific BMPs to be used for controlling sediment on this project include: - Silt Fence (BMP C233) Silt fence will be installed at the base of all slopes which have the potential to produce runoff. Alternate sediment control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. In addition, sediment will be removed from paved areas in and adjacent to construction work areas manually or using mechanical sweepers, as needed, to minimize tracking of sediments on vehicle tires away from the site and to minimize washout of sediments from adjacent streets in runoff. Whenever possible, sediment laden water shall be discharged into onsite, relatively level, vegetated areas (BMP C240 paragraph 5, page 4-102). In some cases, sediment discharge in concentrated runoff can be controlled using permanent stormwater BMPs (e.g., infiltration swales, ponds, trenches). Sediment loads can limit the effectiveness of some permanent stormwater BMPs, such as those used for infiltration or biofiltration; however, those BMPs designed to remove solids by settling (wet ponds or detention ponds), can be used during the construction phase. When permanent stormwater BMPs will be used to control sediment discharge during construction, the structure will be protected from excessive sedimentation with adequate erosion and sediment control BMPs. Any accumulated sediment shall be removed after construction is complete and the permanent stormwater BMP will be re -stabilized with vegetation per applicable design requirements once the remainder of the site has been stabilized. The following BMPs will be implemented as end -of -pipe sediment controls as required to meet permitted turbidity limits in the site discharge(s). Prior to the implementation of these technologies, sediment sources and erosion control and soil stabilization BMP efforts will be maximized to reduce the need for end -of -pipe sedimentation controls. Page 7 Cummings 4-plex Storm SWPPP 10.18.17 0 Temporary Sediment Pond (BMP C24 1) 0 Construction Stormwater Filtration (BMP C25 1) E Construction Stormwater Chemical Treatment (BMP C 250) (implemented only with prior written approval from Ecology). Element 45 - Stabilize Soils Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. The specific BMPs for soil stabilization that shall be used on this project include: c Temporary and Permanent Seeding (BMP C120) o Mulching (BMP C121) o Plastic Covering (BMP C123) Soil will be stabilized throughout the duration of the project. Alternate soil stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west* of the Cascade Mountain Crest. As such, no soils shall remain exposed and unworked for more than 7 days during the dry season (May I to September 30) and 2 days during the wet season (October I to April 30). Regardless of the time of year, all soils shall be stabilized at the end of the shift before a holiday or weekend if needed based on weather forecasts. In general, cut and fill slopes will be stabilized as soon as possible and soil stockpiles will be temporarily covered with plastic sheeting. All stockpiled soils shall be stabilized from erosion, protected with sediment trapping measures, and where possible, be located away from storm drain inlets, waterways, and drainage channels. Element 46 - Protect Slopes All cut and fill slopes will be designed, constructed, and protected in a manner than minimizes erosion. The following specific BMPs will be used to protect slopes for this project: Cummings 4-plex Storm SWPPP 10.18.17 - Temporary and Permanent Seeding (BMP C120) Unstable slopes will be protected throughout the duration of the project. Alternate slope protection BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or ,inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. Element #7 - Protect Drain Inlets All storm drain inlets and culverts made operable during construction shall be protected to prevent unfiltered or untreated water from entering the drainage conveyance system. However, the priority is to keep all access roads clean of sediment and keep street wash water separate from entering storm drains until treatment can be provided. Storm Drain Inlet Protection (BMP C220) will be implemented for all drainage inlets and culverts that could potentially be impacted by sediment -laden runoff on and near the prqJJect site. The following inlet protection measures will be applied on this project: 9 Excavated Drop Inlet Protection Block and Gravel Drop Inlet Protection Gravel and Wire Drop Inlet Protection 9 Catch Basin Filters Alternative BMP not included in the SWMMWW (2005) or SWMMEW (2004) Culvert Inlet Sediment Trap Alternative BMP not included in the SVR�WW (2005) or SWMMEW (2004) If the BMP options listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D), or if no BMPs are listed above but deemed necessary during construction, the Certified Erosion and Sediment Control Lead shall implement one or more of the alternative BMP inlet protection options listed in Appendix C. Element #8 - Stabilize Channels and Outlets Where site runoff is to be conveyed in channels, or discharged to a stream or some other natural drainage point, efforts will be taken to prevent downstream erosion. The specific BMPs for channel and outlet stabilization that shall be used on this project include: - BMPs to be implemented Page 9 Cummings 4-plex Storm SWPPP 10.18.17 Channels will be protected per DOE BMP C209. Alternate channel and outlet stabilization BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Permit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. The project site is located west of the Cascade Mountain Crest. As such, all temporary on -site conveyance channels shall be designed, constructed, and stabilized to prevent erosion from the expected peak 10-minute velocity of flow from a Type I A, 10-year, 24-hour recurrence interval storm for the developed condition. Alternatively, the I 0-year, I -hour peak flow rate indicated by an approved continuous runoff simulation model, increased by a factor of 1.6, shall be used. Stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent streambanks, slopes, and downstream reaches shall be provided at the outlets of all conveyance systems. Element #9 - Control Pollutants All pollutants, including waste materials and demolition debris, that occur onsite shall be handled and disposed of in a manner that does not cause contamination of stormwater. Good housekeeping and preventative measures will be taken to ensure that the site will be kept clean, well -organized, and free of debris. If required, BMPs to be implemented to control specific sources of pollutants are discussed below. Vehicles, construction equipment, and/or petroleum product storage/dispensing: I All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. " Oil -site fueling tanks and petroleum product storage containers shall include secondary containment. I Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. To perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Concrete and grout: Cummings 4-plex Storm SWPPP 10.18.17 m Process water and slurry resulting from concrete work will be prevented from entering the waters of the State by implementing Concrete Handling measures (BMP C151). The facility does not require a Spill Prevention, Control, and Countermeasure (SPCC) Plan under the Federal regulations of the Clean Water Act (CWA). Element #10 - Control Dewatering There will be no dewatering as part of this construction project. Alternate dewatering control BMPs are included in Appendix C as a quick reference tool for the onsite inspector in the event the BMP(s) listed above are deemed ineffective or inappropriate during construction to satisfy the requirements set forth in the General NPDES Pen -nit (Appendix D). To avoid potential erosion and sediment control issues that may cause a violation(s) of the NPDES Construction Stormwater permit (as provided in Appendix D), the Certified Erosion and Sediment Control Lead will promptly initiate the implementation of one or more of the alternative BMPs listed in Appendix C after the first sign that existing BMPs are ineffective or failing. Element 411 - Maintain BMPs All temporary and permanent erosion and. sediment control BMPs shall be maintained and repaired as needed to assure continued perfon-nance of their intended function. Maintenance and repair shall be conducted in accordance with each Bmp's specification. Visual monitoring of the BMPs will be conducted at least once every calendar week and within 24 hours of any rainfall event that causes a discharge from the site. If the site becomes inactive, and is temporarily stabilized, the inspection frequency will be reduced to once every month. All temporary erosion and sediment control BMPs shall be removed within 30 days after the final site stabilization is achieved or after the temporary BMPs are no longer needed. Trapped sediment shall be removed or stabilized on site. Disturbed soil resulting from removal of BMPs or vegetation shall be permanently stabilized. Element #12 - Manage the Project Erosion and sediment control BMPs for this project have been designed based on the following principles: Design theproject to fit the existing topography, soils, and drainage patterns. I Emphasize erosion control rather than sediment control. I Minimize the extent and duration of the area exposed. Page 11 00 Cummings 4-plex Storm SWPPP 10.18.17 0 0 Keep runoff velocities low. Retain sediment on site. ' Thoroughly monitor site and maintain all ESC measures. 0 Schedule major earthwork during the dry season. In addition, project management will incorporate the key components listed below: As this project site is located west of the Cascade Mountain Crest, the project will be managed according to the following key project components: Phasing of Construction The construction project is being phased to the extent practicable to prevent soi I erosion, and, to the maximum extent possible, the transport of sediment from the site during construction. Revegetation of exposed areas and maintenance of that vegetation shall be an integral part of the clearing activities during each phase of construction, per the Scheduling BMP (C 162). Seasonal Work Limitations from October I through April 30, clearing, grading, and other soil disturbing activities shall only be permitted if shown to the satisfaction of the local permitting authority that silt -laden runoff will be prevented from leaving the site through a combination of the following: Site conditions including existing vegetative coverage, slope, soil type, and proximity to receiving waters; and 11 Limitations on activities and the extent of disturbed areas; and 11 Proposed erosion and sediment control measures. Based on the information provided and/or local weather conditions, the local permitting authority may expand or restrict the seasonal limitation on site disturbance. "'the following activities are exempt from the seasonal clearing and grading limitations: 0 Routine maintenance and necessary repair of erosion and sediment control BMPs; 711 Cummings 4-plex Storm SWPPP 10.18.17 , Routine maintenance of public facilities or existing utility structures that do not expose the soil or result in the removal of the vegetative cover to soil; and El Activities where there is 100 percent infiltration of surface water runoff within the site in approved and installed erosion and sediment control facilities. Coordination with Utilities and Other Jurisdictions 0 Care has been taken to coordinate with utilities, other construction projects, and the local jurisdiction in preparing this SWPPP and scheduling the construction work. Inspection and Monitoring 0 All BMPs shall be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections shall be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. 0 This person has the necessary skills to: 0 Assess the site conditions and construction activities that could impact the quality of stormwater, and El Assess the effectiveness of erosion and sediment control measures used to control the quality of stormwater discharges. 0 A Certified Erosion and Sediment Control Lead shall be on -site or on -call always. Whenever inspection and/or monitoring reveals that the BMPs identified in this SWPPP are inadequate, due to the actual discharge of or potential to discharge a significant amount of any pollutant, appropriate BMPs or design changes shall be implemented as soon as possible. Maintaining an Updated Construction SWPPP * This SWPPP shall be retained on -site or within reasonable access to the site. 0 The SWPPP shall be modified whenever there is a change in the design, construction, operation, or maintenance at the construction site that has, or co uld have, a significant effect on the discharge of pollutants to waters of the state. N The SWPPP shall be modified if, during inspections or investigations conducted by the owner/operator, or the applicable local or state regulatory Page 13 Cummings 4-plex Storm SWPPP 10.18.17 authority, it is determined that the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site. The SWPPP shall be modified as necessary to include additional or modified BMPs designed to correct problems identified. Revisions to the SWPPP shall be completed within seven (7) days following the inspection. Element 913 — LID Protection The proposed infiltration gallery area will be fenced with silt and high visibility construction fence during the first phases of construction to restrict heavy construction equipment from over compacting the sub -surface soil. During the infiltration gallery construction, it is recommended that a track hoe be used to scrape the soil out the infiltration pit and finally scarify the bottom infiltrative surface. A note on the plans directs the contractor to protect the infiltrative surface from receiving turbid surface water. Cummings 4-plex Storm SWPPP 10.18.17 4.0 Construction Phasing and BNIP Implementation The BMP implementation schedule will be driven by the construction schedule. The following provides a sequential list of the proposed construction schedule milestones and the corresponding BMP implementation schedule. This list contains key milestones such as wet season construction. The BMP implementation schedule listed below is keyed to proposed phases of the construction project, and reflects differences in BMP installations and inspections that related to wet season construction. The project site is located west of the Cascade Mountain Crest. As such, the dry season is from May I to September 30 and the wet season is from October I to April 30. Install stabilized construction entrance: 04/01/18 Begin clearing and Gru bbing: 04/01/18 The project is likely to be constructed under a single phase, however, the contractor is encouraged to phase the project as much as feasible, making sure to stabilize portions of the site that are to be unworked for significant periods of time. A construction schedule has not yet been established. The owner and contractor shall discuss the project schedule with the City at or before the preconstruction conference to determine the best way to mitigate any wet -season construction concerns. Page 15 Cummings 4-plex Storm SWPPP 10.18.17 5.0 Pollution Prevention Team Roles and Responsibilities The pollution prevention team consists of personnel responsible for implementation of the SWPPP, including the following: E Certified Erosion and Sediment Control Lead (CESCL) - primary contractor contact, responsible for site inspections (BMPs, visual monitoring, sampling, etc.); to be called upon in case of failure of any ESC measures. 0 Resident Engineer - For projects with engineered structures only (sediment ponds/traps, sand filters, etc.): site representative for the owner that is the project's supervising engineer responsible for inspections and issuing instructions and drawings to the contractor's site supervisor or representative 0 Emergency Ecology Contact - individual to be contacted at Ecology in case of emergency. B Emergency Owner Contact - individual that is the site owner or representative of the site owner to be contacted in the case of an emergency. N Non -Emergency Ecology Contact - individual that is, the site owner or representative of the site owner than can be contacted if required. 0 Monitoring Personnel - personnel responsible for conducting water quality monitoring; for most sites, this person is also the Certified Erosion and Sediment Control Lead. Team members Names and contact information for those identified as members of the pollution prevention team are nmvided in the ffillowing table. Title Name(s) Phone Number Certified Erosion and Sediment Control Lead (CESCL) TBD - Project Engineer J.C. McDonnell (425) 744-0916 Emergency Ecology Contact Mark Henley (425) 649-7033 Emergency Owner Contact Mark Cummings (425) 890-3397 Non -Emergency Ecology Contact Ryan Albrecht (425) 242-2650 Monitoring Personnel (425) Cummings 4-plex Storm SWPPP 10.18.17 6.0 Site Inspections and Monitoring Monitoring includes visual inspection, monitoring for water quality parameters of concern, and documentation of the inspection and monitoring findings in a site log book. A site log book will be maintained for all on -site construction activities and will include: 0 A record of the implementation of the SWPPP and other permit requirements; R Site inspections; and, 0 Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. This SWPPP may function as the site log book if desired, or the forms may be separated and included in a separate site log book. However, if separated, the site log book but must be maintained on -site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. Site Inspection All BMPs will be inspected, maintained, and repaired as needed to assure continued performance of their intended function. Site inspections will be conducted by a person who is knowledgeable in the principles and practices of erosion and sediment control. The onsite inspector will have the skills to assess the potential for water quality impacts because of the type of construction activities occurring on site, and the knowledge of the appropriate and effective ESC measures needed to control the quality of stormwater discharges. Site inspection will occur in all areas disturbed by construction activities and at all stormwater discharge points. Stormwater will be examined for the presence of suspended sediment, turbidity, discoloration, and oily sheen. The site inspector will evaluate and document the effectiveness of the installed BMPs and determine if it is necessary to repair or replace an)' of the BMPs to improve the quality of stormwater discharges. All maintenance and repairs will be documented in the site log book or forms provided in this document. All new BMPs or design changes will be documented in the SWPPP as soon as possible. Site Inspection Frequency Site inspections will be conducted at least once a week and within 24 hours following any rainfall event which causes a discharge of stormwater from the site. For sites with temporary stabilization measures, the site inspection frequency can be reduced to once every month. Site Inspection Documentation The site inspector will record each site inspection using the site log inspection forms provided in Appendix E. The site inspection log forms may be separated from this SWPPP document, but will be maintained on -site or within reasonable access to the site and be made available upon request to Ecology or the local jurisdiction. Page 17 Cummings 4-plex Storm SWPPP 10.18.17 7.0 Stormwater Quality Monitoring The proposed site development may have a specific water quality requirement, if the site discharges to a water body listed as impaired under Section 303(d) of the Clean Water Act. The following text describes the site -specific monitoring for the proposed development. Turbidity Sampling Monitoring requirements for the proposed project will include either turbidity or water transparency sampling to monitor site discharges for water quality compliance with the 2005 Construction Stormwater General Permit (Appendix D). Sampling will be conducted at all discharge points at least once per calendar week. Turbidity or transparency monitoring will follow the analytical methodologies described in Section S4 of the 2005 Construction Stormwater General Permit (Appendix D). The key benchmark values that require action are 25 NTU for turbidity (equivalent to 32 cm transparency) and 250 NTU for turbidity (equivalent to 6 cm transparency). If the 25 NTU benchmark for turbidity (equivalent to 32 cm, transparency) is exceeded, the following steps will be conducted: Ensure all BMPs specified in this SWPPP are :Installed and functioning as intended. 2. Assess whether additional BMPs should be implemented, and document revisions to the SWPPP as necessary. Sample discharge location daily until the analysis results are less than 25 NTU (turbidity) or greater than 32 cm (transparency). If the turbidity is greater than 25 NTU (or transparency is less than 32 cm) but less than 250 NTU (transparency greater than 6 cm) for more than 3 days, additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark value. Additional treatment BMPs to be considered will include, but are not limited to, off -site treatment, infiltration, filtration and chemical treatment. If the 250 NTU benchmark for turbidity (or less than 6 cm transparency) is exceeded at any time, the following steps will be conducted: 1. Notify Ecology by phone within 24 hours of analysis (see Section 5.0 of this SWP`PP for contact information). 2. Continue daily sampling until the turbidity is less. than 25 NTU (or transparency is greater than 32 cm). 3. Initiate additional treatment BMPs such as off -site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. Page 18 Cummings 4-plex Storm SWPPP 10.18.17 4. Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance. 5. Describe inspection results and remedial actions taken in the site log book and in monthly discharge monitoring reports as described in Section 7.0 of this SWPPP. Turbidity Sampling Monitoring requirements for the proposed project will include turbidity sampling to monitor site discharges for water quality compliance with the 2005 Construction Stormwater General Permit (Appendix D). Sampling will be conducted at all site discharge points at least once per calendar week. Turbidity monitoring will follow the analytical methodologies described in Section S4 of the 2016 Construction Stormwater General Permit (Appendix D). The key benchmark values that require action include 25 NTU and 250 NTU for turbidity. If the 25 NTU benchmark for turbidity is exceeded, the following steps will be conducted: Ensure all BMPs specified in this SWPPP are installed and functioning as intended. 2. Assess whether additional BMPs should be implemented and revise the SWPPP as necessary. Sample the discharge location daily until the analysis results are less than 25 NTU (turbidity) or 32 cm (transparency). If the turbidity is greater than 25 NTU but less than 250 NTU for more than 3 days, additional treatment BMPs will be implemented within 24 hours of the third consecutive sample that exceeded the benchmark value. Additional treatment BMPs will include, but are not limited to, off -site treatment, infiltration, filtration and chemical treatment. If the 250 NTU benchmark for turbidity is exceeded at any time, the following steps will be conducted: Notify Ecology by phone within 24 hours of analysis. 2. Continue daily sampling until the turbidity is less than 25 NTU. 3. Initiate additional treatment BMPs such as off -site treatment, infiltration, filtration and chemical treatment within 24 hours of the first 250 NTU exceedance. 4. Implement additional treatment BMPs as soon as possible, but within 7 days of the first 250 NTU exceedance. 5. Describe inspection results and remedial actions that are taken in the site log book and in monthly discharge monitoring reports. Page 19 Cummings 4-plex Storm SWPPP 10.18.17 pH Sampling Stormwater runoff will be monitored for pH starting on the first day of any activity that includes more than 40 yards of poured or recycled concrete, or after the application of "Engineered Soils" such as, Portland cement treated base, cement kiln dust, or fly ash. This does not include fertilizers. For concrete work, pH monitoring will start the first day concrete is poured and continue until 3 weeks after the last pour. For engineered soils, the pH monitoring period begins when engineered soils are first exposed to precipitation and continue until the area is fully stabilized. Stormwater samples will be collected daily from all points of discharge from the site and measured for pH using a calibrated pH meter, pH test kit, or wide range pH indicator paper. If the measured pH is 8.5 or greater, the following steps will be conducted: I . Prevent the high pH water from entering storm drains or surface water. 2. Adjust or neutralize the high pH water if necessary using appropriate technology such as CO2 sparging (liquid or dry ice). 3. Contact Ecology if chemical treatment other than CO2 sparging is planned.6.2.2 pH Sampling Stormwater runoff will be monitored for pH starting on the first day of any activity that includes more than 40 yards of poured or recycled concrete, or after the application of "Engineered Soils" such as, Portland cement treated base, cement kiln dust, or fly ash. This does not include fertilizers. For engineered soils, the pH monitoring period begins when engineered soils are first exposed to precipitation and continue until the area is fully stabilized. Stormwater samples will be collected daily from all points of discharge from the site and measured for pH using a calibrated pH meter, pH test kit, or wide range pH indicator paper. If the measured pH is 8.5 or greater, the following steps will be conducted: Prevent the high pH water from entering storm drains or surface water. 2. Adjust or neutralize the high pH water if necessary using appropriate technology such as CO2 sparging (liquid or dry ice). 3. Contact Ecology if chemical treatment other than CO2 sparging is planned. Page 20 Cummings 4-plex Storm SWPPP I 1 0. 18.17 8.0 Reporting and Recordkeeping Recordkeeping Site Log Book A site log book will be maintained for all on -site construction activities and will include: A record of the implementation of the SWPPP and other permit requirements; Site inspections; and, 8 Stormwater quality monitoring. For convenience, the inspection form and water quality monitoring forms included in this SWPPP include the required information for the site log book. The site log book will be maintained within this document. Records Retention Records of all monitoring information (site log book, inspection reports/checklists, etc.), this Stormwater Pollution Prevention Plan, and any other documentation of compliance with permit requirements will be retained during the life of the construction project and for a minimum of three years following the termination of permit coverage in accordance with permit condition S 5.C. Access to Plans and Records The SWPPP, General Permit, Notice of Authorization letter, and Site Log Book will be retained on site ,or within reasonable access to the site and will be made immediately available upon request to Ecology or the local jurisdiction. A copy of this SWPPP will be provided to Ecology within 14 days of receipt of a written request for the SWPPP from Ecology. Any other information requested by Ecology will be submitted within a reasonable time. A copy of the SWPPP or access to the SWPPP will be provided to the public when requested in writing in accordance with permit condition S 5. G. Updating the SWPPP In accordance with Conditions S3, S4. B, and S9. B.3 of the General Permit, this SWPPP will be modified if the SWPPP is ineffective in eliminating or significantly minimizing pollutants in stormwater discharges from the site or there has been a change in design, construction, operation, or maintenance at the site that has a significant effect on the discharge, or potential for discharge, of pollutants to the waters of the State. The SWPPP will be modified within seven days of determination based on inspection(s) that additional or modified BMPs are necessary to correct problems identified, and an updated timeline for BMP implementation will be prepared. Reporting Discharge Monitoring Reports Discharge Monitoring Report (DMR) forms will not be submitted to Ecology because water quality sampling is not being conducted at the site. Page 21 Cummings 4-plex Storm SWPPP 10.18.17 Notification of Noncompliance If any of the terms and conditions of the permit are not met, and it causes a threat to human health or the environment, the following steps will be taken in accordance with permit section S5. F: Ecology will be immediately notified of the failure to comply. 2. Immediate action will be taken to control the noncompliance issue and to correct the problem. If applicable, sampling and analysis of any noncompliance will be repeated immediately and the results submitted to Ecology within five (5) days of becoming aware of the violation. A detailed written report describing the noncompliance will be submitted to Ecology within five (5) days, unless requested earlier by Ecology. Permit Application and Changes In accordance with permit condition S 2. A, a complete application form will be submitted to Ecology and the appropriate local jurisdiction (if applicable) to be covered by the General Permit. Page 22 Appendix A - Site Plans �ARCEL. PJM954605305X- !0NE DF Ax-l!E TIFL E, -c'. 7- "D AVEN.' 'E Ass 7 6:86?646- 0144YER. KI �mft RrT WILL', 97.23 1111WE "W T SITE &W12 Q5 3. SLA-1 . . . . . . . ........ : - - .. ......... ELE�11&74 ct 9435 SITE UTILITY PLAN 0 Kf F. DESIGN BY OTHERS C41 blime m ft THIS IS A SKETCH. NOTHING IN THIS VIEW RELA-flNG TO VERIZON, PUD POWER LINES OR OTHER POWERED UTILITIES SHALL BE CONSTRUED AS A DESIGN OF SAID UTILITIES BY J.C. MCDONNELL ENGINEERING, PC. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT THE APPROPRIATE UTILITY OR THE EDMONDS INSPECTOR TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. SWQUAR7XR OFSEC77ON20 TOWNSHM271V RANGE 04E 'Wlj� �;A.l' LO MA EU 1� 00 7 Fri mRs YI, ............. ... ....... ........ ............. ... . . Wm . . . ....... ... ...................... ............ . wl 111111119 . ........... 7.Or It It I ....................... ...................... ....................... U 301 Sr� —1 ------- 4 N w '(6 E s 10 0 10 21 --- agnap'sksw- ?AM 5 AW BROCRMAKAMDA7W.- SCALE 1* - 20011 1. HORIZONTAL DATUM: 2. BASIS OF POSITION: ASSUMED BASED ON EVERGREEN CONDOMINIUMS HELD THE MONUMENT IN THE CENTERLINE OF 72ND AVENUE WEST AT THE AS RECORDED IN VOLUME 60 OF PLATS, PAGES 56 THROUGH 59, SOUTHEAST CORNER OF THE ABOVE NOTED PLAT OF AURORA HEIGHTS. RECORDS OF SNOHOMISH COUNTY, WASHINGTON, SEE MAP FOR PLOTTED LOCATION AND DESCRIPTION. THE FOLLOWING RECORDS WERE ALSO REFERENCED: 3. BASS OF BEARING: A) RECORD OF SURVEY, AS RECORDED LNDER RECORDING NUMBER HELD THE BEARING BETWEEN THE ABOVE NOTED BASIS OF POSITION AND 201409025004, RECORDS OF SNOHOMISH COUNTY. WASHINGTON. THE FOUND MONUMENT AT THE CENTERLINE INTERSECTION ON B) RECORD OF SURVEY AS RECORDED IN VOLUME 49 OF SURVEM 72ND AVENUE WEST AND 208TH STREET SOUTHWEST TO BE PAGES 213, RECORDS OF SNOHOMISH COUNTY. WASHINGTON. N 02'13' 02" W PER DIRECT INVERSE. SEE MAP FOR PLOTTED LOCATION C) PLAT OF AURORA HEIGHTS, ACCORDING TO THE PLAT THEREOF AND DESCRIPTION. RECORDED IN VOLUME 12 OF PLATS, PAGE 120, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. 4. VERTICAL DATUM: ASSUMED D) PLAT OF SEATTLE HEIGHTS DfVSON FOUR, ACCORDING TO THE PLAT MASTER BENCHMARK: THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 11 RECORDS OF THE MONUMENT IN THE CENTERUNE OF 72ND AVENUE WEST AT THE SNOHOWSH COUNTY, WASHINGTON. SOUTHEAST CORNER OF THE ABOVE NOTED PLAT OF E) SNOHOMISH COUNTY ASSESSORS MAP FOR THE SOUTHYIEST AURORA HEIGHTS. SEE MAP FOR PLOTTED LOCATION AND DESCRIPTION. OUARTER OF SECTION 20, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M. ELEVATION = IDO.00 FEET SITE BM#l: NEST RIM OF SANITARY SEWER MA14HOLE OPPOSITE THE SITE 30 FEET SOUTH OF A UTIUTY POLE ON THE EAST SIDE OF 72ND AVENUE MEAMIPULLOTCOMAM WEST A14D 3 FEET EAST OF THE EAST EDGE OF PAVEMENT OF 72NO AVENUE PROPERTY TOTAL AREA- 7,798 SF (0. 179 AC) WEST ELEVATION - 100.11 STRUCTURAL IMPERVIOUS- 2,734 SF PERCENT COVERAGE- 274% SITE BM#2: GOLDSMITH SURVEY CONTROL POINT SLA-1 - SET REBAR AND CAP IN BACK YARD. 18.3 FEET WEST OF THE NORTHWEST HOUSE CORNER AND 71 FEET SOUTH OF A 6 FOOT WOOD FENCE RUNNING ALONG THE lvm NORTH PROPERTY LINE. ELEVATION = 96.74 WATER / SEWER SERVYCE LINE AS SHOWN ARE SCHEMATIC ONLY CONTRACTOR TO FIELD VERIFY LOCATION AND USABILITY OF EXISTING LINES. HEIGHT CALC& COORDINATE WITH ENGINEER. A-96.75 B-07 60 WA 7M AIM SMVM PM VE" C-95*50 D-96.26 CITY OF EDA40NDS AVE GRADE-IM.25 ACTUAL-110.30 V7MffYIYM MA)IJMUM-121.26 1. IF RE-USWG EXISTING SIDE SEWER (FROM PROPERTY LINE TO HOUSE): PROPERTY OWNER MUST HAVE COND17ION VERIFIED AND PROVIDE A REPORT TO THE PUBLIC WORKS DEPARTMENT, 2. F RE -USING EXISTING SEWER LATERAL (rROA4 PROPERTY LINE TO CITY MAIN): CONDITION MUST BE VERIFIED BY PUBLIC WORKS DEPARTMENT, CONIACT EDMONO'S SEWER DIVISION AT 425-771-0236. 3. A ?-INCH METER MAY BE NECESSARY OF FIRE SPRINKLING IS REQUIRED BY THE FIRE MARSHALL. IF FIRE SPRINKLING IS REQUIRED, BLDG SVC LINE ON PROPERTY MUST BE UPSIZED TO 1.5-INCH PARCELAREA 7,798 SF EASTING ROOF= 2.164 SF EXI[STING PAVEMENT- 336 SF PERVIOUS- 7,789 SF PROPOSED ROOF- 2,134 SF PROPOSED PAVING= 2,561 SF LANDSCAPING- 7.798 PROPOSED NEW- 4.695 SF % COVERAGE= 60.2X SWQUAR7ER OFSECITON20TOWNSBY"271V RANGE 04E 9. 0 11P i 1 PN[; A.1f7i'llip NF37 I SIN ONO2 —74 7 lz a Z. JBIr; t a 4R\ v V tBR PROTECT 11ON AREA—"'V'_�� 0 A I f L _Q , �Vr 4, fF" A- Q0N=UCMNmm6vmN= 1. SCHEDULE A PRE -CONSTRUCTION MEETING WTH CITY ENGINEERING DIVISION AT 425- 771-0220. EXT. 1326. TWO DAY (48 HR) NOTICE is REOUIRED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. 3. CALL FOR U71UTY LOCATES. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE. 5. 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. 6. DEMOLISH EXISTING STRUCTURES. 7- ROUGH GRADE SITE AS REOUIRED TO INSTALL DRAINAGE FEATURES. B. CLEAR, GRUB & ROUGH GRADE STE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES ON SHEET CS) 9. INSTALL UTIUTIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS. 13. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE. 14. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION, ALL TEMPORARY EROSON CONTROL MEASURES SHALL BE REMOVED UPON FINAL STE STABILIZATION AND APPROVAL BY CITY INSPECTOR- 0 Krg f. Cd b*N.Vm 4 _-v THE CONTRACTOR SHALL BE RESPONSIBLE FOR AftnWIG THE LOCATION, DMENSONL AND DEPTH OF ALL DUSTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOY. BY POTHOLJNG,THE UTILITIES AND SURVEYNG THE HORIZONTAL AND VERTICAL LOCATION PRIOR $0 CONSTRUCTION. THIS SHALL INCLUDE CALLING UTL17Y LOCATE 9 I-DOD-424-11M AND THEN PoTmouNG ALL or THE EXISTING UTILIVES AT LOCATONS OF NEW UTILITY CROSSINGS To PHYSICALLY VERIFY WHETHER OR NOY CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUDUC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD Occulk THE CONTRACTOR SHALL CONSULT 4C. MCDOMMELL DMEUMOL PC 70 RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING MTN CONSTRUCTION. flo- 1.0 0 10 20 1 bxh - 10 fL CONTRACTOR'S NOTE: SEE SOILS RECOMMENDATION PER SOILS REPORT BY COBALT GEOSCIENCES, DATED SEPTEMBER 25, 2017. T_rscLwfflv (�E) rN-Y-f BWP C102 CLEAJNG LUTS SW C105 TEMPORARY CONSTRUCTION ENTROICE (IF REQUIRED) -SF BMP C233 SILT FENCE (E) STOCK PILE BWP CW '"TIC CMFdNG' OCBI CATCH BASIN NSERT - - - - - - SAWCUT LINE REMOVE ASPHALT/GRAVEL SUNWOR GOLDSMITH LAND DEVELOPMENT SERVICES 1215 114TH AVE SE BELLEVUE, WA 98004 PO BOX 3565, BELLEVUE, WA 981 425-462-1080 9718 SLATER AVE NE KIRKLAND, WA 98033 slaterhoeYescorp0hotmail.com ANCWMT J3 ARCHITECTS. LLC ' 1702 98TH AVE NE. SUITE 104 KIRKLAND. WA 98034 smwima (TEL) 425-242-0369 C� OF 5 TESC PLAN RYAN C2 OF 55 GRADNG PLAN )ALBRECHT (CELL 206-931-2650 C3 OF 5 DRAJNAGE AND U71Ll7Y PLAN Pjt0jBCTj2VGW= J.C. MCDONNELL ENGINEERING, PC CA Of' 5 DETAILS C5 OF 5 NOTES 6608 216TH ST SW, SUITE 306 MOUNTLAKE TERRACE, VIA 98043 (TEL) 425-744-0916 (FAX) 425-744-0946 john0jemcdon.cm LWALDESCEPTM.' SEATTLE HEIGHTS 04V 4 SLK 002 D-02 - N 75n OF TH PIN LOT 3 BLK 2 LY WHN THES 1/2 OF BLK 2 APPROVED FOR CONSTRUCTION LOT AREA 7,798 SF (0.18 ACRES) CITY OF EDMONDS DATE: 00566900200302 2090,4 - 72ND AVENUE W. EDMONDS, WA. 98020 CUT 300 CY syl ---- _FTTE4GNEER*G FILL 300 CY NNISON IL 9 1 a I I r J.C.McDONNELL 9 MMONW4-UMT ENMMEN, Y PC I sscnON20 7V*W"Slff27X RA&W 04E DRAWN BY DA BY DATE MANAGERI SCALE �LL i44-0111li ik TIN 11/14/vIr 1PROJECT J.C. McDwAd Ps !tn BOX 131". Cwn' W;%" YoL-j,41 DRAWING FILE NAME CM. BY F.D. NO. JOB NO. SHT. 0 T__TFA wo a mom mus" I " I I we I C7 Appendix B - Construction BMPs High Visibility Plastic or Metal Fence (BMP C103) Stabilized Construction Entrance (BMP C 105) Temporary Sediment Pond (BMP C241) Silt Fence (BMP C233) Temporary and Permanent Seeding (BMP C120) Mulching (BMP C121) Plastic Covering (BMP C123) Temporary and Permanent Seeding (BMP C 120) See Specific BMP Documentation in Section 11, Department of Ecology 2012 Stormwater Management Manual for Western Washington as amended in 2014. Appendix C - Altemative BNIPs The following includes a list of possible alternative BMPs for each of the 13 elements not described in the main SWPPP text. This list can be referenced in the event a BMP for a specific element is not functioning as designed and an alternative BMP needs to be implemented. Element #1 - Mark Clearing Limits Element #2 - Establish Construction Access Element #3 - Control Flow Rates Element 44 - Install Sediment Controls Advanced BMPs: Element #5 - Stabilize Soils Element #6 - Protect Slopes Element 48 - Stabilize Channels and Outlets Element 410 - Control Dewatcring Additional Advanced BMPs to Control Dewatering: Appendix D - General Permit The General Permit will be included in this document once it has been issued by the Washington Department of Ecology. Appendix E - Site Inspection Forms (and Site Log) The results of each inspection shall be summarized in an inspection report or checklist that is entered or attached to the site log book. It is suggested that the inspection report or checklist be included in this appendix to keep monitoring and inspection information in one document, but this is optional. However, it is mandatory that this SWPPP and the site inspection forms be kept onsite always during construction, and that inspections be performed and documented as outlined below. At a minimum, each inspection report or checklist shall include: a. Inspection date/times b. . Weather information: general conditions during inspection, approximate amount of precipitation since the last inspection, and approximate amount of precipitation within the last 24 hours. C. A summary or list of all BMPs that have been implemented, including observations of all erosion/sediment control structures or practices, d. The following shall be noted: i. locations of BMPs inspected, ii. locations of BMPs that need maintenance, iii, the reason maintenance is needed, iv. locations of BMPs that failed to operate as designed or intended, and V. locations where additional or different BMPs are needed, and the reason(s) why e. A description of stormwater discharged from the site. The presence of suspended sediment, turbid water, discoloration, and/or oil sheen shall be noted, as applicable. f. A description of any water quality monitoring performed during inspection, and the results of that monitoring. 9. General comments and notes, including a brief description of any BMP repairs, maintenance or installations made because of the inspection. h. A statement that, in the judgment of the person conducting the site inspection, the site is either in compliance or out of compliance with the terms and conditions of the SWPPP and the NPDES permit. If the site inspection indicates that the site is out of compliance, the inspection report shall include a summary of the remedial actions required to bring the site back into compliance, as well as a schedule of implementation. i. Name, title, and signature of person conducting the site inspection; and the following statement: "I certify under penalty of law that this report is true, accurate, and complete, to the best of my knowledge and belief. When the site inspection indicates that the site is not in compliance with any terms and conditions of the NPDES permit, the Permittee shall take immediate action(s) to: stop, contain, and clean up the unauthorized discharges, or otherwise stop the noncompliance; correct the problem(s); implement appropriate Best Management Practices (BMPs), and/or conduct maintenance of existing BMPs; and achieve compliance with all applicable standards and permit conditions. In addition, if the noncompliance causes a threat to human health or the environment, the Pennittee shall comply with the Noncompliance Notification requirements in Special Condition S5. F of the permit. Construction Stormwater Site Inspection Form Project Name Permit # Inspection Date Name of Certified Erosion Sediment Control Lead (CESCL) or qualified inspector if less than one acre Print Name: Approximate rainfall amount since the last inspection (in inches): Approximate rainfall amount in the last 24 hours (in inches): Current Weather Clear F—] CloudyF—] Mist [—] Rain F—] Wind [� Fog F-1 A. Type of inspection: Weekly F-1 Post Storm Event F-1 Other F7 B. Phase of Active Construction (check a// that apply): Time Pre Construction/installation of erosion/sediment controls Clearing/Demo/Grading E Infrastructure/storm/roads Concrete pours Vertical Construction/buildings Utilities Offsite improvements Site temporary stabilized HFinal stabilization C. Questions: 1. Were all areas of construction and discharge points inspected? Yes No 2. Did you observe the presence of suspended sediment, turbidity, discoloration, or oil sheen Yes No 3. Was a water quality sample taken during inspection? (refer to permit conditions S4 & S5) Yes No 4. Was there a turbid discharge 250 NTU or greater, or Transparency 6 cm or less?* Yes No 5. If yes to #4 was it reported to Ecology? Yes No 6. Is pH sampling required? pH range required is 6.5 to 8.5. Yes No If answering yes to a discharge, describe the event. Include when, where, and why it happened; what action was taken, and when. *If answering yes to # 4 record NTU/Transparency with continual sampling daily until turbidity is 25 NTU or less/ transparency is 33 cm or greater. Sampling Results: Date: Parameter Method (circle one) Result Other/Note NTU cm pH Turbidity tube, meter, laboratory pH Paper, kit, meter Page 1 Construction Stormwater Site Inspection Form D. Check the observed status of all items. Provide "Action Required "details and dates. Element # Inspection BIVIPS BIVIP needs BMP Action Inspected maintenance failed required yes no n/a (describe in section F) 1 Before beginning land disturbing Clearing activities are all clearing limits, Limits natural resource areas (streams, wetlands, buffers, trees) protected with barriers or similar BMPs? (high visibility recommended) 2 Construction access is stabilized Construction with quarry spalls or equivalent Access BMP to prevent sediment from being tracked onto roads? Sediment tracked onto the road way was cleaned thoroughly at the end of the day or more frequent as necessary. 3 Are flow control measures installed Control Flow to control stormwater volumes and Rates velocity during construction and do they protect downstream properties and waterways from erosion? If permanent infiltration ponds are used for flow control during construction, are they protected from siltation? 4 All perimeter sediment controls Sediment (e.g. silt fence, wattles, compost Controls socks, berms, etc.) installed, and maintained in accordance with the Stormwater Pollution Prevention Plan (SWPPP). Sediment control BIVIPs (sediment ponds, traps, filters etc.) have been constructed and functional as the first step of grading. Stormwater runoff from disturbed areas is directed to sediment removal BIVIP. 5 Have exposed un-worked soils Stabilize been stabilized with effective BMP Soils to prevent erosion and sediment deposition? Page 2 Construction Stormwater Site Inspection Form Element # Inspection BMI)s BMP needs BIVIP Action Inspected maintenance failed required yes no n/a (describe in section F) 5 Are stockpiles stabilized from erosion, Stabilize Soils protected with sediment trapping Cont. measures and located away from drain inlet, waterways, and drainage channels? Have soils been stabilized at the end of the shift, before a holiday or weekend if needed based on the weather forecast? Has stormwater and ground water 6 been diverted away from slopes and Protect disturbed areas with interceptor dikes, Slopes pipes and or swales? Is off -site storm water managed separately from stormwater generated on the site? Is excavated material placed on uphill side of trenches consistent with safety and space considerations? Have check dams been placed at regular intervals within constructed channels that are cut down a slope? 7 Storm drain inlets made operable Drain Inlets during construction are protected. Are existing storm drains within the influence of the project protected? 8 Have all on -site conveyance channels stabilize been designed, constructed and Channeland stabilized to prevent erosion from Outlets expected peak flows? Is stabilization, including armoring material, adequate to prevent erosion of outlets, adjacent stream banks, slopes and downstream conveyance systems? 9 Are waste materials and demolition Control debris handled and disposed of to Pollutants prevent contamination of stormwater? Has cover been provided for all chemicals, liquid products, petroleum products, and other material? Has secondary containment been provided capable of containing 110% of the volume? Were contaminated surfaces cleaned imm diately after a spillincident? Were BMPs used to prevent contamination of stormwater by a pH modifying sources? Page 3 Construction Stormwater Site Inspection Form Element # Inspection BIVIPs BIVIP needs BIVIP Action Inspected maintenance failed required (describe in n/a section F) 9 Wheel wash wastewater is handled Cont. and disposed of properly. 10 Concrete washout in designated areas. Control No washout or excess concrete on the Dewatering ground. Dewatering has been done to an approved source and in compliance with the SWPPP. Were there any clean non turbid clewatering discharges? 11 Are all temporary and permanent Maintain erosion and sediment control BMPs BMP maintained to perform as intended? 12 Has the project been phased to the Manage the maximum degree practicable? Project Has regular inspection, monitoring and maintenance been performed as required by the permit? Has the SWPPP been updated, implemented and records maintained? 13 Is all Bioretention and Rain Garden Protect LID Facilities protected from sedimentation with appropriate BMPs? Is the Bioretention and Rain Garden protected against over compaction of construction equipment and foot traffic to retain its infiltration capabilities? Permeable pavements are clean and free of sediment and sediment laden - water runoff. Muddy construction equipment has not been on the base material or pavement. Have soiled permeable pavements been cleaned of sediments and pass infiltration test as required by stormwater manual methodology? Heavy equipment has been kept off existing soils under LID facilities to retain infiltration rate. E. Check all areas that have been inspected. V All in place BIVIPs, F] All disturbed soils [—] All concrete wash out area F7AII material storage areas F1 All discharge locations F-] Ali equipment storage areas F-1 All construction entrances/exits R Page 4 Construction Stormwater Site Inspection Form F. Elements checked "Action Required" (section D) describe corrective action to be taken. List the element number; be specific on location and work needed. Document, initial, and date when the corrective action has been completed and inspected. Element Description and Location Action -Required Completion. Initials Date _q Attach additional page if needed Sign the following certification: "I certify that this report is true, accurate, and complete, to the best of my knowledge and belief' inspected by: (print) Title/Qualification of Inspector: (Signature) Date: Page 5 17 /S- 3 �_ Cffrry C(13]?,y RESUB J U N 1 1 2018 8UILDIpG DEPARTMEW CJT� OF Fr) _ MONDS Edmonds Multi -Unit Structural Calculations 2090472 nd Avenue West Edmonds, WA 98026 Snohomish County Sidesway Project No. 17071.01 Prepared By: 5 IDE WAY ENGINEERING Edmonds Multi -Unit TABLE OF CONTENTS April 13,2018 Project No. 17071.01 DESCRIPTION PAGE NO. Project Summary Structural Plan Sketches Roof Level SK1 Floor Level SK2 Foundation Level SK3 Floor Level Beams SK4 Gravity System Design Loads 1.01 Roof/Floor Design 1.02(a) - 1.02(b) Floor 1.03-1.05 Crawl Space Design 1.06 Foundation Design 1.07- 1.08 Lateral System Seismic & Wind Loads 2.01 -2.04 Shear Wall, Diaphragm, Chord Design 2.05 -2.10 Roof Level Lateral Markup 2.11 Floor Level Lateral Markup 2.12 20305 87th Ave. W. 5WAY Edmonds, WA 98026 DE (425) 673-4160 Si"'' EWGINEERING Edmonds Multi -Unit Project Description April 13,2018 Project No. 17071.01 Sidesway Engineering was retained by Slater Homes Corporation to perform analysis and design as necessary to obtain a building permit for the proposed 2-story multi -unit residential building to be located at 20904 72 nd Avenue West in Edmonds Washington, The proposed structure will be conventionally wood framed with a combination of roof trusses and sawn lumber joists spanning to and from stud bearing walls and beam lines. The structure will bear atop continuous exterior concrete footings at frost depth and an interior crawl space. The lateral force resisting system consists of sheathed roof and floor diaphragms spanning to wood stud shear walls. Scope of Work Provide gravity and lateral calculations for the proposed structure as required to obtain a building permit. Provide structural drawings detailing construction requirements as needed for permit. Design Criteria 2015 International Building Code (IBC) ASCE 7-10 Minimum Design Loads for Buildings and Other Structures Applicable Material Reference Standards (ACI, MSIC, AISC, NDS) This is a Risk Category II structure designed for the following loads: Dead Loads: 15psf (roof), 20/17psf (floor), 9psf/7psf (ext/int walls) Live Loads: 40psf (residential), 60psf (decks), 100psf (corridors) Snow Loads: 25psf Wind Loads: 110mph, Exp. B, K,t = 1.0, /�=1.0 (refer to wind loads) Seismic Loads: R = 6.5, Site Class V, SDC'D' (refer to seismic loads) Geotechnical: Cobalt Geosciences Report dated September 2017 Project Summary The proposed multi -unit building as designed in the following calculations conforms to the 2015 IBC. Refer to the calculations and construction drawings for structural framing requirements. 20305 87th Ave. W. DE Edmonds, WA 98026 Si--` 5WAY (425) 673-4160 ENGINEERING SIDE A,'VlAil ,FAFIVO. sws 6 EXTEIZ, rft-L;SS ',C� FRAME ARCqFACALW TYP lnl + T 11 + + + + + + + + + + + + + + + + + + + 4- + * + + + + + + + + + + + + + + + \++ + + + + + + + + + + + + + + + + + + + + + + + + + + t t + t t + t + + + + + + + + + + + + + . . . . . . + + + + + + + + + + + + + + + + 4+ -1 + + + + + + + + 1-41>pqt- + + + + 4 + + + + + ---I + SAS 1 -6/ F GIROEH rRUSS W + + + + + + + + + + + + + + t + + + + + + + + 12 + + + + N\ + + v � I F sm; Ir sills T TYP WIY4 I ILH L ve: L_ 51<1-- 1�. 1*012 �. 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ENGINEERING 1�07 I LJ-r�D Ar-*w6 "rJ6-Lo�F-D 'Sr-M?4-r- 07-A-rl-4PAC-� C> c r?- A -rf,* Aw�r rz F-�- Y-5; r- z -z ?5 iz Z, 0 2. ee V-10F L-, ') /,,. i- , - I ( O;wr,-,3� 14 r-T- 2 '7P-SF Z,6 ,1--r rzl- UAlw-) F�F'- 1q, -Z 4 3 'YqFY-4, I 7 F 7- - 7 FN 3c�, -e COVE Noq--eH /5.:7e. -- 12-Or Aa-dAf,: 4=0E-r' Z- Fi,c,,r-A,cAs,- A -;� Z, - 2-ot i::--, Z- -znF --zz-z-F7�2-- t-z- -7mF 5 Igo 6 A';,f> '-;,CJ-kp%Ov-y (0, �. r-.,) Fnfl.rz- 6 -Fr-oof, xv - w 7 t 7L- �,.3L�6 Description project WO Vate IDE WAY "rojec, Checkeb,, Sheel No. s s ENGINEERING Date I z /, / J-� -2 1 O-L- i NDesign Maps Summary Report a, mg-, U S G S User -Specified Iniput Building Code Reference Document ASCE 7-10 Standard ,(v,,hbch ubla" USGS hazard data ava�lab4 �n 2008.� Site Coordinates 47.80950N, 122.33045OW Site Soil Classification Site Class D - "Stiff Soil - Risk Category VII/111 A V R� _c T, LynnWigod Edmonds! a Mountlake Teri ace* of - ,, � " 1, C4 (4 Bothell C 0, Indianola *Shoreline Suquamish XM&W- USGS-Provided Output S, = 1.276 g S�a = 1.276 Q Sm = 0.851 o S. = 0.499 9 S.. = 0.749 9 S,, = 0.499 9 For information on how the SS and S1 values above have been calculated from probabdtstic (nsk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the '2009 NEHRP' building code reference document. %C,P, Response Spectrum Destgn Response Spectrum P,Wbm T (soc) Seismic Design Maps (USGS) JMD Dare 11/20/17 /701/ , 01 Edmonds Multiunit ShoW Alm SIDESWAY Dam C711 r T N) C :: Q T fA C P 7,/, /1-7) MSFRS Seismic Loads Seismic Parameters: Latitude/Longitude 47.8095, -122.33045 Risk Category 1I (ASCE 7-10, Table 1.5-1) Importance Factor, 1, 1.00 (ASCE 7-10, Table 1.5-2) Soils Site Class D (Per geotech, else V assumed) SDS 0.851 (USGS) SDI 0.499 (USGS) Seismic Design Category D (ASCE 7-10, Table 11.6-1, -2) Building Properties: Response Modification Coefficient, R 6.5 (ASCE 7-10, Table 12.2-1) Overstrength Factor, no 3.0 (ASCE 7-10, Table 12.2-1) Deflection Amplification Factor, Cd 4.0 (ASCE 7-10, Table 12.2-1) Fundamental Period, T, Cthn X Ct = 0.02 (ASCE 7-10, 0.184 x= 0.75 Table 12.8-2) k 1 (ASCE 7-10, Section 12.8.3) Seismic Response Coefficient, C,: V = 0.044SDSI (Minimum) 0.037 W v = (SDSIW)/R 0.131 W GOVERNS V = (S,),I)/RT, (Maximum) 0.418 W Vertical Distribution of Seismic Forces: Diaphragm DL Area WDL Story WjhjK W'hx" Force F), Sum Level (psf) (ft., (kips) Ht. (ft) (k-ft) k I wihi (kips) F. Roof Framing 20 2272 45.4 19.25 875 0.59 6.09 6.09 2nd Framing 30 2272 68.2 9.1 620 0.41 4.32 10.41 Base Shear (ULT) Base Shear (ASD) Diaphragm Design Forces: E = 113.6 1495 1.00 10.41 14.87 kips 10.41 kips Diaphragm w! I Wi Fj I Fj I Fj - wp, F., (Min) Fp, (Max) FPX Level (kips) (kips) (kips) (kips) 2: wi ' o.2SDslw,, 0.4SDsIwp, Govern Roof Framing 45.4 45.4 6.1 6.1 6.1 5.41 10.83 6.09 2nd Framing 68.2 113.6 4.3 10.4 6.2 8.12 16.24 8.12 s -eismic Loads JMD 3/3012018 17071.01 S, D E 5WAY Fro,-t Edmonds Multiunit Chackod - SheetIvo. ENGINEER114G Date "21 1 Oq L—A-rfr0t R'Or �-,OaoAfjb -2 (215 --2-71-7' L-/�' = 12, 52 p- -,�? �- /0 q,.) 1- 1,17 :;: �s 1 6 L�,, !& A�Joo �v 1� F7q:�- to Iva A � z to 10?� 1- 1. L:�-,J5 0 'A 7qfzO",/z - � -s 6." , " L- J�tj i�: E) t�,* - Fzv-"L-6 + 10q. 6 rl 4�> + 31, - - L-6 :�77 -�. - I j. I Pl. q I -sl Description project lvo. Project Sheet No- 5 Date Date IDE WAY ENGINEERING Shear Une# Lw (ft) W to Line (Lb) E to Line (Lb) SW Ht (ft) Wall Wt (psf) Rf/Fl wt (psfl Dist. to HD (ft) Wind U.S. plf EQ U.S. plf SIDS SW Needed Line 1 A A B I Shear Line# 2 14.5 Lw (ft) 45.9 989 W to Line (Lb) 1978 1523 E to Line (Lb) 3045 10.15 SW Ht (ft) 10.15 9 Wall Wt (psf) 9 is Rf/FI wt (psf) 15 0.25 Dist. to HD (ft) 0.25 68 Wind U.S. plf 43 105 EQ U.S. plf 66 0.851 SW6 SW Needed SW6 Gross (W) I Gross (EQ) (0.6-DL) 753.031 1159.621 112.8555 8.31 713.801 1099.211 302.1615 3.11 753.031 1159.621 112.8555 igth Gross (W) Gross (EQ)i (0.6*DL) 18.1 443.53 682.78 658.9305 13.9 445.41 685.68 506.0295 1 13.9 445.41 685.68 - 506. 295 0 0.00 0.00 0 gth Gross (W) Gross (EQ)j (0.6*DL) 3.1 7S3.03 11S9.62 112,8555 83 713-80 1099.21 302.1615 3.1 753.03 1159.62 112.8555 0 0.00 0.00 0 Shear Line# 3 Lw (ft) 14.5 SUM OF W to Line (Lb) 989 3956 E to Line (Lb) 1523 6091 SW Ht (ft) 10.15 Wall Wt (psq 9 Rf/Fl wt (psf) 15 Dist. to HD (ft) 0,25 Wind U.S. plf 68 EQ U.S. plf 105 SW Needed SW6 (.6,14sds)DL ULFA (W) Net (W)l ULFA (EQ)j Net (EQ) 90.4 01 640.171 0.001 1069.17 Holdown Req'd MST 37 242.2 1 411.641 1 857.05 Holdown Req'd MST 37 90.4 1 640.171 1069.17 Holdown Req'd MST 37 0.0 1 0.001 1 0.00 Holdown Req'd 0.0 1 0.001 1 0,001 Holdown Rea'd I (.6-.14sdS)DLULFA(W)j Net (W)JULFA(EQ)l Net (EQ) 528.1 01 -215.4 0.001 154.7 Holdown Req'd ---- _ Neglible, No HD Req'd 405.5 1 -60.621 1 280.13 Holdown Req'd Neglible, No HD Req'd 405.5 1 -60.621 1 280.13 Holdown Req'd Neglible, No HD Req'd 0.0 1 0.001 1 0.00 Holdo n Req'd I (.fi-.14sds)DL ULFA (W)l Net (W) I ULFA (EQ) I Net (EQ) 90.4 01 640.171 0.001 1069.17 - Holdown Req'd MST37 242.2 4 857.05 Holdown Req'd MST 37 90.4 T-640.171 11069.17 Holdown Req'd MST 37 0.0 0.001 1 0.00 Holdown Reci'd - Proffict h/O. Shear Wall Design - Roof Level Lines 1, 2, and 3 Dwe 3/30/2018 17071.01 IDE WAY Edmonds MultiUnit Cha�2ked 1 ENGINEERING I Owe 06 Shear Line# Lw (ft) W to Line (Lb) E to Line (Lb) SW Ht (ft) Wall Wt (psf) Rf/Fl wt (psf) Dist. to HD (ft) Wind U.S. plf EQ U.S. plf SDS SW Needed Line A A 26.6 1359 3045 10.15 9 is 0.25 51.1 114.5 0.851 SW6 Shear Line# Lw (ft) W to Line (Lb) E to Line (Lb) SW Ht (ft) Wall Wt (psq Rf/F1 wt (psf) Dist. to HD (ft) Wind U.S. plf EQ U.S. plf SW Needed B 24.5 1359 3045 10.15 9 15 0.25 55.5 1243 SW6 SW# Trib Length Gross (W) Gross (EQ) (0-.6'-DL)f (.Ei--14,.d,)DL UL�� (W) I ULFA (EQ)j Net (EQ) 1 10.9 13.3 528.50 1184.17 1010-8671 810.1 01 -482.371 0.001 374.02 1 Holdown Req'd SW I Negligible, No HD Req'd 2 10.8 0.00 0.00 01 0.0 6.66F- 6.66 21 Holdown Req'd SW 2 31 10.8 13.3 528.50 1184.17 1010.867 810.1 -482.371 1 374.02 3 Holdown Req'd SW 3 Negligible, No HD Req'd 4 0 -----o 0.00 0.00 -- OF 0,0 0.001 1 0.00 4 1 1 1 Holdown Req'd SW 4 5 0 01 0.001 0.001 01 0.0 1 0.001 1 0.00 51 Holdown Req'd SW 5 Line B # Trib Length Gross (W) Gross (EQ) (0.6*DL)i (.6-.14sdS)DL ULFA (W) Net (W) I ULFA (EQ)j N'et (EQ) 1 8.5 4.75 594.29 1331.58 311.86131 249.9 282.431 1 1081.65 1 Holdown Req'd SW 1 MST 24 2 10.3 3.1 612.40 1372.16 228.64051 183.2 383.76] 1188.92 2 Holdown Req'd SW 2 MST 24 3 10.3 4.4 596.93 1337.49 324.5221 260.1 T-272.411 11077.41 3 Holdown Req'd SW 3 MST 24 4 10.3 4.4 596.93 1337.49 324.S221______ 260.1 1 272.411 11077.41 41 Holdown Req'd SW 4 MST 24 5 10.3 3.1 612.40 1372.16 228.6TOT5 183.2, 1 383.761 1 1188.92 S Holdown Req'd SW 5 MST 24 6 8.5 4.75 594,291 1331.58 311.86131 249.91 1 282.431 1 1081.6S 6 1 1 1 Holdown Req'd SW 51 _ _ MST 24 - IDE WAY ENGINEERING D9=7pon Shear Wall Design Root LVL Lines A and B BY JMD p/qkv Na 17071.01 Daw 3/30/2018 Edmonds MultiUnit Chock6d Ca'a Sheaf ft. cq-7 Shear Une# 1 Lw (ft) 19.7 W to Line (Lb) 2282 E to Line (Lb) 2603 SW Ht (ft) 9.1 Wall Wt (psf) 9 Rf/Fl wt (psf) 20 Dist. to HD (ft) 0.5 Wind U.S. plf 115.8 EQ U.S. plf 132.1 SDS 0.851 SW Needed SW6 Line 1 Shear Line# 2 Lw (ft) 39 W to Line (Lb) 4565 E to Line (Lb) 5205 SW Ht (ft) 9.1 Wall Wt (psf) 9 Rf/Fl wt (psf) 20 Dist. to HD (ft) 0.5 Wind U.S. plf 117.1 EQ U.S. plf 133.5 SW Needed SW6 Shear Line# 3 Lw (ft) 13.4 SUM OF W to Line (Lb) 2282 9129 E to Line (Lb) 2603 10411 SW Ht (ft) 9.1 Wa I I Wt (Psf) 9 Rf/Fl wt (psf) 20 Dist. to HD (ft) 0.5 Wind U.S. plf 170.3 0.991325 EQ U.S. plf 194.3 SW Needed SW6 SW# Trib Length Gross (W) Gross (EQ) (0.6*DL)i (.6-14sds)DL ULFA (W) Net (W) ULFA (EQ) Net (EQ) A 5 8.3 1121.69 1279.48 452.9311 363.0 411.64 1080.40 857.05 1773.53 A Holdown Req'd LSTH8RJ B 5 5.1 1168.70 1333.10 278.307f 223.0 640.17 1530.57 1069.17 2179.22 B Holdown Req'd LSTHD8FU C 5 6.3 1144.99 1306.06 343.7911 275.5 801.201 1 1030.53 C Holdown Req'd LSTH8RJ D 0 0 0.00 0100 01 0.0 0.001 1 0.00 D I I Holdown Req'd E 0 0 o-ooL nol ol 0.0 1 0.001 1 0.00 E Holdown Req'd Line 2 # Trib Length .-Gross (W) Gross (EQ) (0.6*DL) (.6-.14sds)DL ULFA (W) Net (W) ULFA (EQ) Net(EQ) A 9.5 18.1 1095.43 1249.00 1476.417 1183.2 0.001 -380.99 154.rc)l 720.44 A Holdown Req'd Negligible, No HD Req'd 8 5.8 12.2 1110-69 1266.40 724.314 580's 0 1 386.371 280.131 966.05 B Holdown Req'd LSTHD8RJ C 5.8 8.7 1130.12 1288-55 516.519 414.00 J_ 28013F,154.73 C Holdown Req'd _ _613.601 LSTHD8RJ D 0 0 0.00 0.00 0 0.01 1 0.0c) DI I Holdown Req'd -0.001 Line 3 # Trib Length Gross (W) Gross (EQ) (0.6*DL) (.6-.14sds)DL ULFA JW) Net (W) ULFA (EQ) Net (EQ) A 5 8.3 1649.06 1881.02 4S2.931 363 0 11.641 1607.76 857.05 2375.08 A Holdown Req'd STHD10RJ 8 5 5.1 1718.16 1959.85 278.307 2210 640.17 1 2080.03 1069.17 2805.98 BI Holdown Req'd STHD10RJ C 0 0 0.00 0.00 0 0.0 O.00l- 1 0.00 C Holdown Req'd D 0 0 0.00 0.00 01 0.0 0-00]� 0.00 D Holdown Req'd ...... IDE WAY ENGINEERING Description Shear Wall Design Floor Lines 1, 2, and 3 JMD 3/30/2018 pmjm Iva 17071.01 Project Edmonds MultiUnit Checked Dare Sheet Na. Shear Line# A Shear Line# a Lw (ft) 36 Lw (ft) 31.4 W to Line (Lb) 2236 W to Line (Lb) 4256 E to Line (Lb) 3586 E to Line (Lb) 6824 SW Ht (ft) 9.1 SW Ht (ft) 9.1 Wall Wt (psq 9 Wall Wt (psf) 9 Rf/Fl wt (psf) 20 Rf/F1 wt (psf) 20 Dist. to HD (ft) 0.5 Dist. to HD (ft) 0.5 Wind U.S. plf 62.1 Wind U.S. pif 135.5 EQ U.S. plf 99.6 EQ U.S. plf 217.3 SDS 0.851 SW Needed SW6 SW Needed SW6 vv -fi PL- t: Line A SW# Trib Length Gross(W) Gross(EQ) (0.6*DL)l (.6-.14sds)DL ULFA(VJ)j Net (W)JULFA(E�)j Net (EQ) 1 2 4.2 641.59 1028.96 153.5941 123.1 0 1 488.001 _��,001 905.86 1 Holdown Req'd SW 1 No HD Req'd, See Ab;� 2. 2 9.3 597.33 957.96 340.1011 272.6 0 1 257.221 374.0211059.42 2 Holdown Req'd SW 2 No HD Req'd, See Abv 3 2 9 S98.46 959.78 329.131 263.8 0.00 1 269.331 0.001 696.01 3 Holdown Req'd SW 3 No H D Req'd, See Abv 4 2 9.3 597.33 957.96 340,1011 272.6 0 1 257.221 374.0211059.42 41 Holdown Req'd S 4 No HD Req'd, See Abv 51 2 4.2 641.59 1028.96 153.5941 123.1 0 1 488.001 01 90536 Holdown Req'd SW 5 No HD Req'd, See Abv Line B # Trib Length Gross (W) Gross (EQ) (0.6*DL)i (.6-.14sds)DL ULFA (W�-Net (W) I ULFA (EQ)j Net (EQ) 1 4 11.3 1290.53 2069.21 548.8411 439.9 282.43 024.121 1081.6.51 2711.00 1 Holdown Req'd SW 1 STHD10RJ 2 4 4.4 1391.56 2231.20 211708 171.3 1 1177.851 12059,93 21 Holdown Req'd SW 2 LSTH DS RJ 31 4 4.4 1391.56 2231.20 213.708 1713 1 1177.851 1_ 2059,93 3 Holdown Req'd SW 3 LSTHD8RJ 4 4 11.3 1290.53 2069.21 548.841 439.9 1 741.691 11629.35 4 1 L Holdown Req'd SW 4 LSTHD8RJ 5 4 0 0.001 0.001 0 0.0 0.0 0.00 5, I I Holdown Req'd SW 5 - Descrquan Shear Wall Design ey JMD ProOcr Ab. DaM - -- -- 17Z� S 5 Floor Lines A and B 3130120111 IDE WAY MultiUnit Chftked Shoot No. Edmonds lz,ori are ENGINEERING W 77 � -7 /7-/� PL F V—Z Aif 7Yp f,- 3�- —Fo r .d C-_ 12f-, &A(-- IS&ZL-L �-, I p (7") -Zl 6 1>0, 7i, P FLA-, C I -vi- L2, OrA A i>coaw�-r-,- t - V�-r Description By Project No. Date I t 7(2-7( Of IDE5WAY Pro'ect KA,� L-- -r Checked Sheet No. 5. ENGINEERING I I Date —Z. I MS-c 37 N)5T 21 SwE -CO6 yc M G ROOF all 6 5t->4 5WI.- m tAAr.rJ FLooz. "rga, -- mA Lz. wP Z-[2_ After recording return to: City Clerk City of Edmonds 121 Fifth Avenue North Edmonds, WA 98020 Document Title(s) Declaration of Covenant - Private Stormwater Facility Reference Number(s) of Related Documents City of Edmonds (permit number) Grantor(s) (Ust, First and Middle Initial) Grantee(s) ("st. Firstand Middle Initial) City of Edmonds Legal Description (abtxeviated fonn, i,e- 101, plAt or Section, township, range. quarter/quarter) Assessor's Property Tax Parcel/Account Number at the Time of Recording: c., cl C) C> -2- 0 0 3 The Auditor/Recorder win reky on the information provided art this form. The staff will not rvad tile document to vcrifv� the accuracy or completeness of tile indexing informal ion provided herein. DECLARATION OF COVENANT Private Stormwater Facility WHEREAS, the undersigned.Declarant(s) have installed one or more stormwater facilities under Edmonds Community Development Code Chapter 18.30 known as a "Jow impact development best management practices (LID BMP)" as selected below: Q Permeable Pavement 13 Rain Garden / Bioretention Cell A Drywell X Infiltration Trench 13 Gravelless Chamber U Other - WHEREAS, the City of Edmonds has allowed installation of the LID BNW, subject to the execution and recording of this Declaration of Covenant; NOW, THEREFORE, THE UNDERSIGNED DECLARANT(S), being the owners of thereal property ("the Property") located at the following address-, -�_6cj 0J —7 ^4 AVF— vi __ in the City of Edmonds, Washington, and legally described on -Exhibit A attached hereto and incorporated herein by this reference as if set forth in full, hereby covenants and agrees, on behalf of himself/hei-self/theinselves/it,self,ind llis/her/their/its successors and assigns, as follows: Declarant(s) warrant that be/she/they are the owners of the property described on Exhibit A and have the authority to impose this covenant on the property and bind all future owners, successors. and assigns of the Declarant(s). The Declarant(s), future owners, successors, and assigns of the Declarant(s) shall be referred to collectively as "Owners." 2. The Owners of the Property agree that the Property contains one or more stortriwater management facilities referred to as an "LID BMP," which was installed to mitigate the stormwater quantity and quality impacts of some or A of the impervious or non-native pervious surfaces on the property. "Low impact development" means development conducted in a way that seeks to minimize or completely prevent alterations to the natural hydrology of the site. Low impact development includes site planning and design to reduce alterations of natural soil and vegetation cover, minimize impervious surfaces, and specific practices that help to replicate natural hydrology such as permeable pavements, green roofs, soil amendments, bioretention systems, and dispersion of runoff, 1 The Owners shall maintain the size, placement, and design of the LID BM.P as depicted on the approved site plan, Exhibit B, and design details shall be maintained and may not be changed without written approval either from the Engineering Division of the City of Edmonds or through a future development permit fi-om the. City of Edmonds. Chemical fertilizers and pesticides shall not be used where LID BMP is located. All costs of maintenance and repair shall be the sole responsibility of the Owners. 4. The Owners shall inspect LID BMPs annually for physical defects. After major storm events, the system shall also be checked to ensure that the overflow system is working properly. The Owners also shall maintain all LID BN/1Ps so they function as designed on a year-round basis, The City of Edmonds is hereby granted by the Owners the right, but not the obligation, to enter upon the Property described on Exhibit A at all reasonable times for the purpose of inspecting theprivate stormwater LID BMP facility. If, as the result of any such inspection, the City of Edmonds determines that the LID BN4P is in disrepair, requires maintenance or repair, or is otherwise not functioning as provided in the BMP site plan, the City Engineer or his designee shall have the right, but not the obligation, to order the Owners to maintain or repair the same. 6. If the City of Edmonds determines that the LID BMP requires maintenance or repair pursuant to Section 5, the City of Edmonds shall proxide notice to the Owners of the deadline within which such maintenance or repair must be completed- Said notice may further advise that, should the violator fail to perforrn required maintenance or make repairs within the established deadline, the work may be done by the city or a contractor designated by the City Engineer and the expense thereof shall be charged to the Owners. The City's officers, agents, employees, and contractors shall have the right, which is hereby granted by the Owners, to enter upon the Property described on Exhibit A in order to perform such work. The Owners shall bear the cost of all work performed. 7. The Owners shall indemnify, defend and hold harmless the City of Edmonds. its officers, officials, employees and agents fi-om any and all claims, demands, suits, penalties, losses, damages. Judgments, attorneys' fees and/or costs of any kind whatsoever, arising out of or in any way resulting from the approval of the LID BMP(s), the installation and presence of the LID BMP(s), and the acts or omissions of the Owners, their officers, employees, contractors, and agents relating to the construction, operation and maintenance of the LID BMP(s) on the Property, except for the City's intentional and willful tortious acts, and waive and release the City of Edmonds from any and all claims for damages and injunctive relief which the Owners may themselves have now or in the future, by reason of the construction, maintenance and operation of said LID BNT(s). 8. This covenant shall run with the land and be binding upon the Owners 0 Dated: 8.) -L DECLARANT(S)- (Signatire) 0MA-1F-k— C-U/-AAlr'fC-25 (Print Name) (Signature) (Print Name) State of Washington SS. County of Snohomish APPROVED: CITY OF EDMONDS (Signature) (Print Name) (Title) On this day personally appeared before me I'Apt fDeclarant(s)) to ine known to be the individual ', or individuals descrit in and who executed the within and foregoing instrument, and acknowledged tha lie she/they signed the same as ,a (S,�her/their free and voluntary act and deed, for the uses and purposes therein mentioned. SUBSCRIBED AND SWORN before me this ZY j day of 201%. FEMILY MULKA NOTARY PUBLIC STATE OF WASHINGTON mycommissicon Expires September 9.2 0 (Signature) (Name legibly printed or stamped) Notary Pubfic in and for the State of Washington. Residing at: t<t kke-,ok My commission expires - o 9 62 q A C) X") Exhibit A Legal Desciiption THE NORTH 75 FEET OF THAT PORTION OF LOT 3. BLOCK 2. SEATTLE HEIGHTS DIVISION 4, LYING WITHIN THE SOUTH HALF OF SAID BLOCK 2, SEATTLE HEIGHTS DIVISION 4, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 11, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. Exhibit B Site Plan ' |! ` / k » -- -- ------- -- -- - �STORMTECH � DRAINAGEPROPOSED BLDG � `^ ' \\ MAIN ^-^' FACILITY \ -~ �� - - + ` � \ \ - | `--URfWELL CB TYPE I(TYP) CB TYPE | EXHIBIT B SC-740 END CAP SC-740 CH ADS 601T OR EQUIVALENT OVER ENTIRE jSOLATOR ROW AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE K 2 LAYERS OF ADS 315 FILTER FABRIC ON BOTTOM OF ISOLATOR ROW DESIGN ENGINEER IS RESPONSIBLE FOR-J ENSURING SUITABILITY OF SUBGRADE SOILS* aj0-RMTECq--.%Q .DETAIL GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES, I" <35% FINES. COMPACT IN 6 IN LIFTS TO 957. PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS IN STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL, OR ftlk STORM TECH, COM. PAVEMENT SEE DETAIL 6, 1- 51 " 7 97.25 MIN -j 96.00 6"MIN. 95.50 30' 92.50 LDEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 6" MIN.- 12" MIN. TYP. *SEE STORMTECH'S DESIGN MANUAL EXHIBIT C Catch Sa*in Cv�ucl Ora" f low DRY WELL 36 1 rv,,,h Dia meluar H91e Ffliedwith PLAN VIEW NTS 1 V2- 3Washed Drain ock MWkCftftr0fHQ1e with 1'Capped FVC or Qlher ryeams Topl-al Flt4hwftb Strface- J�ow Fine fbvlesh Scamiem Min. d aL P111C ipe (WC4 DrsdN 36 1 nrh Dia meter Sides W Hole Hole Fiffedwith Urvedwah 1112-XWazhed FifterFabric Drain A ock DETAIL Mk,. DRY WELL SECTION EXHIBITD Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Edmonds -Multi Unit Neil Jorgensen 20904 72ND AVE W Units 101, 102,201 & �02 J3 Architects LLC EDMONDS, WA 98026 1 206.412.9296 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 All Climate Zones R-Value a U-Factor a Fenestration U-Factofb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceilingk 44 0.026 Wood Frame Wallg,m,n 21 int 0.056 Mass Wall R-Value' 21/21 h 0.056 Floor 309 0.029 Below Grad Wall"m 10/15/21 int + TB 0.042 JSlab d R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date 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: 1. Small Dwelling Unit: 1.5 credits Ll Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. []2. 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. LJ3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) I a Efficient Building Envelope 1 a 0.5 1 b Efficient Building Envelope 1 b 1.0 1 c Efficient Building Envelope 1c 2.0 1 d Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions 1-1 El 0 Ll El F-1 L1 Ll L1 0 L1 Q 1.5 '0'.0 12 0 0 kw h 2-fta MAY 14 ZM8 BtALDING DEPARTMENT CITY OF EDMONDS Table R402.1.1 Footnotes For SI: I foot.= 304.8 mm, ci .= continuous insulation, int.= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. C 1110/15/21.+T13" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. '713" means thermal break between floor slab and basement wall. R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. There are no SHGC requirements in the Marine Zone. Reserved. Reserved. Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. Reserved. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. ,n Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. .......... IDE WAY 5. 5 ENGINEERING 20305 87th Ave. W. Edmonds, WA 98026 (425) 673-4160 April 13, 2018 Douglas Beck, PE, SE Beck & Associates, PLLC 16425 S.E. 66th Street Bellevue, WA 98006 Subject: Permit #BLD17-1835, Structural Comment Response Project: Edmonds Multi -Unit, 20904 72nd Avenue W., Edmonds Douglas, Itemized below are responses to the structural review comments provided in your review dated January 14th, 2018. 1. 3/4" gyperete topping has been added on the upper floor as detailed in the architectural drawings. The calculation package has been updated in its' entirety to account for this additional weight. 2. The beams adjacent to the stairwell are called out at the cantilevered end. Please refer to S2.2. 3. Refer to architectural drawings and details for siding and deck weatherproofing system. 4. Detail 11 on Sheet S4.2 has been added for clarification at the deck/beam condition. 5. Detail 7 on Sheet S4.3 has been added for clarification at the roof step condition. Please feel free to contact me if there are any additional questions or concerns. Sincerely, Chris Bernards, PE, SE, LEED AP Principal A_114�?Iff P"11 MAY 14 2018 R1 oil rl'Na QFRARTA .. 4-h[T Edmonds Multi -Unit Correction Notice Sidesway Project No. 17071.01 e Site Improvement Bond Quantity Worksheet Web date: 11/21/2005 King County SCANNED RCTJ9 2#18 Department of Development & Environmental Services 900 Oakesdale Avenue Southwest Renton, Washington 98055-1219 For alternate formats, call 206-296-6600. 206-296-6600 TTY 206-296-7217 Project Name: Cummings Development - 4 Unit Apartment Date: 4/30/2018 Location: 20904 72nd Ave. W. Edmonds, WA Project No.: BLD20171835 Activity No.: Clearing greater than or equal to 5,000 board feet of timber? yes X no If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 ?009MAOM 90WO PW f 105C = ib45104#44P 1W5KCTffM AW - 4-4363-01 Copy of Bond Qty_l 81026 Note: All prices include labor, equipment, materials, overhead and profit. Prices are from IRS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. APPHOVEU AS NOTELI BY E e qEERING 1001^10%ld W If'I -4-91 d= E it I -Z ---& & Date: � : GINITY GORY Unit prices updated: 02/12/02 Version: 04/22/02 Report Date: 10/29/2018 Site Improvement Bond Quantity Worksheet Web date: 11/21/2005 Reference # Unit Price Unit Quantity # of Applications Cost EROSION/SEDIMENT CONTROL Number Backfill & compaction -embankment ESCA $ 5.62 CY Check dams, 4" minus rock ESC-2 SWDM 5.4.6.3 $ 67.51 Each Crushed surfacing 1 1/4" minus ESC-3 WSIDOT 9-03.9(3) $ 85.45 CY Ditching ESC-4 $ 8.08 CY Excavation -bulk ESC-5 $ 1.50 CY Fence, silt ESC-6 SWIDM 5.4.3.1 $ 1.38 LF 400 1 552 Fence, Temporary (NGPE) ESC-7 $ 1.38 LF Hydroseeding ESC-8 SWDM 5.4.2.4 $ 0.59 SY Jute Mesh ESC-9 SWDM 5.4.2.2 $ 1.45 SY Mulch, by hand, straw, 3" deep ESCA 0 SWDM 5.4.2.1 $ Z01 SY Mulch, by machine, straw, 2" deep ESCA 1 SWIDM 5.4.2.1 $ 0.53 SY 900 1 47 Piping, temporary, CPP, 6" ESCA 2 $ 10.70 LF Piping, temporary, CPP, 8" ESC-13 $ 16.10 LF Piping, temporary, CPP, 12" ESC-14 $ 20.70 LF Plastic covering, 6mm thick, sandbagged ESCA 5 SWIDM 5,4.2.3 $ 2.30 SY Rip Rap, machine placed; slopes ESC-16 WSIDOT 9-13.1(2) $ 39.08 CY Rock Construction Entrance, 50'xl5'xl' ESCA 7 SWIDM 5.4.4.1 $ 1,464.34 Each 1 1464 Rock Construction Entrance, 1 00'xl 5'xl' ESC-18 SWIDM 5.4.4.1 $ 2,928.68 Each Sediment pond riser assembly ESC-19 SWDM 5.4.5.2 $ 1,949.38 Each Sediment trap, 5' high berm ESC-20 SWDM 5.4.5.1 $ 17.91 LF Sed. trap, 5' high, riprapped spillway berm section ESC-21 SWIDM 5.4.5.1 $ 68.54 LF Seeding, by hand Sodding, 1" deep, level ground ESC-22 SWIDM 5.4.2.4 $ 0.51 SY ESC-23 SWDM 5.4.2.5 $ 6.03 Sy Sodding, 1" deep, sloped ground ESC-24 SWDM 5.4.2.5 $ 7.45 SY TESC Supervisor ESC-25 $ 74.75 HR Water truck, dust control JESC-26 SWIDM 5.4.7 $ 97.75 HR WRITE -IN -ITEMS **** (seepg_qe_91 Inlet Protection $ 100.00 Each 3 1 300 ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESC TOTAL: COLUMN: Page 2 of 9 Copy of Bond Qty_181026 $ 2,793.34 $ 838.00 $ 3,631.34 A Unit prices updated: 02/12/02 Version: 04/22/02 Report Date: 10/29/2018 Site Improvement Bond Quantity Worksheet Web date: 11/21/2005 Existing Right -of -Way Future Public Road Improvements & Drainage Facilities Private Improvements Quantity Completed (Bond Reduction)* Unit rice Unit Quant. Cost Quant. Cost QuantT Cost EQuant. Com lqete Cost GENERAL ITEMS No. Backfill & Compaction- embankment GI - 1 $ 5.62 CY Backfill & Compaction- trench GI - 2 $ 8.53 CY Clear/Remove Brush, by hand GI - 3 $ 0.36 SY Clearing/Grubbing/Tree Removal GI - 4 $ 8.876-16 Acre 0.17 1,508.95 Excavation - bulk G1 - 5 $ 1.50 CY Excavation - Trench GI - 6 $ 4.06 CY Fencing, cedar, 6' high GI - 7 $ 18.55 LF Fencing, chain link, vinyl coated, 6' high GI - 8 $ 13.44 LF Fencing, chain link, gate, vinyl coated, 2 GI - 9 $ 1,271.81 Each Fencing, split rail, 3' high GI - 10 $ 12.12 LF Fill & compact - common barrow GI - 11 $ 22.57 CY Fill & compact - gravel base GI - 12 $ 25.48 CY Fill & compact - screened topsoil G1 - 13 $ 37.85 CY Gabion, 12" deep, stone filled mesh Gi - 14 $ 54.31 SY Gabion, 18" deep, stone filled mesh GI - 15 $ 74.85 SY Gabion, 36" deep, stone filled mesh GI - 16 $ 132.48 SY Grading, fine, by hand GI - 17 $ 2.02 SY Grading, fine, with grader GI - 18 $ 0.95 SY Monuments, TIong GI - 19 $ 135.13 Each Sensitive Areas Sign GI - 20 $ 2.88 Each Sodding, 1 "deep, sloped ground GI - 21 $ 7.46 SY Surveying, line & grade GI - 22 $ 788.26 Day Surveying, lot location/lines GI - 23 $ 1,556.64 Acre Traffic control crew ( 2 flaggers; GI - 24 $ 85.18 HR 20 1,703.60 Trail, 4" chipped wood GI - 25 $ 7.59 SY Trail, 4" crushed cinder GI - 26 $ 8-33 SY Trail, 4" top course GI - 27 $ 8.19 SY Wall, retaining, concrete GI - 28 $ 44.16 SF Iwall, rockery GI - 29 $ 9.49 SF Page 3 of 9 SUBTOTAL 1,703.60 1,508.95 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 4/22/02 Copy of Bond Qty_l 81026 Report Date: 10/29/2018 Site Improvement Bond Quantity Worksheet Web date: 11/21/2005 Existing Right-of-way Future Public Road Improvements & Drainage Facilities Private Improvements Bond Reductl Quant. Unit Price Unit Cost Quant. Cost Quant. Cost Completel Cost ROADIMPROVEMENT No. AC Grinding, 4'wide machine < I 000sy RI - 1 $ 23.00 SY AC Grinding, 4'wide machine 1000-200C Rl - 2 $ 5.75 SY AC Grinding, 4'wide machine > 2000sy RI - 3 $ 1.38 SY AC Removal/Disposal/Repair RI - 4 $ 41.14 SY Barricade, type I RI - 5 $ 30.03 LF Barricade, type III ( Permanent Rl -6 $ 45.05 LF Curb & Gutter. rolled RI - 7 $ 13.27 LF Curb & Gutter, vertical RI -8 $ 9.69 LF 75 726.75 Curb and Gutter, demolition and disposal RI - 9 $ 13.58 LF Curb, extruded asphalt R1 - 10 $ 2.44 LF Curb, extruded concrete RI - 11 $ 2.56 LF 188 481.28 Sawcut, asphalt, 3" depth RI - 12 $ 1.85 LF 200 370.00 Sawcut, concrete. per 1 " depth RI - 13 $ 1.69 LF Sealant, asphalt RI - 14 $ 0.99 LF 200 198.00 Shoulder, AC, ( see AC road unit price RI - 15 $ - SY Shoulder, gravel, 4" thick RI - 16 $ 7.53 SY Sidewalk, 4" thick RI - 17 $ 30.52 SY 36 1,098.72 Sidewalk, 4" thick, demolition and dispos RI - 18 $ 27.73 SY Sidewalk, 5" thick RI - 19 $ 34.94 SY 18.7 653.38 Sidewalk, 5" thick, demolition and dispos Rl - 20 $ 34.65 SY Sign, handicap RI - 21 1 $ 85.28 Each 1 85.28 Striping, per stall RI - 22 $ 5.82 Each 8 46.56 Striping, thermoplastic for crosswalk RI - 23 $ 2.38 SF 100 238.00 Striping, 4" reflectorized line Rl - 24 $ 0.25 LF Page 4 of 9 SUBTOTAL 3,046.85 851-12 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 4/22/02 Copy of Bond Qty_l 81026 Report Date: 10/29/2018 Site Improvement Bond Quantity Worksheet Web date: 11/21/2005 Existing Right-of-way Future Public Road Improvements & Drainage Facilities Private Improvements Bond Reduction* Quant. Cost Unit Price Unit Quant. Cost Quant. I Cost Quant, Cost _22m2letel ROAD SURFACING (4" Rock= 2.5 base& 1.5" top course) For'93 KCRS 6.5" Rock= 5" base& 1.5" top course) For KCRS'93, (additional 2.5" base) add IRS - 1 $ 3.60 SY AC Overlay, 1.5" AC IRS - 2 $ 7.39 SY AC Overlay, 2" AC RS - 3 $ 8.75 SY AC Road, 2", 4" rock, First 2500 SY RS - 4 $ 17.24 SY AC Road, 2", 4" rock, Qty. over 2500SY RS - 5 $ 13.36 SY AC Road, 3", 4" rock, First 2500 SY RS-6 $ 19.69 SY 64 1,260.16 278 5,469.44 AC Road, 3", 4" rock, Qty. over 2500 SY RS - 7 $ 15.81 SY AC Road, 5", First 2500 SY RS - 8 $ 14.57 SY AC Road, 5", Oty. Over 2500 SY RS-9 $ 13.94 SY AC Road, 6", First 2500 SY RS- 10 $ 16.76 SY AC Road, 6", Qty. Over 2500 SY RS - 11 $ 16.12 SY Asphalt Treated Base, 4" thick RS - 12 $ 9.21 SY Gravel Road, 4" rock, First 2500 SY RS - 13 $ 11.41 SY Gravel Road, 4" rock, Qty. over 2500 SY IRS - 14 $ 7.53 SY PCC Road, 5", no base, over 2500 SY RS - 15 $ 21.51 SY PCC Road, 6", no base, over 2500 SY RS - 16 $ 21.87 1 SY Thickened Edge I RS - 171 $ 6.89 1 LF I I Page 5 of 9 SUBTOTAL 1.260.16 5,469.44 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 4/22/02 Copy of Bond Qty_181026 Report Date: 10/29/2018 Site Improvement Bond Quantity Worksheet Webdate: 11/21/2005 Existing Right-of-way Future Public & Drainage Fac,litles Road Improvements]: Private Improvements Bond Reduction* Quant lete Cost T--Unit Price Unit Quant. T Cost Quant. I C ost Q uant. Cost .9= DRAINAGE (CPP = Corrugated Plastic Pipe, N12 or Equivalent) For Culvert prices, Average of 4'cover was assumed. Assume perforated PVC is same price as solid pipe. Access Road, R/D D - 1 $ 16.74 SY T Bollards - fixed D - 2 $ 240.74 Each Bollards - removable D - 3 $ 452.34 Each * (CBs include frame and lid) CB Type I D-4 $ 1,257.64 Each 2 2,515.28 CB Type IL D - 5 $ 1,433.59 Each CB Type 11, 48" diameter D-6 $ 2,033.57 Each 2 4,067.14 1 2,033.57 for additional depth over 4' D - 7 $ 436.52 FT 10 4,365.20 2 873.04 CB Type 11, 54" diameter D - 8 $ 2,192.54 Each for additional depth over 4' D - 9 $ 486.53 FT CB Type 11, 60" diameter D - 10 $ 2,351.52 Each for additional depth over 4' D - 11 $ 536.54 FT CB Type 11, 72" diameter D - 12 $ 3,212.64 Each for additional depth over 4' D - 13 $ 692.21 FT Through -curb Inlet Framework (Add) D - 14 $ 366.09 Each Cleanout, PVC, 4" D - 15 $ 130.55 Each Cleanout, PVC, 6" D - 16 $ 174.90 Each Cleanout, PVC, 8" D - 17 $ 224.19 Each Culvert, PVC, 4" D - 18 $ 8.64 LF Culvert, PVC, 6" D - 19 $ 12.60 LF 95 Culvert, PVC, 8" D - 20 $ 13.33 LF 41 .1,197.00 546.53 Culvert, PVC, 12" D - 21 $ 21.77 LF 48 1,044.96 21 457.17 Culvert, DI, 12" D - 22 $ 35.00 LF 5 175.00 Culvert, CMP, 12" D - 23 $ 26.45 LF Culvert, CMP, 15" D - 24 $ 32.73 LF Culvert, CMP, 18" D-25 $ 37.74 LF Culvert, CMP, 24" D - 26 $ 53.33 LF Culvert, CMP, 30" D - 27 $ 71.45 LF Culvert, CMP, 36" D - 28 $ 112.11 LF Culvert, CMP, 48" D - 29 $ 140.83 LF Culvert, CMP, 60" D - 30 $ 235.45 LF Culvert, CMP, 72" D - 31 $ 302.58 LF Page 6 of 9 *KCC 27A authorizes only one bond reduction, Copy of Bond Qty_1 81026 SUBTOTAL 9,652.30 7,622.59 Unit prices updated: 02/12/02 Version: 4/22/02 Report Date: 10/29/2018 Site Improvement Bond Quantity Worksheet Web date: 11/21/2005 DRAINAGE CONTINUED Existing Right-of-way Future Public Road Improvements & Drainage Facilities Private Improvements Bond Reduction* Quant. Completel Cost No. Unit Price Unit Quant. Cost Quant. Cost Quant. Cost Culvert, Concrete, 8" D-32 $ 21.02 LF Culvert, Concrete, 12" D - 33 $ 30.05 LF Culvert, Concrete, 15" D - 34 $ 37.34 LF Culvert, Concrete, 18" D - 35 $ 44.51 LF Culvert, Concrete, 24" D - 36 $ 61.07 LF Culvert, Concrete, 30" D - 37 $ 104.18 LF Culvert, Concrete, 36" D - 38 $ 137.63 LF Culvert, Concrete, 42" D - 39 $ 158.42 LF Culvert, Concrete, 48" D - 40 $ 175.94 LF Culvert, CPP, 6" D - 41 $ 10.70 LF Culvert, CPP, 8" D - 42 $ 16.10 LF Culvert, CPP, 12" D-43 $ 20.70 LF Culvert, CPP, 15" D - 44 $ 23.00 LF Culvert, CPP, 18" D-45 $ 27.60 LF Culvert, CPP, 24" D - 46 $ 36.80 LF Culvert, CPP, 30" D - 47 $ 48.30 LF Culvert, CPP, 36" D - 48 $ 55.20 LF Ditching D - 49 $ 8.08 CY Flow Dispersal Trench (1,436 base+) D - 50 $ 25.99 LF French Drain (3'depth) D - 51 $ 22.60 LF Geotextile, laid in trench, polypropylene D - 52 $ 2.40 SY Infiltration pond testing D - 53 $ 74.75 HR 10 747.5 Mid -tank Access Riser, 48" dia, 6'deep D - 54 $ 1,605.40 Each Pond Overflow Spillway D - 55 $ 14.01 SY Restrictor/Cil Separator, 12" D - 56 $ 1,045.19 Each Restrictor/Oil Separator, 15" D - 57 $ 1,095.56 Each Restrictor/Oil Separator, 18" D - 58 $ 1,146.16 Each Riprap, placed D - 59 $ 39.08 CY Tank End Reducer (36" diameter) D-60 $ 1,000.50 Each Trash Rack, 12" D - 61 $ 211.97 Each Trash Rack, 15" D - 62 $ 237.27 Each Trash Rack, 18" D - 63 _D $ 268.89 Each ITrash Rack, 21" - 64-F$ 306.84 Each Page 7 of 9 6011-11101 "T, 747.5 Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 4/22/02 Copy of Bond Qty_1 81026 Report Date: 10/29/2018 Site Improvement Bond Quantity Worksheet Web date: 11/21/2005 Existing Right-of-way Future Public Road Improvements & Drainage Facilities Private Improvements Bond Reduction* Quant CoMnIp t Unit Price Unit Quant. Price Quant. Cost Quant. Cost PARKING LOT SURFACING No. 2" AC, 2" top course rock & 4" borrow PL- 1 $ 15,84 SY 2" AC, 1.5" top course & 2.5" base cour PL - 2 $ 17.24 SY 4" select borrow PL - 3 $ 4.55 SY 1.5" top course rock & 2.5" base course PL - 4 $ 11.41 SY WRITE -IN -ITEMS (Such as detention/water quality vaults.) No. Stormtech SC740 CHAMBER WI - 1 $ 35,000.00 Lump 35,000.00 Combination Inlet (R3165) W1 - 2 $ 500.00 Each 1 500 500-00 Turn Down Elbow WI - 3 $ 250-00 Each 2 500.00 Drywell WI - 4 $ 1,500�00 Each 1 1,500.00 8" Yard Drain Wl - 5 $ 750.00 Each 1 750.00 DCDA Vault 2-in WA-1 $ 9,000.00 Each 1 9,000.00 FIDC facility WA-2 $ 1,000.00 Each 1 1,000.00 Fire Service pipe 2"PE Wa-3 $ 20.00 LF 16 109 2 , 180.00 Traffic Control WA-5 $ 1,000.00 Each 2 2000 4,000.00 FIRE HYDRANT ASSEMBLY WA-6 $ 6,000.00 Each WOO 1. 6,000-ft WATER SERVICE LINE, V WA-7 $ 10.00 LF 110 1,100.00 WATER VALVE, 2" GV WA-8 $ 1,000.00 Each FTS:H: ENCLOSURE $ 2,000.00 Each 2,000.00 I SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30% CONTINGENCY & MOBILIZATION: GRANDTOTAL: COLUMN: Page 8 of 9 q!�-I(P-00 2-,&464)G— ZY1110.91 484,78-%l 55'34 ] -5-45-3-6;7 B i�7* 530' XA-,&a@4& 13,7zi-too -SO-.729-66- 2, 21 // 1�. 1r, 049.4&04�9413-4-8— C D Unit prices updated: 02/12/02 *KCC 27A authorizes only one bond reduction. Version: 4/22/02 Copy of Bond Qty_ 181026 Report Date: 10/29/2018 Site Improvement Bond Quantity Worksheet Original bond computations prepared by: Name: Dean A. Furr PE Registration Number: 46937 Web date: 11/21/2005 Date: 1 -May-1 8 Tel. #: 425.744.0916 Firm Name: JC McDonnell Engineering Address: 6608 216th St. SW, Ste. 306, Mountlake Terrace, WA 98043 Project No: BLD20171835 ROAD IMPROVEMENTS & DRAINAGE FACILITIES FINANCIAL GUARANTEE REQUIREMENTS Stabilization/Erosion Sediment Control (ESC) Existing Right -of -Way Improvements Future Public Road Improvements & Drainage F Private Improvements Calculated Quantity Completed Total Right -of Way and/or Site Restoration Bond*'** (First $7,500 of bond* s, hall be cash.) Performance Bond* Amount (A+B+C+D) = TOTAL Reduced Performance Bond* Total *** Maintenance/Defect Bond* Total NAME OF PERSON PREPARING BOND* REDUCTION: PERFORMANCE BOND* AMOUNT (A) $ 3,631.3 (B) $ 31-1131.Q5- �,15_ (C) $ (D) $ q54-040-404-04-,94875— (A+B) $ %1,3&3.094w-_'4&-9- M $ 132,212.4 , _gi—nimum bond* amount is $1000. BOND*AMOUNT REQUIRED AT RECORDING OR TEMPORARY OCCUPANCY — (E) $ T x 0.30 $ 39,663.7 OR (T-E) $ 132,212.4 Use larger of Tx30% or (T--ET— Date: PUBLIC ROAD & DRAINAGE MAINTENANCE/DEFECT BOND* so 400 4 3 16 34 A? (:e ---------- ImsegaloW ft: X �-30/0 V 4,06-01 (B+C) x 0.25 = $ 5,908.1 NOTE: The word "bond" as used in this document means any financial guarantee acceptable to King County. NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on- and off -site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a salmonid stream may be damaged, some estimated costs for restoration needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity. NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes. SURETY BOND RIDER NOTE: If a bond rider is used, minimum additional performance bond shall be F$_ 104,948--5-1(C+D)-E REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY DDES Page 9 of 9 Unit prices updated: 02/12/02 Check out the DDES Web site at www.metrokc-govIddes Version: 4/22/02 Copy of Bond Qty_181026 Report Date: 10/29/2018 po C!TY COPY APPENDIX A Page I of 2 1 Transportation Impact Analysis Worksheet '1i('. 1VMV PERMITTING & DEVELOPMENT ENGINEERING D I V I S 10 N 121 5th Avenue N P: 425.771.0220 www.edmondswa.gov Name of Proposed Project: EDMONDS MULTI -UNIT Owner/Applicant Cummings Dev. LLC Name 9718 Slater Ave NE Street/Mailing Address Kirkland WA 98033 City Telephone: (425)890-3397 Applicant Contact Person: J3 Architects LLC I Neil Jorgensen Name 11702 98th Ave NE, Suite 105 Street/Mailing Address Kirkland WA 98034 State Zip City Telephone: (425)242-0369 Traffic Engineer who prepared the Traffic Impact Analysis (if applicable): Firm Name Telephone: 1. PROJECT DESCRIPTION Contact Name E-mail: State Zip a. Location - Street address: 20904 72ND AVE WEST, EDMONDS, WA 98026-7205 (A Hach a vicinity map and site plan.) b. Specify existing land use: EXISTING LAND USE IS SINGLE FAMILY RESIDENTIAL. ZONING RM-1.5 PERMITS MULTIFAMILY LAND USE. c. Specify proposed type and size of development: APARTMENT BUILDING 4 UNITS — (# of residential units andlor squarefootage of building) d. Date construction will begin and be completed: ESTIMATED 3/2018 & 10/2018 e. Define proposed access locations: SINGLE ACCESS FROM 72ND AVE WEST PER SITE PLAN SCARNED OCT 0 � 2018 APPENDIX A Page 2 of 2 f. Define proposed sight distance at site egress locations: 2. MITIGATION RECOMMENDATIONS State recommended measures and fees required to mitigate project specific traffic impacts. Traffic impact fee shall be calculated from the attached Impact Fee Rate Tables and as identified in ECDC 18.82.120, except as otherwise provided for independent fee calculations in ECDC 18.82.130. CHANGE IN USE Fee for prior use shall be based on fee established at the time the prior use was permitted. If the previous use was permitted prior to the adoption of Ordinance 3516 (effective date: 09/12/04), the 2004 ECDC 18.82.120 impact fee shall be used. Units in ITE Land Use Category Per Unit square feet, Fee Fee Rate of dwelling, vft). etc. New Use 220 - APARTMENT $ 2987.09 X 4 Prior Use 210 - SINGLE FAMILY $ 840.72 X 1 7� _ I I NewUseFee: $ 11�948.36 Prior Use Fee: S 840.727 = I $ 11, 107.64 11 NEW DEVELOPMENT Units in ITE Land Use Category Per Unit square feet, Fee Rate # of dwelling, vfp, etc. New Use $ X 0 OTHER Fee MITIGATION FEE RECOMMENDATION: S INDEPENDENT FEE CALCULATION: $240.00 (+ consultant fee)_ S ITOTAL TRANSPORTATION IMPACT FEE S /0 City -5—f Editionds, Engineering Division Approval Date ' No impact.fees will be due, nor will a credit be given, for an impact fee calculation resulting in a net negative. Divirm-ft-apes CITY Co SOA N N E D 17005 424th Dr SE OCT43 2918 Py Page 1 of 1 Page(s) Goldbar, WA 98251 PRELIMINARY ESTIMATE 206 290-8643 PROPOSAL SUBMITTED TO, cell: ORIGINAL PROPOSAL DATE: DATE LAST REVISION: 5/9/2018 7= 7/12/2018 jOB1TM7E-. Email Edmonds Townhomes L;IIY,bIAIt,ZIP: Address: Estimator. 20904 72nd Ave W, Edmonds -cramer2/ GCA We propose hereby to furnish material and labor - complete in accordance with the following specifications, for the sum listed below: All material is guaranteed to be as specifiec. All work to De completed in a workmanlike manner according to standard practices. F;�� (� Warranty work will not be performed until installation is paid in full. -, U Any alteration or deviation from specifications telow involving extra costs will be executed ONLY upon receiving a $200 change order initiation fee (per change) plus any additional expenses over and above the estimate. All agreements contingent upon strikes, accidents or delays JUL 13 2018 beyond our control. Owner to carry fire, tomado and other necessary insurance. Our workers are fully covered by Workman's Compensation Insurance. Proposal must be signed & returned at least 10 days prior to start of installation. This proposal may be withdrawn by us if not accepted within 30 days. MATERIAL LIST CrrYOFEDMONLAr� Qty Material Area (sq Price Installed Total Price 5 cy Arborist Chips 3" depth 530 $ 75.00 $ 375.00 34 cy Bed Soils 4" depth 2725 $ 65.00 $ 2,210.00 17 cy Ferti Mulch 2"depth 2725 $ 65.00 $ 1,105.00 1 Cy Cobble 1-3" depth 209 $ 65.00 $ 65.00 15 ea Tree Stakes 0 $ 10.00 $ 150.00 16 ea 2'x2' pavers $ 25.00 $ 400.00 108 If Permalock edging between wood chips and cobble $ 7.00 $ 756.00 1 ea ARGO fertilizer 4-2-2 $ 200.00 $ 200.00 2725 sf Site Prep and Clean-up and rototil $ 955.50 Qty PLANT MATERIAL Size Price Installed Total Price 4 each Bowhall Maple 1.5" cal. $ 180.00 $ 720.00 8 each Incense Cedar 6' ht min $ 125.00 $ 1,000.00 1 each Katsura 1.5" cal $ 180.00 $ 180.00 2 each Pyrus calleryana 'Glens Form'/ Glens Form Flowering 3" cal $ 350.00 $ 700.00 SHRUBS 7 each Columnar Barberry 18" ht $ 36.00 $ 252.00 5 each Carex Evergold 1gal $ 12.00 $ 60.00 26 each Compact Oregon Grape 24/30" $ 46.00 $ 1,196.00 17 each Miscanthus morning light 18" ht $ 36.00 $ 612.00 24 each Nandina gulf stream 18" min $ 36.00 $ 864.00 6 each Nandina Sienna Sunrise 24/30" $ 45.00 $ 270.00 12 each Goshiki Holly Oliver 18" min $ 36.00 $ 432.00 24 each Lilly of the Valley "cavatine" 21/24" $ 48.00 $ 1,152.00 40 each Western Sword fern 18" min $ 32.00 $ 1,280.00 6 each Fastiga Enlish Yew 4-6 $ 65.00 $ 390.00 20 each EG Thuja 4-5' $ 50.00 $ 1,000.00 40 each Firefly Heather 1 gal $ 12.00 $ 480.00 42 each Salal 11gal $ 12.00 $ 504.00 34 each Moss Green Honeysuckle 11gal $ 12.00 $ 408.00 10 each Hamin Dwarf Fountain Grass 11gal $ 12.00 $ 120.00 381 each Emerald carpet manzanita 4" pot, 24" oc $ 6.00 $ 2,286.00 211 each Thymus praecox'Albiflorus'Mhite mother of Thyme 4" pot, 18"oc $ 6.00 $ 1,266.00 82 each Beach Strawberry 4" pot, 24" oc $ 6.00 $ 492.00 SubTotal $ 21,880.50 Tax at 10.3% $ 2,253.69 Total $ 24,134.19 y , I "_�) t -3, � 2- CITY Coff SPECIAL INSPECTION AND TESTINC AGREEMENT S -4ED CAW' OCT 2018 Permit BLD2017-1835 Project: Cummin-es 4 plex -,STRUCTJJR,,kL Prior to Aiviteince of'o permi4 thisfiorni inust be conipleted in ift entirety an(I returned to the (Y�Yfar approvA The eonipleled.forin inust ha ve signatures (if acknowledgmettl bil all parties. DUTIESAND RESPONSIBILITIES S :UAW Inspection, Firin and Special Inspeclors: The Special Inspection firm of will perform special inspection 11or the following types of work (-separate �torms must b,- submitted if more than one firm is to be employed): _XReinforced Concrete Bolting in Concrete —Prestressed Concrete —Shotcrete Structural Nlason-y -Structural Steel/Weld . ing _11 igh, Strength Bolting —Spray applied Fireproofing- -Smo.ke Control Systems —Lateral Wood —Structural Observation by design professionjil _Gradim,/soils - -Steel Floor and.Roof Decks. —Other All individual inspectors to be employed oil this project will be WAJ30 cenified for the ty-P � f work- th v ar to , co e. e inspect- If inspectionis for work that is not covered by the \VAB0 categories, or the inspector is not WA'_130 certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the mispector and the fimi are qualified by education and experience to perform the work and testing. required by the project design and specifications, The work shall be inspected for conformance with the plans and specifications approved ky the City. Revisions and addenda sheets will not be used for inspection, unless they have been approved by the City. inspection records shall include: A daily record to be maintained on sircl, itemizing the inspections performed. Anly noneonfbrnl�ijig work - shall be brought to the immediate attention of the contractor for resolution. A weekly report.shall be submitted to the City. detailing the irLspections and testing performed, listin any, nonconforming work and resolution of no 0 g 11confornling items, A final reportshall be submitted to the building department prior to the Certificate of.Occupancy being issucd� This report will indicate that inspectionand testing was completed in conformance with tfie approved plans.. specifications and approved revisions or addenda. Any unresolved discrepancies imist be detailed in the final report, I RMC C Umpnings, dou-, � i �210 18 Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plan and specifications must be.made available, at the jobsite for the use of the special inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by all parties. The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approval is given by the City inspector. Buildinp_ Department: I The building department shall review any revisions and addenda, The City inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City inspector shall be responsible for approving various stages of construction to be covered and for work to proceed. Desin Professionals: The architect and/or engineer will clearly indicate on the plans and specifications the specific types of special inspection required and shall include a schedule for inspection and testing. The architect and/or engineer will coordinate their revision and addenda process in such a way as to ensure that all required City approvals are obtained, prior to work shown on die revisions being performed in the field. .Owner: The project owner, or the architect or engineer acting as the owners agent shall employ the special inspector or agency. ENFORCEMENT A failure of the special inspector or firm to perform in keeping with the requirements of the IBC, the approved plans and this document, may void this agreement and the Building Official's approval of the special inspector. In such a case a new special inspector and/or firm would need to be proposed for approval. A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project until nonconforming items have been resolved. ACKNOWLEDGMENTS I have read and agree to comply with the terms and conditions of this agreement, Owner: —21 —Signature Contractor: Signature--,- Arcli./Eng- Date �n Date: bate: Special Insp. �udi Rosenau-Payseno —Signature i Date: Special Insp. Agency ACCEPTED FOR THE CITY OF EDMONDS BUILDING DIVISION By: Date: —*& \XedMsvr-user�!Ciuserprof3lb,iorbuck\Desklop�.qf Struc CunimingsAcK3.1/2019 0 - J.C. Mc DONNELL ENGINEERING, P.C. Consulting Civil Engineers 6608 — 216TH ST SW #306 Mountlake Terrace, WA 98043 April 30, 2018 DO 0 T &I-ScA j? Ms. Jeanie McConnell, Engineering Program Manager #p0tjSE N. a 0 -S To P, [_ 21 5th Ave N KETAEOF-D, Edmonds, WA 98020 ZR PROJECT: BLD 20171835 - Cummings Development %it apartment RE: Resubmittal of the revised civil construction plans and reports for development and right-of-way permits Dear Ms. McConnell, On behalf of Mark Cummings, Slater Homes, Corp, we are resubmitting the revised civil construction plans for the above referenced project in accordance with the Review#l. The following documents are enclosed for your review. Revised civil and construction plans and TIR dated May 02, 2018 We have addressed your comments and our responses are as follows: Jeanie McConnell - Civil Plans: I . Provide an itemized engineer's cost estimate for both on -site and off -site (right-of-way) improvements, including traffic control and all utility installations. Use the King County Bond Quantity Worksheet (available on the county website) and utilize "write-in" sections where appropriate. a. The amount of the bond will be based on 120% of the City approved estimate for the offsite improvements. b. A 3.3% inspection fee is calculated for the project based on 120% of the City approved estimate for the entire project improvements. The Itemized Engineers cost estimate is attached. 2. Please add a note to plans stating "A separate right-of-way construction pennit is required for all work within the city right-of-way." Please note, a ROW permit application with contractor's signature shall be provided to the city prior to issuance of civil construction plans. The note has been placed on the plans. 3. Please note that City standard details are currently under revision and new details are due to published at any point here. Please check the City website for most current details prior to resubmitting plans for this project. L At time of submittal - the associated details were not updated on the ci y S-website. A note has been placed on the detail sheet to direct the contractor to obta' *e HP latest detail. k-,� L. MAY 14 20% BUILDING D�E n CITY OF EV=K;1F BLD 20171835 — Cummings Development 4 unit apartment 4/30/2018 4. A Stormwater Covenant is required to be recorded against the property based on the proposed stormwater facilities for the project. Please complete the covenant, including notarization and any required exhibits and submit to the city. The document must be complete, but will not be recorded prior to pen -nit issuance. Prior to construction final location of facilities are to be verified (by field inspection and asbuilt) and then the covenant will be recorded. A covenant will be provided for review. 5. Please note, additional comments not included in this review may be produced after reviewing the next submittal. Noted. Site Plan I Remove proposed utility information and utility notes. The utilities and notes have been deleted. 2. Add note on site plan that references civil construction plan set for civil site construction and utility information. The note has been added. Sheet Ll — Landscape Plan I Please remove utilities from the landscape plan. The utilities have been removed. 2. Add note on landscape plan that references civil construction plan set for civil site construction and utility information. A note has been added. 3. Wheel stops have been shown on this plan sheet; however, extruded curb has been shown on the civil plans. Please make consistent. Noted. Sheet I of 7 — Cover Sheet Please provide a cover sheet and include the following: a. Include Project Owner/Contact Information b. Provide Utility Purveyor information c. Provide civil plan sheet index d. Construction sequence e. General Construction Notes. A Cover Sheet will be provided. Page 2 BLD 20171835 — Cummings Development 4 unit apartment 4/30/2018 Sheet I of 5 — TESC Plan (Renumbered to C2 of 7) 1. Revise TESC Legend, Construction entrance note to remove "If required". Noted. 2. For all TESC measures, reference City standard details and note location of detail within plan set. City standards are referenced. 3. Move Sheet Index to Cover Sheet. Noted. 4. Move construction sequence notes to Cover Sheet. Noted. 5. Indicate how "No Compaction Area" will be protected. Fencing? The "No Compaction Area" is delineated by construction fencing. 6. Add note: Refer to Separate demolition plan and permit — BLD20171836. Noted. 7. Show existing water meter as "to be removed". Noted. 8. Show mailboxes as "to be relocated". The mailboxes for the apartment will be located under the stairs on the building. 9. Please clarify contractors note "See soils recommendation per soils report by Cobalt Geosciences, dated September 25, 2017". What recommendation is important to the TESC plan? Or is this a note that should be found on the cover sheet and more generally referencing that there is an associated soils report? The note has been retained for the latter reason. Contractor referred to associated soils report. Sheet 2 of 5 — Grading Plan (Renumbered to C3 of 7) I . Revise sheet title to include "Frontage Improvement Plan" Revised. 2. Remove utilities from plan sheet that were removed with demolition. Removed. 3. Revise plans and standard detail reference for driveway approach to be consistent with City standard detail E2.26. With this change, standard concrete sidewalk, curb and gutter will carry through the driveway approach. Please note that the cross slope along any portion of the pedestrian path of travel shall not exceed 2%. The plan has been revised with the required driveway. Page 3 BLD 20171835 — Cummings Development 4 unit apartment 4/30/2018 4. Revise Construction Note 9 to also state "match into existing driveway". Note 9 has been revised. 5. Show existing road pavement markers on the plan and indicate requirement to remove markers: According to a site visit and the survey, these RPMs don't exist. 6. Fire hydrant will need to be moved to the back side of the sidewalk. See comments under Sheet C3. The fire hydrant has been relocated. 7. Show proposed mailbox location as approved by Post Office and installation consistent with City standard details. The mailboxes for the apartment will be located under the stairs on the building. 8. A keystone wall has been shown within the ROW at the SE comer of the property. Blocks shall not be located within the ROW. Please remove and adjust grades with landscaping. The keystone wall has been removed. What is the "approved" retaining wall method within R[W. 9. Please add the following note regarding pavement restoration: Utility patches with less than 20-feet of separation 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 one travel lane, the overlay shall extend to the centerline of roadway. Where utility patches extend into both travel lanes then a full width overlay is required. The note has been added to the plan. 10. Callout parking stall dimensions as "typ" (typical) and adjust to meet City minimum standard of 8.5'xl6.5'. The architect has been working with city staff for allowable reduction in parking stall width on the order of 50% of stalls provided. The plan has been dimensioned to reflect those changes. 11. Trash enclosure shall have drop pin holes and open and closed positions. Show requirement on plans. Drop pins are shown in a detail on the plans. 12. Extruded curb has been shown around the entire perimeter of the parking lot. Please address the following: a. It is unclear what will be provided in the space between the parking lot and the building. Please clarify this surface material. The plans have been revised to illustrate the intended use. Also, see landscape plan. Page 4 BLD 20171835 — Cummings Development 4 unit apartment 4/30/2018 b. Please clarify the pedestrian transition from the parking lot to the building entry. The plans have been revised to illustrate the pedestrian transition. c. A minimum 5-foot turnaround space should be provided on the west edge of the parking lot drive aisle to allow vehicles to negotiate into and out of the parking stalls on the west end of the parking lot. The 5-foot turnaround space has been incorporated into the pedestrian access to the apartments. Sheet 3 of 5 — Drainage and Utility Plan (Renumbered to C4 of 7) 10-feet of separation shall be provided between water and sewer. Noted — but this should refer to mains and not services, correct? 2. Add note to plans that existing water service shall be cut and capped at the main. Noted. Show water service line from meters to structure and call out pipe material and size. These are not typically shown on civil plans. 4. Callout water meter size. Shown. 5. Fire hydrant to be relocated to the back of the sidewalk. Please refer to City standard detail for fire hydrant and include pipe extension. A new tap on the main will not be required. FH has been relocated. Thanks! 6. A 4" storz adapter will be required on the fire hydrant. Noted. A Storz adapter is shown on the City standard detail. Isn't this a required action that the inspector will require from the contractor? 7. Show blue reflective pavement marker in the street right-of-way per City standards to identify location of the fire hydrant. Shown. 8. The existing sanitary side sewer has been shown to remain; however, a new connection to the City's sewer main has also been shown. Please clarify why two points of connection have been shown. The property should have only one sanitary sewer lateral within the City ROW. Noted, the plan has been revised. 9. If development will reuse existing side sewer and lateral, instead of installing a new lateral to the manhole, add the following notes: Page 5 BLD 20171835 — Cummings Development 4 unit apartment 4/30/2018 a. Provide a 6" cleanout with 12" CI lamphole cover on the ROW side of the property line. b. Existing side sewer from the point at which it is capped on private property, to the property line, shall be TV'd by the property owner. TV record shall be provided to the City to determine if it is acceptable to reuse. If the existing side sewer is 4" it will need to be removed and replaced with a 6" line regardless of condition. c. Existing lateral, from the property line to the main, shall be TV'd/inspected by the City Sewer Division to determine if it is in acceptable condition for reuse. If not, a new 6" lateral from the main to the property line will be required. d. If existing sewer lateral is not proposed for reuse, it shall be cut and capped at the property line. It is proposed to use the existing 6" side sewer lateral. The appropriate notes have been placed on the plan. 10. If the development will install a new lateral to the manhole in 72nd, instead of reusing the existing lateral, respond to the following: a. Refer to City standard detail for sewer manhole and required channeling. b. Refer to City standard details for sanitary sewer lateral and side sewer. c. Provide a 6" cleanout with 12" CI lamphole cover on the ROW side of the property line. See above. 11, Provide invert elevations on existing and proposed sanitary sewer at all cleanouts and at the property line/main line. Invert elevations have been provided. 12. Will footing drains be installed around the perimeter of the building? If so, indicate where they will discharge. The footing drains have very little if any subsurface drainage. The footing drains will be connected to an onsite drywell. 13. Show location of dry utilities and required utility separation (5-feet from City utilities within the ROW and 3-feet from water/sewer/storm utilities on private property). Shown. 14. Underground Wiring Requirements of ECDC 18.05 shall be followed. All utility services shall be installed underground. This is a note that should be on the electrical plan. 15. Show location of pad mounted transformer, if proposed; to be located on private property. It is unclear where or if a pad mounted transformer will be located. A pole mounted transformer might be used. 16. Include Hard Surface Area chart on the plans. Provide a breakdown for hard surfaces and roof tops and the type of stormwater management system being installed to manage each. Page 6 BLD 20171835 — Cummings Development 4 unit apartment 4/30/2018 The hard surface area chart has been placed on the plans. 17. A new catch basin has been shown to be installed in the new curb/gutter flow line, which appears to be directly over the City water main and very near a gas main. Based on this information, it appears as though the proposed alignment of curb, gutter and sidewalk will need to shift further to the west. In addition, a curb inlet may need to be considered. Please review and re -design. A re -design has been proposed, please see the plans. Sheet 4 of 5 — DETAILS (Renumbered to C5 of 7) 1 . Revise accessible parking detail to show standard parking stall dimensions at 8.5' x 16.5'. Revised ADA parking stall. 2. Remove driveway entrance section as this style driveway approach will no longer be constructed. The driveway entrance has been updated 3. Insert City standard detail XX instead of the pavement detail currently provided on the plans. We don't know what standard detail XX is. Please provide it. Sheet 5 of 5 — NOTES (Renumbered to C6 of 7) I . Place Erosion Control Notes on TESC Plan. Done. 2. Place General Notes on Cover Sheet. Done. Sheet 7 of 7 — TRAFFIC CONTROL I . Include a traffic control plan. Refer to City handout E81 for sample plans. A traffic plan has been created. STORMWATER ENGINEER REVIEW City Stormwater Engineer, Zachary Richardson I General: Geotechnical report recommends that the geotechnical engineer review proposed plans for consistency with their recommendations; provide evidence of geotechnical approval of the plans prior to permit issuance. A set of the plans have been sent to the geotechnical engineer for approval. 2. Geotechnical report: It is not clear that the recommended infiltration rate has been determined as require per Edmonds Checklists #4; update report as needed to show that the field -measured infiltration rate is subjected to the prescribed correction factors for the Page 7 BLD 20171835 — Cummings Development 4 unit apartment 4/30/2018 long-term design infiltration rate. Update drainage report and plan as needed to match revised infiltration rate. The geotechnical report has been updated and the drainage report has be revised to match the geotechnical recommended infiltration rate. 3. C I: Provide construction fencing or other delineator around the infiltration area to identify and discourage access into the area. Construction fence is shown around the infiltration area. 4. C2: It appears the entrance will require revisions to a typical driveway standard; but should the current configuration remain, the reviewer has concerns about the control of runoff from the right-of-way. Engineer shall verify adequate capacity of the 1/2" lip proposed on the ribbon gutter and provide additional curb return elevation information as needed to verify that right-of-way runoff will remain within the right-of-way. This has been addressed in an earlier comment. 5. C2: It appears that portions of the infiltration chambers will have less than the minimum 2' cover required for traffic rated surfaces; update plans to achieve 2' of cover or submit manufacturer specification demonstrating that less than 2' of cover is sufficient to achieve traffic loading requirements. Manufacturers minimum cover is 1811 from the top of the chamber to the bottom of the flexible pavement. The design complies with the minimum standard. �Sv�f F11 C2: It appears that a free-standing extruded curb (ie. surface around the curbing does not step up to top of curb elevation) is proposed around the structure front. While this area is generally covered, it appears that this area could be subject to blown -in or run-on runoff or other sources of water (landscaping water, etc) which would then be trapped between the building and extruded curb. Update plans to address concern, or provide written response of engineer's opinion as to why this is not a concern. This seems like an unwarranted heightened awareness of "Blow In" assessment of the rain. We have no plans to address, because in our Professional opinion is that it will not cause harm or endanger the public, therefore, is not addressed. - Furthermore, the grades slope away from the building along the front. So any blow- in or speculated run-on will drain away from the building to the catch basin (low point) in the parking lot. 7. C2: Update this sheet and/or landscaping plan to clarify what material is proposed around the building (assumed to be lawn); between the building and extruded curb and out to the screening landscape limits. The proposed soil management plan is to amend all soil per BMP T5.13 8. C2: Update this sheet and/or landscaping to provide an amended soil detail or specification sufficient enough for the contractor to provide a product that meets the amended soils requirement. The plan has been updated, shown on sheet C4. Page 8 BLD 20171835 — Cummings Development 4 unit apartment 4/30/2018 , 9. C3: Provide unique identifiers (numbers or letters) for each proposed and altered storm drain catch basin/manhole and specify lid types (solid/standard) for each. Unique identifiers have been added. 10. C3: Add a floatable separator (down -turned elbow or vertical/FROP tee) to the CB in the parking lot; provide details as needed for construction. The turndown elbow has been added with a detail. 11. C3: It appears that the 8" invert in the CB south-west of the infiltration facility is too low for functional drainage; revise as needed. The invert has been revised. 12. C3: Update plans to show or note where footing drains are discharging to. The footing drains have been addressed in a previous comment by Ms. McConnell. 13. C3: It appears that the CB to the south-east of the infiltration facility is greater than 5' from rim to invert and will require a Type 2; revise plan or inverts as needed. The plan has been revised. 14. C3: Update the symbology of the west roadway CB to reflect the type 2 designation correctly noted in the callout. The symbol has been revised. 15. C3/C4: It appears that the isolator row requires at least one maintenance portal and a sediment trap; show location in plan view and provide details as needed for construction of these items. Or provide written response why these are not needed (may require additional backup from manufacturer). The catch basins upstream of the infiltrator have turndown elbows (floatables) and 2ft deep sumps "catch" for sediment. So we believe this is adequate upstream protection of the Isolator Row. Fire Department Review Karl Fitterer Sheet C3: a. Call out vaults. All vaults need to be rated to support a GVW of 75,000 lbs and a point load of 45,000 lbs (24"x24" jack pad) Front axle = 23,000 lbs, Rear dual axles 48,000 lbs. A note has been placed on the plan, but can we get a cad drawing of the proposed fire vehicle with outrigger locations and dimensions. b. Call out fire lane marking per Edmonds Fire Prevention Standard in attachments. Fire markings have been called out. c. Call out Fire Department Connection in the landscaping east of the dumpster. Units will be sprinklered from the meters. Page 9 BLD 20171835 — Cummings Development 4 unit apartment 4/30/2018 2. Sheet CT a. East Elevation Call out premis ID 12 inch on contrasting background. Not sure what this is referencing? 3. On all further submissions call out code reference for compliance. Noted. 4. Deferred Fire Alarm, Fire Sprinkler and Fire Connection. Is this an action or a statement? We believe these responses address all of your comments. Please review and approve at your earliest convenience. If you have further questions or concerns, feel free to contact me. Sincerely, Dean A. Furi, RE, CESCL Project Manager \\Pgsnetivork2\vgs—data2VCMcDonneIALand Projects 2016\06043-3JArchitects—Edinonds 4 uniAEdmonds ReviewV80312\06043—IST Review_Responses_ I 80430.docx Page 10 After Recording return to: City of Edmonds Building Division 121 5th Avenue North - 2nd Floor RECEIVED Edmonds, WA 98020 I DEC 10 2018 BUILDir,�o SCANNACD DEC 10 2010 Document Title(s) Sale Prohibition Covenant of Multiunit Residential Building Reference Number(s) of Related Documents N/A Gj M t—N I N C-7 S t%4 Grantor(s) (Last, First and Middle Initial) Grantee(s) (Last, First and Middle Initial) State of Washington - Legal Description (abbreviated form; i.e., lot, plat or section,. township, range, quarteF/quarter) H-C-- dol-T4 '?,�, Fl�-ET or- Tt4A,F Po�Z-TtoN CIF L-6-1 �3. BL-00V--Z-, t+ (--j c-705 Pivi�ij,&( 4, t-�(H(-7 vif-r4it'l -11fG -50u7-14 4ALP OP 5,A(D -5F A-T-TLf:- 1+1=16714TI; biviStoP4 �. Ae-c-o"INC-7 T-o rifet pt-A-r -T-(ft�-jLr-- oV� 9_r N -tr- I , PAQ-7k I I 9-r:i P ,LO(LD r ?D 1v V01-Ul z. OF PLAT L-U�- (Full legal description on Exhibit A) -5 /,rofttij50 Coo.-J-rj 1 wAS 4 INO Assessor's Property Tax Parcel/Account Number at the Time of Recording: OoS(n�-�002-00302- The Auditor/Recorder will rely on the information provided on this form. The staff will not read the document to verity the accuracy or completeness of the indexing information provided herein. (13FP624253.D0C;1/00006-900000/) Sale Prohibition Covenant of Multiunit Residential Building Pursuant to Chapter 64.55 RCW This covenant has been recorded in the real property records of Snohomish County, Washington, in satisfaction of the requirements of RCW 64.55.010 through RCW 64.55.090. The undersigned grantor is the owner of the property described on Exhibit A (the "Property"), which is addressed in the records of the City of Edmonds Building Division as 2-09 ()!A "-? ?�,f - ph'i a V,1 F- api Gptns W N 9 b61-6 . The owner of the Property irrevocably covenants and agrees that until termination of this covenant, no dwelling unit in or on the Property may be sold as a condominium unit except for dispositions listed in RCW 64.34.400(2). This covenant terminates on the earlier of either: (a) Compliance with the requirements of RCW 64.55.090, as certified by the owner of the Property in a recorded supplement hereto; or (b) the fifth anniversary of the date of first occupancy of a dwelling unit as certified by the owner of the property in a recorded supplement hereto. This covenant shall run with the land and shall bind the grantor and the grantor's heirs, personal representatives, successors in interest and assigns. DATED: I-Lilcll lb GrOR,�S Its: STATE OF WASHINGTON) COUNTY OF SNOHOMISH) On this day appeared before me Af,*,e4 C4,M/,V/"V&,0 the of &"MIA16:5 1*5Wra6 , and stated that he/she is authorized to execute this document on behalf of said corporation for the uses and purposed herein mentioned. D Xf !%NN;NTR%jJj,j11 I - � 201 M 16 6%cl /111, OP NOTARY PUBLI� Printed Name: My Commission expires: (BFP62426 LDOC; 1 /00006.900000/1 OV ED&10 41, "'A��_ . IS90 PROJECT NAME: ROW PERMIT NO.: ENGZ01'R - 04LI3 ISSUE DATE: RIGHT-OF-WAY CONSTRUCTION PERMIT APPLICATION V_Qmzlll� i-t 1PG5y_ CONTRACTOR: SLATIETZ-ftACS:., MailingAddress: W-10( wA 9?�03':;' State License #: 5 L Arl-15- 14 (-A 00 0kn City Business License #: ADDRESS OR INTERSECTION OF CONSTRUCTION: CONTACT: P4,AR-le- C_uAAMW6,5 Phone#: 4-2-5 6110 '3-,Irl* Fax #: Email #: [&Liability Insurance M Bonded ROW WORK ASSOCIATED WITH THE FOLLOWING TYPE OF PROJECT: F] Commercial El Subdivision El City Project E:1 Traffic Control (Only) N Multi -Family [:1 Single Family F] EUC (PUD, VERIZON, PSE, COMCAST, OVWSD): Is this permit part of a blanket permit? F Other R Yes R No I ANY ASSOCIATED PERMITS? I BLD# 7-o ri k 6 5 5 ENG# ZVI 9 . 04(4 T DESCRIPTION OF PROPOSED WORK (Be Specific): �J te-_� &tP-,.ArD 4+er— 6f— '-C�-T-o V_M C 4 I WAS STREET OVERLAYED WITHIN THE LAST FIVE (5) YEARS? YES EN NO 0 Year: PAVEMENT CUT: 2 Yes F1 No CONCRETE CUT: 0 Yes El No L-- If yes, indicate size of cut: L"J �x If yes, indicate size of cut: x RIGHT-OF-WAY AREA CLOSURE TOTAL DURATION (NUMBER OF MONTHS) Sidewalk 48 Hrs + LF X 75—LF SF Alley 72 Hrs + LF X LF SF Parking 72 Hrs + LF X LF SF APPLICANT TO READ AND SIGN *Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possession. *Restoration is to be in accordance with City codes and Standards. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday — NO EXCEPTIONS. Indemnity: The Applicant has signed an application which states helshe hold the City of Edmonds harmless from injuries, damages or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or any of its departments or employees, including defense costs and attorney fees by reason of granting this permit. I have read the above statements and understand the permit requirements and acknowledge that I must follow all requireme&ts in order for the permit to be valid. SIGNATURE DATE Contractgr or Agent NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE 0 A10 �v ql,vc wiw- CONTRACTOR INFORMATION: SIDE SEWER PERMIT APPLICATION Company Name: Site Contact: M-NU— Company Address: A� Phone kl-(rL�&NQ VVA- � b05� City: Zip: Email M StateLicense# eL_pT-U:-=��(Cafoo Expiration Date: !A I I (b 1-2-0 Z-0 PROPERTY INFORMATION: City Business License # Address: Owner's Name: C,jAA1�&1NfG?C> t9ev L-1-6— Phone#: 4 2-5 60:�o 54-FULL LINE REPLACEMENT [:1 SPOT REPAIR [] PIPE BURST RELINE (PERMALINE ONLY) DESCRIPTION OF PROPOSED WORK (Be Specific): i-ltvv s(or, rzweg- cotveurc-7 ISSUANCE OF THIS PERMIT DOES NOT CONSTITUTE PERMISSION TO WORK ON ANY PROPERTY OTHER THAN THAT OWNED BY THE SUBJECT PROPERTY OWNER. CERTIFICATIONS NECESSARY FOR INSTALLATION METHODS ARE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING SAID WORK. I REPRESENT AND WARRANT TO THE CITY OF EDMONDS, IF REPAIR OF EXISTING SEWER EXTENDS TO AN ADJACENT PROPERTY, I HAVE OWNERS EXPRESS PERMISSION TO PERFORM WORK ON THAT ADJACENT PROPERTY. SIGNATURE DATE !�j hA05 Contractor or A i ffr 4 NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE JUNE 2017 APPENDIX A - ON -SITE STORMWATER MANAGEMENT BMP INFEASIgaIMITK a Mwn %W WERIVED Appendix A - On -Site Stormwater DEC 28 2017 DEVELOPMENT SEFMCES Management BMP Infeasibility CriteriSOUNTER The following tables summarize infeasibility criteria that can be used to justify not using various on -site stormwater management l3MPs for consideration in the List No. I or List No. 2 option of Minimum Requirement No. 5. Much of this information is also included under the detailed descriptions of each BMP in the SWMMWW, but is summarized here in this Addendum appendix for additional clarity and efficiency. However, note that this appendix also includes several City -specific infeasibility criteria that are not included in the SWMMWW. Therefore, where any inconsistencies or lack of clarity exists between the SWMMWW and this appendix, the requirements of this appendix shall apply, and project proponents should consult with the City for any clarifications. If a project is limited by one or more of the infeasibility criteria specified below, but still wishes to use the given BMP, they may propose a functionally equivalent design to the City for review and approval. Lawn and Landscaped Areas BMP Infeasibility Criteria — This BMP is INFEASIBLE under the following conditions: Posi-Construction Lawn and landscape area is on till slopes greater than 33 percent. Soil Quality and Depth Roofs BMP Infeasibility Criteria — This BW is INFEASIBLE under the following onditions: Full Dispersion 0 Where the dispersion area is within the North Edmonds Earth Subsidence and Landslide Hazard Area (ESLHA). * The flowpath or dispersal area is within the buffer of the ESLHA (minimum buffer equal to the height of the steep slope or 50 feet, whichever is greater) unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system. 0 The slope of the flowpath or dispersal area is steeper than 15 percent for any 20-foot reach of the flowpath, or steeper than 33 percent if a level spreader is used upstrearn and vegetation is established. 0 The flowpath or dispersal area is within 50 feet of the top of slopes greater than 15 percent (unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system). * A 65 to 10 ratio of forested or native vegetation area to impervious area cannot be achieved. 0 A minimum forested or native vegetation flowpath length of 100 feet (25 feet for sheet flow from a nonnative pervious surface) cannot be achieved. A. ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CPJTEFUA 1 APPENDIX A - ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CRrTERIA JUNE 2017 Roofs (continued) BMT Infeasibility Criteria — This BMP is INFEASIBLE under the following conditions: Full Dispersion The flow path cannot be located on site or in a reserved offsite tract or (continued) casement area. The flowpath cannot be located between the dispersion device and any t.� downstream drainage feature such as a pipe, ditch, stream, river, pond, lake, or wetland. • Flowpaths for adjacent dispersion devices cannot be sufficiently spaced to prevent overlap of flows in the flowpatb areas. • For sites with onsite or adjacent septic systems, the discharge point must be at least 30 feet upgradlient, or 10 feet downgradient, of the drainfield primary and reserve areas (per WAC 246-272A-0210). This requirement can be modified by the City if site topography will clearly prohibit flows from intersecting the drainfield or where site conditions (soil penneability, distance between systems, etc.) indicate that this is unnecessary. • The dispersion area is within the buffer of a Category I or Category 2 wctland. • The dispersion area is within the buffer of a Category 3 or Category 4 wetland, except for the outer 25 percent of the buffer. • The dispersion of runoff would create flooding or erosion impacts. Downspout Full * 'Where the ififiltration system is within the North Edmonds Earth Subsidence Infiltration Systems and Landslide Hazard Area (ESLHA). act- • Within the buffer of the ESLHA (minimum buffer equal to the height of the steep slope or 50 feet, whichever is greater) unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system. • Within 50 feet of the top of slopes greater than 15 percent (unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed systern). • The lot(s) or site does not have outwash or loani soils. • There is not at least 3 feet or more of pen-neable soil from the proposed final grade to the seasonal high groundwater table or other impermeable layer. • There is not at least I foot or more of permeable soil from the proposed bottom of the infiltration system to the seasonal high groundwater table or other impermeable layer. • Within 5 feet from any property lines and easements. • If the contributing area is less than 5,000 square feet, within 5 feet from a structure without a basement and 10 feet for a structure with a basement. • If the contributing area is greater than or equal to 5,000 square feet, within a I Horizontal: I Vertical slope line from the bottom edge of the facility to a structure. (Minimum clearance 5 feet from a structure with a basement and 10 feet for a structure with a basement.) 2 A. ON-SfTE STORMWATER MANAGEMENT BMP INFEASIBILITY CRJTERIA JUNE 2017 APPENDIX A - ON -SITE STORMWATER MANAGEMENT BMP INFEASIBIUTY CRITERIA Roofs (continued) BMP Infeasibility Criteria — This BMIP is INFEASIBLE under the following conditions: Downspout Full For sites with onsite or adjacent septic systems, the discharge point must be Infiltration Systems at least 30 feet upgradient, or 10 feet downgradient, of the drainfield primary (continued) and reserve areas (per WAC 246-2 72A-02 10). This requirement can be modified by the City if site topography will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. • If placed in fill material, the measured infiltration rate is less than 8 inches per hour. • If placed under pavement, overflow cannot be sited at least I foot below the pavement (i.e., to prevent saturation of the pavement if system fails). • Within the buffer of a Category I or Category 2 wetland. • Within the buffer of a Category 3 or Category 4 wetland, except for the outer 25 percent of the buffer. Bioretention or Note: Criteria with setback distances are as measured from the bottom edge of Rain Gardens the bioretention soil mix. Citation of any of the following infeasibility criteria must be based on an evaluation of site -specific conditions and a written recommendation ftom an appropriate licensed professional (e.g., engineer, geologist, hydrogeologist): Where professional geotechnical evaluation recommends infiltration not be used due to reasonable concerns about erosion, slope failure, or downgradient flooding. • Where the only area available for siting would threaten the safety or reliability of pre-existing underground utilities, pre-existing underground storage tanks. , pre-existing structures, or pre-existing road or parking lot surfaces. • Where the only area available for siting does not allow for a safe overflow pathway to stormwater drainage system or private storm sewer system. • Where there is a lack of usable space for bioretention/rain garden areas at development sites, or where there is insufficient space within the existing public right-of-way on public road projects. • Where infiltrating water would threaten shoreline structures such as bulkheads. The following criteria can be cited as reasons for infeasibility without further justification (though some require professional services to make the observation): • Where the system is within the North Edmonds Eartli Subsidence and Landslide Hazard Area (ESLHA). • Within the buffer of the ESLHA (minimum buffer equal to the height of the steep slope or 50 feet, whichever is greater) unless a geotechnical assessment and soils report is prepared addressing the potential impact of the pro osed system. A. ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILrry CRJTERJA 3 APPENDIX A - ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CRITERIA JUNE 2017 Roofs (continued) BMIP Infeasibility Criteria — This BMP is INTEASIBLE under the following conditions: Bioretention or Within 50 feet of the top of slopes greater than 15 percent (unless a Rain Gardens geotechnical assessment and soils report is prepared addressing the potential (continued) impact of the proposed system). 0 Where they are not compatible with surrounding drainage system as determined by the City (e.g., project drains to an existing stormwater collection system whose elevation or location precludes connection to a properly functioning bioretention/rain garden area), 0 Where the site cannot be reasonably designed to locate bioretention/rain garden areas on slopes less than 8 percent. 0 Properties with known soil or groundwater contamination (typically federal Superfund sites or state cleanup sites under the Model Toxics Control Act [MTCA]): • Within 100 feet of an area known to have deep soil contamination. • Where groundwater modeling indicates infiltration will likely increase or change the direction of the migration of pollutants in the groundwater. • Wherever surface soils have been found to be contaminated unless those soils are removed within 10 horizontal feet from the infiltration area. • Any area where these facilities are prohibited by an approved cleanup plan under the state Model Toxics Control Act or Federal Superftind Law, or an environmental covenant under Chapter 64.70 RCW. • For sites with onsite or adjacent septic systems, the discharge point must be at least 30 feet upgradient, or 10 feet downgradient, of the drainfield primary and reserve areas (per WAC 246-272A-02 10), This requirement can be modified by the City if site topography will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. • Within 10 feet of an underground storage tank and connecting underground pipes when the capacity of the tank and pipe system is ],100 gal Ions or less. As used in these criteria, an underground storage tank means any tank used to store petroleum products, chemicals, or liquid hazardous wastes of which 10 percent or more of the storage volume (including volume in the connecting piping system) is beneath the ground surface. • Within 100 feet of an underground storage tank and connecting underground pipes when the capacity of the tank and pipe system is greater than I I 100 gallons. 4 A. ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CRITEPJA JUNE 2017 APPENDIX A - CIN-SITE STORMWATER MANAGEMENT BMP INFEASIBIUTY CRITERIA Roofs (continued) BMP Infeasibility Criteria — This BMF is INFEASIBLE under the following conditions: Bioretention or Where field testing indicates potential bioretention/rain garden sites have a Rain Gardens measured (a.k.a., initial) native soil saturated hydraulic conductivity less (continued) than 0.30 inches per hour. A small-scale or large-scale PIT in accordance with Appendix B shall be used to demonstrate infeasibility. If the measured native soil infiltration rate is less than 0.30 in/hour, bioretention/rain garden 13MPs are not required to be evaluated as an option in List No. I or List No. 2. In these slow draining soils, a blioretention area with an underdrain may be used to treat pol I uti on -generating surfaces to help meet Minimum Requirement No. 6. If the underdrain is elevated within a base course of gravel, it will also provide some modest flow reduction benefit that will help achieve Minimum Requirement No. 7. Where the minimum vertical separation of 3 feet to the seasonal high groundwater elevation or other impermeable layer would not be achieved below bioretention that would serve a drainage area that exceeds the following thresholds (and cannot reasonably be broken down into amounts smaller than indicated): o 5,000 square feet of pollution -generating impervious surface (PGIS) c, 10,000 square feet of impervious area o 0.75 acres of lawn and landscape. • Where the minimum vertical separation of I foot to the seasonal high groundwater or other impermeable layer would not be achieved below bioretention that would serve a drainage area less than the above thresholds. • If the contributing area is less than 5,000 square feet, within 5 feet from a structure without a basement and 10 feet for a structure with a basement. • If the contributing area is greater than or equal to 5,000 square feet, within a I Horizontal: I Vertical slope line from the bottom edge of the facility to a structure. (Minimum clearance 5 feet from a structure with a basement and 10 feet for a structure with a basement.) • Within 5 feet from any property lines and easements. • Within the buffer of a Category I or Category 2 welland. • Within the buffer of a Category 3 or Category 4,.vetland, except for the outer 25 percent of the buffer. Downspout * Where dispersion area is within the North Edmonds Earth Subsidence and Dispersion Systems Landslide Hazard Area (ESLHA). * Within the buffer of the ESLHA (minimum buffer equal to the height of the steep slope or 50 feet, whichever is greater) unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed systern. For splasliblocks, a vegetated flowpath at least 50 feet in length from the downspout to the downstream property line, structure, Stream, wetland, slope over 15 percent (unless a geolechnical assessment and soils report is prepared addressing the potential impact of the proposed system), or other impervious Surface is not feasible. A. ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CRITERIA 5 APPENDIX A - ON -SITE STORMWATER MANAGEMENT BMP INFEASIBIUTY CRITERIA JUNE 2017 Roofs (continued) BMP Infeasibility Criteria — This BMP is INFEASMILE under the following conditions: Downspout For trenches, a vegetated flowpath of at least 25 feet in between the outlet of Dispersion Systems the trench and any property line, structure, stream, wetland, or impervious (continued) surface is not feasible. A minimum vegetated flowpath of at least 50 feet between the outlet of the trench and any slope steeper than 15 percent is not feasible (unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system). For trenches, a trench width of at least 10 feet is not feasible. • Flow-patbs for adjacent dispersion devices cannot be sufficiently spaced to prevent overlap of flows in the flowpath areas. • For trenches within 5 feet from any property lines and easements. • For sites with onsite or adjacent septic systems, the discharge point must be at least 30 feet upgradient, or 10 feet downgradient, of the drainfield primary and reserve areas (per WAC 246-272A-02 10). This requirement can be modified by the City if site topography will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. 0 Within tile buffer of a Category I or Category 2 welland. Within the buffer of a Category 3 or Category 4 wetland, except for the outer 25 percent of the buffer. Perforated Stub- Where the system is within the North Edmonds Earth Subsidence and Out Connections Landslide Hazard Area (ESLHA). • Within the buffer of the ESLHA (minimum buffer equal to the height of the steep slope or 50 feet, whichever is greater) unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system. • Within 50 feet of the top of slopes greater than 15 percent (unless a geotechnical assessment and soils report is prepared addressing tile potential impact of the proposed system). • There is not at least I foot of perrneable soil from the proposed bottom of the perforated stub -out connection trench to the highest estimated groundwater table or other impermeable layer. • The only location available for the perforated stub -out connection is under impervious or heavily compacted soils. • For sites with onsite or adjacent septic systems, the discharge point must be at least 30 feet upgradient, or 10 feet downgradient, of the drainfield primary and reserve areas (per WAC 246-272A-02 10). This requirement can be modified by the City if site topography will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. • Within the buffer of a Category I or Category 2 wetland. • Within the buffer of a Category 3 or Category 4 welland, except for the outer 25 percent of the buffer. 6 A. ON-SFTE STORMWATER MANAGEMENT BMP INFEASIBILITY CRITERIA JUNE 2017 APPENDIX A - ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CRITERIA Roofs (contin BMF Infeasibility Criteria — This BMP is INFEASIBLE under the following conditions: Detention Vaults Subject to review and approval by the City; infeasibility may be determined and Pipes when a project meets any of the following infeasibility criteiia: • Where the downstream analysis in Minimum Requirement No. 4, or available City data, indicate that peak flow control from the site is not beneficial. • Where there is less than 1,000 square feet of contributing site impervious surfaces that are not proposed to be managed by other On -Site Stormwater Management BMPs. (This includes combining of areas froin multiple types of surfaces listed under the list options for Minimum Requirement No. 5. e.g., roofs and other hard surfaces.) • Where there is not a downstream drainage system that allows for connection to the City storm system or an appropriate dispersion and overflow path. Other Hard Surfaces BMP Infeasibility Criteria — This BMP is INFEASIBLE under the following conditions: Full Dispersion 0 See Full Dispersion under "Roofs"' section above. I tA f 6M Ilk Lr- Permeable Citation of any of the following infeasibility criteria must be based on an Pavement evaluation of site -specific conditions and a written recommendation from an appropriate licensed professional (e.g., engineer, geologist, hydrogeologist): Where professional geotechnical evaluation recommends infiltration not be used due to reasonable concerns about erosion, slope failure, or IFL:— downgradient flooding. Where infiltrating and ponded water below the new ermeable pavement p area would compromise adjacent impervious pavements. Where infiltrating water below a new permeable pavement area would threaten existing below grade basements. Where infiltrating water would threaten shoreline structures such as bulkheads. Down slope of steep, erosion prone areas that are likely to deliver sediment. • Where fill soils are used that can become unstable when saturated. • Excessively steep slopes where water within the aggregate base layer or at the subgrade surface cannot be controlled by detenfion structures and may cause erosion and structural failure, or where surface runoff velocities may preclude adequate infiltration at the pavernent surface. • Where pen-neable pavements cannot provide sufficient strength to support heavy loads at industrial facilities such as ports. • Where installation of permeable pavement would threaten the safety or reliability of pre-existing underground utilities, pre-existing underground storage tanks, or pre-existing road subgrades. A. ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CRITERIA 7 APPENDIX A - ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CPJTERJA JUNE 2017 I Other Hard Surfaces (continued) I BMF Infeasibility Criteria — This BMP is INFEASIBLE under the following conditions: Permeable The following criteria can be cited as reasons for infeasibility without further Pavement justification (though some require professional services to make the (continued) observation): • Where the permeable pavement is within the North Edmonds Earth Subsidence and Landslide Hazard Area (ESLHA). • Within the buffer of the ESLHA (minimum buffer equal to the height of the steep slope or 50 feet, whichever is greater) unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system. • Within 50 feet of the top of slopes greater than 15 percent (unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system). • For sites with onsite or adjacent septic systems, the discharge point must be at least 30 feet upgradient, or 10 feet downgradient, of the drainfield primary and reserve areas (per WAC 246-272A-02 10). This requirement can be modified by the City if site topography will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is UnDecessary. • Within 10 feet of any underground storage lank and connecting underground pipes, regardless of tank size. As used in these criteria, an underground storage tank means any tank used to store petroleum products, chemicals, or liquid hazardous wastes of which 10 percent or more of the storage volume (including volume in the connecting piping system) is beneath the ground surface. • At multi -level parking garages, and over culverts and bridges. • Where the site design cannot avoid putting pavement in areas likely to have long-term excessive sediment deposition after construction (e.g., construction and landscaping material yards). • Where the site cannot reasonably be designed to have a porous asphalt surface at less than 5 percent slope, or a pervious concrete surface at less than 10 percent slope, or a permcabIc interlocking concrete pavement surface (where appropriate) at less than 12 percent slope. Grid systems upper slope limit can range from 6 to 12 percent; check with manufacturer and local supplier. • Where the subgrade soi Is below a pollution -generating permeable pavement (e.g., road or parking lot) do not meet the soil suitability criteria for providing treatment. See soil suitability criteria for treatment in SWMMWW, Volume 111, Section 3.3.7. Note: In these instances, the City may approve installation of a 6-inch sand filter layer meeting City specifications for treatment as a condition of construction. • Where underlying soils are unsuitable for supporting traffic loads when saturated. Soils meeting a California Bearing Ratio of 5 percent are considered suitable for residential access roads. 8 A. ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CRITERIA JUNE 2017 APPENDIX A - ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CRITERIA Other Hard Surfaces (continued) BMP Infeasibility Criteria — This BMP is INFEASIBLE under the following conditions: Permeable Where appropriate field testing indicates soils have a measured (a.k.a., Pavement initial) subgrade soil saturated hydraulic conductivity less than 0.3 inches (continued) per hour. A small-scale or large-scale PIT in accordance with Appendix B shall be used to demonstrate infeasibility. (Note: In these instances, unless other infeasibility restrictions apply, roads and parking lots may be built with an underdrain, preferably elevated within the base course, if flow control benefits are desired.) Roads that receive more than very low traffic volumes, and areas having more than very low truck traffic. Roads with a projected average daily traffic volume of 400 vehicles or less are very low volume roads (AASHTO 2001) (U.S. Department of Transportation 2013). Areas with very low truck traffic volurnes are roads and other areas not subject to through truck traffic but may receive up to weekly use by utility trucks (e.g., garbage, recycling), daily school bus use, and multiple daily use by pick-up trucks, mail/parcel delivery trucks, and maintenance vehicles. Note: This infeasibility criterion does not extend to sidewalks and other non -traffic beaning surfaces associated with the collector or arterial. 0 Where replacing existing impervious surfaces unless the existing surface is a non -pollution generating surface over an outwash soil with a saturated hydraulic conductivity of 4 inches per hour or greater. 0 At sites defined as "high -use sites." For more information on higb-use sites, refer to the Glossary in SWMMWW, Volume 1. 0 In areas with "industrial activity" as identified in 40 CFR 122.26(b)(14). 0 Where the risk of concentrated pollutant spills is more likely such as gas stations, truck stops, and industrial chemical storage sites. * Where routine, heavy applications of sand occur in frequent snow zones to maintain traction during weeks of snow and ice accumulation. 0 Where the seasonal high groundwater or an underlying impermeable/low permeable layer would create saturated conditions within I foot of the bottom of the lowest gravel base course. 0 Within the buffer of a Category I or Category 2 wetland. 0 Within the buffer of a Category 3 or Category 4 wetland, except for the outer 25 percent of the buffer. Bioretention or 0 See Bioretention or Rain Gardens under "Roofs" section above. Rain Gardens Sheet Flow * Where the dispersion area is within the North Edmonds Earth Subsidence Dispersion and Landslide Hazard Area (ESLHA). * Within the buffer of the ESLHA (minimum buffer equal to the height of the steep slope Or 50 feet, whichever is greater) unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system. A. ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CRITERIA 9 APPENDIX A - ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CRITERIA JUNE 2017 Other Hard Surfaces (continued) BMP Infeasibility Criteria — This BMP is INFEASIBLE under the following conditions: Sheet Flow 0 Where the dispersion area is within 50 feet of the top of slopes greater than Dispersion 15 percent (unless a geotechnical assessment and soils report is prepared (continued) addressing the potential impact of the proposed system). • Positive drainage for sheet flow runoff cannot be achieved. • Area to be dispersed (e.g., driveway. . patio) cannot be graded to have less than a 15 percent slope. • For flat to moderately sloped areas, at least a I 0-foot-wide vegetation buffer for dispersion of the adjacent 20 feet of contributing surface cannot be achieved. For variably sloped areas, at least a 25-foot vegetated flowpath between berins cannot be achieved. • The dispersion of runoff would create flooding or erosion impacts. • For sites with onsite or adjacent septic systems, the discharge point must be at least 30 feet upgradient, or 10 feet downgradient, of the drainfield primary and reserve areas (per WAC 246-272A-02 10). This requirement can be modified by the City if site topography will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. 0 The dispersion area is within the buffer of a Category I or Category 2 wetland. 0 The dispersion area is within the buffer of a Category 3 or Category 4 wetland, except for the outer 25 percent of the buffer. Concentrated Flow 9 Where the dispersion area is within the North Edmonds Earth Subsidence Dispersion and Landslide Hazard Area (ESLHA). 0 Within the buffer of the ESLHA (minimum buffer equal to the height of the steep slope or 50 feet, whichever is greater) unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system. 0 A minimum vegetated flowpath of 50 feet between the discharge point and the top of slopes greater than 15 percent is not feasible (unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system). 0 A minimum 3-foot length of rock pad and 50-fool flowpath OR a dispersion trench and 25-foot flowpath for every 700 sq. fl. of drainage area (within applicable setbacks) cannot be achieved. 0 More than 700 square feet drainage area drains to any dispersion device. 0 The dispersion of runoff would create flooding or erosion impacts. 0 A minimum vegetated flowpath of 50 feet (if using rock pads) or 25 feet (if using dispersion trenches) between the discharge point and any property line, structure, stream, lake, weland, or other impervious surface is not feasible. 10 A. ON -SITE STORMWATER MANAGEMENT BMP INFEASIBILITY CRITERIA JUNE 2017 APPENDIX A - ON -SITE STORMWATER MANAGEMENT BMP INFEASIBIM CRITERIA Other Hard Surfaces (continued) BMP Infeasibility Criteria — This BMP is INFEASIBLE under the Mowing conditions: Concentrated Flow For sites with onsite or adjacent septic systems, the discharge point inust be Dispersion at least 30 feet upgradient, or 10 feet downgradient, of the drainfield primary (continued) and reserve areas (per WAC 246-2 72A-02 10). This requirement can be modified by the City if site topography will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. • The dispersion area is within the buffer of a Category I or Category 2 wetland. • The dispersion area is within the buffer of a Category 3 or Category 4 wetland, except for the outer 25 percent of the buffer. Detention Vaults 0 See Detention Vaults and Pipes under "Roofs" section above. and Pipes A.ON-SITESTORMWATER MANAGEMENT BMPINFEASIBILITYCRITEMA 11 Ab City of Edmonds Public Works Department, Engineering Division 121 5di Ave N Edmonds, WA 98020 Checklist 1: Category 1 Stormwater Site Plans DEC 2 8 2017 DEVELOPMENT SERVICES COUNTIER Per ECDC 18.30, Category I projects must comply with Minimum Requirements No. I through No. 5 and include projects that: i. Result in 2,000 square feet, or greater, of new plus replaced hard surface area, or ii. Have land disturbing activity of 7,000 square feet or greater, Stormwater Site Plans shall be prepared in accordance with Chapter 3 of Volume I of the Department of Ecology's Stormwater Management Manual for Western Washington (SWMMWW), ECDC 18.30, and the requirements in the Edmonds Stormwater Addendum (Addendum). Because the SWMMWW does not include clear itemization of project submittal requirements, the City of Edmonds developed the following checklist to aid project proponents and plan reviewers in complying with the applicable SWMMWW requirements. In addition, City -specific requirements (i.e., requirements presented in ECDC 18.30 and the Addendum that are not included in the SWMMWW) are also included in the checklist. For clarity, the checklist headings and subheadings are generally organized according to the SWMMWW structure, though some requirements specific to ECDC 18.30 and the Addendum are included under the SWMMWW headings. This checklist reflects most, but not necessarily all of the items that will be reviewed by the Engineering Division. It is intended to be used as an aid for developers and plan reviewers by providing a foundation for clear and consistent review of development work in the City of Edmonds. However, all items may not be applicable to every project, and all items of concern to this office may not be covered on this checklist. Last, the structure and organization of project submittals can vary depending on the project. The headings outlined below represent the City's preferred organization of submittal information, though variations are acceptable as long as all of the required information is provided in a clear submittal package. Applicant: Application #: ADDENDUM CHECKUST I 2 3 4 U 12 1 4 14 I'; V Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) Incomplete DRAWING REQUIREMENTS (SWA4MWW Volume 1, Chapter 3) General Lines are drawn with a straight edge (with the exception of curved lines). Drawings are sufficiently clear to see footprints of structures and other features described above, and are on I I x 17-inch paper or plan -size sheets (24 x 36-inch). All drawings to scale, preferably at I inch = 20 feet, minimum font size 8 point. All sheets have a north arrow, scale, a benchmark reference, datum, the section, township, and range. North arrow points to the top or to the left of the sheet. Each set of drawings has a legend to define map symbols and line types. Site Development Drawings (SWMMWW Volume 1, Section 3. 1.1 [survey requirements), 3.1.5 and 3.1.7) (all of the following should be included where applicable) Property lines, parcel numbers, and ownership. Property dimensions and area. Contour lines from the best available source (datum used is specified). Adjoining street names, Outlines of all drainage basins and basin areas. Existing and proposed structures and other hard surfaces such as driveways, patios, etc. t1A Existing and proposed easements. 0 - Established buffers, significant trees, and natural vegetation easements. AIN Natural drainage channels, wetlands, canyons, gullies, water bodies, etc. Location of known wells, and underground storage tanks, and septic tanks. Location and type of on -site stormwater management BMPs, discharge location and pathway, and areas served. Location of stormwater conveyance systems for runoff from structures. Notes, specifications, and details related to selected BMPs. Locations of soil surveys, soil test pits, and soil borings conducted as part of the required §oils report (see Soils Report Requirements below). V 01 If a geotechnical evaluation is required, any recommendations contained in the report are incorporated into the site development drawings. Existing public and private development, including utility infrastructure on and adjacent to the site, if publicly available. /�/A Minor hydrologic features, including seeps, springs, closed depression areas, and drainage. Major hydrologic features including streams, wetlands, and water bodies, as well as wetland and buffer boundaries and classifications. Flood hazard areas on or adjacent to the site. 2 ADDENDUM CHECKLIST 1 28 29 14 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) = Incomplete Geologic hazard areas and associated buffer requirements on or adjacent to the site. Aquifer and wellhead protection areas on or adjacent to the site. Topographic features that may act as natural stormwater storage, infiltration, or conveyance. Construction SWPPP Drawings (SWMMWW Volume 1, Section 3.1.6 and Volume 11, Chapter 3) Refer to Addendum Checklist 3: Construction SWPPP Drawings and Report. STORMWATER SITE PLAN REPORT (SWMMWW Volume 1, Section 3.1.5 and 3.1.7) Project Overview (SWMMWW Volume 1, Section 3.1.7) General description of the project, predleveloped, and developed site conditions. C, Site area and size of improvements. fA Indicates whether there are existing umnanaged hard surfaces that will remain after project completion. Pre- and post- developed stormwater runoff conditions, including downstream receiving system (see Addendum Chapter 4). Summarizes site parameters, natural drainage systems, drainage to and from adjacent properties, and bypass flows. Existing Conditions Summary (SWMMWW Volume 1, Section 3. 1.1 and Section 3.1.7) Summarizes existing site topography (see Site Development Drawing requirements). Summarizes existing site soils (see Soil Report requirements). Developed Site Hydrology (SWMMWW Volume 1, Section 3.1.5; ECDC 18.30.060, Addendum) C, Scale drawing of lot or lots (see Site Development Drawing requirements). Provides written summary of the proposed project and how it complies with the applicable stormwater management requirements. Includes all calculations and/or analyses necessary to demonstrate compliance with applicable minimum requirements, Provides a detailed descripdon of how Minimum Requirement No. 5 is met. CIncludes justification for any on -site stormwater management BMPs that were determined "infeasible." (o be Documents that at least 25 percent of any existing hard surfaces that do not drain to an stormwater management facility and that will remain after the project use on -site 1Aapproved stormwater management BMPs to manage those existing hard surfaces. (If the 25 percent minimum is met, projects are not required to evaluate BMPs in priority order or document infeasibility for these existing surfaces.) ADDENDUM CHECKUST 1 42 43 44 4 ; 46 41 I �. Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) = Incomplete Description/tabulation of managed and unmanaged surfaces. (Note that per Addendum Section 5.5, if a project cannot manage 100 percent of a given surface with the first feasible BMP, a second BMP may be required to manage the remaining unmanaged area. For example, where a roof surface drains to multiple downspouts around the perimeter of the structure, it is generally insufficient to only manage runoff that drains to a single downspout and to leave the remaining downspouts unmanaged.) Off -site analysis and documentation in accordance with Addendum Section 6.2: • Description of where and how stormwater runoff will leave the site. * Conditions downstrearn of the site including any existing or anticipated future problem areas (e.g., spot flooding, property damage, erosion issues, capacity - limited drainage systems, etc.). • Quantitative analysis (if required by the City). SOILS REPORT (SWMMWW Volume 1, Section 3. 1. 1) In support of the requirements of Minimum Requirement No. 5, includes a Soils Report prepared by: a professional soil scientist certified by the Soil Science Society of America (or an equivalent national program); a locally licensed on -site sewage designer; or by other suitably trained persons working under the supervision of a professional engineer licensed in the State of Washington in civil engineering, a geologist, a hydrogeologist, or a licensed engineering geologist registered in the State of Washington. C/ Soil surveys, soil test pits, soil borings, or soil grain analyses sufficient to identify underlying soils on the site. Soil testing should occur between December I and April 1. Results of saturated hydraulic conductivity (Ksat) testing to assess infiltration capability and the feasibility of rain gardens, bioretention, and permeable pavement if required (see Addendum Checklist 4: Methods for Determining Infiltration Rates). Demonstrates compliance with design requirements for all site -specific BMPs (see Addendum Checklist 5: Field and Design Procedures for Bioretention, Permeable Pavement, Rain Gardens and Downspout Infiltration Systems). CONSTRUCTION SWPPP REQUIREMENTS (SWMMWW Volume 1, Section 3.1.6 and Volume 11, Chapter 3) Refer to Addendum Checklist 3: Construction SWPPP Drawings and Report. ESTABLISHMENT OF MAINTENANCE COVENANT (SWMMWW Volume 1, Section 3.1.5 and 3.1.7) The maintenance covenant is created on a City -approved form, and all attachments meet the recording requirements of the Snohomish County Auditor. Includes maintenance requirements and inspection frequencies for each BMP. The covenant is recorded at the Snohomish County Auditor's office and is tied to the parcel numbers that the project is built on. All covenants are recorded prior to final construction approval for the proposed project. ADDENDUM CHECKUST I Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) IC = IncornDlete The covenant includes an 8.5-inch x 11 -inch plan view showing the location of on -site stonnwater management BMPs relative to structures and property lines, and maintenance requirements and inspection frequencies for each on -site stormwater management BMP. A map showing the location of newly planted and retained trees claimed as flow reduction credits is attached. Reviewer: Review Date: Reviewer Phone #: Reviewer Comments: ADDENDUM CHECKLIST 1 5 City of Edmonds Public Works Department, Engineering Division 121 5th Ave N Edmonds, WA 98020 Checklist 3: Construction SWPPP Drawings and Report Per ECDC 18.30, all Category I and 2 projects must comply with Miniinuin Requirements No. I Stormwater Site Plans, which includes preparation of a Construction Stormwater Pollution Prevention Plan (Construction SWPPP) to comply with Minimum Requirement No. 2, Construction Stormwater Pollution Prevention. Construction SWPPPs shall be prepared in accordance with Chapter 3 of Volume I of the Department of Ecology's Stormwater Management Manual for Western Washington (SWMMWW), ECDC 18.30, and the requirements in the Edmonds Stormwater Addendum (Addendum). Because the SWMMWW does not include clear itemization of project submittal requirements, the City of Edmonds developed the following checklist to aid project proponents and plan reviewers in complying with the applicable SWMMWW requirements. In addition, City -specific requirements (i.e., requirements presented in ECDC 18.30 and the Addendum that are not included in the SWMMWW) are also included in the checklist. For clarity, the checklist headings and subheadings are generally organized according to the SWMMWW structure, though some requirements specific to ECDC 18.30 and the Addendurn are included under the SWMMWW headings. This checklist reflects most, but not necessarily all of the items that will be reviewed by the Engineering Division. It is intended to be used as an aid for developers and plan reviewers by providing a foundation for clear and consistent review of development work in the City of Edmonds. However, all items may not be applicable to every project, and all items of concern to this office may not be covered on this checklist. Last, the structure and organization of project submittals can vary depending on the project. The headings outlined below represent the City's preferred organization of submittal information, though variations are acceptable as long as all of the required information is provided in a clear submittal package. Applicant: Application #: ADDENDUM CHECKLIST 3 1 2 3 4 5 6 7 12 Ei 14 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) IC = Incomplete CONSTRUCTION SWPPP NARRATIVE REPORT (SWMNIWW Volume 11, Section 3.2.1) Cover Sheet Project name. Applicant's name, address, telephone number, and e-mail address. Project engineer's name (if applicable), address telephone number, and e-mail address. Date of submittal. Contact's name, address telephone number, and e-mail address. Contractor's name, address telephone number, and e-mail address, if known. Project Engineer's Certification For Category 2 Stormwater Site Plans and Category I Stormwater Site Plans with engineered elements, the Construction SWPPP is stamped by a professional engineer licensed in the State of Washington in civil engineering. If required, the SWPPP Report contains a page with the project engineer"s seal with the following statement: "I hereby state that this Construction Storinivater Pollution Prevention Plan.for (name ofproject) has been prepared �v me or under my supeii,ision and meets the standard ofcare and expertise "" ' usual and customary in this coniniunity.forprofessional engineers. I understand #14 >untv does not and 'Construction ivill not assume liabilityfor the sufficiency, suitabilit),, or pe,75rmaince Of SJfPFP BMPs prepared by me. " Table of Contents Shows the page number for each section of the report and the appendices. Certifled Erosion and Sediment Control Lead For project sites that will disturb I acre or more and that discharge stormwater to surface waters of the State, a Certified Erosion and Sediment Control Lead (CESCL) is identified in the Construcfion SWPPP and shall be on site or on -call at all times. General Information on the Existing Site and Project Nature and purpose of the construction project. Total size of the area; any increase in existing impervious area, the total area expected to b e disturbed by clearing, grading, excavation or other construction activities, including off - site borrow and fill areas; and the volumes of grading cut -and -fill that are proposed. Existing topography, vegetation, and drainage. Any structures or development on the parcel including the area of existing impervious surfaces. Adjacent areas, including streams, lakes, wetlands, residential areas, and roads that might be affected by the construction project. Describes how upstream drainage areas may affect the site. Describes downstream drainage leading from the site to the receiving body of wat 2 ADDENDUM CHECKLIST 3 19 20 21 22 23 24 25 26 29 30 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) IC = Incomplete tq/A Areas on or adjacent to the site that are classified as critical areas. Critical areas that receive runoff from the site up to one -quarter mile away. t; Special requirements and provisions for working near or within these areas. Soil on the site, giving such information as soil names, mapping unit, erodibility, ability to settle, permeability, depth, texture, and soil structure. Areas on the site that have potential erosion problems. Thirteen Elements Describes how the Construction SWPPP addresses each of the 13 required elements. Z: Type and location of BMPs used to satisfy the required element. If an element is not applicable to a project, a written justification for why it is not necessary. Includes description of construction -phase BMP protection techniques specific to categories of LID BM?s (e.g., infiltration and dispersion) as well asspecific LID BMTs (permeable pavement, bioretention areas/rain gardens, and vegetated roofs per Addendum Section 6.1 [related to Element No. 13]). Construction Phasing C, Provides intended sequence and timing of construction activities and any proposed construction phasing (including construction restraints for environmentally sensitive areas). See also the sequencing requirements in Addendum Section 6. 1. Includes construction schedule, including the activities that will continue during the wet season and how the transport of sediment from the construction site to receiving waters will be prevented. — Financial/Ownership Responsibilities Description of ownership and obligations for the project, including financial responsibility for environmental liabilities associated with construction. Engineering Calculations All calculations made for the design of such items as sediment ponds, diversions, and waterways, as well as calculations for runoff and stormwater detention design are attached (if applicable). CONSTRUCTION SWPPP DRAWINGS (SWMMWW Volume 11, Section 3.2.2) Refer to the general Drawing Requirements in SWMMWW Volume 1, Chapter 3; Addendum Checklist 1: Category I Stormwater Site Plans, and Addendum Checklist 2: Category 2 Stormwater Site Plans. Vicinity Map Provides a map with enough detail to identify the location of the construction site, adjacent roads, and receiving waters. Site Map Legal description of the property boundaries or an illustration of property lines (includin 9 distances) on the drawings. ADDENDUM CHECKUST 3 34 35 36 3", 38 .1 () 40 41 .42 43 44 45 40 48 49 11 0 51 52 53 54 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A =Not Applicable M Missing (i.e., please include) = Incomplete C North arrow. Existing structures and roads. C, Boundaries and identification of different soil types. C Areas of potential erosion problems. Any on -site and a4jacent surface waters, critical areas, buffers, flood plain boundaries, and Shoreline Management boundaries. C Existing contours and drainage basins and the direction of flow for the different drainage areas. Where feasible, contours extend a minirnurn of 25 feet beyond property lines and extend sufficiently to depict existing conditions. Final and interim grade contours as appropriate, drainage basins, and the direction of stormwater flow during and upon completion of construction. CL Areas of soil disturbance, including all areas affected by clearing, grading, and excavation. cLocations where stormwater will discharge to surface waters during and upon completion of construction. C_ Existing unique or valuable vegetation and vegetation to be preserved. /,/)I\ Cut -and -fill slopes indicating top and bottom of slope catch lines. Total cut -and -fill quantities and the method of disposal for excess material. Stockpile. waste storage; and vehicle storage, maintenance, and washdown areas. Temporary and Permanent Conveyance Systems C- Locations for temporary and permanent swales, interceptor trenches, or ditches. C Drainage pipes, ditches, or cut-off trenches associated with erosion and sediment control and storrnwater management. C_ Temporary and permanent pipe inverts and minimum slopes and cover. --Grades, dimensions, and direction of flow in all ditches and swales, culverts, and pipes. Details for bypassing off -site runoff around disturbed areas. Locations and outlets of any dewatering systems. Temporary and Permanent Treatment and Detention BMPs Locations of temporary and pennanent stonnwater treatment and/or flow control BMPs. Temporary and Permanent Erosion and Sediment Control BMPs c Shows on the site map and includes details for all structural and nonstructural ESC BMPs (including, but not limited to, silt fences, construction entrances, sedimentation facilities, etc.). C_ Shows on maps and includes details for any construction -phase BMPs or techniques used for LID BMP protection. 4 ADDENDUM CHECKLIST 3 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) IC = Incomplete Other Pollutant BMPs CIdentifies location of BMPs to be used for the control of pollutants other than sediment. This can include designated concrete washout area, refueling sites, or other BMPs for pollutant control. Monitoring Locations Identifies any required water quality sampling locations (sites greater than I acre). Sampling stations are located in accordance with applicable permit requirements. Standard Notes Notes addressing construction phasing and scheduling are included on the drawings. (Standard Notes are suggested in SWMMWW Appendix II -A.) Reviewer: Review Date: Reviewer Phone #: Reviewer Comments: ADDENDUM CHECKLIST 3 City of Edmonds Public Works Department, Engineering Di-Osion 121 5 th Ave N Edmonds, WA 98020 Checklist 4: Methods for Determining Infiltration Rates Per ECDC 18.30, all Category I projects must comply with Minimum Requirements No. I through No. 5, and all Category 2 projects must comply with Minimum Requirements No. I through No. 9. If infiltration facilities are proposed to meet Minimum Requirement Nos. 5, 6, and/or 7, soil infiltration rates must be measured using approved soil infiltration testing procedures. Infiltration facilities shall be prepared in accordance with the Department of Ecology's Stormwater Management Manual for Western Washington (SWMMWW), ECDC 18.30, and the requirements in the Edmonds Stormwater Addendum (Addendum). Because the SWMMWW does not always include clear itemization of project procedural and/or submittal requirements, the City of Edmonds developed Appendix B of this Addendum (Methods for Determining Design Infiltration Rates) as well as this accompanying checklist to aid project proponents and plan reviewers in complying with the applicable SWMMWV requirements. In addition, City -specific requirements (i.e., requirements presented in ECDC 18.30 and the Addendum that are not included in the SWMMWW) are also included in the appendix and checklist. This checklist reflects most, but not necessarily all, of the items that shall be performed by the project proponent, and documented for review by the Engineering Division. It is intended to be used as an aid for developers and plan reviewers by providing a foundation for clear and consistent infiltration evaluation processes in the City of Edmonds. However, all items may not be applicable to every project, and all items of concern to this office may not be covered on this checklist. Project proponents must review Appendix B in detail to identify complete infiltration testing requirements. Last, methods and procedures outlined herein can vary depending on the project, The headings outlined below represent the City's recommended process, though variations are acceptable as long as all of the required information is evaluated and documented. Applicant: Application #: ADDENDUM CHECKLIST 4 3 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) Incomplete APPLICATIONS (SWMMWW Volume 111, Section 3.3.5) Method 1 — Field Testing Large -Scale Pilot Infiltration Test (PIT) applies to infiltrationfacilities with drainage areas "Detailed greater than I acre (i.e., projects that are using the Method "- see Addendum Checklist 6), and inay be used to demonstrate infeasibilio; ofbiorelention, permeable pavement, orrain gardens in meeting Minimum Requirement No. 5. Small -Scale Pilot Infiltration Test (PIT) applies to infiltration facilities with drainage areas less than I acre (i.e., projects that are using the "Simple Method "_ see Addendum Checklist 6), and may be used to demonstrate infeasibility ofbioretention, permeable pavement, or rain gardens in meeting Minimum Requirement No. 5. U - S - EPA Falling Head Percolation Test Procedure (as Modiftedfor the City of Edmonds) may only be usedfor BMP performance verification testing. May not be usedfor BMP design or to demonstrate infeasibility ofbioretention, pernleablepavement, or rain gardens in meeting Minimum Requirement No. 5. Method 2 — Soil Grain Size Analysis Soil Grain Size Analysis may only be used at project sites that are underlain by soils not consolidated by glacial advance (e.g., recessional outivash soils), and may not be used to demonstrate infeasibility of bioretention, permeable pavement, orrain gardens in meeting Minimum Requirement No. 5. PROCEDURES (SWMMWW Volume 111, Section 3.3.5 and 3.4) See Addendum Appendix B — Methods for Determining Design Infiltration Rates, as well as Addendum Checklists 5 and 6. Correction Factor (SWMMWW Volume 111, Section 3.3.6) For application of correction factors for bioretention, permeable pavement, and rain gardens, refer to SWMMWW Volume 111, Section 3.4; Addendum Appendix B; and Addendum Checklist 5: Field and Design Procedures for Bioretention, Pernicable Pavement, Rain Gardens, and Downspout Infiltration Systems for application of correction factors. (L6R64L--( ADDENDUM CHECKLIST 4 10 11 12 13 14 15 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) = Incomplete For all other infiltration facilities, the design saturated hydraulic conductivity is calculated using the following equation: Ksatdcsign = Ksatinitial X CFv x CFT x CFm CR, CF for site variability and number of test locations 0.33 to 1.0 High uncertainty in subsurface conditions = lower CFv High certainty in subsurface conditions = higher CFv CF,- CF for test method used For the large-scale PIT method, CFT= 0.75; • For the small-scale PIT method, CFr = 0.50 • For other small-scale infiltration tests (e.g., EPA falling head), CFT 0.40 • For grain size analysis, CFT = 0.40. CF,\, = CF for influent control to prevent siltation and bio-build up = 0.9. Method I — Field Testing (SWMMWW Volume 111, Section 3.3.6) Large -Scale Pilot Infiltration Test (PIT) Preparation of Test Hole Excavate the test pit to the depth of the bottom of The proposed infiltration facility. Lay back the slopes sufficiently to avoid caving and erosion during the test, or consider shoring the sides of the test pit. The horizontal surface area of the bottorn of the test pit should be approximately 100 square feet. Accurately document the size, location, and geometry of the test pit. Install a vertical measuring rod (minimum 5 feet long) marked in 0.5-inch increments in the center of the pit bottom. Convey water to the pit using a rigid 6-inch diameter pipe with a splash plate on the bottom to convey water to the pit. Soaking Period Pre-soak: Add water to the pit at a rate that wil I maintain a water level between 6 inches and 12 inches above the bottom of the pit. Note: For in Itrationfacilities sepiling large drainage areas, designs with multiplefeei of f, standing water can have infiltration tests with greater than I foot of standing water. The depth niust not exceed the proposed maximum depth of water expected in the completed facility. Every 15 to 30 minutes, record the cumulative volume and instantaneous flow rate (in gallons per minute) necessary to maintain the water level at the same point on the measuring rod. ADDENDUM CHECKLIST 4 18 19 20 21 22 23 24 2 5 26 27 28 29 30 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) = Incomplete Add water to the pit until I hour after the flow rate into the pit has stabilized while maintaining the same pond water level (usually 6 hours). The total of the pre-soak time plus I hour after the flow rate has stabilized should be no less than 6 hours. Measurement of the Infiltration Rate After the flow rate has stabilized for at least I hour, turn off the water and record the rate of infiltration (the drop rate of the standing water) in inches per hour from the measuring rod data, until the pit is empty. Use 30-minute or 1 -hour increments. Calculate the Design Infiltration Rate Calculate and record the infiltration rate in inches per hour. Use the lowest hourly rate determined in row 17 above. To compute the design infiltration rate (Ksatde,ip), adjust the final measured infiltration rates by the appropriate correction factors outlined above, Groundwater Mounding Over -excavate the pit to see if the test water is mounded on shallow restrictive layers or if it has continued to flow deep into the subsurface. The depth of excavation varies depending on soil type and depth to hydraulic restricting layer, and is determined by the design professional engineer or certified soils professional. Mounding is an indication that a mounding analysis is necessary. Smail-Scale Pflot Infiltration Test Preparation of Test Hole Excavate the test pit to the estimated surface elevation of the proposed infiltration facility. For bioretention, excavate to the estimated elevation at which the imported soil mix will lie on top of the underlying native soil. For permeable pavements, excavate to the elevation at which the imported subgrade materials, or the pavement itself, will contact the underlying native soil. Lay back the slopes sufficiently to avoid caving and erosion during the test, or consider shoring the sides of the test pit. The horizontal surface area of the bottom of the test pit should be 12 to 32 square feet. Accurately document the size, location, and geometry of the test pit. Install a vertical measuring rod that is marked in 0.5-incb increments in the center of the pit bottom. Convey water to the pit using a rigid pipe with a splash plate on the bottom to Convey water to the pit. Use a 3-inch-diameter pipe for pits or) the smaller end of the recommended surface area, and a 4-inch pipe for pits on the larger end of the recommended surface area. Soaking Period Pre-soak: Add water to the pit so that there is standing water for at least 6 hours. Maintain the water level at least 12 inches above the bottom of the pit. Add water to the pit at a rate that will maintain a fixed 6- to 12-inch water level above the bottom of the pit over a full hour, The depth should not exceed the proposed maximum depth of water expected in the completed facility. 4 ADDENDUM CHECKLIST 4 31 32 33 34 35 36 37 38 39 40 41 42 43 44 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) = Incomplete Every 15 minutes, record the cumulative volume and instantaneous flow rate in gallons per minute necessary to maintain the water level at the same point (between 6 to 12 inches) on the measuring rod. The specific depth should be the same as the maximum designed ponding depth (usually 6 to 12 inches). Measurement of the Infiltration Rate After the flow rate has stabilized for I hour, turn off the water and record the rate of infiltration (the drop rate of the standing water) in inches per hour from the measuring rod data, until the pit is empty. Use 15-minute increments if feasible. Calculate the Design Infiltration Rate Calculate and record the infiltration rate in inches per hour. Use the lowest hourly rate determined in row 32 above. To cornpute the design infiltrafion rate (Ksat&,ign), adjust the final measured infiltration rates by the appropriate correction factors outlined above. Groundwater Mounding Over -excavate the pit to see if the test water is mounded on shallow restrictive layers or if it has continued to flow deep into the subsurface. The soils professional should judge whether a mounding analysis is necessary. Falling Head Percolation Test Procedure (as Modified for the City of Edmonds; for performance verification only) +Space tests uniformly throughout the area. If soil conditions are highly variable, more tests may be required. Preparation of Test Hole The diameter of each test hole is 8 inches. The depth of each test is to the proposed depths of the absorption systems or to the most limiting soil horizon. To expose a natural soil surface, scratch the bottom of the hole with a sharp pointed instrument and remove the loose material from the test hole. Set a PVC pipe (6 inch -inner -diameter, 4 foot long) into the hole and press into the soil 6 inches. Place 2 inches of 0.5- to 0.75-inch rock in the pipe to protect the bottom from scouring when water is added. Soaking Period In sandy soils with little or no clay, soaking is not necessary (proceed to Measurement of the Percolation Rate). Carefully fill the pipe with at least 12 inches of clear water. Maintain the depth of water for at least 4 hours (and preferably overnight if clay soils are present). If, after filling the pipe twice with 12 inches of water, the water seeps completely away in less than 10 minutes, the test can proceed immediately (proceed to Measurement of the Percolation Rate). ADDENDUM CHECKUST 4 5 45 46 47 48 49 50 51 52 53 54 55 56 57 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) IC = Incomplete Measurement of the Percolation Rate Except for sandy soils, make percolation rate measurements 15 hours but no more than 30 hours after the soaking period began. Adjust the water level to 6 inches above the gravel (or 8 inches above the bottom of the hole). At no time during the test is the water level allowed to rise more than 6 inches above the gravel. Immediately after adjustment, measure the water level from a fixed reference point to the nearest I/ I 6th inch at 3 0-minute intervals. Continue the test until two successive water level drops do not vary by more than 1/ 16 inch within a 90-minute period. At least three measurements are to be made. After each measurement, readjust the water level to the 6-inch level. Use the last water level drop to calculate the percolation rate. In sandy soils or soils in which the first 6 inches of water added after the soaking period seeps away in less than 30 minutes, make water level measurements at 10-minute intervals for a I -hour period. Use the last water level drop to calculate the percolation rate. Calculate the Design Infiltration Rate Calculate the percolation rate for each test site by dividing the time interval used between measurements by the magnitude of the last water level drop. This calculation results in a percolation rate in minutes/inch. To determine the percolation rate for the area, average the rates obtained from each hole. (If tests in the area vary by more than 20 minutes/inch, variations in soil type are indicated. Under these circumstances, percolation rates should not I be averaged.) To compute the design infiltration rate (Ksatd,,i,:n),. adjust the final percolation rates by the appropriate correction factors outlined above. Method 3 — Soil Grain Analysis (SWMMWW Volurrie III, Section 3.3.6) For infiltration basins and trenches, perform the grain size analysis for each defined layer below the infiltration facility to a depth below the facility bottom of 2.5 times the maximum depth of water in the pond, but not less than 10 feet. For large infiltration facilities serving drainage areas of 10 acres or more, soil grain size analyses are performed on layers up to 50 feet deep (or no more than 10 feet below the water table). For bioretention areas, each defined layer is analyzed below the top of the final bioretention area subgrade to a depth of at least 3 times the maximum ponding depth, but not less than 3 feet (I meter). For permeable pavement, each defined layer is analyzed below the top of the final subgrade to a depth of at least 3 times the maximum ponding depth within the base (reservoir) course, but not less than 3 feet (I meter). If the licensed professional conducting the investigation determines that deeper layers will influence the rate of infiltration for the facility, soil layers at greater depths may be considered when assessing the site's hydraulic conductivity characteristics. 6 ADDENDUM CHECKLIST 4 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A � Not Applicable M Missing (i.e., please include) IC = IncomDlete 59 1 J Reviewer: Use the following relationship to determine the initial hydraulic conductivity: 1og,�(K,.)=-1.57+1.90DIO +0.015D60 -0.0 1 3D90 - 2.08ffi,,,S Where, Dto, DO, and Dqo are the grain sizes in mm for which 10 percent, 60 percent, and 90 percent of the sample is more fine and ff.,., is the fraction of the soil (by weight) that passes the US #200 sieve (Ksat is in cm/s). Compaction effects must be taken into account when estimating hydraulic conductivity where applicable. Review Date: Reviewer Phone #: Reviewer Comments: ADDENDUM CHECKLIST 4 7 . ir ,, IM City of Edmonds Public Works Departmcn� Engineering DhAsion 121 5th Ave N Edmonds, WA 98020 Checklist 5: Field and Design Procedures for Bioretention, Permeable Pavement, Rain Gardens, and Downspout Infiltration Systems Per ECDC 18.30, all Category I projects must comply with Minimum Requirements No. I through No. 5, and all Category 2 projects must comply with Minimum Requirements No. I through No. 9. If bioretention, rain gardens, permeable pavernent, and/or downspout infiltration systems are proposed to meet Minimum Requirement Nos. 5, 6, and/or 7, soil infiltration rates must be measured using approved so]] infiltration testing procedures. See the Edmonds Stormwater Addendum (Addendum) Appendix B and Checklist 4. Bioretention, rain gardens, permeable pavement, and downspout infiltration systems shall be designed in accordance with the Department of Ecology's Stormwater Management Manual for Western Washington (SWMMWW), ECDC 18.30, and the requirements in the Addendum. Because the SWMMWW does not always include clear itemization of project procedural and/or submittal requirements, the City of Edmonds developed the following checklist to aid project proponents and plan reviewers in complying with the applicable SWMMWW requirements. In addition, City -specific requirements (i.e., requirements presented in ECDC 18.30 and the Addendum that are not included in the SWMMWW) are also included in the checklist. For clarity, the checklist headings and subheadings are generally organized according to the SWMMWW structure, though some requirements specific to ECDC 18.30 and the Addendum are included under the SWMMWW headings. This checklist reflects most, but not necessarily all, of the items that shall be performed by the project proponent, and documented for review by the Engineering Division. It is intended to be used as an aid for developers and plan reviewers by providing a foundation for clear and consistent field and design procedures in the City of Edmonds. However, all items may not be applicable to every project, and all items of concern to this office may not be covered on this checklist. Last, the methods and procedures outlined herein can vary depending on the project. The headings outlined below represent the City's recommended process, though variations are acceptable as long as all of the required infori-nation is evaluated and documented. Applicant: Application #: ADDENDUM CHECKLIST 5 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) Incomplete BIORETENTION FIELD AND DESIGN PROCEDURES Soils Report meeting the requirements described in the "Soils Report" section of this checklist. The Soils Report shall be included as part of the required Category I or 2 IN/A Stormwater Site Plan (see also Addendum Checklists I and 2). Infiltration Rate (SWMMWW Volume III, Section 3.4; Volume V, BMP T7.30; and Addendum Appendix B) Test hole or test pit explorations should be conducted during mid to late in the wet season (December I through April 1). Infiltration testing is performed at the anticipated elevation of the top of the native soil beneath the bioretention area (i.e., at the bottom of the excavated area). Small bioretention cells (bioretention areas receiving water from one or two individual lots or <0.25 acre of pavement or other impervious surface): A single small-scale PIT (or soil grain size analysis, if permitted per Addendum Appendix B and Addendum Checklist 41) is performed at each potential bioretention site. Large bioretention cells (bioretention areas receiving water from three or more lots or 0.25 acre or more of pavement or other impervious surface): A single small-scale PIT (or soil grain size analysis, if permitted per Addendum Appendix B and Addendum I Checklist 41) is performed every 5,000 square feet of bioretention area. If soil characteristics across the site are consistent, a geotechnical professional may recommend a reduction in the number of tests. Bioretention swales or long, narrow bioretention areas (i.e., one following the road rigbt-of-way): A single small-scale PIT (or soil grain size analysis, if permitted per Addendum Appendix B and Addendum Checklist 41) is performed every 200 linear feet and within each length of road with varying subsurface characteriStiCS.2 A correction factor is applied to the measured Ksat of the subgrade soils (not the imported bioretention soil mix) to estimate its design (long-term) infiltration rate. Correction factors range from 0.33 — I (no correction) and are based on the site variability and number of locations tested (CF,). See also Addendum Appendix B and Addendum Checklist 4. Depth to Groundwater (SWMMWW Volume 111, Section 3.4) A soil log or over -excavation of the PIT reveals that there is at least 3 feet of vertical clearance from the lowest elevation of the bioretention soil (or any underlying gravel layer) to the seasonal high groundwater elevation or other impermeable layer if the area tributary to the facility meets or exceeds any of the following thresholds: 0 5,000 square feet of pollution -generating impervious surface (PGIS) 0 10,000 square feet of impervious area 0 0.75 acres of lawn and landscape A soil log or over -excavation of the PIT reveals that there is at least I foot of vertical clearance from the seasonal high groundwater or other impermeable layer for bioretention systems with a contributing area less than the above threshold. ADDENDUM CHECKLIST 5 12 13 14 15 E I " I � lu Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) Incomplete Groundwater Mounding Analysis (SWMMWW Volume III, Section 3.4.2) Applies to biorctenfion areas with drainage areas exceeding I acre. If a single bioretention area serves a drainage area exceeding I acre, and has less than 15 feet depth to seasonal high ground water or other low permeability stratum (as measured A from the bottom of the infiltration basin or trench), a groundwater mounding analysis is performed. (See also SWMMWW Volume 111, Section 3.3.8, Step 10.) Final design infiltration rate determined using an analytical ground water model to investigate the effects of the local hydrologic conditions on facility performance. (Use MODRET or an equivalent subject to approval by the City.) RAIN GARDEN FIELD AND DESIGN PROCEDURES (SWMMWW Volume III, Section 3.4) Soils Report meeting the Category I Stormwater Site Plan Soils Report requirements described in the "Soils Report" section of this checklist. Infiltration Rate Test bole or test pit explorations should be conducted during mid to late in the wet season (December I through April 1). A single small-scale PIT (or soil grain size analysis, if permitted per Addendum Appendix B and Addendum Checklist 41) is performed at each potential rain garden site. Infiltration testing is performed at the anticipated elevation of the top of the native soil beneath the rain garden area (i.e., at the bottom of the excavated area). Depth to Groundwater A soil log or over -excavation of the PIT reveals that there is at least I foot between the bottom of the lowest elevation of the rain garden soil (or any underlying gravel layer) and the seasonal high groundwater or an underlying impermeable/low permeable layer. PERMEABLE PAVEMENT FIELD AND DESIGN PROCEDURES (SWMMWW Volume III, Section 3.4) Soils Report meeting the requirements described in the "Soils Report"' section of this checklist. The Soils Report shall be included as part of the required Category I or 2 Stormwater Site Plan (see also Addendum Checklists I and 2). Infiltration Rate Test bole or test pit explorations should be conducted during mid to late in the wet season (December I through April 1). Infiltration testing is performed in the soil profile at the estimated bottom elevation of base materials for the permeable pavement. If no base materials (e.g., a pervious concrete sidewalk), the testing is performed at the estimated bottom elevation of the pavement. ADDENDUM CHECKLIST 5 20 21 22 23 24 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) = Incomplete Projects subject to Minimum Requirements No. I through No. 5: A single small-scale PIT (or soil grain size analysis, if permitted per Addendum Appendix B and Addendum Checklist 41) is performed for every 5,000 square feet of permeable pavement, but not less than one test per site. Projects subject to Minimum Requirements No. 1 through No. 9: • On commercial property: a single small-scale PIT (or soil grain size analysis, if permitted per Addendurn Appendix B and Addendum Checklist 41) is performed for every 5,000 square feet of permeable pavement, but not less than one test per site. • On residential developments: a single small-scale PIT (or soil grain size analysis, if permitted per Addendum Appendix B and Addendum Checklist 41) is performed at every proposed lot, every 200 feet of roadway, and within each length of road with significant differences in subsurface characteristics? A correction factor is applied to the measured Ksat of the subgrade soils to estimate its design (long-term) infiltration rate. Two correction factors may be applied, based on site variability and number of test locations (CF,), and quality of aggregate base material (CF.): • CF� = 0.33 — I • CF,= 0.9 — I See also Addendum Appendix B and Addendum Checklist 4. Where permeable pavements are used for pollution -generating hard surfaces (primarily roads, driveways, and parking lots) and Minimum Requirement No. 6 is triggered, the subgrade meets the soil suitability criteria for treatment (refer to SWMMWW Volume 111, Section 3.3.7), or a treatment layer is provided. Depth to Groundwater A soil log or over -excavation of the PIT reveals that there is at least I foot between the bottom of the lowest gravel base course or treatment layer and the seasonal high groundwater or an underlying impertneable/low permeable layer. DOWNSPOUT FULL INFILTRATION SYSTEMS FIELD AND DESIGN PROCEDURES (SWMMWW Volume 111, Section 3. 1. 1) Soils Report meeting the requirements described in the "Soils Report" section of this checklist. The Soils Report shall be included as part of the required Category I or 2 Stormwater Site Plan (see also Addendum Checklists I and 2). Individual lot or site tests consist of at least one soil log at the location of the infiltration system. Soil logs extend a minimum of 4 feet in depth (from proposed grade), and at least 1 foot below the expected bottom elevation of the facility. C/ Soils in the location of the proposed infiltration system are outwash or loam soils. ADDENDUM CHECKLIST 5 29 30 31 32 33 34 35 I 3h I - Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) Incomplete Depth to Groundwater Site -specific test indicates there is 12 inches or more of permeable soil from the proposed C,/ bottom (final grade) of the infiltration system to the seasonal high groundwater table or other impermeable layer. CATEGORY 1 STORMWATER SITE PLAN SOILS REPORT (SWM Volume 1, Section 3. 1. 1; Addendum Chapter 7 and Checklist 1) In support of the requirements of Minimum Requirement No. 5, includes a Soils Report prepared by: a professional soil scientist certified by the Soil Science Society of America C'/ (or an equivalent national program); a locally licensed on -site sewage designer; or by other suitably trained persons working under the supervision of a professional engineer, geologist, hydrogeologist, or engineering geologist registered in the State of Washington. Soil surveys, soil test pits, soil borings, or soil grain analyses sufficient to identify underlying soils on the site. Soil testing should occur between December I and April 1. Includes the results of saturated hydraulic conductivity (Ksat) testing to assess infiltration capability and the feasibility of rain gardens, bioretention, and permeable pavement. Includes the results of saturated hydraulic conductivity (Ksat) testing to assess infiltration capability and the feasibility of rain gardens, bioretention, and permeable pavement (see Addendum Appendix B and Addendum Checklist 4: Methods for Determining Infiltration Rates). Includes the results of testing for a hydraulic restriction layer (groundwater, soil layer with less than 0.3 in/hr Ksat, bedrock, etc.) under possible sites for a rain garden, bioretention area, or permeable pavement. Testing with a monitoring well or an excavated pit must extend to a depth at least I foot below the estimated bottom elevation of a rain garden/bioretention excavation and at least I foot below the subgrade surface of a permeable pavement. This analysis should be performed in the winter season (December 21 through March 21). Site historical information and evidence of high groundwater in the soils can also be used. For downspout infiltration systems, identifies the limits of any outwash type soils (i.e., those meeting USDA soil texture classes ranging from coarse sand and cobbles to medium sand) versus other soil types and include an inventory of topsoil depth. Any evidence of high groundwater level, such as mottling, is noted. CATEGORY 2 STORMWATER SITE PLAN SOILS REPORT (SWMMWW Volume 1, 3. 1. 1; Addendum Chapter 7 and Checklist 2) The Soils Report is prepared and stamped by a professional soil scientist certified by the Soil Science Society of America (or equivalent program), professional engineer, a licensed geologist, an engineefing geologist, or a hydrogeologist registered in the State of Washington. [NTA Soils Report prepared meeting the requirements outlined in Addendum Checklist 2, and including BMP-specific information listed below where applicable. ADDENDUM CHECKUST 5 0 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) IC = Incomplete Includes the results of testing for a hydraulic restriction layer (groundwater, soil layer with less than 0.3 in/hr Ksat, bedrock, etc.) under possible sites for a bioretention area or permeable pavement. Testing with a monitoring well or an excavated pit must extend to a Adepth at least 3 feet below the estimated bottom elevation of a bioretention excavation and at least I foot below the subgrade surface of a permeable pavement. This analysis should be performed in the winter season (December 21 through March 2 1). Site historical information and evidence of high groundwater in the soils can also be used. For downspout infiltration systems, identifies the limits of any outwash type soils (i.e., those meeting USDA soil texture classes ranging from coarse sand and cobbles to medium sand) versus other soil types and include an inventory of topsoil depth. Where required for bioretention (see above), documents of the results of groundwater mounding analyses and the impacts of mounding on the design infiltration rate. Small-scale and large-scale PITs are required to determine feasibility of bioretention, permeable pavement, and rain gardens. The Soil Grain Size Analysis methods outlined in SWMMWW Volume 111, Section 3.3.6; Addendum Appendix B; and Addendum Checklist 4 may be used to determine infiltration rate of underlying soils (for outwash soils only), but may not be used to determine infeasibility. 2 If the site subsurface characterization, including soil borings across the development site, indicates consistent soil characteristics and depths to seasonal high groundwater conditions, the number of test locations may be reduced to a frequency recommended by a geotechnical professional. Reviewer: Review Date: Reviewer Phone #: Reviewer Comments: ADDENDUM CHECKUST 5 City of Edmonds Public Works Department, Engineering Division 121 51h Ave N Ednionds, WA 98020 Checklist 7: Post -Construction Soil Quality and Depth BMP Per ECDC 18.30, all Category I projects must comply with Minimum Requirements No. I through No. 5, and all Category 2 projects must comply with Minimum Requirements No. I through No. 9. Post - construction soil quality and depth is required to be established on all disturbed lawn and landscaped areas subject to Minimum Requirement No. 5. See also Addendum Checklists I through 3 for submittal requirements. Post -construction soil quality and depth shall be established in accordance with the Department of Ecology's Stormwater Management Manual for Western Washington (SWMMWW), ECDC 18.30, and the requirements in the Addendum. The City of Edmonds developed the following checklist to aid project proponents and plan reviewers in complying with the applicable SWMMWW requirements for this BMP. In addition, City -specific requirements (i.e., requirements presented in ECDC 18.30, the Addendum, or other City requirements that are not included in the SWMMWW) are also included in the checklist. Note also that much of the post -construction soil quality and depth design content in the SWMMWW refers to the Soils for Salmon, Building Soil guidebook (available at <vrw%,.soilsforsalmon.orgLhow>. To simplify the design and review process, the requirements from the Building Soil guidebook are also included in this checklist This checklist reflects most, but not necessarily all, of the items that shall be documented by the project proponent, for review by the Engineering Division. It is intended to be used as an aid for developers and plan reviewers by providing a foundation for clear and consistent BMP design in the City of Edmonds. However, all items may not be applicable to every project, and all items of concern to this office may not be covered on this checklist. Applicant: Application #: ADDENDUM CHECKUST 7 1 2'k 31. 4'� 5i 0, 7, 81 10, Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) Incomplete MODELING AND SIZING (SVIMMWW Volume V, Section 5.3. 1, BMP T5. 13) Lawn and landscape areas that meet the requirements of this BMP are modeled as "Pasture" "lawn" rather than surface over the underlying soil (till or outwash). SETBACKS (Addendum, Appendix A) Lawn and landscape area is not within the North Edmonds Earth Subsidence and Landslide Hazard Area (ESLHA). DESIGN CRITERIA (SWMMWW Volume V, Section 5.3.1, BMP T5.13; Building Soil Manual, 2016; City of Edmonds Standard Detail for Post -Construction Soil Quality and Depth) Compost Specifications Compost meets organic content requirements either by using "preapproved" amendment rates (see compost specifications in BMP T7.30 and Addendum Checklist 10) or calculated amendment rates (see below). If using "preapproved" amendment rates, the compost meets the compost specifications in BMP T7.30 and Addendum Checklist 10, with the following exceptions: 0 Compost may have up to 35 percent biosolids; or manure. 0 Compost must have organic matter content of 40 percent to 65 percent. * Carbon to nitrogen ratio may be up to 35:1 for plantings entirely composed of plants native to the Puget Sound Lowlands region. If using calculated amendment rates, compost meets compost specifications for preapproved rates, or other organic materials amended to meet carbon to nitrogen requirements and contaminant standards for "composted materials" in WAC 173-350-220. Soil Retention Existing vegetation and soils are left undisturbed and are protected from compaction during construction. Soils to be retained are not stripped, logged, graded or driven on during construction (Building Soil Manual, 2016). Soil Amendment Soil organic matter is deten-nined using the most current version of ASTM D2974 "Test Methods for Moisture, Ash, and Organic Matter of Peat and Other Organic Soils"' and TMECC 05.07A "Loss -On -Ignition Organic Matter Method." Results of soil analysis are submitted to the City along with proposed soil mix to meet soil requirements. Topsoil PH is 6.0 to 8.0, or matches the PH of the original undisturbed soil. Subsoils are scarified to at least 8 inches depth (or to depth needed to achieve a total depth of 12 inches of uncompacted soil after calculated amount of amendment is added). Leave plant debris or its equivalent on the soil surface to replenish organic matter. ADDENDUM CHECKLIST 7 12 131 14, 15, 16, 171�, 18 'A 19'. 20* 21, 22' 23* 24'- 25' 20, 2-1 ' 2XI -)9� 3 0', Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) C = Incomplete Turf Installations JA Topsoil layer in turf areas achieves a minimum organic matter content of 5 percent. If using the preapproved amendment rate, 1.75 inches of composted material is rototilled into 6.25 inches of soil for a total settled depth of 8 inches (Building Soil Manual, 2016). If using the calculated amendment rate, the calculated amount of composted material or approved organic material is rototilled into depth of soil needed to achieve 8 inches of settled soil at 5 percent organic content (Building Soil Manual, 2016). Soil is compacted to 85 percent of maximum dry density, modified proctor ASTM D 15 57 (Building Soil Manual, 2016). Surface is level and no woody debris or rocks over I-incb diameter remain (Building Soil Manual, 2016). Planting Beds Cl Topsoil layer in planting beds achieves a minimum organic matter content of 10 percent. If using the preapproved amendment rated, 3 inches of composted material is rototilled into 5 inches of soil for a total settled depth of 8 inches (Building Soil Manual, 2016). If using a calculated amendment rate, calculated amount of composted material Or approved organic material rototilled into depth of soil needed to achieve 8 inches of settled soil at 10 percent organic content (Building Soil Manual, 2016). Surface is smooth and no rocks over 2 inches in diameter remain (Building Soil Manual, 2016). 2 inches of organic mulch is provided. Stockpile Soil Areas requiring cuts have removed the upper native topsoil and stockpiled for replacement on site. The depth of upper native soils that is stockpiled is the entire depth of the native topsoil horizon, but no more than 3 feet. Stockpiled soils are amended as needed and applied as described in Soil Amendment above (Building Soil Manual, 2016). Stockpiled soils are reapplied in layers no greater than I foot. Importing Soil Topsoil pH is 6.0 to 8.0. or matches the pH of the original undisturbed soil. C/ Subsoils are scarified to at least 6 inches below the topsoil layer. Turf Installations tJ(s4 For turf installations, an imported topsoil mix that contains 5 percent organic matter (typically around 25 percent compost) is used (Building Soil Manual, 2016). Soil portion is sand or sandy loarn per the USDA (Building Soil Manual, 2016). 3 inches of imported topsoil mix is tilled into 2 inches of soil (Building Soil Manual, 2016). ADDENDUM CHECKLIST 7 3 1 .6 31 32' 33' 34, 35, 36' 37' 38' 3 9 -' MI 41 �- 42, 43, 44 45 46 4- 48 49 54, Within each blank cell, enter comment codes as folloii,s: C = Complete R Revise (i.e., make corrections) N/A =Not Applicable M Missing (i.e., please include) = Incomplete p0AA 3 more inches of topsoil inix are placed on surface (Building Soil Manual, 2016). Soil is compacted to 85 percent of maximum dry density, modified proctor ASTM D1557 (Building Soil Manual, 2016). Surface is level, and no woody debris or rocks over I -inch diameter remain (Building Soil Manual, 2016). Planting Beds YJ For planting beds, an imported mix that contains 10 percent organic matter (typically around 25 percent compost) is used (Building Soil Manual, 2016). Soil portion is sand or sandy loam per the USDA (Building Soil Manual, 2016). 3 inches of imported topsoil rr�ix is tilled into 2 inches of soil (Building Soil Manual, 2016). 3 more inches of topsoil mix are placed on surface (Building Soil Manual, 2016). Surface is smooth and no rocks over 2 inches in diameter remain (Building Soil Manual, 2016). %1 2 inches of organic mulch is provided. CONSTRUCTION CRITERIA INCLUDED IN THE SWPPP (Addendum, Section 6. 1 ) Root zones where tree roots limit the depth of incorporation of amendments are exempted from soil preservation and amendment requirements. Root zones are fenced and protected from stripping of soil, grading, or compaction to the maximum extent practical. Materials are stockpiled in areas designated for clearing and grading (such as parking areas and future impervious roadways) and away from infiltration and other stormwater facilities. Small stockpiles are covered with weed barrier material that sheds moisture yet allows air transmission. Large stockpiles are seeded and/or mulched. Topsoil or other materials are not relocated to areas where they can cover critical root zones, suffocate vegetation, or erode into adjacent streams. The soil preservation area is clearly identified (e.g., using flagging or high visibility fencing) and protected prior to construction. A soil and vegetation management plan is provided showing areas to be protected and restoration methods for disturbed areas. Construction SWPPP sheets outline construction sequencing that will protect the soil —Cl preservation area during construction. General (i.e., non-BMP-specific) construction SWPPP BMPs and protection techniques are implemented as applicab1c. The upslope of construction areas are stabilized and overland flow distances are minimized. Machinery is operated outside of the soil preservation area during construction. Placement of topsoils does not occur during wet or saturated conditions. Establish soil quality and depth toward the end of construction, and once established, protect from compaction and erosion. 4 ADDENDUM CHECKUST 7 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) NI/A = Not Applicable M Missing (i.e., please include) IC = Incom2lete I INSPECTION CRITERIA The soil preservation and amendment BMP meets applicable sifing, design, and construction criteria (see * notations in applicable rows). Reviewer: Review Date: Reviewer Phone #: Reviewer Comments: ADDENDUM CHECKLIST 7 City of Edmonds Public Works Department, Engineering Dhision 121 Sth Ave N Edmonds, WA 98020 Checklist 13: Downspout Full Infiltration Systems Per ECDC 18.30, all Category I projects must comply with Minimum Requirements No. I through No. 5, and all Category 2 projects must comply with Minimum Requirements No. I through No. 9. Downspout full infiltration may be used to help meet Minimum Requirement Nos. 5 and 7, provided that the following requirements are met. See also Addendum Checklists I through 3 for submittal requirements, and Addendum Appendix A for infeasibility criteria that apply to Minimum Requirement No. 5 specifically. Downspout ftill infiltration shall be designed in accordance with the Department of Ecology's Stormwater Management Manual for Western Washington (SWMMWW), ECDC 18.30, and the requirements in the Addendum. The City of Edmonds developed the following checklist to aid project proponents and plan reviewers in complying with the applicable SWMM1*VW requirements for this BMP, In addition, City - specific requirements (i.e., requirements presented in ECDC 18.30, the Addendum, or other City requirements that are not included in the SWMMWW) are also included in the checklist. This checklist reflects most, but not necessarily all, of the items that shall be documented by the project proponent, for review by the Engineering Division. It is intended to be used as an aid for developers and plan reviewers by providing a foundation for clear and consistent BMP design in the City of Edmonds. However, all items may not be applicable to every project, and all items of concern to this office may not be covered on this checklist. Applicant: Application #: ADDENDUM CHECKLIST 13 2' 3' 51 (11 91 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) I = Incomplete MODELING AND SIZING (SWA4MWW Volume III, Section 3.1.1) If roof runoff is infiltrated according to the requirements of this BMP, tile roof area is discounted from the project area used for sizing stormwater facilities. Infiltration trench length is sized based on underlying soil type as follows: • Coarse sand and cobbles: 20 linear feet of trench per 1,000 square feet contributing roof area • Mediurn sand: 30 linear feet Of trench per 1,000 square feet of contributing roof area • Fine or loamy sand: 75 linear feet of trench per 1,000 square feet of contributing roof area • Sandy loam: 125 linear feet of trench per 1,000 square feet of contributing roof area • Loam: 190 linear feet of trench per 1,000 square feet of contributing roof area • Fill: 60 linear feet of trench per 1,000 square feet of contributing roof area Infiltration drywell is sized based on underlying soil type as follows; • Coarse sand and cobble: 60 cubic feet of gravel per 1,000 square. feet of contributing impervious surface • Medium sand: 90 cubic feet of gravel per 1,000 square feet of contributing impervious surface SETBACKS (Addendum, Appendix A) Cl The downspout infiltration system is not within the North Edmonds Earth Subsidence and Landslide Hazard Area (ESLHA). The downspout infiltration system is not within the buffer of the ESLHA (minimum Cgeotechnical buffer equal to the height of the steep slope or 50 feet, whichever is greater) unless a assessment and soils report is prepared addressing the potential impact of the proposed system. The downspout infiltration system is not within 50 feet of the top of slopes greater than 15 percent (unless a geotechnical assessment and soils report is prepared addressing the potential impact of the proposed system). There is at least 3 fcct or more of permeable soil from the proposed final grade (i.e., C/ ground elevation at the facility location) to the seasonal high groundwater table or other impermeable layer, AND there is at least I foot or more of permeable soil from the proposed bottom of the infiltration system to the seasonal high groundwater table or other impermeable layer. Cl The downspout infiltration system is not within 5 feet from any property lines and easements. If the contributing area is less than 5,000 square feet, the downspout infiltration system is C, not within 5 feet from a structure without a basement and 10 feet for a structure with a basement. ADDENDUM CHECKUST 13 t5j� 16 . 171_ 18- 19* 20* 2 1 `- 2P-- 23'- 24* 25i- 26* 27" 28* 29' 30, Within each blank cell, enter comment codes as follows: C = complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e- please include) IC = Incomplete If the contributing area is greater than or equal to 5,000 square feet, the downspout infiltration system is not within a I H: I V slope line from the bottom edge of the facility to a structure. (Minimum clearance 5 feet from a structure with a basement and 10 feet for a structure with a basement.) For sites with on -site or adjacent septic systems, the discharge point is at least 30 feet or 10 feet dox%mgradient, of the drainfield primary and reserve areas (per (upgradient, A WAC 246-272A-02 10). This requirement can be modified by the City if site topography will clearly prohibit flows from intersecting the drainfield or where site conditions (soil permeability, distance between systems, etc.) indicate that this is unnecessary. If placed under pavement. overflow (small yard drain or catch basin with grate cover) is greater than I foot below'the pavement. The downspout infiltration system is not within the buffer of a Category I or Category 2 wetland. The downspout infiltration system is not within the buffer of a Category 3 or Category 4 wetland, except for the outer 25 percent of the buffer. DESIGN CRITERIA Volume 111, Section 3.1.1) 'rhe lot or site hat outwas4 loam soils. se�A-' t44�� lr.�- .,Wj�r If placed in fill mat -en -a �,the measured infiltration rate is at least 8 inches per hour. lnrdtration Trench *JjA Trench is no greater than 100 feet in length. I Spacing between trench centerlines is at least 6 feet. Aggregate material consists of washed drain rock conforming to WSDOT Spec. 9-03.12(5) Gravel Backfill for Dry Wells. Filter fabric is installed around the tops and sides of trench drain rock prior to backfilling. A structure with sump is located upstream of the trench. Trench is sized according to the sizing requirements above in Modeling and Sizing. Downspout full infiltration trench is designed as shown in City of Edmonds Standard Detail. Inflitration Drywell Drywell is at least 48 inches in diameter. Drywell is deep enough to contain gravel amounts specified above in Modeling and Sizing. Filter fabric is installed around the tops and sides of trench drain rock prior to backfilling. Aggregate material consists of washed drain rock conforming to WSDOT Spec. 9-03.12(5) Gravel Backfill for Dry Wells. Spacing between drywells is a minimum of 10 feet (minimum 4 feet between edges of drywells). Drywell is sized according to the sizing requirements above in Modeling and Sizing. Downspout full -infiltration drywell is designed as shown in City of Edmonds Standard Detail. ADDENDUM CHECKUST 13 3 I T 3-1, 331 3 J ". 3 Within each blank cell, enter comment codes as follows: C = Complete R Revise (i.e., make corrections) N/A = Not Applicable M Missing (i.e., please include) I = Incorn2lete CONSTRUCTION CRITERIA INCLUDED IN THE SWPPP (Addendum, Section 6.1) The infiltration area is clearly identified (e.g., using flagging or high -visibility fencing) and protected prior to construction. A soil and vegetation management plan is provided showing areas to be protected and restoration methods for disturbed areas. Construction SWPPP sheets outline construction sequencing that will protect the infiltration area during construction. General (i.e., non-BMP-specific) construction SWPPP BMPs and protection techniques are implemented as applicable. The upslope of construction areas is stabilized, and overland flow distances are minimized. Machinery is operated outside of the infiltration areas during construction. Infiltration area is excavated to final grade only after all disturbed areas in the upgradient project drainage area have been permanently stabilized. If infiltration areas must be excavated before permanent site stabilization, initial excavation is conducted to no less than 6 inches of the final elevation of the facility floor. C— Excavation of infiltration areas does not occur during wet or saturated conditions. The bottom of the infiltration facility excavation is raked or scarified to a minimum depth of 3 inches after final excavation to restore infiltration rates. Downspout illfiltration facilities are not used as sediment control facilities during construction, and all drainage is directed away from the facility after initial rough grading. C- Clogging and over -compaction of the subgrade, native soil, rain garden soils, or amended soils is prevented during construction. If placed in fill material, fill is compacted under supervision of professional civil engineer with geotechnical expertise. INSPECTION CRITERIA The infiltration system meets applicable siting, design, and construction criteria (see * notations in applicable rows). Reviewer: Review Date: Reviewer Phone #: Reviewer Comments: 4 ADDENDUM CHECKLIST 13 J-C. Mc DONNELL ENGINEERING., P.C. Consulting Civil Engineers 6608 — 216TH ST SW #306 Mountlake Terrace, WA 98043 STORM DRAINAGE STUDY .For 4-UNIT APARTMENT BUILDING Site Located at 20904 — 72nd Ave. W, Edmonds, WA. 98020 TAX ID.: 00566900200302 COMPLIES WITH APPLICABLE CITY STO WATER CODIE 'y Vate, 7, �-3 LEGAL DESCRIPTION: SEATTLE 14EIGHTS DIV 4 BLK 002 D-02 - N 75FT OF TI-I PTN LOT 3 BLK 2LY WHN TI4ES/2OF BLK 2. DEVELOPER: Mr. Mark Cummings Slater.Homes Corp. 9718 Slater Ave. NE. Kifkland, WA. 98033 425 330-7440 REPORT PREPARED BY: Dean A. Furr, P.E. Project #06043 Issue bate- 10/19/2017 Revised: 04/24/18 44 1 0 1 -2, Z—U w""T7 RESUB MAy 14 2018 BUILDING DEPARTMENT CITY OF EDMONDS 2090472 d Ave. W 4-Unit Apartments TABLE OF CONTENTS STORMWATERANALYSIS ........................................................................................................ 2 EXISTING CONDITIONS 2 DEVELOPED CONDITIONS ........... .............................. ...... ............. 3 MINIMUM TECHINAL REQUIREMENTS: _ ........... ............................................................ 4 Minimum Requirement #I: Prepare Stonnwater Site Plans ................................................... 4 Minimum Requirement #2: Construct Stormwater Prevention Plan ...................................... 4 Minimum Requirement #3: Source Control of Pollution ....................................................... 4 Minimum Requirement #4: Preservation of Natural Drainage Systems & Outfalls .............. 4 Minimum Requirement #5: On -site Stormwater Management .............................................. 4 WATER QUALITY AND TESC METHODS PROPOSED ...................................................... 6 SPECIALREPORTS ............................. - ..................................................................................... 27 OPERATION AND MAINTENANCE ........................................................................................ 28 Page i 2090472 nd AVe_ W 4-Unit Apartments Lynt, Wq 51 5w :ef"m st swzi— 5w % SITE ......... . ............. -,pv! sis 7 51 sw .1 k ZZ.. K! SA IE -4 - A. 515.4 Figure 1: VICINITY MAP - not to scale Page I 20904 72na Ave. W 4-Unit Apartments STORMWATER ANALYSIS The City of Edmonds has adopted the 2014 SWMMWW and the City Stormwater Management Code Ch. 18.30 with the June 2017 Edmonds Stormwater Addendum. Hydrologic analysis was performed using WWHM 2012 a continuous hydrologic modeler, version 4.2.13, 4/4/2017, by Clear Creek Solutions. The city requires that the model utilize the "Puget East 36" precipitation time series, available in the WSDOT data set In WWHM. 0 The city has five paths of review for ston-nwater site plans to determine applicability of MR#5 The project site is required to comply with the Category I path, because the new plus replace impervious area is between 2,000sf < 5,000sf and the land disturbing activity is more than 7,000sf See the Existing Conditions and Developed Conditions Exhibits in the back of this section. EXISTING CONDITIONS Tile proposed site is a developed, 7,798 sf, residential lot located at 20904 — 72N11 Ave. W., Edmonds, WA. The site is bound to the north by the Turnberry Lane Condominiums, 72"d Ave. W. to the east, residential house to the south and an undeveloped "vacant land" to the west. Currently, the site has a single-family house, concrete patio and gravel driveway approximately 2,500sf impervious surface. The site vegetation is mostly grass and typical urban landscaping. The site slopes at 3.9% downgradient in a southwest direction. A geotechnical investigation of the site was performed by Cobalt Geosciences dated September 25, 2017. The subsurface investigation consisted of two test pits on the east side of the parcel (TP- I and TP-2 respectively) and two hand dug pits in the west side of the parcel (HB- I and H13-2). TP- I and TP-2 encountered 6-10 inches of topsoil, underlain by 3 to 4.5 feet of loose to medium grained sand with organic debris and silt. This layer is underlain by medium dense to dense, fine medium grained sand with trace gravel and silt (Outwash component), which continued to the termination depth of the test pits. Hand borings, HB-1 and H13-2, encountered 8 inches of grass and topsoil underlain by 2 feet of loose, silty -fine to medium grained sand with gravel underlain by medium to dense, silty -fine to medium grained sand with gravel (Glacial Till),which continuedto thcten-nination depth of4 feet. Overall, the site consists of Vashon Glacial Till and Vashon Advance Outwash. A small-scale pilot infiltration test was perfon-ned in TP-1 at a depth of 5-feet below grade. Following an 8-hour pre-soak- period, the observed in -situ infiltration rate was observed to be approximately 2.8 inches per hour. After application of correction factors for small-scale PIT (0.50), site variability (L), and influent control (0.9), the design infiltration rate is 1.26 inches per .hour. The Geotech also recommends that infiltration facilities be in the southeast portion of the property where these soils are more favorable to infiltration. The soil in this area has a CEC (cation Exchange Capacity) of 6.7meq. See the following table of the existing land use table Page 2 20904 72"d Ave. W 4-Unit Apartments Parcelarea 7,798 0.18 EXISTING Sf ac IMP TOTAL 2,449 MOW Gravel driveway 336 0.008 HSE/PATIO/SHED 2,164 0.050 PERVIOUS 5,298 0.122 Table 1: Existing Land -Use The modeled existing runoff flow for the site is Flow Frequency Flow(CFS) 2 Year = 0.0031 5 Year = 0.0051 10 Year = 0.0062 25 Year = 0.0074 50 Year = 0.0082 100 Year = 0,0088 DEVELOPED CONDITIONS 32% Coverage The project proposes to construct a 4-unit apartment building, asphalt driveway/parking, trash enclosure, stornawater infiltration facility and drainage, underground utilities and landscaping. Additionally, the city requires that the project provide frontage improvements that consist of curb/gutter/sidewalk along the parcels 72 d Ave. W. right-of-way line. A dropdo'%rn driveway will be constructed at the proposed driveway entrance. The gutter lip along tile flow line will intercept stormwater from the roadway and convey it to a downstream catch basin near the southeast property comer. Seethe following table of the developed land use. DEVELOPED DIST. AREA 7,414.20 0.17 1 M P TOTAL 4,779.5 0.110 APT.BLDG 2,277 0.052 DRIVE/PRKG 2,502 0.057 LAND CAPING 2,635 0.060 Table 2: Developed Land -Use Page 3 2090472 d Ave. W 4-Unit Apartments The project site results in less than 5,000sf of new plus replaced impervious area and disturbs 7,414sf of area. The project is subject to Category I review and must comply with MR's I through 5. Surface Sf ac REPL Hard Surface 2,111 0.048 New Hard Surface 2,669 I 0.061 R + N 4,779.50 <<5,000 <<5,000 PGHS 2,502.10 MINIMUM TECHINAL REQUIREMENTS: Minimum Requirement #1: Prepare Stormwater Site Plans See Plans Submitted with Project Application and this Report Minimum Requirement 4#2: Construct Stormwater Prevention Plan See TESC Plans and SVVTPP are provided with this submittal. Minimum Requirement #3: Source Control of Pollution Generally, pollution control is not required for a project of this size, but there are pollution generating activities/sources that are associated with this type of residential development. Usually, these are vehicle maintenance and repair and washing and landscaping and lawn/vegetation management, as well as, spilling of waste in and around the trash enclosure, Reduction and elimination of stormwater pollutants can be achieved by implementing "'operational source control BMP's" including good housekeeping, spill prevention and cleanup. The trash enclosure will have separate bins with lids for storing garbage waste and recyclables, as well as, yard waste bins. Generally, most pollutants and floating material exposed to stormwater will be contained within the catch basins or the isolation row of the infiltration galley. A routine maintenance schedule should be established to clean out the catch basins and isolator row. Furthermore, the underlaying soil of the infiltration gallery has a CEC of 6.7meq, which will help mitigate pollution attributed to soluble metals. Minimum Requirement #4: Preservation of Natural Drainage Systems & Outfalls The natural slope of the project site is from east to west from 72 nd Ave W. The project proposes to infiltrate 100% of the stormwater on -site — complying with MR#5. However, in the event there is an emergency overflow event stormwater will be conveyed to the storm drainage system within 72"d Ave W. All natural drainage systems and outfalls are prescrved. Minimum Requirement #5: On -site Stormwater Management The city has five paths of review for stormwater site plans to determine applicability of MR#5. The project site is required to comply with the Category I path, because the new plus replace impervious area is between 2,000sf < 5,000sf and the land disturbing activity is more than 7,000sf. See the Existing Conditions and Developed Conditions Exhibits in the back of this section. Page 4 20904 72nd Ave. W 4-Unit Apartments For projects that elect to use List No. I to comply with ECDC 18.30.060.D.b (11), for each surface, consider the BMPs in the order listed for that type of surface. Use the first BMP that is considered feasible. No other On -site Stormwater Management BMP isnecessary for that surface. Feasibility shall be determined by evaluation against design criteria, limitations, and infeasibility criteria identified for each BMP in the SWMMWW and the Edi-nonds Stormwater Addendum; and Competing Needs Criteria listed in Chapter 5 of Volume V of the SWMMWW. Lawn and landscaped areas: Post -Construction Soil Quality and Depth in accordance with BMP T5.13 in Chapter 5 of Volume V of the SWMMWW. All pervious/landscape areas will be treated to comply with this BMP. Roofs- i. Full Dispersion in accordance with BMP T5.30 in Chapter 5 of Volume V of the SWMMWW, or Downspout Full Infiltration Systems in accordance with BMP T5. I OA in Section 3- 1.1 of Volume III of the SWMMWW. A geotechnical report was prepared for this project as stated on the previous page. Issues of infiltration were addressed. Site is acceptable for infiltration of runoff. Percolation tests in the- southeast corner of the site support a factored infiltration rate of 1.26 in/hi. As a result, all Roof runoff will be conveyed to an underground infiltration facility to provide 100% infiltration. ii. Rain Gardens in accordance with BMP TS. 14A in Chapter 5 of Volume V, or Bioretention in accordance with Chapter 7 of Volume V of the SWMMWW. The rain garden or bioretention facility must have a minimum horizontal projected surface area below the overflow which is at least 5 percent of the area draining to it. Not Evaluated iii. Downspout Dispersion Systems in accordancew ith BMP T5. I OB in Section 3.1.2 of Volume III of the SWMMWW. Not Evaluated iv. Perforated Stub -out Connections in accordance with BMP T5.1 OC in Section 3.1.3 of Volume III of the SVIMMWW, Not Evaluated V. Detention vaults or pipes in accordance with the Edmonds Stormwater Addendum. The City may waive the requirement to install a detention vault if the downstream analysis in Minimum Requirement #4., or available City data, indicate that peak flow controlis not beneficial. Not Evaluated Other Hard Surfaces: Full Dispersion in accordance with BMP T5.30 in Chapter 5 of Volume V of the SWMMWW. Not Evaluated, but a geotechnical report was prepared for this project as stated on the previous page. Issues of infiltration were addressed and the site is Page 5 20904 72n'Ave. W 4-Unit Apartments acceptable for infiltration of runoff. Percolation tests in the southeast corner of the site support a factored infiltration rate of 1.26 in/hr. As a resul4 all Other Hard Surfaces runoff will be conveyed to an underground infiltration facility to provide 100% infiltration. Permeable Pavement in accordance with BMP T5.15 in Chapter 5 of Volume V of the SWMMWW, or Rain Gardens in accordance with BMP T5.14A in Chapter 5 of Volume V, or Bioretention in accordance with Chapter 7 of Volume V of the SWMMWW. The rain garden or bioretention facility must have a minimum hoiizontal projected surface area below the overflow which is at least 5 percent of the area draining to it. Not Evaluated iii. Sheet Flow Dispersion in accordance with BMP T5.12, or Concentrated Flow Dispersion in accordance with BMP T5.11 in Chapter 5 of Volume V of the SWMMWW. Not Evaluated iv. Detention vaults or pipes in accordance with the Edmonds Storrnwater Addendum. The City may waive the requirement to install a detention vaultif the downstream analysis in Minimum Requirement #4, or available City data, indicate that peak flow control is not beneficial. Not Evaluated Onsite ston-nwater from roof downspouts, the parking lot and a portion of the landscaping runoff will be conveyed to a Stormtech@, chambered infiltration gallery, under the southeast portion of the parking lot and in the southeast portion of the parcel. The Stormtech SC-740 (10) chamber infiltration system was sized using WWHM 2012 using the SSD element. The SSD printout is at the end of this section. The bottom 6" of stone was modeled with a 35% porosity input into WV,iHM as 0.35 (stormchamber recommends 40%). The upper 6" of stone was not included in the analysis, but die additional I ft perimeter was included in the analysis. The bottom area of the infiltration system is 431.8sf and was modeled with a 1.26 in/hr. infiltration rate per geotechnical engineer recommendations. The 6in, of top stone over die chambers was not included in the model, but will provide an additional 75ef of storage at 35% porosity. The infiltration facility will have an overflow pipe set at the top of the chamber that will discharge into the storm drainage system in the event of an emergency. See the WWHM printouts in the back of this section. The bottom of the infiltration facility is set at elev. 92.50. This elevafion was established by using the TP#1 ground surface elevation of 97.5 with an 8ft BGS boring depth to an assumed barrier layer elevation of 89.5. The infiltration bottom is set 3ft (separation) above the 89.5 elevation. WATER QUALITY AND TESC METHODS PROPOSED Type of water quality measure(s) proposed: Page 6 20904 72'd Ave. W 4-Unit Apartments I DOE Standard erosion control BMPs will be designed at the detailed construction plan stage such as mulch, silt fence, sediment traps, and plastic sheeting and TESC entrances to control construction runoff, as required. 2. Mulching and other winter soil management techniques will be specified in the construction plan. 3, Full infiltration will provide water quality — see the WWHM printout at the end of this section. EXISTING CONDITIONS Page 7 EXISTING CONDITIONS EXHIBIT SCALE: 1' = 20' *Or W-4.%W) A 4' NOE LANDWAPF cw-M.7 Cos fammo DISIURBED AREA . ............ 7,414.2 SF pew x WAS: 2ft APARTMENTS ROOF Z277.4 SF T At IOPkRWU-�: 7. ic etw) COW-4&07 Z. p 4*RS 12' 10, N la;BXE 10� S9 2 INFILTRATION FAot�ny-/ R.- T4- PEW. FWTINC DRAIN SMRW7E0i = .... -E (N.S.W) 12 -82.56 ROW BGTT0M AREA-3515F CRILTYPE 2 801TOM EL-92-50 IKmTRAWf0-2 IN/HOUR 1271E (E�N*)-ft,w COMBINA7M C1304, TYPE I CB9,r*fPE 2 INLET FRAME 8'IE (N)-9125 fi-IE (W)-0&42 12'IE Cal K ?2'(AIAS) Cv;'-ftiP DEVELOPED CONDITIONS - SCALE: I' = 20' ow ,M,.9aw c irm av*(M" Nor Acwv) 1.9.1 OW01 sw FAwcaw fn cc T SO L,,-Sam MM OM04191 W-97.74 ca x IM&S) 040.8101 NEW AND REPLACED IMPERVIOUS SCALE l' = 20' 20904 72"0 Ave. W 4-Unit Apartinents I'd drity Dimensions T, h -�Cngth Trench Bott Width (ft) Effectiye Total th (ft) Top and bottom \slopeN) Left Side Slope (HN) 0 bp NOft)N) Right Side Slope (H I Material Layers for Trenc Layer 1 Thickness (ft) F(I —5 Layer 1 porosity (0-1) Layer 2 Thickness (it) Layer 2 porosity f0-1 1 =07 Layer 3 Thickness (ft) Ed --7 Layer 3 porosity (0-1) K-- Infiltration FY—es —H, Measuted Infiltration Rate (Whr) Reduction Factor (infift'factor) Use Wetted Stxfwe Airea [sidewalls) Total Volume Irgiltrated (ac-ft) Total Volume Through Riser (ac-ft) Size Infiltration Trench Target%: F 5-0. 1w- Outlet Structure Data I Riser Height (ft) F3— Riser Di"ter (in) fj —2 J1 Riser Type Flat Notch Type Orifice DiameterHeight Number (in) 1 1-0— ro— -=.A 2 fo----,,, Fc- -.!I 3 ro— o Trench Volu t Riser Head (ac-ft) .019 R H 'ad 'ac*"' 01 -' e rl 276 m t is" 7 ---- ShowTrench FOpen TabIe rN —0 Initial Stage (it) 52-13S6 Total Volume Through F I I ac. t;� 5Z696 0 Percent Infiltrated 100-1 Page 10 2090472 d Ave. W 4-Unit Apartiments Project: J3 EDMONDS 4-UNIT 6 Chamber Model - SC-740 06% M . A Units Z51ormTerch- ImDeriall DeLyew - remxr - V111MY OUA, qf 2M. Number of chambers 10 Voids in the stone (porosity) - 35 % Base of Stone Elevation - 92.50 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in Area of system - 432 sf Min. Area - 338 sf min. area StormTech SC-740 Cumulative Storaae Volumes Incremental Incremental Height of Single Total Incremental Incremental Ch Cumulative System Chamber Chamber Stone & St Chamber Elevation (Obic feet) , (cubic feet) (cubic feet) (cubic feet) (qubic feeQ , (feet) 42 41 40 39 38 37 0.100 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12.59 12459 12.59 12.59 12.59 112�59 12.59 12.59 12.59 12.59 12.59 12.59 827.60 815.01 802.42 789.82 777.23 764.64 96.00 95.92 95.83 95.75 95.67 95.58 36 0.05 0.55 12.40 12.95 752.04 95,50 35 0.16 1.63 12.02 13Z5 739.09 95.42 34 0.28 2.82 11.61 14,43 725.44 95.33 33 0.60 6.04 10.48 16.52 711.01 95.25 32 0.80 8.02 9.79 17.80 694.50 95.17 31 0.95 9.51 9,27 18.77 676.69 95.08 30 1.07 10.75 8.83 19.58 657.92 95.00 29 1.18 11.80 8.46 20.27 638.34 94.92 28 1.27 12.66 8,16 20.82 618,07 94.83 27 1.36 13.55 7.85 21.40 597.25 94.75 26 1.45 14.54 7.50 22.05 575.85 94.67 25 1.52 15.25 7.26 22.50 553.81 94.58 24 1.58 15.82 7.06 22.88 531.30 94.50 23 1.64 16.42 6.85 23.27 508.42 94.42 22 130 17.00 6.65 23.64 485.16 94.33 21 1.75 17.53 6.46 23-99 461.52 94.25 20 1,80 18.03 6.28 24,31 437.53 94,17 19 1.85 18.55 6.10 24.65 413.22 94.08 18 1.89 18.93 5.97 24.90 388.57 94.00 Page I I 20904 72n' Ave. W 4-Unit Apartments 17 1.93 19.34 5.82 25.16 363.67 93.92 16 1.97 19,75 5.68 25.43 338.50 93.83 15 2.01 20.10 5.56 25.66 313.07 93.75 14 2.04 20.45 5.44 25.89 287.41 93.67 13 2.07 20.75 5.33 26.08 261.53 93.58 12 2,10 21.05 5.23 26.28 235.45 93-50 11 2.13 21 M 5.13 26.45 209.17 93,42 10 2.15 21.54 5.05 26.59 18232 9333 9 2.18 21.77 4.97 26.74 156.13 93.25 8 2.20 21.98 4.90 26.88 129.38 93.17 7 2.21 22,07 4.87 26.94 102.50 93.08 6 0,00 0.00 12.69 12.59 75.56 93.00 5 0.00 0.00 12.59 12.59 62,97 92.92 4 0.00 OM 12.59 12.59 50.37 92.83 3 0.00 OM 12.59 12.59 37.78 92.75 2 0.00 0.00 12.59 12.59 25.19 9M7 1 0.00 0.00 12.59 12.59 12.59 92.58 Page 12 2090472 d Ave. W 4-Unit Apannents STORMTECH SC-740 CHAMBER Desigined to meet the most stringBrit Industry performance standards for supenrior structural integrity while providing designers With a Cost-effective method tosave valuable land and protect water resources The StormTeCh system Is designed primarily to be used tinder 0 rking lots, thus maximizing land usage for private (commercial) and public applications erl hancing the perfo,mance and extending the service life of these practices STORMTECH SC-740 CHAMBER (nottoscale) Monninal Chamber Speclillicaftits SIza(LxWxH) 85.4"x5l'00* 2,170 mm x 1,295 mm x 762 mm CbernberStump 45.9 fits (110 ml Min. Installed St*rW 743 ft(2.12 m') Weight 74.0 1 bs (33.6 kj) Shlppfng 30chambers/pallet 60eadcaps/pallet 12 pallets/truck -SWeabo",belmand btbww thanAws and 40% stone parvilty- �mo— BEA "e- -E Of �7— 8�-M . n MPH -1WFnWW[W.Ts lop 90.7'(23D4 mm) ACTUAL LENGTH 2,r (SOD OAX 112X DO "Wn) W4* (2160 rTwr,) INSTALLM L04GTH 5te, MMM) cx-a"s D�L RE 5E M�—ED � ACCCRD�LE �TH AMU t."' V N. --------------- �MPWX (CM14 T0107TOM C6 ALEAULLOA.— ��AVRQ P.vALLATQ�t�tu wnt P,- few vsx-.--wR --w cm-rA.'*2"m." Page 13 rid 20904 72 Ave. W 4-Unit Apartments SC-740 CUMULATIVE STORAGE VOLUMES PER CHAMBER ASSUMeS 4 0% Stone Porosity. Gaicuiations are Based Upon a 6 (15,j mm) Stone se Under Charn rs. 409101 Slane 4520 (13001 72,644 (R2.057 *(9-9 45.90 (I-sool 38M ,M-i 4,5-90,i ' - 7 .39(11193) 0 �97-010) A�-�RLI-An � Lg:Ld 301!141 _15,00(L L 14 Mal J __ _ _ L5 P-m- 11 66.08 !Ag7) - --( - 5.69(12mv), 1 6575(IAM 517(l.70 30(7q W.80 jjVj1 63j9_ 27015 39,54(QM 64.17 -_29 2M Ln-LL85i zom R -L2 EDR6R)) 21.31 p We) IRA? (qm) R-P (U�P) jq� "54 0.74 (D247 1�.51 e4" 221 o(o) 07afo.191i -q3 fo SM6 oto)� 4.51(V28) 100) 1) Note: Add 10 ff"(0.032 ml)of storage for each Ddiftbonal inch a5 mm) of stone foundation. STORAGEVOLUME PER CHAMBER FV (M3) I i"IF AM ... fi) Ic"P, Note: Assumas 6' (150 mm) vlone stove 0 ambers, V(i50 nim) row spacing and 40% stone porosity. AMOUNTOFSTONE PER CHAM BER SC-740 3.11(a) 4,0J13) 1 5.5(19) SC-740 4.IM(2s) 1 -.4qo(301 No* Aawmas 6'(150 man)*1 stant aboya and betwan chembers. VOLUME EXCAVATION PERCHAMBERYD' (M3 �411,11'ammul., I � ".9 55(4A 1 9214.71 ! aA (5.2) Note: Assumes 6'(150 mm) of tow separation and 13'(450 mm) of covet. The volume at excirvattar, will vary as depth of cam Inas"es- Working on a project? DESIGIIIJ VISKUSStWKIA and utilize the StorrinTech Design Tool lRormonsfirformatforionthe $to imiTech $0-740 Ckarober and olherADS products, pkass contact am Cirsterne f So twice ReDtnetrtattves at 1-800 .821-si to Page 14 20904 72'd Ave. W 4-Unit Apartrnents WWHM2012 PROJECT REPORT Project Name: Site Infiltration-SSD Site Name: 4-unit Apt Site Address: .20904 72nd Ave W city : Edmonds Report Date: 4/27/2018 MGS Regoin : Puget East Data Start : 1901/10/1 Data End : 2058/09/30 DOT Data Number: 03 Version Date: 2017/07/05 Version : 4.2.13 Low Flow Threshold for POC 1 : 50 Percent of the 2 Year High Flow Threshold for POC 1: 50 year PREDEVELOPED LAM USE Name : Basin I Bypass: No GroundWater: No Pervious Land Use acre C, Forest, Mod .17 Pervious Total 0.17 Impervious Land Use acre Impervious Total 0 Basin Total 0.17 Element Flows To: Surface Interflow MITIGATED LAND USE Name : Basin I Bypass: No GroundWater: No Groundwater Page 15 2090472 d Ave. W 4-Unit Apartments Pervious Land Use acre C, Lawn, Mod .06 Pervious Total 0.06 Impervious Land Use acre ROOF TOPS FLAT 0.052 DRIVEWAYS MOD 0.057 Impervious Total 0.109 Basin Total 0.169 Element Flows To: Surface Interflow S8D Table I SSD Table I Name SSD Table I Depth: 3.B ft. Element Flows To: Outlet I Outlet 2 Groundwater SSD Table Hydraulic Table Stage Area Volume (feet) (ac-) (ac-ft.) Manual Manual NotUsed NotUsed NotUsed 0.000 0.010 0.000 0.000 0.012 0.000 O.ODO 0-000 0.083 0.010 0.000 0.000 0.012 6.000 0.000 0,000 0.167 0.010 0.001 0.000 0.012 0-000 0.000 0,000 0.250 0.010 0,001 �0.000 0.012 0.000 0.000 0.000 0.333 0.010 0.001 0.000 0.012 0-000 0.000 0.000 0.417 0.010 0.001 0.000 0.012 0�000 O.DOO 0-000 0,500 0.010 0.002 0.000 0.012 0.000 0.000 0.000 0.583 0.010 0.002 0.000 0.012 0.000 0.000 0.000 0.667 0.010 0.003 0.000 0.012 0.000 0.000 0.000 0.750 0.010 0,004 0.000 0.012 0.000 0.000 0.000 0.833 0.010 0.004 0.000 0.012 01000 0.000 0.000 0.917 0.010 0,005 01000 0.012 0.000 01000 0.000 1.000 0.010 0.005 0.000 0.012 0.000 0.000 0.000 1.083 0-010 0.006 0.000 0.012 0.000 0.000 0.000 1.167 0.010 0.007 0.000 0,012 0.000 0.000 0.000 1.250 0.010 0.007 0.000 0.012 0.000 0.000 0.000 1.333 0.010 0.008 0.000 0,012 0.000 01000 0.000 1.417 0.010 0.008 0.000 0.012 0.000 0.000 0.000 1.500 0.010 0.009 0.000 0.012 0.000 0.000 0.000 1.583 0.010 0.009 0.000 0.012 0.000 0.000 0.000 1.667 0.010 0.010 0�000 0.012 0.000 0.000 0.000 Page 16 2090472 nd Ave. W 4-Unit Apartments 1.750 0.010 0.011 0.000 0.012 0.000 0.000 0.000 1.833 0.010 0.011 0.000 0.012 0.000 0.000 0.000 1,917 0.010 0.012 0.000 0.012 0.600 0.000 0.000 2.000 0.010 0.012 0.000 0.012 0.000 0.000 0.000 2.083 0.010 0.013 0.000 0.012 0.000 0.000 0.000 2.167 0.010 0.013 O.-GOO 0,012 0.000 0.000 0.000 2.250 0.010 0.014 0.000 0.012 0.000 0.000 0.000 2.333 0.010 0.014 0.000 0.012 0.000 0.000 0.000 2.417 0.010 0.015 0.000 0.012 0.000 0.000 0.000 2.500 0.010 0.015 0.000 0.012 0.000 0.000 0.000 2.583 0.010 0.016 0.000 0.012 0.000 0.000 0.000 2.667 0.010 0.016 0.000 0.012 0.000 0.00.0 0,0 00 2.750 0.010 0.016 0.000 0.012 0.000 0.000 0.000 2.833 0.010 0.017 0.000 0.012 0.000 0.000 0.000 2.917 0.010 0.017 0.000 0.012 0.000 0.000 0.000 3.000 0-010 0.017 0.000 0.012 0.000 O.ODO 01000 3�083 0.010 0.018 0.000 0.012 0.000 0.000 0.000 3.167 0,010 0.018 0.000 0.012 0.000 0.000 0.000 3.250 0.010 0.016 0.000 0.012 0.000 0.000 0.000 3.333 0.010 0.018 0.000 0.012 0,000 0.000 0.000 3.417 0.010 0.019 0.000 0.012 0.000 0.000 0.000 3.500 0.010 0.019 0.000 0.012 0.000 0.000 0.000 ANALYSIS RESULTS Stream Protection Duration Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.17 Total Impervious Area:O Mitigated Landuse Totals for POC #1 Total Pervious Area:0.06 Total Impervious Area;0.109 Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year OaOO29 5 year 0.004815 10 year 0.005902 25 year 0,007035 50 year 0.00772 100 year 0.00829 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 Page 17 20904 72nd Ave. W 4-Unit Apartments SO year 0 IOD year 0 stream Protection ]Duration Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predevelo2ed Mitigated 1902 0.004 0.000 1903 0.001 0.000 1904 0.004 0.000 1905 0.002 0.000 1906 0.001 0.000 1907 0.005 0.000 1908 0.003 0.000 1909 0.003 0.000 1910 0.005 0.000 1911 0.003 0.000 1912 0.011 0.000 1913 0.004 0.000 1914 0.001 0.000 1915 0.001 0.000 1916 0.002 0.000 1917 0.001 0.000 1918 0.003 0.000 1919 0.002 0.000 1920 0.003 0.000 1921 0.003 0.000 1922 0.003 01000 1923 0.003 0.000 1924 0.001 0.000 1925 0,001 0.000 1926 0.002 0.000 192*7 0.003 0.000 1928 0,002 0.000 1929 0.005 0.000 1930 0.003 0.000 1931 0.003 0.000 1932 0.002 01000 1933 0.002 0.000 1934 0.007 0.000 1935 0.002 0.000 1936 0.004 0.000 1937 0.003 0.000 1938 0.003 0.000 1939 0.000 0.000 1940 0.002 01000 1941 0.002 0.000 1942 0.004 0.000 1943 0.001 0.000 1944 0.004 0.000 1945 0.003 0.000 1946 0.003 0.000 1947 0.002 0.000 1948 0.006 0.000 1949 0.005 0.0100 1950 0.003 0.000 1951 0.003 0.000 Page 18 20904 72,d Ave, W 4-Unit Apartments 1952 0.010 0.000 1953 0.008 0.000 1954 0.002 01000 1955 0,002 0.000 1956 0.001 0.000 1957 0,003 0.000 1958 0,008 0.000 19S9 0,005 0.000 1960 0.002 0.000 1961 0.005 0.000 1962 0.002 0.000 1963 0.001 0.000 1964 0.002 0.000 1965 0.006 0.000 1966 0.001 0.000 1967 0.002 0.000 1968 0.003 0.000 1969 0.002 0.000 1970 0.004 cl000 1971 0.006 0.000 1972 0.004 0.000 1973 0.005 0.000 1974 0.003 0.000 1975 0.007 0.000 1976 0.003 0.000 1977 0.002 0.000 1978 0.006 0.000 1979 0.001 0.000 1980 0.003 0.000 1981 0,003 0.000 1982 0.002 0.000 1983 0.005 0.000 1984 0.001 0.000 1985 0.003 0.000 1986 0.002 0.000 1987 0.005 0.000 1988 0.003 0.000 1989 0.003 0.000 1990 0.003 0.000 1991 0.003 0.000 1992 0,004 0.000 1993 0.003 0.000 1994 0.006 0.000 .1995 0,001 0.000 1996 0.007 0.000 1997 0.003 0.000 1998 0.003 0.000 1999 0.000 0.000 2000 01002 0.000 2001 0.001 0.000 2002 0.006 0.000 2003 0.003 0.000 2004 0.003 0.000 2005 0.005 0.000 2006 0.002 0.000 2007 0.002 0.000 2008 0.003 0.000 Page 19 2090472 ,d Ave. W 4-Unit Apartments 2009 0.002 0.000 2010 0.001 0.000 2011 0.002 0.000 2012 Oa003 0.000 2013 0,002 01000 2014 0.0.01 0.000 2015 0.006 0.000 2016 0.001 0.000 2017 0.005 o.obo 2018 01009 0.000 2019 01010 0.000 2020 0.003 0,000 2021 0.004 0.000 2022 0.001 0.000 2023 0.003 0.000 2024 0.012 0.000 2025 0.002 0.000 2026 0.004 0.000 2027 0.002 0.000 2028 0.001 0.000 2029 0.003 0.000 2030 0.007 0.000 2031 0.002 0.000 2.032 0.001 Ow000 2033 0.001 0.000 2034 0.002 0�000 2035 0.00? 0.000 2036 0.004 0.000 2037 0.001 0.000 2038 0.004 0.000 2039 0.000 0.000 2040 0.001 0.000 2041 0.002 0.000 2042 0.008 0.000 2043 0.003 0.000 2044 0.004 0.000 2045 0,003 0.000 2046 0.003 0.000 2047 0.002 0.000 2048 0,003 0�000 2049 0.003 0.000 2050 01002 0-000 2051 0.003 0.000 2052 0.002 0.000 2053 0.003 0.000 2054 0.005 2055 0.001 0.000 2056 0.001 0.000 2057 0.002 0.000 205B 0,002 0.000 Stream Protection Duration Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0122 0.0000 2 0.0109 0.0000 Page 20 20904 72' Ave. W 4-Unit Apadments 3 0.0100 0,0000 4 0.0097 0.0000 5 0.0091 0.0000 6 0.0081 0.0000 7 0.0080 0.0000 8 0.0075 0.0000 9 0.0072 0.0000 10 0.0070 0.0000 11 0.0069 0.0000 12 0.0068 0.0000 13 0.0066 0.0000 14 0.0064 0.0000 15 0.0061 0.0000 16 0.0058 0.0000 17 0.0058 0.0000 is 0.0058 0.0000 19 0.0055 0.0000 20 0.0055 0.0000 21 0.0054 0.0000 22 0.0053 010000 23 0.0051 0.0000 24 0-0050 0.0000 25 0.0050 0.0000 26 OA049 0.0000 27 0.004a 0.0000 28 0,0048 0.0000 29 0.0047 0.0000 30 0.0046 0.0000 31 0.0046 0.0000 32 0.0045 0.0000 33 0.0044 0.0000 34 0.0044 0.0000 35 0.0043 0.0000 36 0.0042 0.0000 37 0.0040 0.0000 38 0.0040 0,0000 39 0.0039 0.0000 40 0.0038 0.0000 41 0.0038 0.0000 42 0.0038 0.0000 43 0.0037 0.0000 44 0.0037 0.0000 45 0.0037 ().O000 46 0.0035 0.0000 4*7 0.0035 0.0000 48 0.0034 0.0000 49 0.0034 0.0000 50 0.0034 0.0000 51 0.0031 0.0000 52 0.0033 0.0000 53 0-0033 0.0000 54 0.0032 0.0000 55 0.0032 0.0000 56 0.0031 0.0000 57 0.0031 0.0000 58 0.0031 0.0000 59 0-0031 0.0000 Page 21 20904 72" Ave. W 4-Unit Apartments 60 0,0031 0.0000 61 0.0030 0.0000 62 0.0030 010000 63 0.0030 0.0000 64 0.0030 0.0000 65 OA030 0-0000 66 0.0029 0.0000 67 0.0029 0.0000 68 0.0029 0.0000 69 0.0028 0.0000 70 0.0028 0.0000 71 0.0028 0.0000 72 0.0028 0�0000 73 0.0028 0.0000 74 0.0028 0.0000 75 0,0028 0.0000 76 0.0027 0.0000 77 0.0027 0.0000 78 0.0027 0.0000 79 0.0027 0.0000 80 0.0027 0.0000 81 0.0027 0.0000 82 0.0026 0.0000 83 0.0026 0.0000, 84 0.0026 0.0000 85 0.0026 0.0000 86 0.0026 0.0000 87 0.0026 O.DOOO 88 0.0025 0.0000 89 0.0025 0,0000 90 0.0025 0.0000 91 0-0025 0.0000 92 0.0025 0.0000 93 0.0025 0.0000 94 0.0024 0.0000 95 0.0024 0.0000 .96 0.0024 0.0000 97 0.0023 0.0000 98 0.0023 0.0600 99 0.0023 0.0000 100 0.0022 0.0000 101 0.0022 0.0000 102 0.0022 0.0000 103 0.0022 0,0000 104 0.0022 0.0000 105 0.0021 0.0000 106 0.0021 0.0000 107 0.0021 0.0000 108 0.0021 0.0000 109 0.0020 0.0000 110 0.0020 0.0000 ill 0,0020 0.0000 112 0.0020 0.0000 113 0.0019 0.0000 114 0.0019 0.0000 115 0.0019 0.0000 116 0.0019 0.00010 Page 22 20904 72"' Ave. W 4-Unit Apartments 117 0.0019 0.0000 118 0.0018 0.0000 119 0,0018 0.0000 120 0.0018 0.0000 121 0.0017 0.0000 122 0.0017 0,0000 123 0.0017 0.0000 124 0,0017 0.0000 125 0.0017 0.0000 126 0.0016 0.0000 127 0.0016 0,0000 128 0.0015 0.0000 129 0.0015 010000 130 0.0015 0.0000 131 0.0014 0.0000 132 0.0014 0.0000 133 0.0014 0.0000 134 0.0014 0.0000 13S 0.0014 0.0000 136 0.0014 0.0000 137 0.0013 010000 138 0.0013 0.0000 139 0.0013 0.0000 140 0.0013 0.0000 141 0.0013 0.0000 142 0.0012 0.0000 143 0.0012 0.0000 144 0.0012 0.0000 145 0.0011 0.0000 146 0.0011 0.0000 147 0.0011 0.0000 148 0.0011 0.0000 149 0.0010 0.0000 150 0.0010 0.0000 151 0.0009 0.0000 152 0.0008 0.0000 153 0.0006 0.0000 154 0.0006 0.0000 155 0.0002 0.0000 156 0-0001 0.0000 157 0.0000 0.0000 Stream Protection Duration POC #1 The Facility PASSED The Facility PASSED. Flow(cfs) Predev Mit Percentage Pass/Fail 0.0015 12741 0 0 Pass 0.0015 11578 0 0 Pass 0.0016 10534 0 0 Pass 0.0016 9594 0 0 Pass 0.0017 8785 0 0 Pass 0.0018 8070 0 Pass 0.0018 7428 0 0 Pass Page 23 2090472 nd Ave. W 4-Unit Apartments 0.0019 6847 0 0 Pass 0.0020 6299 0 0 Pass 0.001,10 5809 0 0 Pass 0.0021 5329 0 0 Pass 0,0021 4904 0 0 Pass 0,0022 4509 0 0 Pass 0.0023 4169 0 0 Pass 0.0023 3847 0 0 Pass 0.0024 3544 0 0 Pass 0.0025 3274 0 0 Pass 0.0025 3029 0 0 Pass 0.0026 2803 0 0 Pass 0.0027 2615 0 0 Pass 0.0027 2443 0 0 Pass 0.0028 2290 0 0 Pass 0,0028 21ae 0 0 Pass 0.0029 1985 0 0 Pass 0.0030 1866 0 0 Pass 0.0030 1762 0 0 Pass 0.0031 1652 0 0 Pass 0.0032 1562 0 0 Pass 0.0032 1478 0 0 Pass 0.0033 1393 0 0 Pass 0.0034 1324 0 0 Pass 0.0034 1243 0 0 Pass 0.0035 1172 0 0 Pass 0.0035 1119 0 0 Pass 0.0036 1053 0 0 Pass 0.0037 1000 0 0 Pass 0-0037 953 0 0 Pass 0.003B 901 0 0 Pass 0.0039 868 0 0 Pass 0.0039 833 0 0 Pass 0,0040 800 0 0 Pass OA040 774 0 0 Pass 0.0041 740 0 0 Pass 0.0042 717 0 0 Pass 0.0042 688 0 0 Pass 0.0043 6SS 0 0 Pass 0.0044 630 0 0 Pass 0.0044 598 0 0 Pass 0.0045 563 0 0 Pass 0.0046 538 0 0 Pass 0.0046 511 0 0 Pass 0.0047 487 0 0 Pass 0.0047 464 0 0 Pass 0.0048 447 0 0 Pass 0,0049 434 0 0 Pass 0.0049 412 0 0 Pass 0.0050 399 0 0 Pass 0,0051 375 0 0 Pass 0,0051 360 0 0 Pass 0.0052 343 0 0 Pass 0.0053 326 0 0 Pass 0.0053 309 0 0 Pass 0.0054 292 0 0 Pass 0.0054 279 0 0 Pass Page 24 20904 72"' Ave. W 4-Unit Apartments 0.0055 264 0 0 Pass 0.0056 254 0 0 Pass 0.0056 237 0 0 Pass 0.0057 225 0 0 Pass 0-0058 214 0 0 Pass 0.0058 203 0 0 Pass 0.0059 185 0 0 Pass 0.0059 176 0 0 Pass 0.0060 166 0 0 Pass 0.0061 156 0 0 Pass 0.0061 139 0 0 Pass 0.0062 128 0 0 Pass 0.0063 120 0 0 Pass 0.0063 112 0 0 Pass 0.0064 99 0 0 Pass 0.0065 93 0 0 Pass 0.0065 84 0 0 pass 0.0066 79 0 0 Pass 0.0066 78 0 0 Pass 0.0067 73 0 0 Pass 0.0068 66 0 0 Pass 0.0068 61 0 0 Pass 0.0069 53 0 0 Pass 0.0070 47 0 0 Pas s 0.0070 43 0 0 Pass 0.0071 39 0 0 Pass 0.0072 16 0 0 Pass 0.0072 34 0 0 Pass 0.0073 31 0 0 Pass 0,0073 29 0 0 Pass 0.0074 27 0 0 Pass 0,0075 27 0 0 Pass 0.0075 25 C 0 Pass 0.0076 21 0 0 Pass 0.0077 21 0 0 Pass 0.0077 19 0 0 Pass Water Quality BKP Flow and Volume for Poc #1 On-line facility volume: 0.0112 acre-feet On-line facility target flow: 0.0143 cfa. Adjusted for 15 min: G.01Ss cfe. Off-2ine facility target flow: 0.008 efg. Adjusted for 15 min: 0.0087 cfa. LID Report LID Technique Used for Total Volume Percent Water Quality Percent Comment Treatment? Needs Volume Water Quality Volume Infiltration Cumulative Through volume Volume Facility (ac-ft.) Infiltrai-in-n Infiltrated Treated (ac-ft) �ac-ft) Credit SSD Table 1 POC Y 46.46 51.05 51.05 Y 100.00 51.05 100.00 Treat. Credit Total Volume Infiltrated 46.46 51�05 51-05 Page 25 2090472 nd Ave. W 4-Unit Apartments 100,00 51.05 51 / 51 = .100%Treat. Credit = 100% qompliance with LID Standard 8 Duration Analysis Result = Passed Page 26 2090472 nd Ave. W 4-Unit Apartments SPECIAL REPORTS Geotechnical Investigation Proposed Townhouse Structure — 20904 72 "d Avenue West, Edmonds, Washington, by Cobalt Geosciences, dated September 25, 2017, Updated April 11, 2018 Page 27 Cobalt Geosciences Geotechnical Investigation Proposed Townhouse Structure 20904 — 72nd Avenue West Edmonds, Washington April 11, 2018 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON Table of Contents 1.0 INTRODUCTION ................................ I ............................................................................ I 2.o PROJECT DESCRIPTION ............................................................................................... 1 3.0 SITE DESCRIPTION ..... i- ............................................................................................... I 4.o FIELD INVESTIGATION ............................................................................................... 2 4.1.1 Site Investigation Program ...................................................................... ............ 2 5.o SOIL AND GROUNDWATER CONDITIONS .............................................................. 2 5-1-1 Area Geology ........................................................................................................ 2 5.1.2 Groundwater ........................................................................................................ 3 6.o GEOLOGIC HAZARDS ................................................................................................... 3 6.1 Erosion Hazard .......................................................................... ............ -- ...... — 3 6.2 Seismic Hazard .................................................................... ............ - ........... -- 4 7,o DISCUSSION .................................................................................................................... 4 7.1.1 General ........ ............. i .......................................................................................... 4 8.o RECOMMENDATIONS .................................................................................................. 5 8.1.1 Site Preparation ............... .......................................................... ........................ 5 8.1,2 Temporary Excavations .............. -- ................... ....................... ............................ 5 8.1.3 Erosion and Sediment Control .............................................................................. 6 8,14 Foundation Design ................................................... ......... ............................... 6 8.1.5 Infiltration Recommendations ............................................................................. 7 8.1.6 Slab -on -Grade ...................................................................................................... 8 8.1.7 Utilities ... ............................................................................................ ............... 9 8ii.8 Groundwater Influence on Construction ................................................ ............. 9 9.o CONSTRUCTION FIELD REVIEWS ........................................................................... 11 :to. o CLOSURE .......................................................... ....................................................... 11 LIST OF APPENDICES Appendix A — Statement of General Conditions Appendix B — Figures Appendix C — Exploration Logs GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11. 2018 1.o Introduction In accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has completed a geotechnical investigation for the proposed four -unit townhouse structure located at 20904 — 72nd Avenue West 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, earthwork, soil compaction, utilities, general pavement guidelines, infiltration rates, and suitability of the on -site soils for use as fill. The scope of work forth e 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 P *ect Description r0i The project includes construction of a new two-story wood -framed townhouse structure. The building wdl be located in the western portion of the property with asphalt parking areas extending east of the new building. We anticipate that the structure ,�rill be supported on a shallow. foundation system and site grading will. include cuts and fills on the order Of 3 feet or less. Stormxvater runoff may be directed into shallow infiltration trenches or drywells within the property. 3.0 Site Description The site is located at 20904 — 72nd Avenue West in Edmonds, Washington (Figure 1). The property consists of one rectangular parcel (No. 00566900200302) with a total area of o.18 acres. The property is currently developed with a single-family residence and asphalt driveway. The site is vegetated,Aith grasses, bushes, and sparse evergreen and deciduous trees. The property slopes gently downward toward the west. The topographic relief across the property is about 6 feet. The site is bordered to the north by multi -unit residential buildings, to the south by a single-family residence, to the south by SE 22nd Street, to the west by undeveloped land, and to the east by 72nd Avenue West. I P-0- BOX 92243, Kenmore, NVA 98o26 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 4.o Field Investigation 4. 1 .1 Site Investigation Program The geotechnical field investigation program was completed on August 29, 2017 and included excavating and sampling two test pits and two hand borings within the property, where accessible. 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, classified the encountered soils, kept a detailed log of each test pit and hand boring, and observed and recorded pertinent site features. The results of the test pit and hand boring explorations are presented in Appendix C. 5.0 Soil and Groundwater Conditions 5.1.1 Area Geology The site lieswithin 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 01yrnpia,'W"ashington, 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 Geologic Map of the Edmonds East Quadrg",Ie indicates that the site is located near the contacts of Vashon Glacial Till and Vashon Advance Outwash. Vashon Glacial Till is typically characterized by an unsorted, non -stratified mixture of clay, silt, sand, gravel, cobbles and boulders in variable quantities. These materials are typically dense and relatively impermeable. The poor sorting reflects the mixing of the materials as these sediments were overridden and incorporated by the glacial ice. Vashon Advance Outwasb consists of fine to medium grained sand with variable amounts of silt and gravel deposited during the Vasbon glacial advance. These deposits are relatively permeable and are commonly overlain by Vashon Glacial Till. Test Pits TP-1 and TP-2 The test pits encountered approximately 6 to io inches of topsoil and vegetation underlain by approximatelY 3 to 4.5 feetof loose to medium dense, fine to medium grained sand with organic debris and silt (Fill). This layer was underlain by medium dense to dense, fine to medium grained sand with, trace gravel and trace silt (Advance Outwash), which continued to the termination depth of the test pits. 2 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 Hand Borings Both hand borings encountered approximately 8 inches of grass and topsoil underlain by approximately 2 feet of loose, silty -fine to medium grained sand with gravel underlain by medium dense to dense, silty -fine to medium grained sand with gravel (Glacial Till?), which continued to the termination depth of the hand borings. Overall Soil Conditions Based on the explorations conducted, the site is underlain by variable thicknesses of fill material and at depth by Vashon Advance Outwasb. Glacial till was observed in hand borings in the west portion of the property - The geologic maps indicate that the site is located near the contacts of Vasbon Glacial Till and Vashon Advance Outwash. These two geologic units often inter -finger near the margins of till -planes. In other words, near the contact between these two units, there can be areas underlain by glacial till or advance outwash. Therefore, the location of any infiltration system (if proposed), may need to be modified during construction if glacial till is encountered. Glacial till is not suitable for infiltration. While this possibility is fairly low in likelihood, we mention it so that pro -visions in stormwater system location can be considered. Preliminarily, we suggest locating the infiltration system in the southeast portion of the property. We can be contacted during house demolition to observe additional explorations in that area to verify/determine additional areas suitable for infiltration. 5-1.2 Groundwater At the time of our investigation, groundwater was not encountered in any of the explorations, We anticipate that light amounts of perched groundwater may develop during the wet season in areas underlain by fill and/or glacial till materials (if present). 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. Vftter 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 Count), indicate that the site is underlain by Alderwood-Urban Land Complex. We anticipate the soils to consist of sandy loams with a "Moderate" 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. I)rpically 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 31s' to April is'. Erosion control measures should be in place before the onset of wet weather. 3 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 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 loo feet, We referenced the U.S. Geological Survey (USGS) Earthquake Hazards Program 'Arebsite 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) S5 127.6o% of g S, 49-90% Of 9 FA 1.00 Fir 1.501 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 soil deposits that underlie the site have a low potential for liquefaction. 7-o DISCUSSION 7.1.1 General It is our opinion that the proposed townhouse structure may be supported on a shal.low foundation system bearing on medium dense or firmer native soils, re -compacted native soils, or on structural fill placed on native soils per the recommendations in Section 8.1.1 and 8.1.4 of this report. The near surface soils include loose to medium dense sand N�rith gravel, medium dense silty -sand with gravel, and local areas of loose -undocumented fill. The sod conditions throughout the site vary somewhat and we recommend that a qualified geotechnical engineer or geologist monitor footing excavation work and provide area -specific recommendations for footing subgrade preparation, All excavations within the building footprint should be backfilled and compacted according to the recommendations in this report. Any filled areas beneath foundation elements should extend a lateral distance equal to the depth of the overexcavation in all directions from the faces of the footings. Soils belovv foundation elements should be compacted to at least 95 percent of the modified proctor or consist of medium dense to very dense native soils. Infiltration of stormwater is feasiblewithin Advance Outwash soils. These systems should not be located in fill. or glacial till materials. Therefore, the final depth and location of the system(s) should be allowed to be finalized in the field. Based on our explorations, the most feasible location is in the southeast portion of the property. 4 GE07ECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 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 'Ail] range from 6 to 18 inches. Deeper excavations wil.1 be necessary to remove unsuitable fill materials from the site, FiH up to 4.5 feet was observed in the east half of the property. The excavated material is not suitable as fill material within the proposed building envelope but could be used as fill material in non -settlement sensitive areas such as landscaping regions. Ih these non - settlement sensitive areas, the fill should be placed in Maximum 12 inch thick lifts that should be compacted to at least go percent of the modified proctor (ASTM D 1557 Test Method) maximum dry density. All existing foundation elements and any undocumented fill should be removed and backfilled with suitable structural fill compacted to at least 95 percent of the modified proctor up to planned subgrade elevations. The native soils below the vegetation and topsoil generally consist of outwasb sands. These materials are generally considered suitable for use as structural fill provided they are %rithin 3 percent of the optimum moisture content. If soils with higher silt contents are encountered, they should be considered moisture sensitive and suitable for use as structural fill only during the summer months. 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 (Horizonta]:Vertical) in native sofls. If an excavation is subject to heavy vibration or surcharge loads, we recommend that the excavations be sloped no steeper than 1.511: N, where room permits. 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. 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. 5 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 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. I)Tically, 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 pennit 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 verif�, 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 %Ath 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 mill need to be incorporated. 8.1.4 Foundation Design Ilie proposed townhouse structure may be supported on a shallow spread footing foundation system bearing on undisturbed medium dense or firmer native soils, re -compacted native soils, or on properly compacted structural fill placed on the suitableriative 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 re -compaction or over -excavation and replacement of the upper 2 to 3 feet below proposed footing elevations could be necessary due to loose native soil conditions as well as presence of areas of fill material. If undocumented fill is encountered below foundation elements, it should be fully M GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON Ap6l 11, 2018 removed and replaced with suitable native soils or imported structural fill. As noted above, overexcavations should extend laterally from the footing edges a distance equal to the depth of the overexcavation. 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 structure. 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 Di5.57. Footing excavations should be inspected to ver%- that the foundations will bear on suitable material. Exterior footings should have a minimum depth of 18 inches belaw 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 geoteclinical cowsultant. Resistance to lateral footing displacement can be determined using an allowable friction factor Of �0-35 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 275 pounds per cubic foot (pcf) acting against the appropriate vertical footing faces (neglect the upper 12 inches below grade in exterior areas). The allomable 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,%ithout 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. 8-1-5 Infiltration Reconunendations We understand that some portion of stormwater runoff may flow into infiltration trenches or other shallow systems. We should be provided with the final system designs in order to determine if they are consistent with our recommendations. 7 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 1), 2018 The following table provides relevant soil characteristics typically used for water quality system design: Test/Sample Organic Cation Exploration Elevation Content Exchange Soil Classification Number (Feet Below Capacity (USDA/USCS) Grade) TP-1 5 3.5% 6.7 meq Medium Sand/SP We also performed a small-scale pilot infiltration test in test pit TP-i at a depth of 5 feet below grade. Following an approximate 8-hour pre-soak period, the observed in-sifti infiltration rate was observed to be approximately 2.8 inches per hour. After application of correction factors for small-scale PIT (0.50), site variability (1.o), and influent control (o.o), the design infiltration rate is 1.26 incbes per hour. Since the site is situated in an area that may have interlayered glacial till and outwash, it may be necessary to adjust final system locations and depths in the field during construction. Alternatively,,we could be on - site during initial grading or house demolition to observe additional test pit excavations in the area of any proposed infiltration system. 8.1.6 Slab -on -Grade We recommend that the upper 24 inches of the native soils within any proposed slab areas be re - compacted to at least 95 percent of the modified proctor (ASTM D1557 Test Method). Any remaining organic debris or fill should be removed prior to fill placement and compaction. 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 302. iR-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 210 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 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 these buildings and preferably with a relatively impermeable surface cover immediately adjacent to the buildings. R GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON APO 11, 20)8 8.1.7 Utilities Utility trenches should be excavated according to accepted engineering practices follo."ring 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, rn general, sandy soils were encountered at shallow depths in the explorations at this site. These soils have low cohesion and have a tendency to cave orslough in excavations. Shoring or sloping back trench sidewalls is required within these soils. All utility trench backfill should consist of imported structural fill or suitable on site soils. Utflity trench backfdl placed in or adjacent to buildings and exterior slabs.should be compacted to at least 95 percent of the maximum dn, 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 back -fill in pavement areas should be compacted to at least go 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. 8.1.8 Groundwater Influence on Construction At the time of our investigation, groundwater was not encountered in any of the explorations. Based on the sod conditions and area geology, we do not expect groundwater to be encountered during construction atthissite. Light amounts of perched water could be encountered in areas underlain by fill and/or glacial till (if present). 8.1.9 Pavement Recommendations The near surface subgrade soils generAlly consist of silq, sand with gravel and poorly graded sand'vNith variable amounts of gravel. These soils are rated as fair to good for pavement subgrade material (depending on silt content and moisture conditions). We estimate that the subgrade iNrill have a California Bearing Ratio (CBR) value Of 12 and a modulus of subgrade reaction value of k � 2io pci, provided the subgrade is prepared in general accordance with our recommendations. We recommend that, at a minimum, 18 inches of the existing subgrade material be moisture conditioned (as necessary) and re -compacted to prepare for the construction of pavement sections. Deeper levels of recompaction or overexcavation and replacement may be necessary in areas where fill and/or loose soils are present. GEOTECHNICAL INVI!STIGATION EDMONDS, WASHINGTON Apdl 1], 2018 The subgrade should be compacted to at least 95 percent of the maximum dry density as determined by ASTM Test Method D1557. In place density tests should be performed to verify proper moisture content and adequate compaction. However, if the subgrade soil consists of firm and unyielding native glacial soils a proof roll of the pavement subgrade soil may be performed in lieu of compaction tests. The recommended flexible and rigid pavement sections are based on design CBR and modulus of subgrade reaction (k) values that are achieved, only following proper subgrade preparation. It should be noted that subgrade soils that have relatively high silt contents -Mll likely be highly sensitive to moisture conditions. The subgrade strength and performance characteristics of a silty subgrade material maybe dramatically reduced if this material becomes wet. Based on out knowledge of the proposed project, Nve expect the traffic to range ftom light duty (passenger automobiles) to heavy duty (delivery trucks). The following tables show the recommended pavement sections for light duty and heavy duty use, ASPHALTIC CONCRETE (FLEXIBLE) PAVEMENT LIGHT DUTY Asphaltic Concrete Aggregate Base* Compacted Subgrade* 2.0 in. 6.o in. 18.0 in, * 95% compaction based on AS7M Test Method D1.5,57 **A proof roll may be performed in lieu of in place density tests HEAVY DLTff Asphaltic Concrete Aggregate Base* Compacted Suhgrade* 3.0 in. 6.o in. i8.o in. * 95% compaction based on AS7M Test Method Dj5,57 "Aproof roll may beperformed in lieu of inplace density tests PORTLAND CEMENT CONCRETE (RIGID) PAVEMENT Min. PCC Depth Aggregate Base* Compacted Subgrade* 6.o in, 6.o in. 12.0 in. * 95% compaction based on ASTM Test Method D1,557 A p roof roll may be performed in lieu of in place density tests Ice GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON Ap6l 11, 2018 The asphaltic concrete depth in the flexible pavement tables should be a surface course type asphalt, such as Washington Department of Transportation (WSDOT) 1/2 inch HMA- The rigid pavement design is based on a Portland Cement Concrete (PCQ mix that has a 28 day compressive strength Of 4,000 pounds per square inch (psi). The design is also based on a concrete flexural strength or modulus of rupture of 550 Psi - 9.0 Construction Field Reviews Cobalt Geosciences should be retained to provide parttime 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 the soil bearing at foundation locations for the building • Verify slab subgrade and capillary break material below slab -on -grade • Observe footing drainage placement 10 Verify infiltration rates at system locations N Observe proof rolls of roadway subgrade prior to asphalt placement 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 Mark Cummings 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 soilsArith 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 Mark Cummings who is 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. 11 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON Ap6l 11, 2018 Respectful�v submitted, Cobalt Geosciences, LLC Oiiginal signed by.- "ONY i�)5 WAsl CL A NAL Phil Haberman, PE, LG, LEG Principal PH/sc E PHVLUP HAS`RMAN 12 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 %ith 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 rexise 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 s ecific p professional service pro-.1ded 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 beba%ior. 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 bygeological 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 pat, 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 senices (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. Figures: Vicinity Map, Site Plan im 122022,000' W 122021,000'W 122c20.000'W Mc19,000' W WGS84 122.018.000- W 76t t' 1k, 'r, WASHRqGTON Q4 Y&h P1 VISA 99 Edmonds 2ng st%svv P�Svv St PC swj b Project na Ln 0 "tion In 5M th jli Ln r Aiiny P" S vird rH L 4 "T -A z z b 0 0 C" W01 '9 IN Vail q 'IS 2nA -'J Z z WVW z 0 L 4 (0 P, [Piz S S S --U—d t S 1A z J., 2 �S'K. 23 StjSW b b .T. 0 Lake.� 0 3?th Pl' 6 23i6 . h PC S I r, S Balli IV gel, 211 SJS 7,11 f Ns X Mni T eie X2007 Ve - 122*22.000'W 122*21 .000' W 122o2O.00O'W i 22� 19.000' W WGS84 122018. 0 n D' TN MN Mtn IS NATIONAL ;ON 9 in oft �p GEOGRAPHIC I aawffss 1, —1 10M 0 WDIRS low 7 VICINITYMAP P.O. BOX 82243 Proposed Townhouse Structure Kenmore, WA 98028 20904 72nd Avenue West Cobalt (2o6) 331-1097 Edmonds, Washington FIGURE i Geosciences dr4m%E 4rAj. T i T.Pa2- HB-1 LOT 3, SLOCK 2, SEATrU HEFQHTS DIVIWON 4 VOLUME 9, �A6E 1 f TAX PARCEL 00066MWUCW.� tG' 2004 7PAM AVFNUC WFSr EUA#GM& WA P8nf-?M O*WP, CIAOAWSDEV UZ L n�', TP-jL t X HB-2 t' wim MVM j J Ir.") TAX PAFX�- 00OW90020030 z0g12 nNo AvENLE wEs r. TP-1 Approxhnate Test Pit or Hand Boring Location Proposed Townhouse Structure 20904 72nd Avenue West Edmonds, Washington S11TE, PLAN FIGURE 2. NY -F _7 4� Rv. Cobalt Geosciences N A P.O. BOX $2243 Kenmore, WA 98028 (206) 331-1097 cobaltPeuk2unail co ill APPENDIX C Exploration Logs PROJECT: Edmonds Townhouse Structure Hand Boring No: LOCATION: 20904 72nd Avenue West, Edmonds, WA PROJECT NUMBER: HB-1 PAGE 1 OF I DRILLING Y INSTALLATION: NORTHING (ft): EASTING (ft): STARTED 8/29117 COMPLETED: 8129/17 LAT: LONG: DRILLING comPANY� Cobalt GROUND ELEV (ft): TOC ELEV (fl): INITIAL DTW (fty Not EncounteredWELL DEPTH (ft): — DRILLING EQUIPMENT: STATIC oTw (fty Not EncounteredBOREHOLE DEPTH (ft):4.0 DRILLING METHOD: WELL CASING DIA. (in): — BOREHOLE DIA, (in): 3 SAMPLING -EQUIPMENT: Hand Auger LOGGED BY: PH CHECKED BY: SC t. OL 0 Description E Sample 10 Z E _j 0 D Time av Fo 2 Topsoil/grass ---------------------------------- SM; Loose to medium dense, silty -fine to medium grained sand some gravel, areas of organic debris, dark yellowish brown to yellowish brown, dry to moist. (Weathered Glacial Till?) Borehole terminated at 4 feet. 5— PROJECT: Edmonds Townhouse Structure Hand Boring No: LOCATION: 20904 72nd Avenue West, Edmonds, WA PROJECT NUMBER* HB-2 PAGE 1 OF I DRILLING / INSTALLATION: NORTHING (ft EASTING (ft): STARTED 8129117 COMPLETED: 8129/17 LAT: LONG: DRILLING COMPANY: Cobalt GROUND ELEV (fl): TOO ELEV (ft): INITIAL DTW (fty Not EncounteredWELL DEPTH (ft): — DRILLING EQUIPMENT: STATIC DTW (fty Not EncounteredBOREHOLE DEPTH (fty 4.0 DRILLING METHOD: WELL CASING DIA. (in), — BOREHOLE DIA. (in): 3 SAMPLING EQUIPMENT: Hand Au_qer LOGGED BY: PH CHECKED BY: SC 'a 0 .2 CL 0 Description E Sample ID > 8 M 0 M to Time 6-0 x — 0 0 a. Topsail/grass to —me—dium—q—rai—nad s—an—d—so—me— gravel, areas of organic debris, dark yetlowish brown to yellowish brown, dry to moist. (Weathered Glacial Tifl?) Borehole terminated at 4 feet. 5.0— 5— PROJECT, Edmonds Townhouse Structure Test Pit No: LOCATION: 20904 72nd Avenue West, Edmonds, WA TP-1 PROJECT NUMBER: PAGE I OF 1 DRILLING I INSTALLATION: NORTHING (ft): EASTING (ft): STARTED 8/29117 COMPLETED: 8129il 7 LAT: LONG: EXCAVATION COMPANY: Steffen GROUND ELEV MY TOC ELEV (ft): INITIAL DTW (fty Not EncounteredWELL DEPTH (fl): — DRILLING EQUIPMENT: Excavator STATIC DTVV (ft): Not EncounteredBOREHOLE DEPTH (ft): 8.0 DRILLING METHOD: WELL CASING DIA. (in): — BOREHOLE DIA, (in): SAMPLING EQUIPMENT. Hand Au-qer LOGGED BY: PH CHECKED BY: SC CL 0 Description CL F Sample ID "112 -j D Time Topsoil/grass SP- ----- -------------------------- SP-SM; Loose to medium dense, silty -fine to medium grained sand SM some gravel, areas of organic debris, dark yellowish brown to yellowish K brown, dry -to moist. (Fill) SP- - - - - - - - - - - - - - - - - - - - - W1TeTkTm- dense to dense, fine to medium grained sand tii;ii-silt, yellowish brown to grayish brown. moist. (Advance Outwash) Test pit terminated at 8 feet. PROJECT: Edmonds Townhouse Structure Test Pit No: LOCATION: 20904 72nd Avenue West, Edmonds, WA PROJECT NUMBER: TP-2 PAGE I OF I DRILLING I INSTALLATION: NORTHING (ft): EASTING (fl): STARTED 8129117 COMPLETED: 8129/17 LAT: LONG: EXCAVATION COMPANY: Steffen GROUND ELEV (11): TOC ELEV (ft): INITIAL DTW (fty Not EncounteredWELL DEPTH (it): -- DRILLING EQUIPMENT: Excavator STATIC DTW (fty Not EncounteredsOREHOLE DEPTH (11): 8.0 DRILLING METHOD: WELL CASING DIA. (in): — BOREHOLE DIA. (in): SAMPLING EQUIPMENT: Hand Auger LOGGED BY: PH CHECKED BY: SC 9L Description 91 E Sample ID 8 --6 0 to Time L) Topsoil/grass gravel, areas of organic debris, dark yellowish brown to yellowish brown, �4 - *. j.' dry to moist. (Fill) rpit W--$M;—NFe Ti u m— je n—se—t—od—e n—s e—, fi—n e—t o—m—e d—i u—m —g r—ai n—ed—s —an —d t —ra c—e —to SM some silt, yellowish brown to grayish brown, moist. (Advance Outwash?) 5.0-" '41 Test pit terminated at 8 feet. 2090472 "d Ave. W 4-Unit Apartments OPERATION AND MAINTENANCE A site -specific operations and maintenance section will be provided as a condition of final approval of the TIR. The objective of this manual is to ensure that the storm drainage facilities located on this site are adequately maintained and operating properly. Inspection Schedule: Facilities should be routinely inspected every 120 days during the dry season months (April I thru September 30) and every 60 days during the wet season months (October I - March 3 1). Facilities shall also be inspected following major rainfall events (0.5 inches of rain or more). Catch Basins and Yard Drains Maintenance Defect Condition When Maintenance Results Expected When Component is Needed Maintenance is Performed General Trash & Debris Trash or debris which is located immediately in front of the No Trash or debris located immediately in front of catch catch basin opening or is basin or on grate opening. blocking inletting capacity of the basin by more than 10%. Trash or debris (in the basin) No trash or debris in the catch that exceeds 60 percent of the basin. sump depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a minimum of six inches clearance from the debris surface to the invert of the lowest pipe. Trash or debris in any inlet or Inlet and outlet pipes free of outlet pipe blocking more than trash or debris. -1/3 of its height. Dead animals or vegetation that No dead animals or vegetation could generate odors that could present within the catch basin. cause complaints or dangerous gases (e.g., methane). Sediment Sediment (in the basin) that exceeds 60 percent of the sump No sediment in the catch basin depth as measured from the bottom of basin to invert of the lowest pipe into or out of the basin, but in no case less than a L minimum of 6 inches clearance Page 28 2090472 nd Ave. W 4-Umt Apartments from the sediment surface to the invert of the lowestpipe. Structure Top slab has holes larger than 2 Top slab is free of holes and Damage to square inches or cracks wider cracks. Frame and/or than 1/4 inch Top Slab (Intent is to make sure no material is running into basin). Frame not sitting flush on top Frame is sitting flush on the riser slab, i.e., separation of more rings or top slab and firmly than 3/4 inch of the frame from attached. the top slab. Frame not securely attached Fractures or Maintenance person judges that Basin replaced or repaired to Cracks in Basin structure is unsound. design standards. Grout fillet has separated or Pipe is re -grouted and secure at Walls / Bottom cracked wider than 1/2 inch basin wall. and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Settlement If failure of basin has created a Basin replaced or repaired to Misalignment safety, function, or design design standards. problem. Vegetation Vegetation growing across and No vegetation blocking opening blocking more than 10% of the to basin. basin opening. Vegetation growing in No vegetation or root growth inlet/outlet pipe joints that is present. more than six inches tall and less than six inches apart. Contaminants Any evidence of oil, gasoline, Removal of oil, gasoline, and Pollution Contaminants or other contaminants or other pollutants pollutants. Restoration of facility (Coordinate removal/cleanup to pre -contaminated condition. with local water quality response agency). Catch Basin Cover Not in Cover is missing or only Catch basin cover is closed Cover Place partially in place. Any open catch basin requires maintenance. Lock Mechanism Mechanism cannot be opened Mechanism opens with proper not Working by one maintenance person tools. with proper tools. Bolts into frame have lessthan 1/2 inch of thread. Cover Difficult One maintenance person Cover can be removed by one to Remove cannot remove lid after maintenance person.. Page 29 nd 20904 72 Ave. W 4-Unit Apartments applying normal lifting pressure. (Intent is keep cover from sealing off access to maintenance.)_ Metal Grates Grate Opening Grate with opening wider than Grate opening meets design 7/8 inch. standards. Trash and Trash and debris that is Grate free of trash and debris. Debris blocking more than 20% of gr te surface inletting capaci!y. Damaged or Grate missing or broken Grate is in place and meets Missing member(s) of the grate. design standards. Dispersion Pipe Plugged Accumulated sediment that Pipe cleaned/flushed so that it Trench with Sediment exceeds 20% of the design matches design. depth. Not Visual evidence of water Trench redesigned or rebuilt to Discharging disebargq'ng at concentrated standards. Water Properly points along trench (normal condition is a "sheet flow" of water along trench). Intent is to prevent erosion damage. Perforations Overl/2 of perforations in pipe Perforated pipe cleaned or Plugged. are plugged with debris and replaced. sediment. Water Flows Maintenance person observes Facility rebuilt or redesigned to Out Top of or receives credible report of standards "Distributor" water flowing out during any Catch Basin. storm less than the design storm or its causing or appears likelX to cause damage. Page30 C1 StonnTebh- Isolator" Row O&M Manual </ Mr-4500 THE MOST ADVANCED NAME W WATER MANAGEMENTSOLURONS- -7-7- 2090472 nd AVe. W 4-Unit Apartments T*M ISOLATOR* ROW INTRODUCTION An ImportaM component of any Stormwater Polkidw Prevention Mn fe Inspection and maintormnoo. The Stonnbch Woof Raw is a technkpm to Inwwwolvd1y.enhance Total Suspended Solids M removal Wid provide SW access for Inspection and maint-anance. THE ISOLATORPOW IM IxoWor Flow Is a roW of SkmmTech chambwa ' Wflmr SO4 ISOM W-310, SC-3104, W,740, DC-7W. MCVM or MC-4SM models, that 18, surrounded with MW fabric avid connected to a ckmely kx�fted manhola for easy access. The IiWowrapped chumbers provide for swirg and ottration of sommd as Mom w4wrism In tho Wgubor Raw and ultimately pass" through 0* filter fabdr- The open �boftom clambers wA pwfordtad sidmalls M-310. SP- 310-3 and SC-740 modeWallowatDin watwto Now bat vertically wW twizontaltry out of ft charrbom &dmerft am captured In to Isolator Row protecting tia *Who aton of V* adjacent Mom and chambers ftm sediment a0cunnkfion. Two dMarent fabrice am used for the Nolator Row. A wom geoUxtile fabrie Is p� baN~ I% stona mul ft Isoleor Row dmmberz. The tough gootextile provides a awm9a for storm waW fthratim wW provides a durable surface for maintenance operations. R Is also ned te "gh to dwnbm The Wokdor Row Is tp** deeVoed to capture the 'Knot flueW aM ofters the versardy to te sb*d m a volume baws or Now me basis, An upebtam manhole M only provides soms to On Isokior Flow but typicalbr Includes a hk& Now weir such that swrm water fowrobes or volumes thM exceed the capselty outhe r Row overtV the over flow weir and disciwgo through a nmnftW to the ottw chambers. The Isolator Row may also be part of a b eat , ent bWn. By treating stury waterptiorto enby into the chambetvistem, the servks Meow be attended and polutarft such an hydrocarbons can be captimmad. Pro -treatment beat management practices can be as simple as deep sump rnkl basirak bfl-� or can be rvxywugw StOFM water treattnent devicee- The d"Igh of the treatment Vain and selection of pretreatment devices by the design engineer is often driven by regulatory requinwroaffl& Whether prvtre�ect is used or not the Isolator Row is recommarxied by Storniftch as an efliecthm mews to rhin1mize maintenance requiremerft and maliftwinon cost& Note: See ft MoapTech Deso Mmusf lbr deftied kdonnotbn on dssq*jg v*ft for a $ftmTbM qaftm, bdudng the IwAgor Row StormTech Isolator Row wlth Overflow Splaway(notto ftwe) Alow4r" ,N%ATtA wM Page32 2,0904 72 d Ave. W 4-Unit Apartments V, !7-1, P, INSPECTION The frequency of inspection and maintenance varies by k=tion. A routine inspection schedule needs to be established for each individual location ha upon Me specific vwiab6& The type of land use (Le, industrial. commercial, residenW, anticipated pollutant load, percent imperviousness, climate, atc. all play a critical role in determining the actuisl frequency of Inspection and maintenance practices. At a minirnum, Stornfrech recommends annual Inspections, lnftty� the Isolatair Raw should be inspected every 6 months forthe firtrt year of operafion. For subsequent years, the Inapoctilon shoWd be i4usted based upon previous observabon of sediment deposition. The Isolator Row incorporates a combination of stanclard manhole(s) and strategically located inspection ports (as neadeM. The Inspection Pons allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for Inspection purposes. If upon visual Inspection it Is found that sediment has accumulated, a stadia rod should be Inserted to determine the depth of 6ediment. When the average depth of sediment exceeds 3 Inches throughout the iength of the Isolator Rom cloan-oLrt should be performed. MAINTENANCE The Isolater Row was designed to reduce the cost at periodic maintenance. By 'isolaft* sediments to just one row, costs are dramatically reduced by eliminafing the need to clean out each row at the entire storage bed. If inspection indicates the potential need for maintenamx� access is provided via a manIxAe(s) located on the eM(s) of &(a tow for cleanourt. If entry Into the manhole Is required, please follow local and OSHA rules for a confined spew entriw. Maintenance is accomplished with the JetVac proom. The JetVac ptocess utilizes a high premre water nozzle to propel itself down the Isolator How while scourbrig and empending sediments. As the nozzle is retrieved, the captLued pollutants are flushed back kft the manhole for vacuumiing. Most sewer and pipe maintenance companies have vacuumliatVac combination vehicle& Selection of an appropriate JelVao rozzle will Improve maintenance efifliclency. Fb(ed nozzles designed for culverts or large diameter pipe cleaning are preferabia. Rear foxing jets with an effective spread of at least 45" are bwL Most JaWac: reals have 400 feet of hose allowing maintenance of an lsoWw Row up to 50 chambers long. The JotVac process shall only be performed on StorrnTech llsoleuw Rows that harve AASHTO clam I woven geotextile (as specif led by StormTeoh) over their angular base stone. StormTech Isolator flow (not to scale) Note,Nw-wwm Wric is anll�requkW overMinfelApe co-w0w oft ft end cap fbrSC-18%P. DC-M WC-3500arVW-4500 chamber uxxJEWs and Is not nmIL&vd erm Um saft 130ftfof R&w. O—W all r# Page 33 2090472 nd Ave. W 4-Unit Apartments ROV� STEP BY IST811 STEP 1 Inspec:4 Isolator Raw for sediment. A) Inspection ports (if present) i. Remove lid from floor box frame li. Remove cap from Inspection riser III. Using a flashlight and stadia rod,rneawre depth of sediment and record resuft on maintenance log. iv. If sediment is at or above 3 inch depth, proceed to Stop 2- If not proceed to Stop 3. B) All Isolator Rom I. Remove cover from manhole at upstream end of Isolator Raw ii. Using a flashfigh� inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confirwd space entry 2. Follow OSHA regulations for confined space entry If entering manhole iii. If sodirnerd is at or above the lower row of sidewall holes (approximately 3 inches), proceed to Step 2. If nut, proceed to Stop 3. STEP 2 Clean out Isolator Row using the JetVac process. A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JelVac unhl backRush water is clean C) Vacuum manhole sump as required STEP 3 Repleice all caps. (ids and covers, record observations and actions. STEP 4 Inspect & clean catch basins and manholes upstrearn of the ftrnnTech system. SAMPLE MAINTENANCE LOG 3/15/21 KOK, W" UoWL.H.'.. FhmA " Es CJ fra� t:1#4 qr&A r. 9/14-AL1 'SO" W qr* fau 6/26/1S 0.6 ft )Ack� ftal, Ae"' w�jtbtq Lk emmkoLe 9,vwt Lk 14V ISOUtor Rok, "w1kt-&-ce A"t 7/711.2 &-A A ;-XI.A —4 Page34 Cobalt Geosciences Geotechnical Investigation Proposed Townhouse Structure 20904 — 72nd Avenue West Edmonds, Washington BLD201-1 ) 935 April 11, 2018 cIrry C. RESUB MAY 14 2018 BUILDING DEPARTMENT CITY OF EDMONDS GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON Table of Contents i.o INTRODUCTION ............................................................................................................. I 2.o PROJECT DESCRIPTION .............................................................................................. 1 3-0 SITE DESCRIPTION ....................................................................................................... I 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 ........................................................................................................ 3 6.o GEOLOGIC HAZARDS ................................................................................................... 3 6.1 Erosion Hazard .................................................................................................... 3 6.2 Seismic Hazard .................................................................................................... 4 7.o DISCUSSION ................................................................................................................... 4 7.1.1 General ................................................................................................................. 4 8.o RECOMMENDATIONS .................................................................................................. 5 8.1.1 Site Preparation ................................................................................................... 5 8.1.2 Temporary Excavations ........................................................................................ 5 8.1.3 Erosion and Sediment Control .............................................................................. 6 8.1.4 Foundation Design ............................................................................................... 6 8.1.5 Infiltration Recommendations ............................................................................. 7 8.1.6 Slab -on -Grade ...................................................................................................... 8 8.1.7 Utilities ................................................................................................................ 9 8.1.8 Groundwater Influence on Construction ............................................................ - 9 9.o CONSTRUCTION FIELD REVIEWS ........................................................................... 11 lo.o CLOSURF . ................................................................................................................... 11 LIST OF APPENDICES Appendix A — Statement of General Conditions Appendix B — Figures Appendix C — Exploration Logs GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 1.o Introduction in accordance with your authorization, Cobalt Geosciences, LLC (Cobalt) has completed a geotechnical investigation for the proposed four -unit townhouse structure located at 20904 — 72nd Avenue West in Edmonds, Washington (Figure 1). The purpose of the geotechnical investigation was to identify subsurface conditions and to provide preliminary geotechnical recommendations for foundation design, earthwork, soil compaction, utilities, general pavement guidelines, infiltration rates, 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.o Project Description The project includes construction of a new two-story wood -framed townhouse structure. The building will be located in the western portion of the property with asphalt parking areas extending east of the new building. We anticipate that the structure will be supported on a shallow foundation system and site grading will include cuts and fills on the order Of 3 feet or less. Stormwater runoff may be directed into shallow infiltration trenches or drywells within the property. 3.0 Site Description The site is located at 20904 — *72nd Avenue West in Edmonds, Washington (Figure 1). The property consists of one rectangular parcel (No. 00566qoO2003O2) with a total area of o.18 acres. The property is currently developed with a single-family residence and asphalt driveway. The site is vegetated with grasses, bushes, and sparse evergreen and deciduous trees. The property slopes gently downward toward the west. The topographic relief across the property is about 6 feet. The site is bordered to the north by multi -unit residential buildings, to the south by a single-family residence, to the south by SE 22nd Street, to the west by undeveloped land, and to the east by 72nd Avenue West. I P.O. BOX 82243, Kemnore, WA 98028 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 4.o Field Investigation 4.1.1 Site investigation Program The geotechnical field investigation program was completed on August 29, 2017 and included excavating and sampling two test pits and two hand borings within the property, where accessible. 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, classified the encountered soils, kept a detailed log of each test pit and hand boring, and observed and recorded pertinent site features. The results of the test pit and hand boring explorations are presented 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-gjacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The Geologic Map of the Edmonds East Quadrangle, indicates that the site is located near the contacts of Vashon Glacial Till and Vashon Advance Outwash. Vashon Glacial Till is typically characterized by an unsorted, non -stratified mixture of clay, silt, sand, gravel, cobbles and boulders in variable quantities. These materials are typically dense and relatively impermeable. The poor sorting reflects the mixing of the materials as these sediments were overridden and incorporated by the glacial ice. Vashon Advance Outwash consists of fine to medium grained sand with variable amounts of silt and gravel deposited during the Vashon glacial advance. These deposits are relatively permeable and are commonly overlain by Vashon Glacial Till. Test Pits TP-i and TP-2 The test pits encountered approximately 6 to io inches of topsoil and vegetation underlain by approximately 3 to 4.5 feet of loose to medium dense, fine to medium grained sand with organic debris and silt (Fill). This layer was underlain by medium dense to dense, fine to medium grained sand with trace gravel and trace silt (Advance Outwash), which continued to the termination depth of the test pits. 2 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 Hand Borings Both hand borings encountered approximately 8 inches of grass and topsoil underlain by approximately 2 feet of loose, silty -fine to medium grained sand with gravel underlain by medium dense to dense, silty -fine to medium grained sand with gravel (Glacial Till?), which continued to the termination depth of the hand borings. Overall Soil Conditions Based on the explorations conducted, the site is underlain by variable thicknesses of fill material and at depth by Vashon Advance Outwash. Glacial till was observed in hand borings in the west portion of the property. The geologic maps indicate that the site is located near the contacts of Vashon Glacial Till and Vashon Advance Outwash. These two geologic units often inter -finger near the margins of till -planes. In other words, near the contact between these two units, there can be areas underlain by glacial till or advance outwash. Therefore, the location of any infiltration system (if proposed), may need to be modified during construction if glacial till is encountered. Glacial till is not suitable for infiltration. While this possibility is fairly low in likelihood, we mention it so that provisions in stormwater system location can be considered. Preliminarily, we suggest locating the infiltration system in the southeast portion of the property. We can be contacted during house demolition to observe additional explorations in that area to verify/determine additional areas suitable for infiltration. 5.1.2 Groundwater At the time of our investigation, groundwater was not encountered in any of the explorations. We anticipate that light amounts of perched groundwater may develop during the wet season in areas underlain by fill and/or glacial till materials (if present). 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 site is underlain by Alderwood-Urban Land Complex. We anticipate the soils to consist of sandy loams with a "Moderate" 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. 3 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 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 loo 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 127.6o% of g S, 49-90% Of 9 FA 1.00 Fv 1.501 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 soil deposits that underlie the site have a low potential for liquefaction. 7-o DISCUSSION 7.:t.i General It is our opinion that the proposed townhouse structure may be supported on a shallow foundation system bearing on medium dense or firmer native soils, re -compacted native soils, or on structural fill placed on native soils per the recommendations in Section 8.1.1 and 8.1.4 Of this report. The near surface soils include loose to medium dense sand with gravel, medium dense silty -sand with gravel, and local areas of loose undocumented fill. The soil conditions throughout the site vary somewhat and we recommend that a qualified geotechnical engineer or geologist monitor footing excavation work and provide area -specific recommendations for footing subgrade preparation. All excavations within the building footprint should be backfilled and compacted according to the recommendations in this report. Any filled areas beneath foundation elements should extend a lateral distance equal to the depth of the overexcavation in all directions from the faces of the footings. Soils below foundation elements should be compacted to at least 95 percent of the modified proctor or consist of medium dense to very dense native soils. Infiltration of stormwater is feasible within Advance Outwash soils. These systems should not be located in fill or glacial till materials. Therefore, the final depth and location of the system(s) should be allowed to be finalized in the field. Based on our explorations, the most feasible location is in the southeast portion of the property. 4 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 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 will be necessary to remove unsuitable fill materials from the site. Fill up to 4.5 feet was observed in the east half of the property. The excavated material is not suitable as fill material within the proposed building envelope but could be used as fill material in non -settlement sensitive areas such as landscaping regions. In these non - settlement sensitive areas, the fill should be placed in maximum 12 inch thick lifts that should be compacted to at least go percent of the modified proctor (ASTM D 1557 Test Method) maximum dry density. All existing foundation elements and any undocumented fill should be removed and backfilled with suitable structural fill compacted to at least 95 percent of the modified proctor up to planned subgrade elevations. The native soils below the vegetation and topsoil generally consist of outwash sands. These materials are generally considered suitable for use as structural fill provided they are within 3 percent of the optimum moisture content. If soils with higher silt contents are encountered, they should be considered moisture sensitive and suitable for use as structural fill only during the summer months. 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 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: 1V, where room permits. Temporary cuts should be in accordance with the Washington Administrative Code (WAQ 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. 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 JLo feet of the top of any temporary cut slope. 5 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 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. 8-IL-4 Foundation Design The proposed townhouse structure may be supported on a shallow spread footing foundation system bearing on undisturbed medium dense or firmer native soils, re -compacted 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 re -compaction or over -excavation and replacement of the upper 2 to 3 feet below proposed footing elevations could be necessary due to loose native soil conditions as well as presence of areas of fill material. If undocumented fill is encountered below foundation elements, it should be fully GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 removed and replaced with suitable native soils or imported structural fill. As noted above, overexcavations should extend laterally from the footing edges a distance equal to the depth of the overexcavation. 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 structure. Provided that the footings are supported as recommended above, a net allowable bearing pressure Of 2,500 pounds per square foot (psf) maybe 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 IL 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 0.35 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 275 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. 8.1-5 Infiltration Recornntendations We understand that some portion of stormwater runoff may flow into infiltration trenches or other shallow systems. We should be provided with the final system designs in order to determine if they are consistent with our recommendations. 7 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 The following table provides relevant soil characteristics typically used for water quality system design: Test/Sample Organic Cation Exploration Elevation Content Exchange Soil Classification Number (Feet Below Capacity (USDA/USCS) Grade) TP-1 5 1 3.5% 1 6.7 meq Medium Sand/SP We also performed a small-scale pilot infiltration test in test pit TP-i at a depth Of 5 feet below grade. Following an approximate 8-hour pre-soak period, the observed in -situ infiltration rate was observed to be approximately 2.8 inches per hour. After application of correction factors for small-scale PIT (0-50), site variability (i.o), and influent control (o.9), the design infiltration rate is 1.26 inches per hour. Since the site is situated in an area that may have interlayered glacial till and outwash, it may be necessary*�, to adjust final system locations and depths in the field during construction. Alternatively, we could be on- IS site during initial grading or house demolition to observe additional test pit excavations in the area of any proposed infiltration system. 8.1.6 Slab -on -Grade We recommend that the upper 24 inches of the native soils within any proposed slab areas be re - compacted to at least 95 percent of the modified proctor (ASTM D1557 Test Method). Any remaining organic debris or fill should be removed prior to fill placement and compaction. 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 302.1R-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 210 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 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 these buildings and preferably with a relatively impermeable surface cover immediately adjacent to the buildings. Z� Ell GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 8.1.7 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, sandy soils were encountered at shallow depths in the explorations at this site. These soils have low cohesion and have a tendency to cave or slough in excavations. Shoring or sloping back trench sidewalls is required within these soils. 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 go 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. 8.1.8 Groundwater Influence on Construction At the time of our investigation, groundwater was not encountered in any of the explorations. Based on the soil conditions and area geology, we do not expect groundwater to be encountered during construction at this site. Light amounts of perched water could be encountered in areas underlain by fill and/or glacial till (if present). 8.1.9 Pavement Recommendations The near surface subgrade soils generally consist of silty sand with gravel and poorly graded sand with variable amounts of gravel. These soils are rated as fair to good for pavement subgrade material (depending on silt content and moisture conditions). We estimate that the subgrade will have a California Bearing Ratio (CBR) value Of 12 and a modulus of subgrade reaction value of k = 210 pCi, provided the subgrade is prepared in general accordance with our recommendations. We recommend that, at a minimum, 18 inches of the existing subgrade material be moisture conditioned (as necessary) and re -compacted to prepare for the construction of pavement sections. Deeper levels of recompaction or overexcavation and replacement may be necessary in areas where fill and/or loose soils are present. 9 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 The subgrade should be compacted to at least 95 percent of the maximum dry density as determined by ASTM Test Method D1557- in place density tests should be performed to verify proper moisture content and adequate compaction. However, if the subgrade soil consists of firm and unyielding native glacial soils a proof roll of the pavement subgrade soil maybe performed in lieu of compaction tests. The recommended flexible and rigid pavement sections are based on design CBR and modulus of subgrade reaction (k) values that are achieved, only following proper subgrade preparation. It should be noted that subgrade soils that have relatively high silt contents will likely be highly sensitive to moisture conditions. The subgrade strength and performance characteristics of a silty subgrade material may be dramatically reduced if this material becomes wet. Based on our knowledge of the proposed project, we expect the traffic to range from light duty (passenger automobiles) to heavy duty (delivery trucks). The following tables show the recommended pavement sections for light duty and heavy duty use. ASPHALTIC CONCRETE (FLEXIBLE) PAVEMENT LIGHT DUTY Asphaltic Concrete Aggregate Base* Compacted Suhgrade* 2.0 in. 6.o in. 18.o in. * 95% compaction based on ASTM Test Method Di557 **A Proof roll may be performed in lieu of in place density tests HEAVYDUTY Asphaltic Concrete Aggregate Base* Compacted Subgrade* 3.0 in. 6.o in. i8.o in. * 95% compaction based on ASTM Test Method D.1557 **A Proof roll may be performed in lieu of in place density tests PORTLAND CEMENT CONCRETE (RIGID) PAVEMENT Min. PCC Depth Aggregate Base* Compacted Subgrade* 6.o in. 6.o in. 12.0 in. * 95% compaction based on ASTM Test Method D1557 **A proof roll may be performed in lieu of in place density tests 10 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 The asphaltic concrete depth in the flexible pavement tables should be a surface course type asphalt, such as Washington Department of Transportation (WSDOT) 1/2 inch HMA- The rigid pavement design is based on a Portland Cement Concrete (PCQ mix that has a 28 day compressive strength Of 4,000 pounds per square inch (psi). The design is also based on a concrete flexural strength or modulus of rupture of 550 Psi. 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 the soil bearing at foundation locations for the building Verify slab subgrade and capillary break material below slab -on -grade Observe footing drainage placement Verify infiltration rates at system locations Observe proof rolls of roadway subgrade prior to asphalt placement 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. mo Closure This report was prepared for the exclusive use of Mark Cummings 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 Mark Cummings who is 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. 11 GEOTECHNICAL INVESTIGATION EDMONDS, WASHINGTON April 11, 2018 Respectfully submitted, Cobalt Geosciences, LLC Original signed by: "ONY c WAA -0 4896 NA1- Phil Haberman, PE, LG, LEG Principal PH/sc 12 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 party 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. Figures: Vicinity Map, Site Plan 10.2 IZ4-44.VVV VV 14Z—Z1.UUU VV 1ZZ-ZU.UUU' W IZZI19.UUU W W6584 122'lB.000"W 6 St IS WASHINGTON ' t' W, .1 1wh pl� -'J Edmonds 18 .12n a All P1 SW P1 SWI Project A! nd hlAv Location L 17�z 71 170 W t' — all L SION P 'ZI bw I 2nd 2 sard S rHf iE I h 93" 1 St 3C V� 195Rd P1 all, 00 W -200th St S I i ;a—': lie ;X ,.awe 14 V, > e M K > ')12�nd. 1A -.11i 11 SW 66 AS ciAl > I, q1' H �le Ln r'L -SIA 1'2 �a.gt- '5 Od 9 n, �A Lake -37th P1 Rif, 38f A &4Q WS S— W, Ba inge". at S Q.&S12-S 11 s: na fdp 122022.000' W 122021.000'W 122'20.000'W 122'19.000'W WGS84 122'18.000'W F, 0 0 C? U Lf) 0 z 0 0 0 z 0 0 P M 0 0 0 o 9 — I TN MN 'NATIONAL Tom 0 1000 0 40M MILES 15,h.A FEET i GEOGRAPHIC t 0 KkOMETERS I IODD 0 METERS 1000 .7 Proposed Townhouse Structure VICIN= M" P.O. Box 82243 Kenmore, WA 98028 2090472nd Avenue West Cobalt (2o6) 331-1097 Edmonds, Washington FIGURE 1 Geosciences cobaltgeoRgmail.com APPENDIX C Exploration Logs PROJECT: Edmonds Townhouse Structure Hand Boring No: LOCATION: 20904 72nd Avenue West, Edmonds, WA HB-1 PROJECT NUMBER: PAGE 1 OF 1 DRILLING / INSTALLATION: NORTHING (ft): EASTING (ft): STARTED 8/29117 COMPLETED: 8/29/17 LAT: LONG: DRILLING COMPANY: Cobalt GROUND ELEV (ft): TOC ELEV (ft): INITIAL DTW (fty Not EncounteredWELL DEPTH (ft): --- DRILLING EQUIPMENT: STATIC D-rw (fty Not EncounteredBOREHOLE DEPTH (ft): 4.0 DRILLING METHOD: WELL CASING DIA. (in): --- BOREHOLE DIA. (in): 3 SAMPLING EQUIPMENT: Hand Auger I LOGGED BY: PH CHECKED BY: SC Q) .2 ao (n Description E Sample ID 0— U a) 0 E a) _Q) 2 -j to Time 0) Fa 0 M Topsoil/grass ��Coo—s(�-to—m—ejiTm-jj-n-s—e,—silt—y-f—in—e t—o —me—di—um—g—rai—ne—d s—and—so—me— — — gravel, areas of organic debris, dark yellowish brown to yellowish brown, dry to moist. (Weathered Glacial Till?) Borehole terminated at 4 feet. 5.0— 5— PROJECT: Edmonds Townhouse Structure Hand Boring No: LOCATION: 20904 72nd Avenue West, Edmonds, WA PROJECT NUMBER: HB-2 PAGE 1 OF I DRILLING / INSTALLATION: NORTHING (ft): EASTING (ft): STARTED 8129/17 COMPLETED: 8/29/17 LAT: LONG: DRILLING COMPANY: Cobalt GROUND ELEV (ft): TOC ELEV (ft): INITIAL DTW (fty Not EncounteredWELL DEPTH (ft): --- DRILLING EQUIPMENT: STATIC DTW (ft): Not EncounteredBOREHOLE DEPTH (ft): 4.0 DRILLING METHOD: WELL CASING DIA. (in): --- BOREHOLE DIA. (in): 3 SAMPLING EQUIPMENT: Hand Au_qer LOGGED BY: PH CHECKED BY: SC a) CL 0 0 Description CL E Sample ID > o () a) =3 Y) E a Q 2-1 U) Z) M U) Time -2 0 0 -0 a: CU Topsoil/grass ---------------------------------- SM; Loose to medium dense, silty -fine to medium grained sand some gravel, areas of organic debris, dark yellowish brown to yellowish brown, dry to moist. (Weathered Glacial Till?) Borehole terminated at 4 feet. 5.0— 5— PROJECT: Edmonds Townhouse Structure Test Pit No: LOCATION: 20904 72nd Avenue West, Edmonds, WA PROJECT NUMBER: TP-1 PAGE 1 OF 1 DRILLING / INSTALLATION: NORTHING (ft): EASTING (ft): STARTED 8/29/17 COMPLETED: 8/29/17 LAT: LONG: EXCAVATION COMPANY: Steffen GROUND ELEV (ft): TOC ELEV (ft): INITIAL DTW (fty Not EncounteredWELL DEPTH (ft): --- DRILLING EQUIPMENT: Excavator STATIC DTW (fty Not EncounteredBOREHOLE DEPTH (ft): 8.0 DRILLING METHOD: WELL CASING DIA. (in): --- BOREHOLE DIA. (in): SAMPLING EQUIPMENT: Hand Auger LOGGED BY: PH CHECKED BY: SC 0.0 Description 12 CL E Sample 10 o 0 an E Time 0 F5 *0 cc Topsoil/grass ---------------------------------- S - SP-SM; Loose to medium dense, silty -fine to medium grained sand SM some gravel, areas of organic debris, dark yellowish brown to yellowish brown, dry to moist. (Fill) 5.0-1 P F:;, ge kFm nse ra _T -'Uj'--FoTe7n�eTir�e-fo—Rj,7n7g—Fn�d—s—aTdTricVsiFt,---ff 5— yellowish brown to grayish brown, moist. (Advance Outwash) Test pit terminated at 8 feet. PROJECT: Edmonds Townhouse Structure Test Pit No: LOCATION: 20904 72nd Avenue West, Edmonds, WA PROJECT NUMBER: TP-2 PAGE 1 OF 1 DRILLING / INSTALLATION: NORTHING (ft): EASTING (ft): STARTED 8/29117 COMPLETED: 8/29/17 LAT: LONG: EXCAVATION COMPANY: Steffen GROUND ELEV (ft): TOC ELEV (ft): INITIAL DTW (fty Not EncounteredWELL DEPTH (ft): --- DRILLING EQUIPMENT: Excavator STATIC DTW (fty Not EncounteredBOREHOLE DEPTH (ft). 8.0 DRILLING METHOD: WELL CASING DIA. (in): --- BOREHOLE DIA. (in): SAMPLING EQUIPMENT: Hand Au_qer LOGGED BY: PH CHECKED BY: SC 7�; L) CO Description CL E Sample ID > b:�::� a 0) -2 =3 0 (D 0-c E Cn :D Time T M 0 - L C co (D Topsoil/grass ---------------------------------- SM; Loose to medium dense, silty -fine to medium grained sand some gravel, areas of organic debris, dark yellowish brown to yellowish brown, dry to moist. (Fill) -- - - SP- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - SP-SM; Medium dense to dense, fine to medium grained sand trace to SM some silt, yellowish brown to grayish brown, moist. (Advance Outwash?) 5.0-:'*-' T� 5- Test pit terminated at 8 feet. vie 09eC Jr IRC VE!NTILATION TADLe Fwvw CLIMATE ZONE MARINr- 4 (R-VALUM L.) OR U-FACTOR) FENESTRATION U-FACTOR 0) aeo SKYLIGHT cw U-FACTOP &LAZeP PENr9TARTION 611CO (b.) N/A CEILING R-VAJUe 0 WOOP FRAME WALL C..ko R-VALUM MASS WALL R-VALUM (Q FLOOR R�VALUF �Z�W-P:g) WALL R_VALUM FOR el: 1 0 CONTINUOUS 114SULATION..A.- INTMMEMATE FRAMING L') AuI. ARE . .- .� ANO . ANE �. - -TION II INDT-157 IN A -1 MIOH , THE � OR MENIN TI-ME- Or - N-N, TM -- R.- Or THE r.N FROM A-.. AN�4 i!lAA1.I_ NOT M LE" THAN THE R-V�ff OFECIMEP (t,) THE rENEDrRAT. .��T.. -M. _ DHT�. THI, DH&C -M __ TO M-TRATI.M. -ON, ��Tl My De �V rROM - I`EME�TRATION Elf� M.INRENENT� IN I THR"M 6 WHERE THE Ol� FM �H lI POrr NOT - ADO L.)JOA01ZIM INTERIM or Ve WAU,. OR R-21 � N�LAIION -D A 71-11- DETWEEN THE - ANO THE OADEMENT WAUL AT n,e - Or THE DA5EMENT � 1� gE -jTTIE, I De MET TH RAD ffY INEtLA7IOM ON THe N=IOR Of THE M91EMENT W� � Rlil WNT- N�ITION ON TH� INTERIOR OR �- Or THE W� TE MEAMI THERMA EMAR OE�N � OLAD ANO DADEMENT - Cd) R41 WNVUM5 INEt-TON 10 R IINPER MEATEO - ON EM R4..VA (I) THEM AM NO .� REO-ENT- IN THE MARINE -NE CO D"EMENT WAU� E, NOT REQUIMO IN -WHIP I-ATION AD �W DY FNNIM RDOLI ANO T� RDAM (g RDDER� n- V". � -1 I-E-T,ON, -P . _ IN_TN`N OR I.- op., - 'E,.v MEAND R�I. IN—— M� R4 W U" 1�710N OR H�TtE, �Na r 5rRX� DHEAIMINS - 41 FEROENT OR I— or ,e V=RRR ,DHTMOlD I�JON R.Wj DIIAU. M reEN� 0 INE REPtAEE7 OY NO NOM THAN R-0 IN THE 9�THNOIS�TOONTARA�S�WNTT�&�M�NO�CKNE- to THE DEOOHO R-e ArrILIED "EN MORE THAN HAL.r THIE -TION 10 ON 7HE InERIOR Or THE NAD5 WA� 0) THE 9I`E RAPIER. OR �6T_v Mw�. THE III-AT,ON MY III, MOJ,OEP TO RDb C,) INT. MNOTIE0 D-ARO rRAMI 0 INOHE,D ON OENTEN WITH HEAMS INDI-TEP WITH HIM" jw�. � AMP 9MP �MDER -D MTH A MINI" - THIQOI� Or " N� AM ItNEMrT rROM THIS I-TION R_x_ TAXE UD rDOTNOTE, (A) N-NEDTIR N u.,AOTM5 � IN, MTA;NEv MOM MEADuREMENT, CAL-71ON OR AN �W - OR NE, 1. -ON "IUD 11A GENrR.6L NOTES, eMOKe ALARMS (1% 907.0.Z, 1507.Z.111� /04 THESE GENERAL NOTES ARE TO M U5EP AS A SUPPLEMENT TO THE PRAYAN&S� ALL SMOKE ALARMS SHALL De LISTeP IN ACCORPANCE WITH UL217 ANP INSTAULEP IN ACCORPANCe WITH THE rRoAsNoNS Or THE 115C AMP THE FPOVIGONe Or MFPA 72. ANY PISCRePANCIES rOUNP AMONG THE PRAWINGe, GENERAL NOTES AMP SITE CONCITION5 9HALj De RerORTeP TO THE ARCHITECT, WHO SHALL CORRECT SUCH SMOKE ALARMS SHALL Me IIOV IMTeRCONNeCTeP WITH EATTERY 15ACK-Ur. P19CRMrAW.Y IN WRMNG. ANY WORK PONE 95Y THE CONTRACTOR AFTER THE PISCOVERY OF A PI%RMrANCY SMLL De PONE AT THE CONTRACTORS OWN RIM EXHAUST HOOP MAKEUP AIR 14109�5.4): KITCHEN EXHAUST HOOPS EXHAUSTING OVER I HIGH U&HT DOLLAFP T iT AWAY T 400CFM SHALL DE 5QUIrMP WITH MAKEUP AIR AT A RATE APPROXIMATELY e0UAL TO IR =1.'r1OreRTveS, ALL MeTHOPS AMP MATeRLA Le TO CONFORM TO THE FOLLOWING DUILPING COPES AS THE EXHAUST RATE SUCH MAKE UP SYSTEMS SHALL 15E I5GtUIrrMP WITH A MPA149 OF START ANP OPERATE 'I 'Can"r 100.vo NeV Tyr. AS AMeNPW AMP APOMP 15Y THE CITY Or rPMON06, WA CL09URP AMP SHALL EE AUTOMATICALLY CONTROLLeP TO SIMULTANEOUSLY WITH THE EXHAUST SYSTEM ------- 9010 INTERNATIONAL 15UWN& rOPI5 WITH STATE AMeNPHeNTe Z010 INTERNATIONALMECHANICAL COPP fINCLUPING, INTERNATIONAL FUEL COPP) WITH z -w -Arr ?TR 4_0 LANoi� fr CITY OF EDMONDS BUILDING DEPARTMENT =K--LA T7S RESS 26004 OWNER UUMMIN APPROVEDPATE.. BLDG. OFFICIA STATE AMEMPMENT9 s,jr NTERNATIONAL FIRE COPE WITH STATE AMENPMENTO I I rIRe5LOCrINC, SHALL M FROVIPrP TO CUT Orr ALL COW -MVP PRArT OreNIN&9 AMP TO __W_E_rTZnVM MRr 15ARRIER PET"VEEN STORIES AMP 15rTweeN Tor STORY ANP FORM A 's i7. PERMIT NUMBER ZOO UNIFORM FLUM15ING COPE WITH STATE AMENPIAeNTe I WAS IN&TON eTA OPI5 (WAC V-11) %01� TM ENERGY C ROOF SPACE INSTAL.L reR IV- 7101 PA 0 ',> [ - -- E� rPMONPS'C1;OMMUNITY PeVELOrMENT CORE - CURRENT ePIT[OM WATeR-Re5I*TANT GYPSUM DACKIN& 150ARP CIEC 200191), GYPSUM 150ARP U5ep AS A ISACKER DOARP FOR CERAMIC TILE SHALL CONFORM TO AOTM C1170, WATER-RE616TANT 9(, LLLL�� -------- =-- T GYPSUM MOARP SHALL NOT = 1149TAU�W OVER A VAPOR ReTARPrR IN A SHOWER OR _xroeMp TPGES. INCLUPING THOSE AT WALL. INTERSECTIONS. TUE5 COMPARTMENT CUT OR r \\x0\\ 'TRASlH ENCLOSURE L SHALL DE 912ALeP AS RMCOMMeNPeP EY THE MANUFACTURER. 'a. aIEM SVIESHMITT 7 City of Edmoifids Bufldigg Depiftent rAoTENcRG IN rRrOrRVATIVE TREATeP WOOP (115C "04-10-0), FASTENERS. INCLUPIM& NUTS ANP WASHERS. FOR PRESERVATIVE TRrATrP WOOP SHALL 15? HOT PirreP ZIMC-COATEP, GALVANIZrP STEEL, STAINLESS STEEL, SILICON 15RONZIT OR COrreX SPRINKLER RISER ROOM APPROVED PerFeReP PERMIT 91.115MITTALSs THE FOLLOWING ITEMS WILL Er 505MITTEP A PMFeRReP 51.15MITTALe 09 SEPARATE PRr ePc-e (05c 1007.2,94,)1 A PRr CPGe SHALL ONE PROVIPEP AT EAVES ANP rAvLce OF ASHFALT SHINGLE ROOFS ANP SHALL rXTeNP Z* INCHES DrLOW SHEATHING ANP Z' UP ROOF Pecr I OVIERHANG i I i VAN TRI n � '44 FILAR MCANITY MAP� PERMITS FOR REVIEW 0 Z0107 WlNi5HI Nr:%TON 15TATF- ENMR&Y COPM RMUICEP WIPTH M HOP R Or TRU69 PC5*N AMP LAYOUT - 151CIPPR PESIrNEP ENERGY CREPIT9 PER W515C TA15LE 496?,t (4) SrACZ9 e L3'-( W fe'A - �Ilt MO # G1,14'eve - SMALL PWELJNG UNIT - 1,1, CRMPI1S ReQUIRZP WHA ICAL SYSTEM Pff5ICN -151PPER PFV&NeP H MrTHOP PWMN'N' GO? ELECT C SYSTEM PeOIGN - �IPPE.R.R2.6,19NEME, 1-CREPIT 19. - 0.0 POINTS, EFFICIENT WATER HEATING Os, I r �'r"RIA14LKL"'ryR'9�TEYM5T'rEM6I P&FN 151P _SI& % SIGN- eIPMR PEOICNrP ALL SHOWER HEAP A14P KITCHEN OVIK, FAUCETS INSTALL" IN THE! HOUSE SHALL LAMPSCAFIM9 I Irv' -a' MIZE 5M RATEP AT 1,70 GrM OP LESS ,LL. OTHER LAVATORY FAUCETS SHALL 15M RATEP AT LO GrM,OR LESS �p ALARM SYSTEM PffVGN- 151PPER PP*1914151? WATER METER PERM T ftKIEVIT 9. LID FOII4T6,_rrF_rAr:�T WAT�,R VMA,1149 1- (4) SrACr9 e.( ' FA SIRE 5FWER PERMIT �ULL WIPT PT -Wte K40% wxep wIPTH MrTHOP CROUP R OCCUPANCIES UP TO AMP IMCJUPIM& FOUR STORIES IN HEIGHT IN 5UILP114" 0 It Vjd Ole It+ L4V 41 4- io-zed d &vr5 AUTOMATIC FIRE SPRINKLER SYSTEM QCR) PER IEC VO�.?,b k 15C CHAPTER GAS. PROFANE OR 01 L WATER HEATER WITH A MINIMUM EF OF O-OL NOT eXCEMINN& ( 0 FEET IN HEIGHT A15OVe GRAPE SHALL i5e rERMITTrP TO DM 1146TALLIEP THROUGHOUT IN ACCORPAMOM WITH NFFA �R -VEN nLA11149 SYSTEM LrMP, INTeRMrrTMMT WHOLE HOUSE! USING rXHAUST FANG (JMC 4"L3.( I. CHAPTER V-02 WAQ INO 14PATIO149: WHOLr HOUSE FAN SHALL OPERATE 114TERMIMN11-Y AMP CONTINUOUSLY SHALL 5M PeGGNMP IN AOCOFWAMCM WITH 115C CHAPTER 10 _AUTOMATI C '0 OR Z4-HR CLOCK SeT TO OFeRATM FRACTIONAL'ON'TIMP IN 001,a.0.1 l, NFING C2NC_11MTrE U PROPOSE! NAPIAAT 10 -6. b LAMp5C,, p MAiL V�Ox AMP AO ed,') AS rNP4E`P 114 SECTION 10057 OF THE Z010 IV, -OUTPOOR`AIR WILL 5e PRAWN FRCM AIR INLETS INSTAUL12P IN W14POWO (40.e.,AO -R TO j�rolST MAOTF =kO ArrFovr- ACTUAL ALL EXTERIOR WALL5 ARM RrQUIRrP TO 151! GUPF0RTrP ON CONTINUOUS FOOTING, :FeRAX - CT) or z4 HR TiMvR To Dr SET 15Y MV-HA141CAL rXTr TIME WCATION) 0 POOTINGr SHALL 5IM FLACEP AT LEAST Ib INCHF615EI-OW THE r, AM , OrM @,79114 WC) WILL ISM USEP ANP GET TO A 4-HOUR ALL. R P UNP15TURaVP GR LIMP SURFACE A14P AL60 MUST eXTENP DIELOW THE FROST LINE. CYCLr_ THE ONTIME MINUTES 15A6EP ON TABLE 409,0.1 ANP ASHRMA &21-2010: FOLINPATI L114 ANP SHALL NOT DF 6UI5JeCTMP TO MORE THAN �61 PCF EQUIVALENT IZO MINUTES Felt 4-HR CYCLE IF PATE (TA" 141007,"0))3 fl*? FAT19 rWIP PRESSURE (WELL PRAIMeP SOL), NOR TO A SURCHARGE. iv,6, MINUTES reR 4-HR CYCLE IF RATE 70 CTANZ f-.( r, r RATE C-10 07 MINUTES PER 4-HR CYCLE OP (TAI5LM MIP REFER TO STRUCTURAL eHeffe FOR APPITONAL INFORMATION Rr&ARPIM& 20 MINUTES rER 4OHR CYCLE IF RATE 109 CTAMLE MIlDO7-e,-M)j 4-.01 ell HIGH U9HT I CONCRETE! FOUNPATION16 LA 5OLLARP � SHIeLP LIGHT AWAY FROM PERMA rNT CERTIFICATE SHALL 15E rOSTEP WITHIN 6, rrMT OFTHV ELECTRICAL PANEL . i. I N,;"N, P=N& (15C 1009); OR ON'THE PANEL ITSELF THE CERMrICATE SHALL W_ COKrLLTrP 15Y THE DUCLIPIER OR WALLS THAT RETAJN EARTH AMP ENCLOSE INTMOR SPACES ANP FLOORS Rr&ISTER15P PE610M PROFESSIONAL AMP LIST THE FOLLOWING, INSULATION R-VALUeO Tyr. MOW GRAPE SHALL EiE PAMrrROOrrP FROM THE TOP OF THE FOOTING TO THE FINKHVP FOR ALL DULANC FRAMING ANP roUmPATioN/6LAi5 comroMel,[Te, PUCT INSULATION GRAPM CONCRETE WALLS SHALL 5F PAMPFROOFEP ?5Y APFLYING ANY ONE OF THE OUTSIPE CONPITONMP AREAS, &.A4F* U VALUES AMP/OR 5HCC VALUES, TYrM ANP MATERIALS LGTrP IN Or, DO1, EFFICIENCY OF HEATINS/COOLING SYSTEM ANP HEATING EQUIPMENT, PUCT LEAKAGE �WSMC 40%�. RATES INCLUPINO TEST CONPITION5 ANP AIR LEAKAGE RESULTS (WOEC 4OL-31 1��CONTROLO,�Np VA FOUNPATON OINTS AR NPOW AMP POOR FRAME9, oreNNGS 15ETWeeN WALLe ANP HIGH EFFICACY ILL)MINARIre (WSW 404A 70% Or ALL LUMINARIES SHALL 5M HIGH 5,15ETWEEN WAU-9 ANP ROOF ANP METWEEN WALL PANEL) OPENINGS AT ICACY, FENETIZA110H Or UTILITY GeRVICeS, THROUGH WALLS, FLOOR AMP ROOM�ANV A- 01 HIEK OPEN W�C!NING IN THE DULPIN9 VNVELOre SHALL ME flE&rR CAULKMP AMP GASKffTeP OR TESTING (WSffC 4M410. ReQUIREP FOR ALL DUILPINCIS AMP 6HAU OCCUR ANYTIME ATHITR9TR TO LIMIT AJR LEAKAGE. OTHER FXTTRIOR JOINT* AMP 5 HALL AFTER ROUGHAN AMP AFTER INSTALLATION Or rrNrTRATONe Or THE IWILPINC SIM rrep r HOUr ILARLY TRrATITP, OR TAPER 09 COVeRVP WITH MOISTURE! VAPOR rMRMMAELZ ENVELOPE ACCEFTA51Le AIR LEAKAGE TO 159 LESS THAN ro AIR CHANGES PER HOUR 'EWRAP WITH A 15LOWeR POOR AT A PRESSURE Or.2 INCH W.& CIDO PASCALS) -SDi �,S, GBar&L16A, 7. ALL EXTERIOR POOR6 OR POOR* SERVING AS ACCESS TO AN rNOLOSrP UNHVATEP AREA SHALL ISM WeATHER9TRIFFEP TO LIMIT LEAKAGE AROUNP THEIR reRIMFTFR WHrM eMAUNC, (WSW PUCTO SHALL DE LEM TrSTMP IN ACCORPANCZ WITH WSU 0 114 A CLO51212 POSITION RO-" U6IN& THE MAXIMUM PUCT LEAKAGE RATES SIMMER 5. RMCM90 'P LIGHTING FIXTURES (402.4.4)� WHEN INGTALLrP IN THE NILPIN& ENVELOPE -INs TOTAL LEAKAGE TO ESE LESS THAN OR rQUAL TO -POST CONSTRUCTION )� ROUGH SHALL V, 4CPM PCR 100 Gr, Or CONPITIONrP FLOOR AREA AT 0.1 114CHM W&. FOR ENTIRE! SYSTEM. �TYPE 10 RATMP ANP CMRTIrIrP UNPrR ASTM rZL)� To HAVE NO MORe THAN " CFM AIR INCLUPING AIR HANPLeR ENCLOSURE ALL RWI�TER 150OT9 9HALI. ME TArMP OR MOVEME14T OTHeRWI9M 5MALM PURING T126T. LeAKNOE TO OUTPOOR5 SHALL DE LESS THAN OR -THE L19HTINO MIXTURE SHALL D5 TeSTeP AT 7& PA*CA1_e OR L@7 L5G/Sr PRESSURE EQUAL TO 4CFM reR 100 SQUARE FEET OF COMPITIONrP FLOOR AREA A-60VED 13�' gin- ComerLF1 .5HALL [SEE ITH A GASKET OR CAULK AT THE CEILING TO PREVENT AIR NNNING ,.e PIFFERENC ANPLADeLEPSHOWIM&COMFWAMCM LMNKAGM "IeTAL""' W PUCT* SHALL W INSULATFP Setback Required Actual TO A MINIMUM R-& rXCErT IF _OCATrP COMPLETELY WITHIN THE NILPfNG THrRMAL ENVELOPE. 5ULPING FRAMING CAVITIES -,HALL NOT ME U9EP AS PUCTS OR PLENUMS. Front I-S --5-3 vArop t5ARRjeRS/&R "DOC: INSTALLATION IF PUcTe SHALL 140T PISPLACe ReQUIREP VMVFLOFr 114eULATIOR Ir 2UNP COVE= NGTALLEP 014 THE WARM GPM (IN WINTER) AN ArrROVFP VAPOR RMTARPeR Sides OF INSULATION HOT WATER Pre INSULATION (W620 R405.0.5,): INSULATION FOR HOT WATER FIFE, 150TH Rear -FVA (VAPOR RMTARPrR) FAINT WITH A PRY CUP PERM RATING Or I MAX SHALL Be U5ep WI I MIN AMP OU I � I HE WRIPMONW75FACE7_�HALL. HAVE A MINIMUM THERMAL AS THE VAPOR RETARPVR FOR ALL EXTERIOR WALLS ANP ALL CEILINGS WITHOUT HEATeP RESISTANCE (R-V&UE) Or R-�,. Oflier SPACE A50VM 51TE rLAN- EPMONP5 MULTI -UNIT Hei* - CROUNP rOVeR: & MIL 5LACK POI.YeTHYLIENIT OR APPROVEP EQUAL SHALL 15r LAIP sULPING ENVELOPE Sa-Le, 1'.10W OVER, THM 7ROUNP WITHIN CRAM EIPAC�e AMP SHALL ENE ovIERLArrEp 10'MINIMUM AT TFrCIRPER5URffP`HAe FROVPCP 15UILPINIG ENCLOSURE POCUMENT6 THAT IN MY C THE JOINTI5 AN SHALL rXTCNP TO THE FOUNPATION WALL- rROMES610MAL JUPCIAENT ARE APPROPRIATE TO SATISFY THE REQUIREMENTS OF RCW FROrERTY INFORMATION. IDLIILPINC� ANALY�6: LOT COVERASEs IMPERVIOUS SURFACE COVERAGE: HEIGHT rALCULATIO* LEGAL PESCRIrTION, 64.*000-� THROUGH - PARCEL ON 00% 1( OCCUPANCY, R-Z 15ULPtNc rooTrRiNT rRoroeep ROOF - z.;C77 AVERAGE! EXISTING '51 THE NORTH 70 FEET or THAT rorTON OF DUILPINC IworecI]ON Z,Z77 Sr. rROMOEIEP PAVM& - 2,-077 MAX HEIGHT ALLO,�EP, LOT" 15LOCK %, GTAT`rU' HEIGHTS PIVISION MUST !$M IH9r5CTM? EW AU OUILPINS ENCLOSURE APPRI299; CONSTRUCTION TYPE.- V-M COVERAGE, TOTAL, 4.770 fl', FROFO5MP HEIGH I it LYING WITHIN THE SOUTH HALF Or GAIP 20,904 7ZW AVE W 2,271/7,70e- ?,0% *17V/7,71lb- 61% HIGHEST rOINTI Itae,4' 5LOCKZ, SEATTLE HM]GHTf, PIVIS;OM 4, INSPECTOR PORING THE COURSE Or CONSTRUCTION THIS INSPECTION 15 TO eC IM, COMFLETrP 15Y A THIRP PARTY INPM'rNPrMT IMOr TOR. 0Le_6%JyZ IJ�5peC,11;,As EPMONP6, WAOSOZ( , ALLOW EI&H 2,Z �IEMC ACCORPING, TO THE FLAT THEREOF RIECORPEP r OPO=H1 eIr ,HTT EXTERIOR WALL RAT1149 ANALYSIS ZONING, RM-1.0 R SCOPE Or WORK. IN VOLUME 0 Or FLATS. PAGE 11. REC�RPG Or RMER'l " 9MPFRA I QN PISTANCZ, go'-Z' LOT AREA, 7,70b ar. ALLOWADLE 0 STORIES (MFPAI�R) e, STORMS (TA15Le 0044) EUILPIN& FOOTPRINT 7 15 C0140TRUCT NEW *,046 Or 6NOHOM19H COUNTY. WAeHINGT ON SOUTH rROFERTY FIRM SEPARATION P15TANCZ: 0-11" rROPO6rP STORIES: Z u 4 NIT APARTMENT 15UILPIM& WITH btain Electrical Permit from FMR 115C TAELr (OZ, OCC GROUP R, TYPE V0. FIRE! RATING - 0 5PT15PCK51 LOT AREA 77,96 rAVIN9 90OZ FPO, ; 10 AU-OWAELF FLOOR AREA WFAIM: 7,000 9r (TAVILM 006.2.) COVERAGE TOTAL 477_71P SURFACE PARKING LOT Fsot'ate Labor & Industries REAR, W rROPO5ffP OR AREA. MAYCOVERAGE `4� 0402 LOT AREA 77*5 oily COPY AREA CALCU 0 UNIT I NEW UNIT 01411 UNIT OIOZ UNIT #Z#I UNIT 0202 TOTAL, =N060 9HEET INPEX c OVER-affNER& NOTE!S, IVIL eITE FLAN OVER 9HEF-T Sl III C11 Cz 9C MAN CeI RAPIN& PLAN C4 RAINAaF- AMP UTILITY MAN cry ETAILe C/o RAINA&M PETAIL-9 C7 FTRIMN& ANP TRArFIC CONTROL FLAN TC1 TRAMIC CONTROL FLAN Ll -ANPI55AFE MAN LZ -ANPSCAf'F- PETAIL9 I "OUNPATION rLAN 5, AAIN rLOOR MAN 4 ff 15 UNIT6/ CON9T. A99EW15. .7 0 ER M-OOR PLAN 60 F MAN 7 ION6 7A VATION9 ION9 HITaCTURAL PF-TAIL9 5111111 UCTURAL NOT55 6Z.1 OUNPATION FLAN %1Z OOR rRAMIN& rLAN SIZ.51 OOr FRAMIN9 MAN 9NI OUNPATION PETAILI9 e4-11 OOP rRAMINro PF-TAIL9 941 OOP FRAMIN& PETAILI5 54.� OOP 1"RAMING Pr-TAILI5 :E 9V 2 M� E U 0 9 z 'R. U L JU t�) M/ :z > < lu M < :.,z ±j Uj Z Q, a ju qi Rb % V t4 a 14 111 F_ LIJ Lij T_ U) cj� LU 0 0 J03 1� 17-06ry PATF� SIPEYARP: 10' FIRST FLOOR, 1,71 Gr eWOMP rLOOR, 2%1*0 6F MAX COVERAGE OF !�Oav IMPERVIOUS GOVERfiC-E ALLOWADLe 5ULPIN& AREA (NPPAI5RY. 40' 'AtU'G312018 7 '000 Sr X Z STORIES - 14,4100 Gr rROrOSeP 15UILPIN9 AREA. 5,0115F aLCILDInD c C, 11 T11T1 I I I F - - - - - - - - - - ------- FF ------- 6� 0 - - - - - - - - - - 4-- L L -J1 Tyr. Tyr. T'\ \1 Tyr. 9A� F t -1 F -4::- Tyr. Tyr. ----D F 1 % �pll " 1 L -J L t -J L --------- ---- L --------- --------- r------------------ ------------- L --------------------- 7 L 4,� L -FL __I L -J 'L -J1 1 o-v4 FrN I Q, L O-V4'rPN 01W -I . E----F-- ............. ?5?Se _e orr D4/*'RAI6CP 9TEM WALL. L -i L t -J F t -1 L t -1 1 m 1 Lt-J 11 1 L L -J - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 7, UIZ - - - - - - - - - - P922222QPRRM FOUNPATION MAN p, v a q.I.. V4, - I' -a, CRAWL ARMA rA UNIF % 49 Vr.WTILATION KrGLURW CA5 o VENTILA110M FROVPM SCREeNEV rOUNPATION VENT* 04.709-7" !A), I r.714ts VE14TO REQUIRW, NUME50R OF VENT5 FROVIPM "oTAL A REA -ROVVEP, NOT59: L eme S-OH=5 FOR ALL STRLICTURAL PrTALS ANP NOTm-, e 2EE ANCHOR POLTO, HOLPOW149 rLATE WAOHERS rZR ENCINIMR Or RITCORP- 9M 9-5HEeTa. 6. ALL WOOP IN PIRWT CONTACT WITH THI! CROUNP OR GONGR= TO 15M AN ArFROVfl rRl!5%RI!-FRe9CRVAT" TREATEP WOOP M X 0 w J015 RECEIVED B�C 28 2017 PATE: IZ47-17 DEVELOPMENT SERVICES COUNTER W1 MAIN I=LOOR fw. V#' - P-d' 0 di --- PENOTE� IIVV. 5MOKF PETWTOR W1 DATTFRY CO. 15ACK-Lr ), INTrRCONNWTr.P ALARM5 ---- PMNOTE!!� Ilov. 5MOKr PETIXTOR CAR06ON MONOWE PETWTOR W1 J�ATTeRy 5Arr-UP P INTrRCONNWTFP ALARM� --- 00 CrM MIN, 15ATH rAN NOTF-94 z I. Fe—W-.� PENOTES GMARWALL TYr. �rr �OR < g ecHEPLXX- PrTAILS), NOT55 r- R E z . 8 9MURr HOT WATrR HrATE!R TO MAMIN& WITH U) (D r 6M6MIC i5iTRAre. rROVIPa CZ) LAYrF* e�14'r.W@ FLArORM 01 6. HWT/rUR9 IGNITION GOURCr TO M NOT LZ6e THAN ID' AWE &ARASP rLOOR. 4. I/Z W15Rr:QURVPP�elWeeN&ARA&rANPUVINC�rACZ IR ,c ON WAU-0 ANP %FrORTING fiTRUCTURM 0/6' TYrr'X' RVQL)IRW 014 &ARACE CEILING WHeN HADITA15Le erACI! le A50ve &ARAW. 0. -MRIOR HMAPr ml CAVITY AT 4X ft R9 W/ R-10 RISIP a 6mzmeR R om ROOM, -=IOR POOR rROVIPC A R19ER ROOM eICN ON THr M RPAPIN& *MRe R16ER AMP ALARM ROOM', FROIAPe AN ArrROVrP KNOX 15OX ON RIGHT 61121! Or rwEEN 4'ANP ( Poop, LocATep m 'rRom &RAPm rROVIP! I HR CONOTRLY-71ON WITH 40 MIN. POOR u-- lu M �z JU > < IL fz -j Ell Q) Cl v ju d� > < M Z :z -t C., lz�. Z C., U CL 0 0 u— U) AREA CALCULATIO 1.7-0 doe UNIT New UNIT *1412 bbil 001 PATF-� U U 11' NIT �011 PUNIT*101 �!!j UNIT *%0Z V4�� TOTAL, RE 3uB AUG 1 2018 3/ BU . ILDING I 5=Tm MAIN I=LOOR I'LAN LE!CvF-NP PEMOTI55 II&V SMOKE PeTWTOR W1 DATTERY INTIERCONNEzOTEP ALARMS CIO. PENOTW ilOV. 5MM PETECTOR CAR15014 MON0XIPe PETECTOR W1 15ATTrRY 15ACK-Ur k INTERCONNBCTeP ALARMS 19-- IM CFM MINI. f5ATH FAN L FSW�.] PoNoTeG SHEARWALL TM SEE 0-9HEETS FOR 5CHEPUM PETAILG k NOTES 2, SECURE HOT WATER HEATER To FRAMING WITH (.2) SEISMIC- STRAF5. rROVIPe (2) LAYERS �/4- r.W. MATFORM HWT/FURN. IGNITION SOURCE TO 15E NOT LESS THAN 10' A15OVE GARAGE! FLOOR. 4. Ve S" REQUIRFP 15EIWEM GARAGE AMP LIVING SrACE ON WALLS AMP 5urronw STRUCTURE */L3' TYFE V REQUIR -P ON GARACe CFJWNG WHEN HA151TA5LE SrACE- 10 r ADOVE SARACe 0. FILL CAVITY AT 4X EXTERIOR HEAPERe W1 RAO RISIP INSULATION 6. OrRINKLER R ZER ROOM' r FROVIPE A RISER ROOM 619M ON THE EXTERIOR POOR REAPING ):� I RISER AMP ALARM ROOM. rRoVIpr _ AN ArrROVEP KNOX DOX ON RIGHT SIPE OF' POOR , LOCATeP 1515TWEEN * AMP &'FROM GRAPE. rROVIPE I HR CONSTRUCTION WITH 40 MIN. POOK ENERGY CREPITS PER W55'C TAME 4061, *CREPIT r- - 9,* rOINTS, EFFICIENT WATER HEATING rj,: ALL SHOWER HEAP AMP nTCHEN SINK rAUCET� INOTALLEP IN THE HOUSE SHALL 5e RATEV AT Wry GfM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL M RATEP AT 1.0 GFM OR LESS. #CREPIT 0 1.12 FOIMT9,. i!!TIQFNT WATER HEATING r— &A5, F��;ANE OR OIL WATER HEATER WITH A MINIMUM Er OF "I. MINIMUM SIZE.- NET CLEAR OFENIN9 OF 0.7 SF MINIMUM PIMFN91ON9: NET CLEAR OPENING HEICHT, 24- 14FT CLEAR orrmm wjprTH: za' MAXIMUM HEIGHT FROM FLOOR. 44' MAX, FROM FINISHEP FLOOR, OFERATIONAL CON�TRAJNT6-- EMERGENCY E5CAFe AMP RESCUE OPENINGS SHALL 15e OrERATIONAL FROM THE IN9Pe OF THE ROOM WITHOUT THE USE OF KEYS OR TOCLO. PARS. GRILLES, GRATI55 OR 04MLAR PEVICEe ARE rFRMITTeP TO 15E FLACEP OVER EMERGENCY ESCAPE AMP RESCUE OrrNIN&l, rROVPMP THE MINIMUM NET CLEAR OFENIN& SIZE COMPLIES WITH SECTION 100-2 AMP SUCH PFVICE5 SHALL 5E RELMAGA151-15 OR REMOVAME FROM THE IN51PE WITHOUT THE USE OF A ]MY. TOOL OR FORCE GREATER THAN THAT WHICH IS RECtUIREP FOR NORMAL OrERATION OF THE EMERGENCY M5CAFE AMP RESCUE OrENING. REVISED PLAN APPROVED arry OF EDMONDS BUILDING DIVISION PLANS EXAMINER DATE REVISION APR 19 2019 CITY COPY .-ILDING DEPARTMENT CITY OF EDMONDS AREA CALCULATION UNIT NEW UNIT 001 U IT Dal UN *Z0I I UNIT WM *4el TOTAL, DOC b < < d u 0 x o u JU vk,� 2: BJ > um < C�: ju z qz�) 3 (5) > 4e Z Z (3 tZ� :z Q� JU lu z CL ry 0 0 -c? I= LL Z L<U 101) JoFl 17-0&* PATF-i lz-z7-l7 5HFET It 3 CONSTRUCTION ASSEMBLYS > MIRROR X. - rROVpI5 51.=11,19 > FUTURE CRAD FRO M 5LOCr4N& 'T'.. DAR LOCATIONe, FOR`FFUTURr GRAD > MIR TYM 12, DAR I.00ATION91 Tyr. 04, MAX > '11, . .... i MIN, x > > > LOCATION Or Z4' DATHTU5 T T MIN. > CONTROL6 I 42' MAX rL USE USE FLUeH CONTROLe ARE MOUNTeP FO _ FRO > WIPE 91PE Or WATER CLOSET AREA ANP NOT MORE THA14 46"ADOVE FLOOR VATH FORCE > TO ACTIVATE NO GREATER THAN 0 L155. FAUCET CONTROLe ARE OreRA15LE WITH ONE > HANP ANIP PO NOT REQUIRE 'naHT 9RA5rlN&. ElE, D-OeiNs vAwri5 REMAIN oreN FOR AT > -I!A�T 10 SCZONPS rrR OrCRATION > it Iz, AAY Z4' 1. 4' MIN. > rROVII?tr M=INC, rROVIVE 5LOCrINS, FOR rUTVRr GRAD FOR FUTURE GRAD > IM'N] X11AIL SAR LCCATIONO, 15AR LOCATIONe, Tyn Tyr. > > CA511,11!T� ANP eHMVINC, CAN PC 10TALLEP UNPeRNEATH COUNTER SrACE OR > LAVATORIF� rROVIPFP) THAT IT 6 NOT rERMANENT ANP ARE MAVL.Y RFMOVeADLr- > THE f'INI!5H MOOR EZZ'9 UNPER THE CANNeTe, ANP THE WAIL-5 DFHINP ANP 5URROUNPIN& CANNETRY ARE I"11,115HEP 15ATHROOM ELEVATION!5 �c'].: 114' = 1'-0" GA riLE 0 RC-2602 \C/ ROOF/CEILING ASSEMBLY Y BASE LA FIR E/5" TYPE 'X" GYPSUM WALLBOARD I APPL ED AT RIGHT ANGLES To Woop ROOF TRUSSrr, WITH 1-114" TYPIR W OR 8 DRYWALL SCREWS 24'. _.. FACE LAYER 5/8" TYPE'X' GYPSUM I WALLBOAR; *I APPLIED RIGHT ANGLES TO TRUSSES WIT14 I-1/S" TYPE W OR 5 DRYWALL -SCREWS 12� 715 §1 1. JOINTS A INTERMEDIATE TRUSSES 4 1-1/2" TYPE G 2�R! DRYWALL SCREWS 12" 0- 2" BACK ON EITHER SIDE :E 9 $2 or. END JOISTS ' JOINTS OFFSET 24" FROM BASE LAYER JOINTS. WOOD TRUSSES SUPPORTING 1/2" WOOD STRUCTURAL PANELS APPLIED AT RIGHT ANGLES TO TRUSSES WITH Sd NAILS. APPROPRIATE ROOF COVERING u 2);3 o 'N � r GA FILE WP 8105 . gqx EXT. WALL ASSEMBLY Po - 1 u INTMOR 51DE ONE LAYER 5/8" TYPE "X" GYPSUM WALLBOARD, WATER-RZSISTANIT GYPSUM BACKING BOARD. OR GYPSUM VENEER BASE APPLIED PARALLEL OR RIGHT ANGLES TO STUDS WITH 6d COATED NAILS, I-ile" LONG aosis SHANK, 114" HEAD, ill D.C. EXTERIOR SIDE ONE LAYER 46" WIDE 515" TYPE 5(" GYPSUM SHEATHING APPLIED OVER STRUCTURAL SHEATHING PIER PLAN PARALLEL TO 2X6 STUDS —!k?X4L3 CLEAR G 0 ROOFING NAILS 7 F�]Aa- FLOOR erACF 4" AT VERTICAL JOINTS AND I" o- AT kk) 5INr ANIP eHWR INTERMEDIATE STUDS AND TOP AND BOTTOM —4eX06 CLEAR PLATE$, JOINTS OF GYPSUM SHEATHING MAY BE LEFT UNTREATED. EXTERIOR CLADDING TO BE JU rwoR SrACE ATTACHED THROUGH SHEATHING TO 5TUD6, > < TOILET F -1 L --] F -1L T !008, CLEAR L -1 FLOOR 9rACe Tyr. L L[j L-1 E I I TYPICAL TYf'F- 1 15 1 UNIT sa.. V4, - 1W WUNITe 5HALL COMrLY YATH ICC/ I AN91117.1-200V ANP P10, 15C CHAMR 11 , "I z- GA RLE 0 WP-3310 INT. D5L. WALL ASSEMBLY STO 50 < ONE LAYER 5/0" TYPE 'lX" GYPSUM WALLBOARD, OR GYPSUM VENEER BASE APPLIED PARALLEL. OR RIGHT ANGLES To FACI4 SIDE OF DOUBLE ROW OF 2X4 WOOD STUDS IV'-.c ON SIEPERATE PLATES I" APART WIT14 bd COATED NAILS, 1-1/8' LONG O�OSM, SHANK, 114'- WpAp, I- O,r. JOINTS STAGGERED W ON OPPOSITE SIDES. HORIZONTAL BRACING REQUIRED AT MID HEIGHT, t �A > &A fflLff 0 rC r2107 irpTrl rvrg - ONE LAYER I/Z' rROrRjrTARy Tyre �e oyrgum C, WALLDOAPP OR W!"elUM VENEER EA9e ArrWep AT R*HT ANICLDF, TO RE�ILIENT CHANNeL9 Z4' 04, WITH I"Wre � PPYWALL 9CREW� 12- 0,C. &Yrr7UM 50APP eNIP JOINT'Sl LOCATEP MIPWAY 5eTWErI4 C�' CONTINUOUSl CHANMELe, ANP ATTACHeP TO APPITIONAL FIECI!6, Or CHANNEL *4' LON& 'MTH �CReft AT IZ' OC, Pe�]LII!NT CHANNeL5 Arr=' AT R*HT ANC-LF5 TO UO WOOP j- 16" Of- WITH 1-1/4' TYre W �CREW�. Woop iol"!Ii SUFFOFTINC, 1191CIZ, rLywoop %5FLOOR: ANIP,�,/4`1,000 rElf �ANPEP Cyr%M FLOOR UNPeRLAYMENT. � FROrRIFTARY &Ymm DoARP, �CZRTAINT]EeV &Yr%Mt 1/2' CERTAINTEEP TYre 0 Giyr%M 150ARP - - CGNT`I�, 1/2' f"IRECHOCK TYFF C 'GEORGIA rAC rIC &YF6UMs VZ" TOIJCHROCr I ' FIReCAJARP C &YF55UM DOARP ,NATIONAL &Yreum COmrANY: I/Z' G" DOW 15RANP FIRE-5HIELP C &Yr5UM 150ARP PADCO GYMUM: I/Z'rLAM CUP15 6UrFR'C'C Tyre 0 r&-c - -'U5 9YF5UM COMPANYl VZ' 6HEeTizocr 15RANP uj rIRECOPF CICORe 0Yr6UM rANEI-5. cc 06 75 SHEAR WALL PANEL, Lu cf) NAILING 4 CONNECTIONS c/) PER PLAN 4 SCHEDULE ON SHEET 6-1 —J (j) < L—< LLJ Z 00 z C) ) ::) co 0 17-0(jr72 PATF:i �HFET 3us 3 U" MAY I � 2.0186 BUILDING EPARTME MIRROR 4- INS, FUTURE Gm "I". 141N. Tm qiLOCATIONO' F I% I I rL LOCATION LOCATION OF ax i5ATHTO TOLET FAFeR CONTROLS 910FENOOR - rL FLLISH CONTROL6 ARE MOUNTEP FOP U51! FROM WIPE _ elpe OF WATER CLO9MT AREA AMP 140T MORE THAN 4 A50VE MOOR WITH FORCE TO ACTIVATE NO GREATER THAN r, L06. FAUCET COMTFOL� ARE OrERAME WITH ONE HANP AMP PO NOT REQUIRE TIGHT &RA�FINO- ee-r 0-01,IN& VALV15� REMAIN OPEN FOR AT LFA�T 16, !FMCONP� PER OPERATION MIN. 'I 7T rRoVpe m4,,Ns FOR MJTURE ORA5 15AR LOCATIONe, CA5114eT5 A14P 5HELVINC, CAN1515 11,15TALLEP UNPERNEATH AOUNTERSFACE OR LAVATORIM rROIAPEP3 THAT IT 15 NOT rrzRjAANENT AMP ARE I!A�ILY REMOVEADLF. THE rlNI!5H FLOOR eXTENP� UNPrR THE CASINeTe, AMP THE WALLS EFHINP AMP 5URROUNPIN& CA51METRY ARE FIN151-IMP �>ATHROOM F-I-EVATION5 *..W 1/4 � = FROVPT 15LO=Nrl FOR FUTURE GRAE 15AR LOCAlION9, Tyr. movipe SLOCUM& I FOR FUTURE ORAD TYrlr,AL TYFE I r> I UNIT O.-W V4' - I-,'" AN%(71-200* AMP Z01ro IV, CHAF'7EP ]I I GA rlLE 0 WP 010r, ED<T. WALL ASSEME3LY INTERIOR SIDE ONE LAYER 5/8" TYPE "X" GYPSUM WALLBOARD, WATIER-RESISTANT GYPSUM BACKING BOARD. OR C .YPSUM VENEER BASE APPLIED PARALLEL OR RIGHT ANGLES TO STUDS WITH &d COATED NAILS, 1_1/a. LONG O.O'Alb SHANK, 1/4" HEAD, 1" 0.0, EXTERIOR SIDE ONE LAYER 46" WIDE 5/6" TYPE "X' GYPSUM SHEATHING APPLIED OVER STRUCTURAL SHEATHING PER PLAN PARALLEL TO US, STUDS 16 " WIT14 1-3/4" GALVANIZED R�OFING NAILS 4' o- At VrRTICAL JOINTS AND I o... AT INTERMEDIATE STUDS AND TOP AND BOTTOM PLATES" JOINTS OF GYPSUM SWFATWING MAY BE LEFT UNTREATED. EXI—IOR CLADDING To BE ATTACHED THROUGH SHEATHING TO STUDS. (;;Z� GA RLE - WP-3310 INT. 013L. WALL A65EMBLY STC 58 ONE LAYER 5/9" TYPE "X" GYPSUM UIALLECARD, OR GYPSUM VENEER EASE APPLIED PARALLEL OR RIG14T ANGLES TO EACH SIDE OF DOUBLE POW OF 2x4 WOOD STUDS 16" — ON SEPERATIE PLATES I" APART WITH 6d COATED NAILS, 1-1/8" LONG O.O-JI5 SHANK, 1/4" HEAD, I" O.C. JOINTS STAGGERED 16" ON 01-1-OOITE SIDES, 14ORIZONTAL BRACING RE=IRED AT MID HEIGHT. &A ME 0 FC *107 rLooR-cr-lwN9!5y!5TF-m5 15TC rvry - 0719 ONE LAYER VZ' rROMIFTARY TYM'X'9Yr!5UM WALL150ARP OR OYMUM VENEER DA!5ie AFFLIEP AT FZ19HT AMGLE� TO RF�UENT CHANMEL� %*" 04, WITH I' TYFF- � PPYWALL 15CRFW� le Or- GYMUM DOARP FNP JOINTI5 LOCATEP MIPWAY W-TWEEM CONTINUOU5 CHAMNFL� AMP ATTACHW TO APPITIONAL rIECE5 Or CHANNEL OW LONG WITH 50PFW!5 AT W 04, RE94LIFNT CHANNa6 ArMIFP AT RI&HT ANCLM TO Z.10 WOOP J016TO 16' 04, WITH 1-1/4' TYrE W %RFW!5. WOOP JOIET!5!F'UrroRTIMq O/e�z"FLYWOOP �Umwop AMP �/4' L000 FEI EANPEP &YMUM FLOOR UNPERLAYMENT. FROFRIETARY rYrI5UM I5OARP,. CERTAINTEEP &YF5UM, I/Z'CeRTAINTEEP TYM C &YrSLIM 150ARP CONTINENTAL 15UILPiNa rROPLICTI51 VZ' FIRECH= TYPE C GEORGIA IACIrIC r7Yr5UM: VZ' TOU&HROCK rIR59UARP C &Yr6UM 15OARP NATIONAL C7Yr%M COMrANY-. VZ' &OLP 150HP 151ZANP I`IRE-�Hlel-p 0 &Yr6UM WARP rAV-0 cyreum: Vz'mm cuRi5 Eurmdc Tyre r&-rl U� &YF%M COWANY., I/Z" 6HEETROOK 15RAMP FIRECMe C CORE aYr%M FAMEL�. SWEAR WALL PANEL, NAILING 4 CONNECTIONS PER FLAN 4 5CPEDULE ON SPEET 6-1 REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION PLANS EXAMINER :F— DATE z;� r4. 0 Z21 u L Ul ti�) DI :z VI-1 C3 UJ > < uj c� :z UJ Z lz�l > < < PSI Z -�r IIA 4�� 'Z�' z ju lu c/) w w U) U) U) LLJ Z o 0 C) D UJ c/) a- Z 0 C) J05 0 17-0&;� PATE: IZ-27-17 REMION 15HI:— APR 19 2019 BUIMING DEPARTMEN CITYOFEDMONDS 4 4 �11. J-4 4-4- 4 z 4 .,z a) (1) g 8 u 2);; on� T u Kul Ru 04 X0 TO 9016 L 404� X0 WRM99 rF __404& 1`10 -in g-_j I ZONE 05' Z Z Nr 04 ZONE *5 5 HIGH erMCIVNCY HVAG EQUIPMENT eP- D. ONE *4� PLJCTLM�9 5rLIT 5Y5TEM HEAT rumre, ZONAL coKTRm, IN L lu HOME6 WHERE THE FRIMAPY eFACM HEATING eYeTeM 19 :z ZONAL ELECTRIC HEATING, A Pumeq� HEAT rumr oygTem 0 Q1 Ul HALL 15E MTALLEO ANP rROMP? HEATIN& TO THE LARSMOT ZONE OF THE H0.19IN& LIN[T. > GAWMT CARPPT C-ARMT CARFITT -3 E7MClrNTWATrRHeATlN&13A, ALL GHOWe HEAD ANP (ITCHEN 6INK IAUCET6 IN5TALLVP IN lu bj I THE HOM �HALL EM RATEP AT i.75� &rm OR Lae�, ALL. OTHER Ju < LAVATORY FAUCETS 5HALL ISE! RATEP AT 1.0 WM OR U!55 9D. lc� TANIKLE�5 GA� op, 5,p./ :z TA (90) *CO ul "9 < Z C r- -A� WATER HeATM 24. Al"LE 24 ATER �.TVR 2.6 J ROOF %_6 VENT THR� RCOr—\ /a, 0. Vf!-' -ATE'� Ve T _NT THRII III ttt! I I - I I ) Z' , 1 — — "'� -- — MA HI 69. H.O. YCR ep V M, 0 L k3� lu V > CARPET < z§ . ' 7;r 11,111T A H 15A H_ R5, I R� ------------------- N 4 TZ-4 ..w t Ju MICHEN tu VRIT Zoz LIVIN& LIVIN9 CARPET I L KiTCHEN I GARfff H9. O'H. 9IJARP 9GO PECK- C4 eLore Tj PININ& PININ& W. SALM l,'/rT. TO T 1 00" He. (,'0'KA5TIG ATI.. &P-O OR 91K' ZONE 01 &ACO I =H rAN PRAIN ZONE #I 4%' H. "AU FIV-1 FHv-1 r'0161 0/ #1& 0/ e,64 PIC OL MULLIMP TO Li VT'o 16' OR '(1 ric V. 0- '4 94'-0' 7 Lu H u Lij UFrF_F, rLOOR fLAN o- n 6.1.; 1/4� 1',0' 7 AREA CALCU T10 lr7-,9&;2 UNIT NEW UNIT 41,71 __ftl RATE: UNIT �102 eol UNIT.201 04�, UNIT OZOZ 049, TOTAL� eHF-F-T tl, !F 1/4 -1 MY 14)18 BUILDING CITyoFl NT Nffi Ufpf'ER MOOR MAN 0,-I- V4'- 1�41' - LF-rzr-NP PENOTM floV. 5MOKE PETECTOR W1 15ATTFRY BACK-UP J, INTERCON14MTEP ALARMS CIO. ?FNOTe9 II,'V. 0140M PeTECTOR CAR50N MONOXIM PETIECTOR W1 5ATTeRY 15ACK-UP J� INTFROONNIECTEP ALARM6 *0 CFM MIN. 15ATH FAN WHOLE HOUSE FAN- It( , CrM MIN. - 59E COVER WHF SHEET WHOLE HOUSE rAN INTERMITTENT TIMER- 515e COVER SHE= rOFZ FRACTIONAL ON Time NOTM: L EQUIVALENT LENGTH OF PRYER PLACT TO De F0671517 ON A FERMANENT LA5EL OR TA& WITHIN &I PRYeR J.LL CAVITY AT 4X EXTERIOR HEAPERS W1 RAP R191P INSULATION WA STATE! ENERCY COPE CREWS, #CREW 0.0 POINTS. EFFM14T WATER HEATINO 0. ALL SHOWER HEAP ANP KITCHEN OINK FAUCETS INOTALLEP IN THE HOUSE 5HALL f�!! RATEP AT 1.70 CeM OR LESS. ALL OTHER LAVATORY IAUCE70 SHALL 15E RATEV AT 1.0 " OR LESS. A'CREPIT 0. - Ir, rOINTs, EfMeNT WATER HEATING &AS, rROrANF OR OIL WATER HEATER WITH A MINIMUM EF OF V& :E a) E)G 2 2 0 2 x U :z tN ul > < 10 C�: Dz :z :z ;Z�. :z :z A- L :z uJ 'Z'A C�, uj REVISED PLANAPPROVED z CrrY OF EDMONDS BUILDING DIVISION < PLANS EXAMINER DATE 6-1"t"q �9 LU LL w o— REV�SPURN n APR 19 2019 BUILDING DEPARTMENT CrTYOFEDMONDS AREA CAWU TIO 1'7-0&r2 UNIT NEW UNIT 0101 UNIT Oiaz PAT5 UNIT 0901 UNIT Ozoz TOTAL, ve Til UAt+Vl V011 i4'pWAf-Ubll& 6.S')(Oel�h LIN WMP A C ANP UNVrNTEP ENCLO�PP RArTrR A59rMI5Llff5 (FCR 15C 100" WA OWE AMFNPMENT): 6 t2wvlA4, ;4- d,kZc4- f5PIRAYI!P-ON.AIFZ!PlRMMA5LZ INOULATION C wi'fk 4Ae upJo�4 o-�- +Ae W/ MIN. R-VALUE OF t4,9. PIRWTLY 09rHE UNPER51M Or �HEATHNG I. THE UNVF14TEP ATTIC 9FACE 19 COMPLeTMY WITHIN THE THERMAL. ENVELOre Z. NO INTERIOR VArOR RETARPER9 ARE IN5TAUZP 014 THE OWNS WE CATTIC ILOOR) OF THE UNVeNTEP ATTIC AeSEMISLY OR ON THE CEUNG WE OF THE UNVENTEP ENCW�ep Roor FRAMING A59EMIDLY. AJR-PERMVA" IN6ULATION �HALL E�E ArrLIeP IN PIRECT W14TACT VATH THE UNPeR9lPr OF THE 5TRXTURAL ROOF q8r _ATHING 4) 8 ID 0 API <=T�y => I <= => I <�= 7112 - L 1_1001 "Or AT, ftM 1122� AT OF AT ROOF AT ROOP AT ,O_ 'OOT rOOT 'COT 'OOT rr 5W501 OV R rOOT —IrR :z /AT I �j LA Ll c� —j L WE-- —1 L— [-1 F-L" WOOL? Twj�*,, 4� OL., Tyr. rKe-MANur. ON t >< aIRPMR TRL)6� NH TL MATCH WACM1 TRLI�� F= RNMR� TO MAR ON &IRPER TRU55 AT TH19 LOCATION PEFTH rOR CONTINUOIJ6 -AFTFR� TO DEAR ON OIRPER TRI.19i5 AT TH16 LOCATION Tor Or GIRpr;R: TRugg Lp lo'-p 1/2' X�r, ROOF SLOM TOr Or GIRPER TRU96 c-\ Z <3 57 Q) CK 10 -A 5TRUCTURAL. rA�CLA eTRU=RAL. rA9CIA \� INVERTrp CONCEALER f�LANGP HANGER INVERTW CONCEALEP HANGER MANGE HANGER Tyr. Tyr. INVERTEP HANGER ROOr FRAMIN& MAN z n (D -0 z < LL V) LL 0 0 ry 17-0690 R ;SLPE PATF: JUL 13 2018 lz-z7-l7 nkj WKCGF DERQCW MM �� 0HEET 1� 61 1 12 urraK r—m r� I a 9 UE&v ( Lie 1/2' HF-APER MAIN IL ELEV, - V.7-b'— AVERAGE L -LEVEL ISLENLATION 1 -81— F-A!5T ELEVATION tj��AMUM L��WAVZ HEIGHT ff I%I.L0 rwmiw IWILPIN& HEIGHT - Z6.94 VERTICAL METAL 151PINC ----------- Tyr @ 15UILPOUT 15 1 CHANNEL CMAR �IPIN& WITH CLEAR 7Yr. 4'CHANNEL CEPAP 15AN CHARReP MNI!51-1, lyr. rOWPER COATEP ALUMINUM rRAMe WITH 91PING, WITH eHOU %&I TrMrrReP CLA!5e SUARPRAIL. TYr. L ivl�7 F115FR CEMENT rANFL!5 WITH VeRTICAL A14P HORIZONTAL ReVEAL!5�. Typ- MAIN rL eLEV- - V7-LD' AVERAGE LEVEL rLeVATON - Vele" NORTH ELEVATION APPRree LrTTMR� TO Dr 12" MIN. 014 CONTRAETING PAC*ROUNP CAr M-A�HING, AT CUR15 OF ROOF WGE OVr5R rANEL WALL, TYI-. CFPAR rANEL WALL WITH HORIZONTAL 2�5,, 2.4, Z.6. ANP Z.e� �4!5 �LAT� ATTACHITP TO WeWEP MrTAL eUrf'ORT FRAME AT LANPING MITAL �IPING. L - - - - - - -T 1 ITTTL -,-' ��—VIEITICAL TYF. @ 15UILPOUT CZPAR ----�b"CHANNML 61PING WITH CLeAR fqNl5H, Tyr,. C14ANNrLCrPAR 61PING, WITH 6HOU 6U&I DAN CHARReP MN6H, Tyf� FOWPrR COATFP ALUMINUM rRAMr= WITH TrMrERr:P GLAe!5 GUARP RAIL. TYr. VINYL WINPOW W1 PARr 15RONZr rXTERIOP rIN19H, TyP. 1'115ER CEMENT ANELO WITH VrzRTrALrAf4p HORIZONTAL REVeAle, Tyr. F — H�:,( & TUD15 �TEEL ANP METAL NUMI5eR APPM99 �*NAC& AT ENTRY I m - I ME Z. rXT WALL, FeR :E"' 2 EF E 2)92 0 M4). Z�-. U L 10 M :z Q) in > JU f- < ju :z > C-\ :z kA C�l :z � :z I )I, v \I� I MAN EXTRUPW ALUMINUM EXTRUPE17 ALUMINUM EXTRUPW ALUMINUM ALLOY VERTICAL JOINT ALLOY HORIZONTAL ALLOY OUT51pe CORNER 'Y rRy Reci-ET TRIM DY FRY RECLET TRIM 9W rRY RMLET WIN& MR rLrVAllON 610INr, MR ELEVATION 51PI14a MR ELEVATION L WAU- 5HEATHINO MR 5TRUCTURAL. WALL eHF -ATH NG MR W . ALL �HPATH N& . rER I 2. EXT. WA-L. MR PLAN �TRUCTURAL GTRUCTURAL D 0 �"' ��01�NANZL ou 9 FRNER TRIM ", Z. FXT. WALL. MFI —11 eHF -ATHIN9 M 5TRUC7URA- FXTFUPeP ALUMINUM 9PINC, MR ALLOY IN0112e CORNER exTRUpep fJ--CHANNM ELEVATION TRIM DY rRy RrcLrT ALUMINUM —OY ALUMINUM ALLOY PW AUJMINUM 5PINC MR ELEVATION I M TRI TRIM 15Y rRY RV&LeT ALLOY PRIr CAr TRIM WALL �HEATHIN& MR EPTRUCTURAL WINPOW JAMP WIN"OW J Mp E�y FRY RECLET &Ar MIN, z 01PIN9 MR rl.r�VA2110N 2. EXT. WALL, , WALL OHrATHING MR WINPOW rRAME PER PLAN 9TRUCrURAL (�)�ItVP NER FIN V -C A 6i w C) WALL. CHrATHING —j U) MR i5lKUCTURAL uj 91PING FER ELEVATION EXTRUPrP ALUMINUM J015 It ALLOY ISA5E TRIM 15Y FRY RMrT -o(or 44 'N PATrn IZ47-17 FINI�H GRAPM �HEFT u2 RAU EG 7 3s, ,B, BUILgNoGFDEPAo \IT C EDMRTME ND� tIAXIMUM A�WADLE HEIGHT = 1211� rRopoqEp fui-pImc �Lrl&HT = lzv.�4' N-1 vb* urrm MZOR rLATr- , FLOOR VUVLOOR 10'4 Vb" UPPER MATE Ve HEAMR MIN FL- EUFV - V7,D'_ __ AVERAGE LEVEL ELEVATION - 0&20' APPRF56 LET=� TO 5ff M"MIN. ON CONTRA6nN& F-N�T ELEVATION BAQ*POUNP 5.A.� V** - e-0, Ld�IMUM 6!L�ADLI! HEIGHT a 174��02 rROFO�W OOLPINC, HEIGHT - MOZ4 VERTICAL 1`115ER CZMeNT FANEL� - FAINT. -(Yr. @ 15UILPOUT b' I-Ar 1`115ER CEMENT 151PINa - FAINT 4'LAr �15RR CEMENT eIPING, - FAINT FOWMR COATep--- ALUMINUM rRAme WITH TrWEREP &LA!5�5 GUARPRAIL. TYr. F115ER CX-AENT rANE-!5 WITH VERTICAL ANP HORIZONTAL REVEAL�, m I�E I i I L---j 1/, luv- im. - — I I —A&q_-- -E�LATION - -20' 06 NORTH ELEVATION CAr ILAOHING, AT CURD Or ROOF EPaF OVER PANEL WALL, TYr. b,4 CEPAR ILANKe AITACHEP TO WELPEP METAL eUF'ORT FRAME AT LANPING, He6&e Tum �TFEL ANP METAL NU14MR APPRI56!5 5IGNAGE AT ENTRY VERTICAL FIBER CEMENT rANFLO - FAINT , TYr. 15UILPOUT _—e LAr rlmiz CEMENT elPIN& - FAINT. TYr. rmelz cam -ENT �IPING, - FAINT, TYr. rOWPER GOATFP ALUMINUM rRAMF WITH lr-WeREP G(A55 GLIARPRAIL, TYF. -- - ----------------- _—VINYL WINPOW W1WHITI! — - —IEXTeRIOK-rINI!5HrTYr — - — - — - ��,—FIDER CEMENT FAN151.4r, WITH VERTICAL ANP HORIZONTAL RFVEXe. Tyr. 7 ALLOY VERTICAL JOINT $Y rRy RESLeT WING rER ELEVATION WALL �HeATHING MR 6TRUC71'URAL 12� EXT, WALL. rER rLAN 4071T��VJOINT I@ rANeL 2. EXT WALL, rER MAN EXTRUPW ALUMINUM ALLOY HORIZONTPL TRI1415Y MY RBCiZT 6VING FER ELEVATION WALL 6HeATH N& FeR �TRUCTURN- I Ewpl-- JOINT I@ PAN L L�='O'E" M' UM UT=CORN Tmm 5Y rRy R:�� 9PIN& PER ELFVATIO14 WALL 5flrATHING rER 6TRUCTUFAL 2. EXT, WALL. PER rLAM 2w FPER TRIM :E 9 �2 2 ci a) a) ZR! L uj vc) :z tN uj > < aj c� z > :z :z lz�, :z 14N (3 lz�. 2. EXT WALL A Y )0( y Y Y reR -----5HEATHtl49rER 5TRUCTURAL EXTRUPEP ALUMINUM SIPING reR ALLOY 11,15117e CORNER EXTRUprp --�ELI!VATION TRIM 15Y rRY REGLET ALUMINUM ALLOY EXTRU ALLWINUM AL TRIM J-CHANNeL TRIM SPIN& rER Fi-eVATION ALLOY PRIr CAr TRIM 15Y FRY RI5cLeT 15Y rRY RESLET U) WALL 6HeATHIN9 rER POW JAM15 �TRUCTURAL IWIN -LC-ArMIN. z . SPIN9 rER eLEVA'jn0N 4 2. eXT. WALL, WALL �HEATHIN9 rER WINPOW FRAME rIER MAN STRUCTURAL E!R TRIM bi 16". 21pill w 5 —1 Lu < L) WALL eHFATHIING reR �TRUCTURAL ui SIPiNC, FER ELEVATION EXTRUMP ALUMINUM ALLOY 0iA5eTRjM 15Y REVISED PLAN APPROVED— J015 0 FRY R5CLET CffY OF EDMONDS BUILDING DIVISION 17-0&;27 PLANS EXAMINER �A PATE: DATE GRAPE REVISION �HEET APR 19 2019 JUN 0 6 2019 BUILDING DEPARTME 7 BUILDING DEPARTMENT CITY OF EDVIONDSNT C � TY C F E CM 0 K D S T— Zo-! u L JU vc� DZ :z Q) UJ 13 > C�: :z < v- Z tz�. Z > L c, ;Z, :z %N (3 'Zb lu tjA)(LMUM ALLOWADLe HMGHT a IZLLr,.L_ 7-7 - - - - - - - - - - - - - - - - 7— 1 VERTICAL rIl5eR CEMENT - - - - - - I-ANE1.6 - FAINT, TYM - - - - - - - - - - - - PUILPOUT D I-Ar MEEK CEMENT e NG, - FAINT. TYr. #4 Ile' UrreR FLOOR PLATE U.N'o- 6'40 1/2" HeAPER LAP f-IMR 66WENT elPING - FAINT. TYr. rOWMF COATEP ALUMINUM rKAMF- WITH TFIAPEREP 61-AI54, ,E:f CAJARPRAIL. TYF. iol-i Ve' urreR rLoor eupmoop LATCH ANP LOCK e-j ve . MAIN rLooR FLATe ---- ---------------- --------- - 014 X 4 5TAINEP *14 X 4 6TAINEP Y) CEPAR FLANK &ATE5 CEPAR rLANK5 z ( '-I& VZ' HEAPEF ;RIVID fLA11111 0 '9 t F115ER CEMENT rANELI5 .4 WITH VERTICAL ANP HORIZONTAL REVEAL-3i, lyr. < L) 7b (n I ui CoNo VTE CA.1 111TI WALL REVISED PLAN APPROVED 6VEFZAGI�.LeM ELE�LATION - 061ro' CYTY OF EDMONDS RDlLDtNG DIVISION J015 0 ��OUTH ELEVATION TRN5H ENrLO!E7UFF- ELF-VATIONI5 PLANS EXAMINER 17-060 1/4' - 1'-#' DATE PATF, 1247-17 REVISIM REVONON JUN 0 6 2019 APR 19 2019 BUILDING DEPARTMENT BUILDING DEPARII-NT Cl . y OF EDMOND, CITY OF ED%iOND§ W M.AXIMUM 660WAMZ Hr*HT =OOZE 15ulLPING HEIGHT - 120-54 OL 8�'-I VL)" LJFF'FR rLOOR PLATE U.N.O. 0� &'40 I/Z' HFAMR Ij - MOOR 6UVLOOR '1XN MOOR PLATE (�Is 1/2" HCAPM MAIN FL ELEV. - *7.0' - - - - -- AVERAGE LEVEL ELEVATION - V&.2W V& Wr_�T��ELEVA �AAMUM ALLOWAE�1.15 HE*HT 0 10110' M0rO6I!aI5UILPINr,I �rHT-120**' VERTICAL METAL TYF. @ 15UILPOUT &" CHANNEL CIMPAR eIPIN& WITH CLEAR I-11,119H, TYr. b'-I 11b, LJFMR MOOR MATE F1 --4 allANNF.L. CMAR 91PIN& WITH 9HOU 9UGI --- - -- ----- - 15AN CHARREP rIM19H, ---- ------ Tyr. =_ rOWPFR COATEP ----------- ALLIIAINUIA MAMr WITH TemrrREP aLA99 CAJARPRAIL, TYF. 'd-, 10�1 va" UrrrR FLOOR �UWLOOF_ 0'-I 119�' MAIN MOOR MATE — - — - — - --- ------------- - &'-I$ �/Z" HeAPM CFMrMT FANIIL� WITH VERTICAL ANP HORIZONTAL- RFVEAL�, Tyr. MAIN M_ MFV. - 07 LY_ &�MKA&ELLEVFL rLEVATION a 96.20 � u e TION 0 5.6: V4, f-6, F] I ;z < VERTICAL METAL U elPINO, TM @ 15UILPOUT 0 'V CEMrMT FANM-9 X ___—I95rR WITH VERTICAL ANP HORIZONTAL FFVeALe, ZRI U, Tyr. contractor and observed by the Building Inspector on site. &lit verification shWl be done by the apapilicant's agend, on d b ed B Idin n on u I' si a th t of t 0 own A " 7 he I S pectu" 0 t' d the Pain ui g I spect ' d th 6 il i sh "b by uildnig (" a ' - or an 0 d um point' an a u 1 e ilders level), establish the datum point, and the point of an i I bu it n as is i'� a mq-i'�.. An y th Heig The agent/oontractor shall set up the equipment (transittlau d h. lit a g e rov d a e rup Dsed height of a building (as shown 'a. - If P I on some i q t c" v t -Y . n' e me to a at with ' pp . p he n c . " 1 must be consistent with the approved plans. If the Prop' quired. An aver -age grade, Thew items i h i e i an elevati on survey is re It P conami Po 0, I t t th a. d P n 'a' b rm I for a I to n - da e ad I of a ou" anor e g ' P d u or ror 0 on it e plans) is within 12 inches of the maximum height permitted for the zone, ey i. I ce c Po be W a 'i.en e - y re diaman ne raducted by a licensed surveyor. 1) Prior to construction, the co shaiI, a lis a re, no t 'oor 0 0, t to ma to d elevation survey consists of three, components to be oon; 2 1 4 3 a f t 0 oft c t ct to U. 'is v re du . as ce i D 0 ev i dit, fas P. na estab grade as specified in ECDC 21.40.030, and shail establish a reference datum point that a ' ) e so eyor 'he e' a, on 0 - oor surveyor shall establish average on of the first foor print to the he r � tv a a 'a 'cii of will be undisturbed and can be freely accessed. 2) The surveyor shall locate the elevati M f gat co fir, I be mvi upon carria an he a. t, 0 rmation shall be provided upon completion ofthe structure- 0, a 0. r sa c hei n , city under -floor inspection. 3) A faid letter ofheight confl. 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TYMCAL!�7TEM WALL IZ-Z7-1'7 SCALE: 5/4'� 1'-0" eil-T APR 19 2019 BUILDING DEPARTMENT CITYOFEDMONDS [AD-1 STRUCTURAL NOTES CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), AS AMENDED BY THE LOCAL JURISDICTION, SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS LIVELOADS: RESIDENTIAL 40 PSF CORRIDORSIEKII'S 100 PEP ROOF(SNOK9 25 PSF EARTHQUAKE LOADS: SITE CLASS 0 SHORT PERIOD SPECTRAL RESPONSE (SD,) 0.851 ONE SECOND SPECTRAL RESPONSE (S.) 0.499 OCCUPANCY CATEGORY it SEISMIC IMPOR TANCE FA CTOR 1.00 SEISMIC DESIGN CATEGORY D BASIC SEISMIC FORCE -RESISTING -SYSTEM WOODSw RESPONSE MODIFICATION FACTOR, (R) 6.5 SEISMIC RESPONSE COEFFICIENT (C,) 0.131 WIND LOADS: ULT. BASIC WIND SPEED (S SECOND GUST) 110 MPH EXPOSURE a WIND IMPORTANCE FACTOR 1.00 K� 1.00 SPECIAL INSPECTION SPECIAL INSPECTION SHALL BE PERFORMED PER CHAPTER 17 OF THE IBC FOR THE FOLLOWING ITEMS. SOILS (SECTIONITABLE 1705.6) CONCRETE (SECTICAWABLE170.3) MASONRY (SECTION 1705.4, ACI 530) STRUCTURAL STEEL (SECTION 1705.2. 1, AISC 360) MISCELLANEOUS STEEL (SECTION17ABLE 1705.2.2) WOOD (SECTION 1705.5) REFER TO IBC SECTION 1705. 10 AND 1705. if FOR ADDITIONAL INSPECTION REQUIREMENTS FOR T74E STRUCTURAL COMPONENTS OF THE LATERAL FORCE RESISTING SYSTEM. ALL INSPECTIONS SHALL BE PERFORMED BYA QUALIFIED TESTING AGENCYDESIGNATED By THE OWNER. THEARCHITECT ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OFALL INSPECTION REPORTS. IFANY INSPECTION FAILS TO MEET THE REQUIREMENTS OF THE CONTRACT DOCUMENTS, ITSHALL BE IMMEDIATELYBROUGHT TO THEArTENTIONOF THE DESIGN TEAM. STRUCTURAL OBSERVATION STRUCTURAL OBSERVATION SHALL BE PERFORMED PER CHAPTER 17 OF THE ISO ONLY WHERE CONCRETE ALL CONCRETE WORKSHALL BE PERFORMED INACCORDANCE WITHACI301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE"AND ACI 318, IBUILDING CODE REQUIREMENTS FOR STRUCTURALCCNCRETE� THE CONCRETE SHALL HAVE A UNIT WEIGHT OFAPPROMMATELY 150 PCF. CONCRETE STRENGTHS AT28 DAYS (fc) AND MIX CRITERIA SHALL SEAS FOLLOWS. - SLAB -ON -GRADE.' Fc - 2,500 PSI 0.55 WIC RATIO FOUNDATION& WALLS: fC . 3,000 PSI 0.55 WIC RATIO A CONCRETE MIX DESIGN SHALL BE SUBMITTED TO THE ENGINEER FORAPPROVAL IFREQUIRED IN THE SUBMITTAL SPECIFICATIONS, THE MIX DESIGN SHALL INCLUDE THEAMOUNTS OF CEMENT, FINEAND COARSEAGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER-CEMENTRATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA INACCORDANCE WITHACI REQUIREMENTS. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BEAIR-ENTRAINED IN ACCORDANCE MTHACI TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. MINIMUM CONCRETE COVER ON REINFORCING STEEL SHALL SEAS FOLLOWS." CONCRETE CASTArAINSTAND PERMANENTLYEXPosEo TO EARTH. 3' CONCRETE EXPOSED TO EARTHAND WEATHER. #6BARSANDLARGER 2" *5 BARS AND SMALLER I CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS, AND JOISTS 314' BEAMICOLUMN TIES AND STIRRUPS 1 112" REINFORCING STEEL REINFORCINGS EELSHALLSEDEFOR ED BIL.LETSTEEL CONFORMING TOASTMA615 GRADE 60. REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TOASTMA706. WELDED WIRE REINFORCING SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS WITH 12"LAPS ATSIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED TO INCLUDE HOOKS AND BENDS IN ACCORDANCE WITHACI SP-66 AND ACI 318. DEVELOPMENTLENGTHS AND LAP SPLICES SHALL BE PER THE SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, IFREOUIRED, SHALL BEBYANICROAPPROVED SYSTEM, AND SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR. ALL SPLICE DEVICES SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELYSUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING ITEMS IS NOTALLOWED WITHOUTPRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESSAPPROVED BY THE ENGINEER REFER TO ACI FOR PLACING TOLERANCES AND OTHER REINFORCING MEL REQUIREMENTS. DEVELOPMEAfTLENGTHAND LAP SPLICE REINFORCINGDEVELOPMENTLENGTHS AND LAP SPLICES SHALL SEAS FOLLOWS. ALL LENGTHS ARE IN INCHES BASED ON GRADE 60 REINFORCING. CONSULTENGINEER FOR OTHER GRADES OFSTEEL. TOP BARS ARE HORL70NTAL BARS WITH MORE THAN 12N OF CONCRETE CASTSELOW THE BAR. REQUIRED BY THE LOCAL JURISDICTION. STRUCTURAL OBSERVA77ON DOES NOT INCLUDE OR WAIVE THE RESPONSIBIL TY FOR ANYSPECIAL INSPECTIONS REQUIRED. NOTIFY THE ENGINEER A MINIMUM OF ITY ONE WEEK PRIOR TO THE OBSERVATION SHOP DRAWINGSISUBMITTAL DOCUMENTS PROVIDE SHOP DRAWINGS OR SUBMITTAL DOCUMENTS FOR THE FOLLOWING ITEMS: CONCRETE MIX REINFORCING STEEL STRUCTURAL STEEL PRE -MANUFACTURED TRUSSES SHOP DRAWINGS SHALL BE REVIEWED AND REVISED AS REQUIRED FOR FIELD CONDITIONS BY THE CONTRACTOR PRIOR TO THE ENGINEERS REVIEW FABRICATION SHALL NOTBEGIN UNTIL APPROVED SHOP DRAWINGS OR SUBMITTALS BEARING THE STAMP AND SIGNATURE OF THEARCHITECT, ENGINEER, AND CONTRACTOR HAVE BEEN RECEIVED. ENGINEERS REVIEW IS SOLELY FOR CHECKING GENERAL CONFORMANCE WITH THE PROJECTDESIGN CONCEPTAND GENERAL CONFORMANCE WITH INFORMATION GIVEN IN THE CGNTR40TDOCUMENTS. MARKINGS OR COMMENTS SHALL NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY, QUANTITIES AND DIMENSIONS, FABRICATION PROCESSES, AND TECHNIQUES OF ASSEMBLY REVIEW OF STRUCTURAL COMPONENTS DESIGNED By OTHERS IS FOR LOADS IMPOSED ON THE BASIC STRUCTURE THE COMPONENT DESIGNER REMAINS RESPONSIBLE FOR CODE CONFORMANCEAND ALL C RUCTURAL COMPONENTSUBMITIALS SHALL BE STAMPED 'ONNECTIONS To THE BASIC STRUCTURE. S7 BYA PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT BUILDING OFFICIAL APPROVAL IS REQUIRED PRIOR TO FABRICATION AND INSTALLA77ON OF STRUCTURAL COMPONENTS FOUNDATIONS, THE FOLLOWING SOIL DESIGN PARAMETERS ARE FROM THE COBALT GEOSCIENCES INVESTIGATION DA TED SEPTEMBER 2017. IF EXCA VA TION SHO WS THA T SOIL CONDITIONS DO NOT MA TCH THE LISTED DESIGN VALUES, THE GEOTECHNICAL ENGINEER SHALL BE RETA INED TO RE-EVA L UA TE THE SOIL CONDITIONS. NOTIFY THE ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. 2,500 PSF (ALLOWABLE BEARING PRESSURE) 275 PCF (PASSIVE PRESSURE) 0.35 (COEFFICIENT OF FRICTION) FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AS REQUIRED BY THE GEOTECHNICAL ENGINEER. FOOTINGS SHALL BE PLACED ATA MINIMUM OF THE FROST DEPTH REQUIRED BY THE LOCAL JURISDICTION. FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPT14S AND ARE FOR BIDDING ONLY. FINAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND SHALL BE ESTABLISHED BY THE CONTRACTOR FOOTINGS SHALL BE CENTERED BENEA TH THE STRUCTURE ABOVE, UNLESS DIMENSIONED OTHERWISE IMPORTED STRUCTURAL FILL AND SACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWEL VE INCHES IN LOOSE THICKNESS AND. COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITYAS DETERMINED BYASTM 0 1557. RACKFILL BEHIND ALL RET AINING WALLS WITH WELL -DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE WATER PROOFING SYSTEMATEXTERIOR FACEOFALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. rc = 2500 PSI Fc - 3000 PSI DEVELOPMENT LENGTH LAP SPLICE DEVELOPMENT LENGTH LAP SPLICE BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS TOP BARS OTHER BARS #3 23 18 30 23 22 17 28 22 #4 31 24 41 31 29 22 37 29 #5 30 51 39 36 28 47 36 36 61 47 43 1 33 56 43 52 89 68 63 1 48 81 63 60 101 78 72 1 65 93 72 CONCRETE GENERAL NOTES WALL AND COLUMN VERTICAL BARS SHALL START FROM THE TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 112 THE NORMAL BAR SPACING FROM TOP OF FOOTING ANEVOR TOP OF FRAMED SLABS. T74ERE SHALL BE AN ADDITIONAL HORIZONTAL 13AR A TA MAXIMUM OF S"FROM EVERY TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH AND LAP ALL HORIZONTAL REINFORCING ON EACH SIDE OF THE CORNER PER SCHEDULE OR SEND ONE SIDE OF HORIZONTAL AROUND CORNER TO PROVIDE LAP SPLICE. PRO VIDE CONTROL OR CONS TRUC T/ON JOINTS IN SLABS ON GRA DE TO BREAK UP EA CH SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET. AREAS SHALL BE AS SQUARE AS PRACTICAL AND HA VE NO A CUTE A NGL ES. JOINT L OCA TIONS SHALL BE APPROVED B Y THE ARCHITECT PRIOR TO PLACEMENT ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR To POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZEAND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT UNLESS NOTED OTHERWISE IN PLAN SEE ARC141TECTURAL DRA WINGS AND MECHANICAL DRA WINGS FOR EXACT SIZE AND LOCA TION OF OPENINGS IN CONCRETE WALLS, FLOORS, AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GRE4TER THAN 12"INANYDIRECTION WITH (1) #5 E4CHSIDEAND (1) #SX4�0" DIAGONAL AT EACH CORNER. EXTEND BARS 2'-O"BEYOND EDGE OF OPENING. IF2'-O'IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOKALL REINFORCING INTERRUPTED BYOPENINGS- SEEARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, STRIPS, TEXTURE, AND OTHER FINISH DETAILS ATEXPOSED CONCRETE SURFACES. PROVIDE 314"CHAMFER ATALL CORNERS UNO. STRUCTURAL STEEL ALL STRUCTURAL STEEL WORK SHALL BE PERFORMED IN ACCORDANCE WITH AISC "SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS"AND AWS DI. I "STRUCTURAL WELDING CODE - STEEL". STEEL SHALL BE FABRICATED AND ERECTED WITHIN THE TOLERANCES DEFINED BYAISC STRUCTURAL STEEL MATERIALS SHALL SEAS FOLLOWS: SHAPES SHALL CONFORM TO AS714 A992, Fy - 50 KSL PLATES, ANGLES, AND RODS SHALL CONFORM TOASTMA36, Fy- 36 KSI. STRUCTURAL TUBING SHALL CONFORM TO ASTMASOO GRADE B, Fy - 46 KS1. STRUCTURAL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSL BOLTS SHALL CONFORM TO ASTM A325-N (USE 518-0 MINIMUM UNC) ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE 36, Fy - 36 KSL ALL WELDING SHALL BE PERFORMED B Y DER TIFIED WELDERS IN A CCORDANCE WITH A WS AND WASO REQUIREMENTS. USE 70 KSI LOW HYDROGEN ELECTRODES APPROPRIA TE FOR THE MATERIALS BEING WELDED IF NOT SPECIFIED, MINIMUM WELD SIZE SHALL BE PER A WS D 1. 1. WELDING OF REINFORCING BA RS SHALL NO T BE PERMITTED UNL ESS SPECIFICALL Y CALLED OUT ON DRA WINGS. ALL STEEL EXPOSED TO WEATHER SHALL BE FABRICATED IN ACCORDANCE WITH ASTM A385 AND HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A 123. FASTENERS AND HARDWARE SHALL BE HOT DIP GAL VANIZED IN A CCORDANCE WITH ASTM A 153. ALL DA A44 GED GAL VANIZED C04 TINGS SHALL BE REPA IRED IN ACCORDANCE WITH AS TM A 780 WI TH AN APPLIED GOA TING THICKNESS DETERMINED B Y THE ENGINEER WOOD FRAMING ALL WOOD FRAMING SHALL BE PERFORMED WACCORDANCE WITH IBC CHAPTER 23, ANSIIAWC "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", AND AITC"TIMBER CONSTRUC77ON MANUAL� SAWNLUMBER SHALL BE IDENTIFIED BY THE GRADE MARKOFAN AGENCYAPPROVED BYAN ACCREDITATION BODYCOMPLIANT WITH DOC PS20. ALL GRADES SPECIFIED IN THESTRUCTURAL DRAWINGSARE MINIMUM STANDARDS AND SHALL BEAS FOLLOWS: STUDS, PLATES, AND BLOCKING HEM -FIR STUD GRADE JOISTS DOUG-FIR #2 4x OR SMALLER BEAMS AND HEADERS DOUG-FIR #2 6K OR LARGER BEAMS AND HEADERS DOUG-FIR #2 POSTS AND TIMBERS DOUG-FIR #2 WOOD FRAMING SHALL BE KILN -DRIED TO A MAXIMUM MOIS TURE CONTENTOF 19%. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO EARTH OR WE4THER SHALL BE PRESSURE TREATED INACCORDANCE WITH AWFA STANDARD Ul AND M4 FOR THE SPECIES, PRODUCT, PRESERVATIVE, AND END USE REQUIRED. GLUED LAMINATED TIMBER SHALL BE MANUFACTURED AND IDENTIFIED IN CONFORMANCE WITH ANS11AITC A 190.1 AND ASTM D3737. UNLESS OTHERWISE SPECIFIED, ALL GLUED LAMINATED TIMBERS SHALL BE DOUGLAS FIR SPECIES. SINGLE SPAN BEAMS SHALL BE COMBINATION 24F-V4 AND MULTvSPAN BEAMS OR BEAMS THAT CANTILEVER SHALL BE COMBINATION 24F-V8. ALL EXPOSED GLULAMS SHALL HAVEAN ADDITIONAL TENSION LAMINATION SUBSTITUTED FOR A CORE LAMINATION DIV THE TENSION SIDEOF UNBALANCED 24FV4 BEAMS AND ON BOTH SIDES OF BALANCED 24F-V8 BEAMS. STRUCTURAL WOOD PANEL SHEATHING USED ON WALLS, FLOORS, OR ROOFS SHALL CONFORM TO THEIR SPECIFIC REQUIREMENTS IN DOC PS 1, DOC PS 2, OR ANSLIAPA PRP 210. PLYWOOD AND OSB SHALL BE GRADE C-D WITH EXTERIOR GLUE. REFER TO IBC SECTIONS 2303.1.4,2304.6, AND 2304.7 FOR ADDITIONAL COMPLIANCE REQUIREMENTS. PRE -MANUFACTURED JOISTS, BEAMS, AND TRUSSES PRE -MANUFACTURED JOISTS, BEAMS, AND TRUSSES SHALL. BE SIZED, SPACED, AND DETAILED TO MATCH THE LOADING AND DIMENSIONAL REQUIREMENTS INDICATED ON THE STRUCTURAL DRAWINGS. TRUSSES SHALL COMPLYWITH IBC 2303.4, I -JOISTS SHALL COMPLY WITH IBC2303.1.2, AND COMPOSITE BEAMS SHALL COMPLY WITH 2303. 1.9. THE MANUFACTURER'S DESIGNER IS RESPONSIBLE FOR CODE COMPLIANCEAND SHALL PROVIDE SHOPDRAWINGAND CALCULATION SUBMITIALSAS SPECIFIED. ENGINEER AND BUILDING OFFICIAL APPROVAL IS REQUIRED PRIOR TO FABRICATION OF PRE -MANUFACTURED COMPONENTS. REFER TO THE DESIGN LOADS FOR BASIC STRUCTURAL LOADING REQUIREMENTS. REFER TO THE ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR ADDITIONAL LOADING AND OPENING REQUIREMENTS NOT SPECIFICALL Y NOTED ON THE STRUCTURAL DRAWINGS. DEFLECTIONS SHALL NOT EXCEED L1480 FOR LIVE LOADS OR L1360 FOR TOTAL LOADS UNLESS APPROVED IN WRITfNG BY THE ENGINEER. ALL TRUSSES WI TH A DEPTH EQUAL TO OR GRE4 TER THAN 24"SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF I OPSF NOT A PPLIED CONCURRENT WITH THE TOP CHORD LIVE LOAD. PRO VIDE TEMPORARY BRA CING UNTIL SHEA THING AND PERMANENT BRACING IS INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S REO UIREMENTS. THE MA NUFACTURER SHALL PRO VIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTA LLA TION OF THE SYSTEM (INCLUDING BUT NOT LIMITED TO FULL DEPTH BRIDGING, BLOCKING, WEB STIFFENERS, AND PRODUCT SPECIFIC CONNECTORS. NAILS, SCREW_SBOLIS AND _CONNECTORS REFER TO THE PLA N 3. NOTES, SCHEDULES, AND DETAILS FOR ALL NA IL ING REQUIREMENTS. NA fLING NOT SPECIFIED SHAL; BE PER ISC TABLE 2304.9. 1. ALL NAILS SHALL CONFORM TO THE STANDARD DIMENSIONS OF COMMON NAILS AS DEFINED BY THE NOS AND SHALL MEET THE FOLLOWING MINIMUM GUIDELINES: 8d=0.1�1"Ox2l,2" l0d-O.;40X3' l6d - A 162"0 x 3 112" 1 Cd BOX NAILS (0. 128'0 x 3") MA Y BE SUBS TITUTED FOR 8d COMMON NA ILS WITH NO CHANGE IN NAIL. SPA CING. FRAMING MEMBERS MA Y 8 E NAILED WITH 16d SINKERS (0, 14810 x 3 114 ), BUT ONL Y 16d COMMON NAILS SHALL BE USED WHERE I 6d NA ILS ARE INDICA TED IN THE DRA WINGS. 07-HER NAILS MA Y BE SUBSTITUTED ONLY WITH THE ENGINEER'S APPROVAL PRIOR TO START OF CONSTRUCTION. ALL LAG SCREWS AND SOL 7 S IN WOOD MEMBERS SHALL CONFORM TO ASTM A30Z PROVIDE STANDARD CUT WASHERS UNDER THE HEADS AND NUTS OF ALL LAG SCREWS AND BOLTS BEARING ON WOOD. LEAD HOLES FOR BOLTS SHALL BE PROVIDED AND SHALL BEA MINIMUM OF 1132-AND AMAXIMUMOF 1116' LARGER THAN THEBOLT DIAMETER. LEAD HOLES FOR LAG SCREWSHANKAND T74READS SHALLBE PER NOS 11. 1.4.2. ALL WOOD CONNECTORS SHALL BE SIMPSON STRONG -TIE OR ENGINEER APPROVED EQUIVALENT. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDA17ONS USING THEIR SPECIFIED NUMBER AND SIZE OF FASTENERS IF STRAPS CONNECT TWO MEMBERS, PLACE 112 OF THE NAILS, SCREWS, OR SOL IS INTO E4 CH MEMBER. ALL NAILS, SCREWS, BOLTS, AND METAL CONNECTORS IN CONTACT WITH PRESSURE TRE4TED OR FIRE RETARDANT TREATED WOOD SHALL BEHOTDIP GALVANIZED INACCORDANCE WITHASTMAI53, WOOD FRAMING GENERAL NOTES 911 L PLATES BEARING ON CONCWETE FOUNDATIONS SHALL BE PRESSURE TREATED AND SHALL ATTACH To THE CONCRETE WITH 1,270 ANCHOR BOLTS EMBEDDED 7' MINIMUM. PLACEANCHORS AT4�0' OC MAXIMUM FOR SHEAR WALLS AND A76'-O"OC FOR BEARING AND PARTITION WALLS. USE A MINIMUM OF (2) ANCHOR BOLTS PER SILL PLATE AND PLACE ONE WITHIN 12' OF EACH END OF EACH PIECE. REFER TO THE SHEAR WALL SCHEDULE FOR MORE STRINGENT ANCHORAGE SIZE AND SPACING REQUIREMENTS. CONTRACTOR SHALL INSTALL 3 GAUGE PLATE WASHERS BENE4TH EACH NUTAT EACHANCHOR BOLTIN A SHEAR WALL THATEXTEND TO WITHIN 112"OFSHE4THED EDGE. ALL SHEARANDIOR BEARING WALLS SHALL BEFRAMED WITH2XSTUDS @ 16-00. REFER TO PLAN NOTES FOR TYPICAL HEADER SIZES NOTSPECfFICALLY CALLED OUT. ALL HEADERS SHALL BE SUPPORTED BYA MINIMUM OF(I) CRIPPLEAND (1) FULL HEIGHTSTUD. COLUMNS BELOWFLUSH FRAMED MULTIPLE JOISTBEAMS SHALL BEEOUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOTCALLED OUTSHALL BE (2) STUDS. BEAMSSHALL HAVEFULL BEARING ON COLUMNS AND POSITIVE CONNECTION SHALL BE PROVIDED. PROVIDE SOLID BLOCKING BETWEEN JOISTS AND RAFTERSATALL SUPPORTS, ATS�O'OCMAXIMUM SPACING BETWEEN SUPPORTS, AND BENEATH PARTITIONS PERPENDICULAR TO THE DIRECTION OF FRAMING. INSTALL DOUBLEJOISTS UNDER PARTITIONS EXTENDING ONEHALFOR MORE OF THEJOIST SPAN. MINIMUM NAILING REQUIREMENTS SHALL BE PER IBC TABLE2304.9. 1. THE USE OFNAIL GUNS IS APPROVED IFNAILING INTO THE DIAPHRAGMS IS FLUSH WITH FACE OF SHEATHING. NAII. PENETRATIONS GREATER THAN 1116-ARENorACCEPTABLE. NOTCHES AND HOLES IN WALL STUDS AREALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS 2308.9. 10 AND 2308.9. 11. NOTCHES AND HOLES IN JOISTS AND RAFTERS ARE ALLOWED WITHIN T14E PARAMETERS OF IBC SECTIONS 2308.8.2 AND 2306.10.4.2. VERTICAL SHRINKAGE WILL OCCUR AND ACCUMULATE A T EACH LEVEL FROM THE WOOD DRYING OVER TIME. THIS IS ESTIMATED TO BE APPROXIMATELY 0. 15"PER FLOOR AND ASSUMES THE WOOD HAS AN INITIAL MOISTURE CONTENT OF 19% OR LESS. ADDITIONAL SHRINKAGE WILL OCCUR IF T74E MOISTURE coNTENTISHIGHER THE CONTRACTOR SHALL ALLOW FOR THIS MOVEMENT IN THEIR INSTALLA77ON OF ALL VERTICAL ASSEMBLIES INCLUDING BUT NOT LIMITED TO PLUMBING, ELECTRICAL, MECHANICAL, AND ARCHITECTURAL SYSTEMS. GENERAL NOTES STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THEARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. REFER TO THE ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, NON-BE4RlNG WALLS, STAIRS, CURBS, DRAINS, RAILINGS, WATERPROOFING, FINISHES, ETC. REFER TO THEARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR SIZEAIVD LOCATION OFPIPES, VENTS, DUCTS, AND OTHER OPENINGS NOT SPECIFICALLYINDICATED ON THESTRUCTURAL DRAWNGS. CONTRACTOR SHALL VERIFYALL DIMENSIONSAND FIELD CONDITIONS FOR COMPATIBILITY WITH THE PLANS, SPECIFICATIONS, AND REFERENCED STANDARDS BEFORE PROCEEDING WITHANY WORK THE MOSTSTRINGENTREQUIREMENTSHALL GOVERN ANY CONFLICT UNLESS APPROVED IN WRITING OTHERWISE. ALL DISCREPANCIES SHALL BE BROUGHT TO THEATTENTION OF THE DESIGN TEAM BEFORE PROCEEDING CONTRACTOR SHALL BE RESPONSIBLE FOR STRENGTHAND STABILITY OFANYPARTLY COMPLETED STRUCTURE. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETYAND SHALL PROVIDE TEMPORARYSHORING AND SUPPORTAS REQUIRED UNTIL THE STRUCTURE HAS BEEN COMPLETED. CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE DESIGN TEAM FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES ON SHOP DRA WINGS DO NOT SA TISFY THIS REQUIREMENT. REVIEW OFALTERNATE SYSTEMS MAYBEANADD177ONAL SERVICE BY THE ENGINEER. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OFCONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUTARE OFA SIMILAR CHARACTER TO DETAILS SHOWN, SIMILARDETAIL'SOF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEWAND APPROVAL BY THE DESIGN TEAM. I I LEGEND DEFINITION SYMBOL DEFINITION SYMBOL DIRECTION OF NATIVESOIL FRAMING EXTENT OF GRANULAR FILL FRAMING COLUMNS STRUCTURALSTEEL r r COLUMNBEARING IIATEDSHEATHING ON BEAM BEAM CONTINUOUS SHEAR WALL SwX OVER SUPPORT (SEE SCHEDULE) COLUUNMARK CONCRETE WALL (SEE SCHEDULE) BEARING STUD FOOTING MARK WALL (SEESCHEDULE) \LAJ NON -BEARING HOLDOWN MARK STUD WALL (SEE SCHEDULE) BEARING STUD HANGERMARK �zvvvvvvus SHEAR WALL (SEE SCHEDULE) NON-BF4RING FLAG NOTE STUD SHEAR WALL (SEE PLAN NOTES) CMU WALL STEEL MOMENT L__ FRAME CONN. ABBREVIATIONS (A) ABOVE GLB HORIZ KP KSI L MECH MF MTL NS OC OPP PL PLCS PSI UPSF, pYr PT REINF REQV, SCHED Sim BOG STO STIFF STL SYMM SW TOD TOS TOW TYP UNO VERT WF GLUE -LAMINATED BEAM AS ANCHOR SOLT HORIZONTAL ALT ALTERNATE KING POST ARCHITECT. KIPS PER SQUARE INCH -ARCH (s) BELOW ANGLE SO BARDIAMETER MECHANICAL BLKG BLOCKING MOMENT FRAME BM BEAM METAL SOT BOTTOM NEAR SIDE BRNO BEARING ON CENTER BTWN BETWEEN OPPOSITE COMPLETE JOINT PENETRATION PLATE _CJP CLR CLEAR PLACES. CMU CONCRETE MASONRY UNIT POUNDS PER SQUARE INCH COLUMN POUNDS PER SQUARE FOOT CONC CONCRETE POSTTENSIONED rCol. CONN CONNECTION PRESSURETREATED CONT CONTINUOUS REINFORCING RD COORD COORDINATE REQUIRED DBL DOUBLE SCHEDULE DET AL SIMILAR DIA . M R SLAB ON GRADE Dim DIMENSION STANDARD DIR DIRECTION STIFFENER EA EACH STEEL ELEV ELEVATION SYMMETRICAL ES E4CHSID SHEARWALL EX EXISTING TOP OF CONCRETE EXP EXPANSION TOP OF STEEL FLR TOP OF WALL FON FOUNDATION TYPICAL FIG FOOTING UNLESS NOTED OTHERWISE rs FAR SIDE VERTICAL GENERAL CONTRACTOR WIDE FLANGE CD UJ Lij z 1.4 3". uj Lu uj lzQ 0 0) c� Lu C\l A L "tONAL 12/20/11 REV DATE I DESCRIPTION 0 12W17 PERMITSUBMITTAL PROJECTNO.: 17071.01 DESIGNED BY.' JMD DRAWNBY* CAB CHECKEDBY.' CAB SHEET TITLE' STRUCTURAL NOTES SHEET NO.: S1.1 RECEIVED DEC 28 2017 DEVELOPMENT SERVICES COUNTER SHEAR WALL SCHEDULE RIMJOIST SILL PLATE SILL PLATE FOUNDATI SHEAR APA-RATED MIN FRAMING NAILING ORBLOCK NAILING TO ANCHORBOLTTO ON SILL CAPACITY TYPE SHEATHING ATADJOINING ATPANEL CONN TO RIMIBLKG SLAB OR PLATE (PLF) PANEL EDGES EDGES TOP PLATE BELOW FOUNDATION SIZE 15132' 2x STUD 0.131"Ox2112" LTP40RA35 0.131"Ox3114" &V'0AB@D5'-8"OCOR z( 242 SW6 ONESIDE ANDBLKG (9 6"OC L@26-OC C&6.5.w 11210AB03�10'OC 1112� 2 x STUD 0.131; X21,12" ITP4 '..' 0 - "7.0 1),114 -1 Vm OR 2X 353 SW4 1 ONESIDE AND LIG 4 CC 0 1 ITO C 1 0 4.5� C JDAB�2-B Oc '��AB NOTES: 1. RETTER TO THE SHEAR WALL DETAIL IN THE TYPICAL WOOD FRAMING DETAILS. 2. THE VALUES IN THIS TABLE ARE BASED ON HF GRADE STUDS AND HF GRADE PLATES A RIMISLOCKING. 3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT 4. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12"OC M4X1MUM- 5. A TALL SILL PLATE ANCHOR BOLTS IN 2x6 WALLS, INSTALL 3 GA x 3" x 4 112"PLA TE WASHERS WITH THE EDGE OF PLATE WASHER WITHIN 112'OF SHEATHED EDGE. FOR 2x4 STUD WALLS, INSTALL 3 GA. x 3"x 31 PLATE WASHERS. 6. PRO WDE A MINIMUM OF 7"EMBEDMENT FOR A B INTO FOUNDA TION OR STEM WALL. 7.7116"SHEATHING MAY BE USED IN PLACE OF 15412"SHEATHING PROVIDED ALL STUDS ARE SPACED 16"OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. HOLDOWN SCHEDULE . MIN ANCHOR CAPACITY MARK TYPE CHORD STUD NAILS OR BOLTS BOLT(SEE (LB) SIZE NOTE2) UST27 (2) 2x (11) 16d E4 END Z345 <�> MST37 (2) 2x (11) 16d EA END Z345 <4> LST-H . DBRJ (2) a (16) 16d SINKERS STRAP Z250 STHD14RJ r (2) 2x (24) 6d SINKERS I EMBED ST P RA T 3, 95 NOTES: 1. WE—FE-R TO THE LA TES T SIMPSON 8 TRONG - 7 7E CA TA L 06 FOR A DDI TIONA L INS TA L LA TION RED UIREMEN IS. 2. ANCHOR BOLTS SHALL EXTEND INTO FOOTING OR FOUNDATION WALL PER DETAIL 6IS3.1. USEPABX-12 ANCHORS AT INTERIOR FOOTINGS AND PAOX-24 ANCHORS EXTENDING THRU THE STEM AT EKTERIOR FOOTINGS. INCREASE FOOTING DEPTHS AS REQUIRED FOR ANCHORAGE. 3. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED. FOUNDATION PLAN NOTES: T—PIACEALL F"REZ"i STEEL, ANCHOR BOLTS, AND HOLDOWNS PER THE STRUCTURAL NOTES AND H 0 TH SCHEDULES ON THE S I SHEETS AND THE FOUNDA TION DETAILS ON THE S3 SHEETS REFER T E FRAMING PLANS ON THE S2 SHEETS FOR LOCA 77ON OF SHEAR WALLS. 2. THE CONTRA C TOR SHALL VERIFY A LL DIMENSIONS, WA LL L OCA TIONS, UTILITY PLACEMENT AND CONCRETE ROUGH OPENINGS WITH THE ARCHITECTURAL DRAWINGS PRIOR To CONSTRUCTION AND NOTIFYALL PARTIES OF ANY DISCREPANCIES. 3. EXTERIOR FOOTINGS SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL A MINIMUM OF I �6"BELOW GRA DE. REFER TO THE GEOTECHNiCAL REPOR T FOR A DDITIONAL SUBGRADE PREPARA TION REQUIREMENTS AND FOR CONDITIONS REQUIRING STRUCTURAL FILL REFER TO DETAIL 10 ON S3.1 FOR rYPICA L 0 VEREXCA VA TION REQUIREMENTS A S NOTED IN THE GEOTECHNICAL REPORT 4. SLAB ON GRADE SHALL BE A MINIMUM OF 4- THICK W/ 6x6 - WIA�WIA WELDED WIRE FABRIC REINFORCING. PROVIDE 2"MINIMUM CLEARANCE TO BOTTOM OF SLAB. SLABS SHALL BE PLACED 0 VER A 10 MIL VAPOR BARRIER A TOP RIGID IASULA TION PER A RCH 0 VER 4"OF SUITA BLE DRAINING SUBGRA DE MA TERIAL AS NOTED IN THE GEOTECHNICAL REPORT. 5. TO. FIG AND TO. WALL ELEVATIOJ ARE FOR REFERENCE ONLY. CONTRACTOR IS RESPONSIBLE FOR ESTABLISHING FINAL FOOTING ELEVATIONS BASED ON FIELD CONDITIONS 8 FOR COORDINATING TOW& TOP ELEV W(ARCH DRAWINGS. 6. CONTROL JOINTS ARE REQUIRED IN THE SLAB ON GRADE REFER TO THE TYPICAL SLAB ON GRADE DETAILS FOR CONSTRUCTION REQUIREMENTS. ALL JOINT LOCATIONS SHALL BE APPROVED BY T74E ENGINEER AND ARCHITECT PRIOR TO PLACING CONCRETE 7. ALL CONTINUOUS FOOTING REINFORCING SHALL BE PLACED THRU SPREAD FOOTINGS IFAPPLICABLE. PRO VIDE CORNER, HOOKED, OR BENT BARS MA TCHING FOO TING REINFORCING A T ALL INTERSECTIONS AND CHANGES IN FOOTING DIRECTION. 54�0" 1'-6"WIDE�9"DEEPCONT EXTERIOR FOOTING, TYR (D 2 Lu LLI (D z % PROVIDE (2) #4 CONTATBOT Jill ui u! m OF #2 2XIO DF#2 16"OC --------------- @ 16-OC I I CONT PROVID or F-� A 10 DF#2 9 0(10DF#2 2xI0 OF#2 C& 16"00 3'-O"x �0"x 12'DE 16"OC 2'-O"x "x 8"D FrG,1 -xj - II-D WI(3) EA INA ;,)I, ryp EA WA T @ 16- DO ------ L Lu WI(4) BOT PWAYD La) WL SPAC L SPAC 3'-O'x 3- J"x 12'DEEP W1 (4) #4 E4 INA Y TOP & BOT Q cd 2XIODF#2 2XIO DF#2 Cd) 16" OC C) is 16. DO ZARWEI I c) Lu 2�01x2'-0"x8'DEEPFTG 2'-0'x2�0'x8"DEEPFTG W/ (3) #4 EA WAY BOT, TYP W1 (3) #4 EA WAY SOT, Typ 0 CRAWL SPACE, UNO LM CRAWL SPACE UNO - Q uj LTHICIJ Big 7.3 BOTOFST A z REFER TO I VS3.1 A . 3'-O"� X-0"x 9"DEEP M W1 (4) #4 2 �6"x 2-6"x 9"DEEP FIG W1 (3) #4 EA WAY SO - CONTREINFORCING A WAY BOT, TYP (4) CORNER SHALL RUNTTHROUGH FTG LOCATIONS. CONT REINFORCING SHALL RUN THROUGH FIG 0'x9'DEEPFTGW/(4)#4 EA WAY BOT. CONT REINFORCING SHALL RUN THROUGH FIG L A ONAL 09/21/16 54'-0" REVI DATE DESCRIPTION o li2,2a'17 PERmtrSUSMITIAL & 04113118 PERMITRESUBMITTAL 2 0&21/18 PERMiTRESUBMITTAL PRCJECTNO.� 17071.01 DESIGNED BY' JMD DRAWNBY.' CAB CHECKED BY: CAB SHEET TITLE FOUNDATION PLAN )A TION PLAN t-% f% 1 RESUB AUG 3 1 2018 BUILDING DEPAgLM Crry OF EDM Or I FLOOR FRAMING PLAN NOTES: FnEFER To THE STRUCTURAL NOTES ON THE Sl SHEETS AND TO THE TYPICAL WOOD FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOT SPECIFICA LL Y SHOWN ON THE FL OOR FRAMING PLAN OR IN THESE PLAN NOTES. 2, FLOOR SHEA THING SHALL BE 314'SHEA THING WITH A 4W20 SPAN RA TING. A TTA CH TO FRAMING BELOW WITH 10d NAILS SPACED AT 6"00 ATALL DIAPHRAGM BOUNDARIES, PANEL EDGES, $HEAR WALLS, AND COLLECTOR ELEMENTS INDICATED ON PLANS. NAILING A T INTERMEDIATE FRAMING SHALL BE I Od NAILS SPACED AT 12"OC ' REFER TO TYPICAL FRAMING DETAILS FOR SHEATHING LA YOUT. PROVIDE ADHESIVE ATOP EACH JOIST AS SPECIFIED BY THE ARCHITECT BEFORE INSTALLING SHEA THING. FLOOR SHEATHING IS UNBLOCKED UNO ON PLAN 3. TYPICAL HEADERS FOR EXTERIOR AND BEARING WALL LOCATIONS SHALl BE 4�8 DF#2 FOR SPANS LESS THAN 4'SUPPORTED BYA MINIMUM OF (1) 2x CRIPPLE STUD AND (1) 2x FULL HEIGHT STUD. FOR SPANS UP TO 6� USE 4XIO DF#2 SUPPORTED BY (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. ALL CRIPPLE AND FULL HEIGHT STUDS SHALL MA TCH WID TH OF WALL FRA MING. 4. W�LL STUD FRAMING SHALL SEAS FOLLOWS: 2xS HF STUD 0 16 OC FOR EXTERIOR WALLS AND INTERIOR 6"BEARING WALLS. 2X4 HF STUD @ 16: OC FOR INTERIOR 4"BEARING WALLS. 2X4 HF STUD tP 24'OC EA FACE FOR PARTY WALLS. 2X4 OR 2x6 HF STUDS @16- OC FOR INTERIOR NON -BEARING WALLS, REFER TOARCHMECTURAL DRAWING FOR DETERMINATION OF WALL TYPE. ALL SILL AND TOP PLATES SHALL BEHFSTUD GRADE. 5.ALLCOI.UMAfS, TRIMMER STUDS, AND BEARING WALLS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS SUPPORTED BYA BEAM BELOW. SOLID BLOCKING SHALL BE PROVIDED WITHINJOISTSPACESAT THESE LOCATIONS. PROVIDE (2) STUDS MINIMUM AT FLUSH BEAMS UNO. 6. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d @ 12- OC. PROVIDE 2- MINIMUM EDGE DISTA NCE TOP & BOTTOM AND AL TERNA TE NA ILING ON EA CH FACE. 7. PRO VIDE CS 16 STRAP A T LOCA TIONS WHERE COL UMN OR BEAM CUTS DOUBLE TOP PLA TE. EXTEND STRAP 12"BEYOND THE CUT EACH DIRECTION WITH (10) 10d EA SIDE SECOND FLOOR FRAMING PLAN SCALE. 114" - I'0' (D @ ui 3-- LL, LLj 2 C) Q a) (Z) C) C\l z Q uj Lul FREV. DATE 0 IZW17 EV D ATE '7 04113118 W owl/18 C P PROJEOTNQ� E - T . SIGNED DES' ' D . BY DRAWNBY." C " Y CHECKED BY' A. L DIVA 06121118 DESCRIPTION PERMITSUBMITTAL PERMITHESUBMITTAL PERMITRESUBMITTAL 17071.01 imo CAB CAB SHEET TITLE: FLOOR FRAMING I PLAN SHEETNO.: S2.2 RESUB AUG 3 1 2018 BUIgN,GFDEPARTM W C EDMOjD! ROOF FRAMING PLAN NOTES. 1. REFER TO THE STRUCTURAL NOTES ON THE SI SHEETS AND TO THE TYPICAL WOOD FRAMING DETAILS ON THE S4 SHEETS FOR FRAMING REQUIREMENTS NOTSPECIFICALLYSHOWN ON THE ROOF FRAMING PLAN OR IN THESE PLAN NOTES. 2. ROOF SHEATHING SHALL BE M'SHEATHING WITH A 32116 SPAN RATING. ATTACH TO FRAMING BELOW WITH Bd NAILS SPACED AT 6"OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES SHEAR WALLS, AND COLLECTOR ELEMENTS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING S14ALL BE 8d NAILS SPACED A T 12"00. REFER TO TYPICAL FRAMING DETAILS FOR SHEATHING LA YOUT. ROOF SHE4774ING IS UNBLOCKED UNO ON PLAN. 3. TYPICAL HEADERS FOR EXTERIOR AND BEARING WALL LOCATIONS SHALL BE 4X6 DF#2 FOR SPANS LESS THAN 4' SUPPORTED BYA MINIMUM OF (1) 2x CRIPPLE STUD AND (1) 2x FULL 14EIGHT STUD. FOR SPANS UP TO 6� USE 4�8 DF#2 SUPPORTED BY (1) CRIPPLE STUD AND (1) FULL HEIGHT STUD. ALL CRIPPLE AND FULL HEIGHT STUDS SHALL MATCH WIDTH OF WALL FRAMING. 4. V�ALL STUD FRAMING SHALL BE AS FOLLOWS. 2�6 HF 6 TUO 0 16" OC FOR EX TERIOR WA L L S AND IN TERIOR 6"BEA RING WA LL S. 2x4 HF STUD 0 16: OC FOR INTERIOR 4 - BEARING WALLS. 2x4HFSTUDL&24 OC EA FACE FOR PARTY WALLS. 2x4 OR 2�6 HF STUDS LM16' OC FOR INTERIOR NON -BEARING WALLS REFER TO ARCHITECTURAL DRAWING FOR DETERMINATION OF WALL TYPE ALL SILL AND TOP PLATES SHALL BE HF STUD GRADE 5. ALL COLUMNS, 7 RIMMER STUDS, AND BEARING WALLS SHALL BE CONTINUED DOWN TO THE FOUNDA TION UNLESS SUPPORTED BYA BEAM BELOW SOLID BLOCKING SHALL BE PROVIDED WITHIN JOISTSPACESAT THESELOCATIONS. 6. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT24" OC UNO, REFER TO DESIGN LOADS ON S-1 FOR ADDIT701VAL LOAD AND SUBMITTAL REQUIREMENTS. CONTRACTOR SHALL PROV17DE ALL TEMPORARY& SAFETYBRACING &BLOCKING AS REQD BY THEMANUFACTURERS LITERATURE. 7. ATTACH EACH END OFEVERYOTHER ROOF TRUSS TO THE EXTERIOR WALL TOP PLATE BELOW WITHA SIMPSON HI CLIP. 8.- -*-:-:HATCHED AREAS INDICATE OVER -FRAMING AT24' OC PER THE TYPICAL ROOFFRAMING DETAILS. 9. i�6LTIPLE PLYBEAMS SHALL BE FASTENED TOGETHER WITH (3) ROWS OF 10d L& 12- OC. PROVIDE2' MINIMUM EDGE DISTANCE TOP& BOrTOMAND ALTERNATE NAILING ON EACH FACE ROOF FRAMING PLAN 1 SCALE'114*= V-0" w R LLI 'D w Lu Lu ao cd Q z C) cS Lu C) N z Q Lu A. ONAI, 04/15/16 REV. DATE DESCRIPTION 0 121201ff PERMITSUBMITTAL 04113118 PERMITRESUBMITIAL ,PROJECTNO.: 17071.01 DESIGNEDBY.' JUD DRAWNBY: CAB CHE I CKED BY. CAB SHEET TITLE ROOF FRAMING PLAN SHLE7 NO. RESUB S2. 3 MAY I � 2018 .UILDING DEPMARTMENI CITY OF ED ONDS LAP SPLICE CORNER BARS WITH LAP EA. IN AREAS WITH EXPOSED SIDE MAYBE SUBSTITUTED CONIC FLOORS, EDGE SLAB FOR 900 HOOKED BARS ------ WITH 118'MAXRADIUSAND CONCOSRLAB ON GRADE PER z� FILL JOINT WITH SEALANT PLAN NOTES 4 , 44 &OOX2�0 SMOOTH SLIP REINF SHALL NOT PASS THRU JOINT 4 DOWEL BARS AT 12"OC, TYP UNO, GREASE 112 OF BAR NOTE, BID 90'HOOK / , 1 -1,, 1 1. CONTROL OR CONSTRUCTION JOINTS ARE REQUIRED TO TYP UNO J BREAK UP EACH SLAB INTO RECTANGULAR AREAS OF LESS 'T THAN 400 SQUARE FEET, AREAS SHALL BE AS SQUARE AS ADDED VERT CORNER, END, AND I � - A L TR NCH EXCA VA TION ALTERNATE HOOK I . - _/ I — L PRACTICALWITHNO CUTE ANGLES. ALL JOINTS SHAL BE PARALLEL TO I. Ix WALL INTERSECTION BARS SHALL APPROVED BY THEARCHITECTPRIOR TO PLACEMENT. LLI FORSINGLELAYER MA TCH SIZE OF WALL REINFORCING 4 2. PLACE SLAB ON GRADE ON VAPOR BARRIER OVER SUITABLE 4 VA, uj COMPACTED SUBGRADE MATERIAL. REFER TO PLAN NOTES. 1�4 4 SLEEVES TO : � ., V-6' EAR PIPE 1. NO PIPES 14 'R NOTE.' CONSTRUCTIONJOINT ' 4. CALL ::�,— (D REFER TO STRUCTURAL NOTES, MIN L SIDES ALLOWED IN 2 THIS REGION. z PLANS, AND DETAILS FOR REINF. 4 1 LOWERFTGS ADD VERTAT WALL ALL BARS SHALL BE CONTINUOUS 4 ASREOD OR SPLICED PER STRUCT NOTES SAWCUTJOINT INAREAS WITH CONC SLAB ON GRADE IF BAR REINF USED, PROVIDE CONO SLAB ON GRADE END FOR SINGLE 4 EXPOSIED CONC FLOORS FILL JOINT PER PLAN OR NOTES 'Z BARS WILAP SPLICE PER PER PLAN OR NOTES TOF 4 HOCK ' LINO �:NAH-OK T 'NGLELA-R 4 LA YER WITHSEALANT INLIEUOFSAWCUT STRUCTURAL NOTES PIPE 4 CTORMAYUSE t� uj BID 180* HOOK JOINTS CONTRA -7 . SOF AT WALL ENDS PREMOLOEDJOINTSTRIP. SLABSTEP CORNER BARS TO MATCH SIZE AND PER PLAN 4 ADD (2) VERTAT WALL SPACING OF HORIZ WALL REINF . I �l . I FOR (2) x END LAYERS T -�T� , 4 p LOWER BOF x — X X�*—x AS REOD 4. m"A l PIPE TRENCH EXCAVATION PARALLEL 1�0'MIN TO FOOTING IS NOTALLOWED PLACE VERTREINF OUTSIDE LINO BELOW THIS LINE. STEP FIG AS CONTROUCONTRACTION JOINT SLAB STEP REQUIRED FOR THIS CONDITION L TY�PUICAL CONCRETE WALL REINFORCING DETAIL TYPICAL SLAB ON GRADE DETAILS PIPE PENETRATION A T FOUNDA TIONMALLS 2 2 SCALE.. 1, 1," BILL PLATE NAILING PER SW SCHED NOTE: PANEL EDGE NAILING ALONG WHERE CONCRETE WALL WITH FULL HTOFHOLDOWN STUDS STUD FRAMING PER PLAN OR FULL DEPTH BLKG ATALL HT�3�0- EXISTS, ROD MAY NOTES. SHEATHING& NAILING, COLUMNS A HOLDOWN CHORDS EXTEND 24"MIN INTO WALL W1 SHEAR WALL PER PLAN AND SCHED PER SWSCHEDULE D12 . NUT A WASHER As SHOWN. 2x JOIST PER PLAN WITH SSTB ANCHOR BOLTS MAYBE PANEL EDGE NA ILING PER S W CONVENTIONAL NAILING AT RIM & ADD (1) #5 IN WALL LAP SPLICE SUBSTITUTED AS ALLOWED IN SCHED TYP @ALL SILL PLATES SILL FLOOR SHEATHING& NAILING EXTENDO-0- 3�0'MIN yp THE HOLDOWN SCHEDULE PER'PL I ANNOTES BEYOND EA SIDE T 410 PERFORATED PVC PIPE WITH CONT2x RIM BOARD TO MATCH OF EA STEP PERFO TIONS DOWNWARD COUNTERSINKADDITIONAL DEPTH & GRADE OFJOIST AND 6"OFRAMINUS GRAVEL ALL TEXTILE FABRIC. SLOPE TO THREADED ROD AS REDD PLANANDSCHED PT SILL PL WIANCHOR BOLTSIZE Lu DRAIN 118"PER f-O"MIN. OR PER FORHOLDOWNWIDBLNUT AND SPACING PER STRUCTURAL CIVIL DRAWINGS AS APPLICABLE. AND WASHERATa4SE. AROUND. Wl"RAPINNON-WOVEN END STUD WHERE REDD HOLDOWN PE FRAMING GEO NOTES, PLANS, OR SW SCHED EXTEND ROD TO BOT OF FIG, 4 UNO ON HOLDOWN SCHED d I I I � FINISHED GRADE SLOPED z 4 0 0 AWAYFROM BLDG PER ARCH 0 00 00 0o 4 4 '20 TOP OF cc SENT BARS TO MUCH (j) & LAP FOOTING REINF 0 00 - 00-- 4 4 14 (9> 16� OC HCRIZ M4 4 WI(2) CONT AT TOW -0 4 FIG DRAIN PER b 4 TYPICAL DETAIL #4 ap 18"OC VERT OMPACTED FILL PER LINE OF MAX FXCAVATI C IFSOILISOV T 0 o STRUCTURAL NOTES 0 3"CLR EXCAVATED, REPLACE Z" 0 0. ) -0: L ADD (2) #4x4'AT TOP OFINTERIOR 00 �O A Typ UNDISTURBED EARTH OR WITH LEAN MIX CONCRETE. 0 0 00 .... 10 0 0 ,7 FIRM I RING SOIL T HOLDOWN LOCATIONS 0 0 '0 T 0 6� OA�l OMPACTED I g I WITHOUTA STEM WALL. REMAINING I STRU TURAL FILL FIG REINFORCING NOTSHOWN FOR 0.0 CLARITI� �� -b .0.0 AIL Oz)o� 0 —TYPICAL FOOT.ING STEP. TYPICAL FOOTING DRAIN 6rd �IL: SCALE.'112"= 1�0" -i] 10d 0) 4- 00 EA BLOCK DET ALTHOOKAS COL FULL DEPTH BLKG ATALL 2�JOIST PER PLAN LAPPED AT SHOWN (3) 10d END NAILS EA UMNS & HOLDOWN CHORDS :�� END EA BLOCK BEAM, FLOOR SHEATHING & 10d 0 6"OC NAILING PER PLAN NOTES BEARING FOUNDATION AT CRAWLSPACE CONT2K RIM BOARD TO MATCH SCALE. 1"= 1`0" A . DEPTH& GRADE OFJOIST FRAMING WA cp. 0 0 0 STRUCTURAL FILL PER 0. 0 GEOTECHNICAL REPORTAND 0 00�p 00 STRUCTURAL NOTES 2XBLKG@4'-O.TO 2x BLKO TO MATCH DEPTH S 4 L MATCH DEPTH& GRADE GRADE OFJOISTFRAMING TOE BEAM PER PLAN ;0.0.-E)P-2 -u 12120111 OFJOISTFRAMING NAIL TO BEAM 0 6- OC 00 * VF COLUMN PER PLAN W/ 0 . FINISHED GRADE OR BLOCK SIMPSON ABU SERIES .�6.0 ---- PAVING SLOPED #4 CONTNOSING BAR REV. DATE DESCRIP77ON -rr- SIMPSONA35EACH POSTBASEANOPC .�6.0 SLABONGRADEAN SUBGRADE AWAYFROMSLDG IF D SERIESPOSTCAP oco 000 PERFOUNDATIOA LAN.SLOPE 0 IZ207 PERMIT SUBMITTAL PERARC14 SLAB PER ARCH PLAN REFER TO BEARING 7 FOUNDATIONATCRAWLSPACE �o'?o'o x DETAIL FOR INFORMATION NOT X—X—x -.A-- x ��- I< 0. 4f SPECIFICALLY CALLED OUT. o o o T 00 1 4 ///:Toot 000ob ofoob 0 0 0 e 0 FTGWIDTH.(2 E H o0p 0 P �e�gso ob b OF OVEREXCA #4 (9) 18 D.C. EXTEND 0 60 0 p I , - 0o - c BAR 2� INTO SLAB 4 PROJECTNO.: 17071.01 0 .0 Li V4 IN 0 c FIRM UNDISTURBED SOIL SUITABLE DESIGNED BY.' JMD 0,00 0 00 0 LbL, 1 Z4 FOR BEARING AS DETERMINED BY 0 0 CONTRACTOR MAYEXTEND THEFOOTING THE GEOTECHNICAL ENGINEER #4CONTUNO ON DRAWNBY.' CAB 0 DEPTH TO SUITABLE BEARING SOIL IN LIEU PLANS 1�0" 1 �O"MIN BELOW SLAB FOR PORCH CHECKEDBY: CAB OF 0 VEREXCA VA TION & S TRUCTURAL FILL. OR PATIO APPLICATIONS. EXTEND SHEET TITLE." REFER TO GEOTECHNICAL REPORT FOR TO CONTFTG CiD GARAGE DOOR. L 0 'H DEPTH 0 O� "",G T117E x SIZE AND REINF PER PLAN ANTICIPATED FOOTING DEPTH ELEVATIONS EX TEND TO FROST DEPTH WHERE FOUNDATION REOD BYJURISDICTION. DETAILS NON-BEARINGFOUNDATIONATCRAWLSPACE 1�11�NED SLAB El�G E SHEETNO.: TT?R FOOTING AT CRAWLIPACE & �L IIIREXCAIATIIN DETAIL �L A S3.1 RECEIVED DEC 28 2017 DEVELOPMENT SEFMCES COUNTER HEADER WITH CRIPPLE STUDS PER PLAN (WHERE APPLICABLE) FULL-HEIGHTHOLDOWN CHORD PER SCHEDULE. PROVIDE PANEL EDGE NAILING. PT SILL PLATE WIANCHOR BOLTS PER SHEAR WALL SCHEDULE. PROVIDE SIMPSON BP PL WASHERS WITHIN 112"OFSHEAT14ING. PROVIDE PANEL EDGE NAILING INTO SILL PL. CONCRETESTEMORFTG NOTES, 1. REFER TO STRUCTURAL NOTES FOR ADDITIONAL INFORMATION. 3TAGGER NAILS ONEA SIDE OF PANEL JOINT WHERE REQUIRED ON SHEAR WALL SCHED I n I ------- I n I ------- I n I ----- FRA MING ArADJOINING PANEL EDGES PER SH&4R WALL SCHED i i ij -------------- i r ------- ILI ------ 1L--- I AS SIZE AND SPACING PERPLANANDSHEAR WALL SCHEDULE, TYP RIM BOARD ORIBLOCKING r,--',�TYPI�CAL SH�EAR W�ALL DETAIL SCALE. 314— P-O" PANEL EDGE NAILING PER PANEL �*DGE NAILING PER SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE NAILING PER BUILT-UP STUD DETAIL PANEL EDGE NAILING NAILING PER BUILT-UP PER SWSCHEDULE STUD DETAIL WALL FRAMING, SHEATHING, AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP A. CORNER INTERSECTION 2� RIPPED TO WIDTH OF PARTY WALL PANEL EDGE NAILING PER SINSCHEDULE WALL FRAMING, SHEATHING, AND NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP B.T'INTERSECTION PANEL EDGE NAILING PER SHEAR WALL SCHEDULE NAILING PER BUILT-UP STUD DETAIL WALL FRAMING, SHEATHING, ANDNAILING PERPLANAND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES, TYP C. PARTY WALL INTERSECTION BEAMPE AND SCt SIMPSONLTP4 EACH SIDE 0 COL. PER P - PANEL EDGE NAILING NOTES: PER SHEAR WALL 1. PAWELS SHALL BE 4'� 8'EXCEPTATBOUNDARIES AND CHANGES IN SCHEDULE. PROVIDE FRAMING WHERE THE MINIMUM PANEL DIMENSION SHALL BE 24� EDGE NAILING 0 2. NAILING SHALL BE PER PLAN AND NOTES. MINIMUM NAIL SPACING IS 8'O.C. HOLDOWN CHORDS A T PANEL EDGES AND 12'O.C. A T INTERMEDIATE FRAMING, UNO. SHEATHING PER SHEAR WALL SCHEDULE Wf FIELD NAILING CM 12- 00 HOLDOWN CHORD PER SCHEDULE REFER TO TYPICAL BUILT-UP COLUMAIDETAIL - ADDITIONAL END STUD IF REQUIRED TO PROVIDE COUNTERSINKFOR HOLDOWNBOLTS -HOLDOWNANCHORPER SCHEDULE - SIMPSON CNIN COUPLER NUT W1 SIZE TO MA TCH FRAMING AND SPACING PER PLAN (SHEATHING NOTSHOWNFOR CLARITYATFRAMING) 8- OC MAXSPACING BETWEEN ADJACENTNAILS INA ROW ADJACENT NAILS INA ROWARETOBE DRIVENFROM OPPOSITE SIDES, TYP CONT. PANEL EDGES. PROVIDE2xOR3�BLKG STAGGER NAILS EA SIDE OF8TUD TIGHT TO FRAMING WHEN WITH I 112"EDGE DISTANCE. SPECIFIED. PROVIDE 0. 148'x 3'NAILS FOR (2) (3) STUDS MAX TO STUDS & 0.207'x 4 112"NAILS FOR 4'x 8'SHEA THING PANEL, BE USED FOR (3) STUDS. TYP. STAGGER PANELS 4' BUILr-UPCOLUMNS PERP TO FRAMING UNO ON PLANS PROVIDE (1) ROW OF STAGGERED NA IL ING FOR 2X4 STUDS. PRO VIDE (2) ROWS FOR 26 STUDS. HOLDOWIVANCHORAGE - PROVIDE SOLID BLKG TYPICAL FLOOR/ ROOF SHEATHING DETAIL TYPICAL BUILT-UP STUD COLUMN DETAIL EQUAL TO WIDTH OF 2 SCALENTS SCALE.'I'- V-0" HOLDOWN CHORD ABOVE DBL TOP PLATE PER TYP DETAIL 0.l3I"0x3'NAlLS@ 12"OC 2 114"END STAGGERED FACE NAILING TYPICAL BEAM WIDTH, UNO PARALLEL TO STUD WALL CONC STEM WALL & FTG 7DTyp 'STANCE' FULL LENGTH OFDBL TOP PLATE TOP CHO. 3"00 SPLICE "AACING SIMPSONA35AT WALLS WITH SP NS OF GREATER THAN 6'--" (2) ROWS (6) 0.13 @3-OCEA BOTTOM CHORD SPLICE (6)OAllox 3 NAILS E4 END PROVIDE CONT. TOP PLATES WHERE LENGTH IS 12'OR LESS TYPICAL. WALL STUDS BEAA41HDR PER PLAN F PER PLAN OR NOTES AND NOTES -o—E—S-ICE, TYPBUILT-UPSTUD—lt SPUCESOCCURATf OFVERTSTUDS NAILING (1) FULL HTSTUD UNOONPLANS .UL S __�fl IDSPERPLAN,- &TYPICAL TOP PLATE SPLICE DETAIL TYPICAL HEADER DETAIL 40�--`? 4 SCALE: I" - '-P SCALE: 1 1'0" TREAD Ll RISER PER ARCH. USE 11/8" 202 DF#2 NOTCHED STRINGER @ 16- OC MAKSPACING PLYWOOD TREAD UNO. DO NOT OVERCUT TREAD JOIST FRAMING PER PLAN & SCHEDULE - STUD WALL FRAMING PER PLAN & NOTES COL. PER PLAN OR SCHEDULE SHE.ARWALL INTERSECTION DETAIL.. �F� L �.��FLU.SHBEA.MSUP.PQRT DETAILS. 040 �� 0 LA BEAM PER PLAN AND SCHEDULE SIMPSON A35 E4 SIDEOFBEAM BEAM WIDTH, UNO PERPENDICULAR TO STUD WALL 21 BLKG TIGHT TO OR RISER NOTCHES STRINGERS FIG PER PLAN 2x6 DF#2 SISTERED TO SIDE OF2XI2 WI(2) ROWS OF 10d NAILS STAGGERED ( (P6�0 6 CASSHOWN go T, o PT 2� THRUST PLATE TIGHT TO STRINGERS. PROVIDE (2) HILTI X-DNI F S A� TENERS E4 BLOCK W/ 2"MIN EMBED INTO FTS. STRINGER 0 LOWER LANDING FRAMING PER PLA 2�12DF#2NOTCHED STRINGER W12XB REINFORCEMENT NOTE, 1. REFER TOARCHITECTURAL DRAWINGS & IBC FOR DIMENSIONAL TOLERANCES OFSTAIRS I LANDINGS. 2. PROVIDE GUARD AND HANDRAILSAS REQUIRED PER ISO 3. MAKHORIZONTAL STRINGER RUN IS 8� PROVIDE INTERMEDIATE BEAM OR WALL FRAMING WHERE REQUIRED. 2x12 DF#2 TREADS PER ARCH NOTCHED USE I 118"PLYWOOD STRINGER TREAD UNO. w (D La Lu uj --j Lu 0 c) 0 N uj A A L QVAL 12/20/11 REV. DATE DESCRIPTION 0 121"17 PERMITSUBMITTAL EA 16-OCMAK TNO.: STRINGER ADD (3) 10d UNO ON PLANS DESIGNED BY: NAILS EA SIDE DRAWIVBY.' CHECKED BY. \ OEC DF#2 SISTERED TO 2XI2 SIMPSON LSC EA PER STAIR SECTIONS SHEET TITLE.' STRINGER WOOD FRAMING STRINGER (@ LANDING STRINGER SECTION DETAILS TYPICAL STAIR DETAILS SHEETNO.: SCALE: I"= 1�0" I" S4.1 17071.01 JMD CAB CAB RECEIVED DEC 28 2017 DEVELOPMENT SERVICES COUNTER STUD FRAMING PER PLAN OR STUD FRAMING PER PLAN OR NOTES. SHEATHING& NAILING NOTE.' NOTES. SHEATHING & NAILING PER SIN SCHED REFER To TERI= PERSINSCHED WALL DETI OR SILL PLATE NAZUNG PER SILL PLATE NAILING PER PANEL EDGE NAILING PER SW SWSCHED PANEL EDGE NAILING PER SW SINSCHED SCHED TYP LM SILL & OBL TOP SCHED Typ I& SILL & DEL TOP FULL DEPTH BLKGATALL PLATE FULL DEPTH BLKG A T ALL PLATE COLUMNS & HOLDOWN BREAK SHEATHING ATPLATE COLUMNS & HOLDOWN CHORDS 10d NAILS L& 4- OC 2XBLKG CHORDS 2X BLKG COIV77NUOUS 2x RIM ii i I rl t CONTPXRIM BREAK SHEATHING ATPLATE SILL PLATE NAILING PER SIN SCHED L JOISTS PER PLAN AND (3)0.131*OX3" SILL PLATE NAIL JOISTS,PER N AND JOISTS PER PLANAND SCHED WITH (3) 8d TOE NAILSE41CHEND SCHEL) WITH (3) 8d TOE SCHED WITH (3) 6d TOE NAILS TO TOP PLI TYR NAXS TO TOP PL, TYP. LAP NAILS TO TOP PL, TYP. NOTES FLOOR SHEATHING & JOISTS FOR FULL BRNG ON PROVIDE FULL BRNG ON 1. CUN—TRACTOR MAY SPLICE WALL NAILING PER PLAN NOTES 2X BLOCKING La) 4'-0' WALL WALL UNO SHEATHING AT RIM CENTERLINE DO MAX 2W BLOCKING OR FRAMING AS AN ALTERNATE DETAIL TO --,A— 2X4 BLKG OR FRAMING CLIP WISPACING PER SW SLKG OR CLIPS AT TOP PLATE CLIP WISPACING PER SW SCHED Z NON -SHEAR WALL NAILING SHALL SCHED NOTE." REFER TO INTERIOR BEARING ON BOTH SIDES WALL DETAIL & INTERIOR NON -BEARING WALL DETAILS FOR INFORMATION NOT SPECIFICALLY CALLED OUT. -�— 10d NAILS LED 4' OC 2� BLOCKING 0 4'-0- DO A14X BE PER ISO TABLE2304.9 INTERIOR BEARING ON BOTH SIDES INTERIOR BEARING ON ONE SIDE ONLY EXTERIOR BEARING WALL DETAIL EXTERIORNON-BEARING WALL DETAIL INTERIOR BEARING WALL DETAIL INTERIOR BEARING WALL DETAIL ul SCALE: 1, m I'-o" k,�SCALF. I"= I �O" 0 SCALE.'I'= V-0" STUD FRAMING PER PLAN OR NOTE., NOTES. SHEATHING & X4fUNG WE—FER TO INTERIOR BEARING PERSWSCHED PT2x LEDGER TO MATCHDECK W DETAIL FOR INFORMATION NOT SPECIFICALL Y CALI ED 01 IT. SILL PLATE NAILING PER JOIST DEPTH (2x8 MIN). PROVIDE 4 ALL PANEL EDGE NAILING PER SW SWSCHED LEDGERLOK 0 6' OC FOR JOIST SCHED TYP C& SILL & DEL TOP SPANS UP To ""& (04-OCFOR PLATE JOIST SPANS UP TO 12' 0". STAGGER CONTINUOUS2klilflf COLUMNS & HOLDOWN TOP 8 BOT W1 I 314"MIN CONTINUOUS 2x RIM l0dNAILSQj)4'OC FULL DEPT74 BLKG ATALL (4) lOd NAILS SCREWS EDGE DISTANCE CHORDS 69 Lij CONT2�Rlhk JOISTS PER PLAN AND (3) 10d NAILS PTAI DECK JOIS TS W1 SL OPE Do (3)0.13110�3' HANGERSIcMIA= i 2x 0) NAILSE41CHEND F811 MPR Is SCHED, TYP FLOOR E4CH END. CUTPER PLAN AND SCHED.. SHE4THING &NAILING PER CONT a RIM, TYP PLAN NOTES. NOTES NOTES: 3LKG 0 4'-O"OC 2x BLOCKING 9 4'-0' 1. SHEATH SAME WALL SIDE EA FLOOR 2x 1 1. REFER TO TYPICAL S71JD WALL DETAILS DO MAX FOR STACI�ED SHEAR WALLS. FRAMING CLIP W1 SPACING NOTE.' MAX EA SIDE FOR INFORMA TION NOT SPECIFIC4LL Y —%A— 2. HOLDOWN5 SHALL BE INSTALLED ON L PER SIN SCHED REFER TO BEARING PARTY WALL- CALLED OUT. VA— SHEATHEDSIDEOF PARTY WALL DETAIL FOR INFORMATION NOT 2. REFER TO ARCH DINGS FOR FLASHING, 3. SHEA THINGMA Y BE INSTALLED ON SPECIFICALLYCALLED OUT. DECK SURFACE, ETC. OUTSIDEFACE. Lu -BEA.RIN r-EARING PARTY WALL DETAIL NON -BEARING PARTY WALL DETAIL INTER.IORNON G WALL DETAIL SCALE.'I"= 1`0" LENGTH OF NOTCH SHALL MAXHOLE0 SHALL NOT NOT EXCEED 113RD THE q EXCEED 113 THEJOIST DEPTH JOIST DEPTH (I.E. 3"FOR 20 0, 3.75"FOR Z112). HOLDOWN & FASTENERS HOLDOWN & FASTENERS MINIMIZE HOLE DIAME7ER PER PLAN & SCHED PER PLAN& SCHED WHERE POSSIBLE PRE-DRILLHOLEAT FILL JOIST SPACE WITH BLKG FILL JOIST SPACE WITH BLKG TO M4 TCH TOTAL WIDTH OF CORNERS OFNOTCHES TO MATC14 TOTAL WIDTH OF DONOTOVERCUT STUD COLUMNABOVE STUD COLUMN ABOVE PT 2x LEDGER TO MATCH DECK JOISTDEPTH(Z,BMIN) PRQVIDE4' LEDGERLOK 0 6- OC FOR JOIST A . SPANS UP TO 8 -0- & @ 4' OC FOR WA NOTCH A T END OF JOISTSPANS UP TO 12'0'. STAGGER BEAM PER PLAN JOISTS SHALL NOT NOTCH DEP SCREWS TOP & SOT W1 I 314"MIN EXCEED 114 THE JOIST ORHOLE0 EDGEDISTANCE DEPTH. DO NOTNOTCH WHERE PRACTICABLE. 114OFSTUD 4M WIDTHM4X 12E I NAL 2� JOISTS PER PLAN OR 5z SCHEDULE. REFER TO MFR LE RECOMMENDATIONSFOR MAX HOLE 0 SHALL NOT I-JOISTHOLES AND NOTCHES. FLOOR FRAMING PER PLAN FLOOR FRAMING PER PLAN REV. DATE DESCRIPTION PT2KDECKJOISTS WISLOPE �HE -1 EXCEED 40 0 CUT PER PLAN AND SCHED 0 l2wt7 PERMITSUBMfTTAL S% SOFFITOR CEILING 'y I — DEPTH(I.E. 114 FIR , /,g ADDITIONAL TRIMMER STUD ADDITIONAL TRIMMER STUD 1114-FOR2x4). MINIMIZE .'MlNCLR NOTE.' WHERE REOD ATFACE OF WHERE REODATFACE OF PER ARCH A 04113118 PERMIT RESUBMITTAL HOLE DIAMETER WHERE TO EDGE 7 7-07TCHES A R E I V 0 T PERM 17 TED IN TH E OPENING v�— NOTES POSSIBLE. MIDDLE 113 OF THEJOISTSPAN 1. REFER TO TYPICAL STUD WALL DETAILS 2. NOTCHES ARE NOT PERMITTED ON FOR INFORMATION NOT SPECIFICALLY THE BOTTOM (TENSION FACE) OF FULL HEIGHT CHORD PER FULL HEIGHT CHORD PER CALLED OUT JOISTS WHERE THE WIDTH IS 4x OR HOLDOWNSCHED SISTER HOLDOWW SCHED. SISTER 2. REFER TO ARCH DWGS FOR FLASHING, GREATER TOGET14ER PER TYP TOGETHER PER TYP DECK SURFACE, ETC. BUILT-UP STUD DETAIL BUILT-UP STUD DEIAIL PROVECTNO.: 17071.01 DESIGNED BY: JMD DRAWNBY.' CA (-�-�ALL�QWABL�EHQL�ES& NOTCHES.. 0 TYPICAL HOLDOWN DETAILS CHECKEDBY.' CAB_ SCALE.'I"= V-0" SCALE.'I"- 1�0" SHEETTITI.E.' WOOD FRAMING DETAILS SHEET NO.: RESUB S4.2 MAY 14 2018 BUILDING DEPARTMENT CITY OF EDMONDS Lu Lu z 'D Z uj 2x PAPAPET024-OC. BUILT 2� HF PAPAPET STUDS Q3 ROOF SHEATHING AND NAILING INTEGRAL WITH TRUSS. 16"OC. PROVIDE 4�O"MIN PER PLAN NOTES PROVIDE SHEATHING PANEL AT 8dQ 4- OC EA BLOCK DIAPHRAGM BOUNDARYNAILING DIAPHRAGM BOUNDARY EXTERIOR WALL PROVIDE SIMPSON H2.5A AT4'-O" OC FULL LENGTH OF DR40 TRUSS NAILING PER PLAN NOTES, 8d 0 PER PLAN. =R INSIDE FACE T02X BELOW. PRE MFR ROOF TRUSS PER PRE-MFR ROOF TRUSS PER 6"OC MIN U,O NAILING PLAN. ROOFSHEATHIIVG& PER PLAN NOTES NAILING PER PLAN NOTES PLAN. DESIGN TRUSS FOR AN DIAPHRAGM BOUNDARY ALLOWABLE IN -PLANE SHEAR FULL DEPTH TRUSS BLKG BTWN NAILING PER PLAN NOTES LOAD OF260PLFFROM ROOF EA TRUSS DESIGNED FOR SHEATHING TO SHEAR WALL IN PLANE SHEAR OF 260PLF W:- UNO ON PLANS FROM Top To BOT CHORD GABLE END TRUS S . 2�4 BLKG OR FRAMING CLIP RX4 BLKG WISILL PLATE W1 SPACING PER SWSCHED NAILING OR FRAMING CLIP zi PER SW SCHED SILL PLATE NAILING PER SW SILL PLATE NAILING PER SIN SCHED SCHED PANEL EDGE NAJUNG PER S WSCHED TYP AT DBL TOP PANEL EDGE NAILING PER SW PLATE AND AT TOP CHORD zz PANEL EDGE NAILING PER SW SCHED TYP 0 SILL A DBL TOP OF GABLE TRUSS =11 SCHED TYPATDBL TOPPLATE PLATE �P�_t SIMPSON HI OR'SIMILAR STUD FRAMING PER PLAN OR 2X6 DIAGONAL BRACEAT4',0'OC W1 STUD FRAMING PER PLAN OR STUD FRAMING PER PLAN OR EVERY OTHER TRUSS NOTES. SHEATHING & (4) 10d FACE AE41LS E4 END. ALIGN W1 H2.5AABOVE NOTES. SHEATHIAG & NAILING NOTES. SHE47HING A NAILING NAILING PER SWSCHED. PERSINSCHED. PER SWSCHED 214 BLKG Wl SILL PLATE EXTEND SHEATHING FULL NAILING OR FRAMING CUP HEIGHT W1 NO PANEL JOINTS 2� BLKG (9) 16- OC AT TOP & BOT OF W1 SPACING PER SWSCHED ABOVE TOP PLATE EACH BRACE W1 DEPTH TO MA TCH TRUSS CHORDS PROVIDEA35 FRAMING CLIP TO WALL DBL TOP PL. TRUSS ALIGNS WITH SHE4R WALL 2�4 RAFTERS 24 - OC I SILL PLATE 1, 1 NAILING PER SW 16d@ 6' OC, TAP SCHED 2XCONTMEMBER FULL LENGTH OF SHEAR WALL. PROVIDE3"M[N 2X4 CONTINUOUS CO RIDGE 2X4 VERT ALIGNED W1 EA JOIST BELOW, TYP. RIPBOTOPSTUD TOM4TCHROOFSLOPE OVERLAP WITH TRUSSPERPLAN& TOPPLATE. SCHEDULE ROOFSHEATHING 2X4 CONTNAILER LM24*OC W1 & NAILING PER PLAN NOTES. (2) l6d INTO EA JOIST TRUSS OFFSET FROM SHEAR WALL EXTE.RIOR BEARING WALL DETAIL. ROOF TRUSS NON -BEARING WALL DETAIL DRAG TRUSS SECTION OVERFRAMING DETAIL I SCALE.'1"= V-0" 30 ZLE.*I"_ 110, SCALE: I"= V-0' brI2BLKG -N ROOF SHEATHING & NAILING PER PLAN NOTES. D.IA,=BOUNDARY BUILT-UP a PARAPET DIAPRAGM BOUNDARY NAILING PER PLAN PLAN NOTES. NOTES A T ALL SHEA THING BREAKS PROVIDE 8d 02D 6' OC MIN. ZES MLL St CONT2xDFRIM BUILT-UP2K Z, JOISTS PER PLAN AND (STRUCTURAL) RIPPED 2� FRAMING TO FORM CRICKET SCHEDULE. ROOF SHEATHING & NAILING SILL PLATE NAILING PER SW SCHED PER PLAN NOTES CONT2xDFFASClA 2K JOIST FRAMING PER (STRUCTURAL) PLAN W1 FULL BRhS ON GIRDER TR"�3 LADDER FRAMING PER PLAN WLUS HANGER E4 SIDE 2x4 BLKG EA FACE OF DIAPHRAGM BOUNDARY NAILING PER PLAN NOTES, 8d L& 6'OC MIN UNO (3) 0.13 I"x 3"END NAILS SHEAT NCNA EACH BLOCK TOGETHER WHI10d LM 6�h�� 0 FULL DEPTH 2x BLKG RIPPED T 7 BEAMPERPLAN MATCHROOF'SLOPE. SIMPSON HI OR SIMILAR TH 2x BLKG @ 4'-0- OC MAX. ALIGN W` EVERYOTHERJOIST LADDER FRAMING & PROVIDE CS22 GIRDER SILL PLATE NIALING PER SW 2�0'STRAP OVERTOP OF 4 B W, SL' D SCHED 'b(4 BLKG W1 SILL PLATE NOTE. SHEA THING A T EA BLOCK USE (7) NAILING OR FRAMING CLIP REFER TO EXTERIOR BEARING 8d NAILS AT EA END OF STRAP MIN. R WSp C, P , \�- PRE�MFR TRUSS PER PLAN W12� STUD FRAMING PER PLAN OR WISPACINGPERSWSCHED WALL DETAIL FOR INFORMA77ON MFT, NOTES. SHEATHING& NAILING NOT SPECIFICAI I Y CAI I ED 01 IT HANGER BY TRUSS VER PER SIN SCHED. PROVIDE PANEL SLOPED ROOF FRAMING PER PLAN TR TEND INTEGRAL WITH LISS, PROVIDEWIDTHAS EOD FOR INSULATION EDGE NAILING 0 DBL TOP PL R ROOFBEARING WALL ROOF NON -BEARING WALL DETAIL SCALE: 1- l'O" 6 SCALE. 1"- 1',0" A A Lu LLI z CD uj Lu Lli Ui C) Lu uj Lu al 11 EE A. w 9A IREV.1 DATE I DESCRIPTION 0 0 ITZ20/171 PERMITSUBMfTTAL PROJECTNO.: 17071.01 DESIGNED BY.' JMD DRAWNBY: CAB CHECKEDBY. CAB SHEETTnLE* WOOD FRAMING DETAILS RESUB S4.3MAY 14 2018 BUILDING DEPARTMEN ol_ry OF .0 ONDS SW QUARTER OF SECTION20 TOWNSHIP 27N, RANGE 04E TURNBERRY LANE CONDOMINIUM PI-IASI-71 RIM_ DMH- 93.50 TAX PARCEL #00695480030300 (ONE OF MULTIPLE) BOTTOM, OF STRUC7URE=86.9 20800 72NO AVENUE WEST t 36(N) Np=ga67 EDMONDS, Vj/A 980264�607 IE 12'(SE) CMP�((�'Xil 0 NOT MEASURE) OWNER: (MULTIPLE) 0 10' BSBL SITEBM — LA- EALIO —96 :Ef. 5-7 8.0, TRASH 8.5" EN�OSURE LANDSCAPING VAN F L J, \\,x\ F R N ING to PROPOSE; BLD6'�' 15' BIBL-�\ �MAIN FFE 97.81'' FIRELANEN ARK1NG 15' BSBL ,X\ 85, 8.5, 8.0' 8.0, X— L- — — P,,�TIO 10' BSBL 1703-99— EX. ASPH DRIVEWAY TAX PARCEL #00566900200303 209Y2 72ND AVENUE WEST, EDMONDS WA 98026 OtIVNER.KHALID KHAN 3D' 19.9" 10.6, FOUND J" ORASS DISC STAUPED W1 -X- IN 4-112- OfA IRON PIPE F7LLED W/ Comc, IN CASE, Dom 0.5, (6ASIS OF POSITION) 11,A1,E 611�o CB 11 RIM-99.98 Up-. r Ir 127E&S) CMP=90.37 91, M, . S2 o, . tri '30. cr It IE 12"(N&.�) CMP�89,11 LP, TSF JP, UG N W * E S 10 1 10 BENCHMARK AND DATUM: 1. HORIZONTAL DATUM: ASSUMED BASED ON EVERGREEN CONDOMINIUMS AS RECORDED IN VOLUME 60 OF PLATS, PAGES 56 THROUGH 59, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, THE FOLLOWNG RECORDS WERE ALSO REFERENCED: A) RECORD OF SURVEY AS RECORDEDUNDER RECORDING NUMBER 201409025004, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. B) RECORD OF SURVEY AS RECORDED IN VOLUME 49 OF SURVEYS, PAGES 213, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, C) PLAT OF AURORA HEIGHTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 120, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. D) PLAT OF SEATTLE HEIGHTS DIVISION FOUR, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 11 RECORDS OF SNOHOMISH COUNTY, WASHINGTON. E) SNOHOMISH COUNTY ASSESSORS MAP FOR THE SOUTHWEST QUARTER OF SECT10N 20, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M. 2. BASIS OF POSITION: HELD THE. MONUMENT IN THE CENTERLINE OF 72ND AVENUE WEST AT THE SOUTHEAST CORNER OF THE ABOVE NOTED PLAT OF AURORA HEIGHTS. SEE MAP FOR PLOTTED LOCATION AND DESCRIPTION. 3. BASIS OF BEARING: HELD THE BEARING BETWEEN THE ABOVE NOTED BASIS OF POSITION AND THE FOUND MONUMENT AT THE CENTERUNE INTERSECTION ON 72ND AVENUE WEST AND 208TH STREET SOUTHWEST TO BE N 02'13' 02" W PER DIRECT INVERSE. SEE MAP FOR PLOTTED LOCATION AND DESCRIPTION. 4. VERTICAL DATUM: ASSUMED MASTER BENCHMARK: THE MONUMENT IN THE CENTERUNE OF 72ND AVENUE WEST AT THE SOUTHEAST CORNER OF THE ABOVE NOTED PLAT OF AURORA HEIGHTS. SEE MAP FOR PLOTTED LOCATION AND DESCRIPTION. ELEVATION = 100.00 FEET SITE BM#I: WEST RIM OF SANITARY SEWER MANHOLE OPPOSITE THE SITE 30 FEET SOUTH OF A UTILITY POLE ON THE EAST SIDE OF 72ND AVENUE WEST AND 3 FEET EAST OF THE EAST EDGE OF PAVEMENT OF 72ND AVENUE WEST. ELEVATION = 100.11 SITE BM#2: GOLDSMITH SURVEY CONTROL POINT SLA-1 — SET REBAR AND CAP IN BACK YARD, 18 1 3 FEET WEST OF THE NORTHWEST HOUSE CORNER AND 7.1 FEET SOUTH OF A 6 FOOT WOOD FENCE RUNNING ALONG THE NORTH PROPERTY LINE. ELEVATION = 96.74 AVROVED4,,PLANNING 0�1 t, �77- 1�1- 1961,st 1W- sv— /V 5 33 VICINiTYMAP SCALE: 1" 2000' NOTE: SEE CIVIL CONSTRUCTION PLAN SET FOR CIVIL SITE CONSTRUCTION AND UTILITY INFORMATION. APPINOVED AS NOTED RING Data Z011e--� ��- Cornerif Fiagl) Setback Front A��g Sides 6) 0 Rear Other HEIGHT CALCS: A--95.75 B=97.50 C=96.50 D=95.25 MAX BLDG HEIGHT=25' PROPOSED BLDG HEIGHT=22.5 AVG GRADE=96.25 ACTUAL=120.34 MAXIMUM=121.25 IMPERVIOUS SURFACE. - PARCEL AREA 7,798 SIF EXISTING ROOF= 2,164 SF EXISTING PAVEMENT= 336 SF PERVIOUS= 5.298 SIF 7.789 SF PROPOSED BLDG= 2277 SF PROPOSED PAVING= 2:502 SF .LANDSCAPING= 2,635 SF 7,414 SF REPLACED IMP= 2.111 SF NEW IMP= 2,669 SF R + N= 4,780 SIF << 5,000 PGIS= 2,502 << 5,000 S r� Know what's below. Call before you dig. 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 i - 2018 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER 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 AS -BUILT 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 UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION 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. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL U11LITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES 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 WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE 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 DELINEATED AND PROTECTED AT ALL TIMES FROM COMPACTIVE ACTIVITIES (i.e. 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 DIMENSIONS 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 TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 17. ALL REQUIRED 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 STORMWATER 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 BACKIFLOW TEST REPORT. TEST REPORTS CAN BE FAXED TO 425-744-6057 OR EMAILED TO JEFF.KOBLYKOEDMONDSWA.GOV. BACKIFLOW 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 THEIR 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 ON -SITE EROSION AFTER 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 TIMES BY SWEEPING. WASHING OF THESE STREETS MILL 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, UTILITIES 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. 0 Know what's below. Call before you dig. SW QUARTER OF SECTION 20 TOWNSHIP 27N, RANGE 04E 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/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNEC11ONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 31. ALL UTILITIES SHALL BE PLACED UNDERGROUND. 32. 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 REPRESENTATIVE PRIOR TO BACKIFILLING. 33. NEW U11LITY 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 WITHIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 95%. 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 PROVIDED TO CITY ENGINEERING DIVISION FOR APPROVAL PRIOR TO INSTALLATION. CONSTRUCTIONSEQUENCENOTES 1. SCHEDULE A PRE-CONSTRUCTON MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. TWO DAY (48 HR) NOTICE IS REQUIRED. 2. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. 3. CALL FOR UTILITY LOCATES. 4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE. 5. 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. 6. DEMOLISH EXISTING STRUCTURES. 7. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. 8. CLEAR, GRUB & ROUGH GRADE SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES ON SHEET C5) 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS. 13. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE. 14. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. NOTE: CONTRACTOR TO VERIFY AND FOLLOW ALL CURRENT CITY OF EDMONDS STANDARD DETAILS. CHECK COE WEBSITE FOR MOST CURRENT DETAILS, DOWNLOAD AND UPDATE PRIOR TO BEGINNING ANY CONSTRUCTION. NOTES: I . A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY. 2. REFER TO SEPARATE DEMOLITION PLAN AND PERMIT - BLD20171836 3. SEE SOILS RECOMMENDATION PER SOILS REPORT BY COBALT GEOSCIENCES, DATED SEPTEM13ER 25, 2017. OTILaT C0jVFMffjV0FT C40T109V- THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERINNG THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT. BY POTHOUNG THE UTILITIES AND SUi THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALUNG UTILITY LOCATE 0 1-800-42+-5555 AND THEN POTHOUNG ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBUC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT J.C. MCDONNELL ENGINEERING. PC TO RESOLVE ALL PROBLEMS PRIOR TO WATER REVISION PER CITY COMMENTS JCM - '01'0118 REVISED PER CITY COMMENTS JCm 6WI24-118 REVISED PER CITY COMMENTS OAF 8 REWSED PER CITY COMMENTS DAF 051021, - 0�1, S� -,W J, $W !"w % Date:_ UTff-1TYPURVEYORS SEWER CITY OF EDMONDS- WATER CITY OF EDMONDS POWER SNOHOMISH COUNTY PUD GAS PUGETSOUND ENERGY S1 OF 1 SITE PLAN C1 OF 8 COVER SHEET C2 OF 8 TESC PLAN C3 OF 8 GRADING AND FRONTAGE IMPROVEMENT PLAN C4 OF 8 DRAINAGE AND UTILITY PLAN C5 OF 8 DETAILS C6 OF 8 UTILITY DETAILS C7 OF 8 DRAINAGE DETAILS AS NOTED C8 OF B STRIPING PLAN �ERING TC1 OF I TRAFFIC CONTROL PLAN (zr_/Z0/A SURVEYOR T GOLDSMI H LAND DEVELOPMENT SERVICES 1215 114TH AVE SE BELLEVUE, WA 98004 PO BOX 3565, BELLEVUE, WA 98009 425-462-1080 www.00ldsmithencinearina.com STRUCTURAL LoT COVERAGE. PROPERTY TOTAL AREA= 7,798 SF (0.179 AC) STRUCTURAL IMPERVIOUS= 2,277 SF PERCENT COVERAGE= 29.2% IMPERVIOUS SURFACE: PARCEL AREA 7,798 SF EXISTING ROOF= 2,164 SIF EXISTING PAVEMENT= 336 SF PERVIOUS= 5�298 SF 7,789 SF PROPOSED BLDG= 2277 SIF PROPOSED PAVING= 2:502 SIF LANDSCAPING= 2,635 SF 7.414 SF REPLACED IMP= 2.111 SF NEW IMP= 2.669 SF R + N= 4,780 SF << 5,000 I PGIS= 2,502 << 5.000 J.C.McDONNELL 1 m 11 It m 8 IF N a GINEERING, PC I-, P.O. BOX 13199, MILL CREEK, WASHINGTON TEL:(425) 744-0916 APPLICANTIOWNER MARK CUMMINGS SLATER HOMES CORP. 9718 SLATER AVE NE KIRKLAND, WA 98033 slaterhomescorp0hotimail.caim ARCHrTECT J3 ARCHITECTS, LLC 11702 98TH AVE NE, SUITE 104 KIRKLAND, WA 98034 .(TEL) 425-242-0369 RYAN ALBRECHT (CELL) 206-931-2650 FEROJE ENGINEER J.C. MCDONNELL ENGINEERING, PC .6608 216TH ST SW, SUITE 306 MOUNTLAKE TERRACE, WA 98043 (TEL) 425-744-0916.(FAX) 425-744-09411 john@lcmcdoh.com . V: SEATTLE HEIGHTS DIV 4 BUK 002 D-02 IN 75FT OF TH PTN LOT 3 BUK 2 LY WHIN THES 1/2 OF Bi 2 LOT AREA: 7.798 SF (0.18 ACRES) 60566900200302 RE95UD 20904 - 72ND.AVENUE W, EDMONDS. WA. 98020 OCT 17 20% _W99r.1wi COVER SHEET EDMONDS 4- UNIT SECTION20 TOWNSHIP27N, RANGE 04E SNOHOMISH COUN7Y, WASH1N]TON DATE IREV. BY DATE 1PROJECT MANAGER SCAL TjW 1111412017 TJW 10/1 ill= )RAWING FILE 6W J3 EDMONDS ,5 '115A SW QUARTER OF SECTION 20 TOWNSHIP 27N, RANGE 04E TURNBERRYLANIF CONDOAVIVIUM PHASE I TAX PARCEL #00895480030300 (ONE OF f.4ULT?PLE) 20600 72ND A VENUE WEST EDMONDS, WA 98026-9007 OWNER (MULTIPLE) END E FNC z xR A CL VE F74C FNC END C CDR - x 0.3'kp�i� KEYSTONE p WALL, 'Er MIT--- RIM-98,50 BOTTMI OF SMUCTUREmS6.9 IE 36'(N) CMr-90.67 IE 12'(SE) CMP-(C.OULD NOT MEASURE) CONDOMINIUM FN IT 4.6 98- x U X xaNc —END ORE RET,61? COS OTE�ORI SSS RKE RON ,-�L LOCA TION) SITE BM#2 SLA-1 V-96.74 COS (RECORD LOCAVON) coNc MNDO �WLLW- ccwc srFp—pj] TBR PROTECT IP NO VI 6' MOD FFJqCE EAvE (TYP) 21 2'W EA VE 9,w BIG R OIL FILL' mil REMOVE E. WATER METER T.— TREE Mp TfR\\ I 3.9'W EA N89'1&5,"E 103.99 FNC ENV FNC INT ols C 4'S x oI'W Id 111SE TAX PARCEL #00566900200303 20912 72NO AVENUE WEST, CDAIONDS. WA 98026 QIVVNER: W-ALID KHAN ME RET F. �w 'G MAILBOX EXISTI� TO Ejtj REMOVED ZI Q EROSION CONTROL NOTES 1 . APPROVAL OF THIS EROSION/SEDIMENTATION CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN x. [A`N� APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, STAIRS PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES. UTILITIES, ETC.). N 2. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/CONTRACTOR UN71L ALL CONSTRUCTION IS COMPLETED AND APPROVED AND VEGETATION/LANDSCAPING IS ESTABLISHED. rouNo J" BRASS DISC 3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN. SHALL BE CLEARLY F LAGGED STAMPED IV/ -X- IN 4-?12" DIA W E IN THE FIELD PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE N?ON FILLED W1 CONC. 13EYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE CAPSEIPEDONN 0.5' MAINTAINED BY THE APPLICANT/CONTRACTOR FOR. THE DURATION OF CONSTRUCTION. (BASIS OF POSIRON) 4AIF - 4. THE ESC FACILITIES SHOWN ON THIS PLAN MUST.BE CONSTRUCTED IN CONJUNC ON TH' ALL 00.00 Tj N ilD 2 1� S CLEARING AND GRADING ACTIVITIES, AND IN SUCH A MANNER AS, TO INSURE THAT SEDIMENT LCO/I AND SEDIMENT LADEN WATER DO NOT ENTER THE DRAINAGE SYSTEM, ROADWAYS, OR VIOLATE RIM APPLICABLE WATER STANDARDS. UP,UG, T' - JE 1�29(9ia%) CMP-9037 10 0 10 20 5. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED ER1, SITE CONDITIONS. DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE 1 inch 10 ft. UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND TO ENSURE THAT SEDIMENT AND SEDIMENT -LADEN WATER DO NOT LEAVE THE SIT E. 6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING. 7. THE ESC FACILITIES ON. INACTIVE SITES SHAL L BE INSP ECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN THE 48 HOURS FOLLOWING A MAJOR STORM EVENT. B. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A TRAPPED CATCH BASIN. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO THE S IR DOWNSTREAM SYSTEM. 9. STABILIZED CONSTRUCTIONI ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. 7 1-5 V IE B-(N) CONC=88.91 IE 8"(S) CONC=88,56 S17E BMII ElEv. too. I I 4 SPLIT RAIL FENCE :::91 Vkl 30, 11111-17, 7� IE 12'(N&S) CMP=89.11 C81 LP, TSF UP.UG NOTES A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY. REFER TO SEPARATE DEMOLITION PLAN AND PERMIT - BLD20171836 .TE.S C. 1LE6Z1vD REMOVE EX FOG UNE BMP CIN CLEARING LIMITS BMP C105 TEMPORARY CONSTRUCTION ENTRANCE SEE COE DETAIL ER 901 SHEET C5 —SF— BMP C233 SILT FENCE SEE COE DETAIL ER-900 SHEET C5 —OB— ORANGE BARRIER FENCE SURVEYOR GOLDSMITH LAND DEVELOPMENT SERVICES 1215 114TH AVE SE BELLEVUE, WA 98004 CiD STOCK PILE BMP C123 "PLASTIC COVERING" PO BOX 3565, BELLEVUE, WA 98009 425-462-1080 www.goidsmithengineering.com APPLICANTIOWNER MARK CUMMINGS 0 C81 CATCH BASIN INSERT SEE COE DETAIL ER-902 SHEET C5 SLATER HOMES CORP. 9718 SLATER AVE NE KIRKLAND, WA 98033 slaterhomescorp0hotmail.com - - - - - - SAWCUT UNE ARCHITECT J3 ARCHITECTS, LLC 11702 98TH AVE NE, SUITE 104 KIRKLAND, WA 98034 REMOVE ASPHALT/GRAVEL (TEQ 425-242-0369 RYAN ALBRECHT (CELL) 206-931-2650 PROJECTENGINEER J.C. MCDONNELL ENGINEERING, PC b I) uts 216TH ST SW, SUITE 306 MOUNTLAKE TERRACE, WA 98043 (TEL) 425-744-0916 (FAX) 425-744-0946 john@jcmcdon.com APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: TY ENGINEERING DIVISION Know what's below. Call before you dig. I &T(L17TC01vFL[CT)v01TE.- CA&T10iV.- THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCA'nON, DIMENSION, AND DEPTH OF ALL EXISTING UTUTIES WHETHER SHOWN ON THESE PLANS OR NOT. BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VER71CAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCWDE CAWNG UTILITY LOCATE 0 I -so -5 AND 0-424 555 THEN POTHOUNG ALL OF THE EXISTNG UTIUTIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCA11ONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMAT10N AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL NS po ULT J.C. MCDONINELL ENGINEERING. PC TO RESOLVE ALL PROBLEMS PRIOR TO ROCEEDING WITH CONSTRUCTION, MCD WAS 2;137 GIST TONAL . OCTOBER 1 2(18 H E r J.C.McDONN Li, ENGIT G, PC 0 c;: i c-- c-- r-c3 N P,O. BOX 13199, MILL CREEK, WASHINGTON TEL(425) 744-0916 j N N ��FAX: (425) 744-0946 4 WATER REVISION PER CITY COMMENTS JCM 10�,�, 3 REWSED PER CITY COMMENTS JCM 5W— 2 REVISED PER CITY COMMENTS 1 1 REVISED PER CM COMMENTS DAF 05.102118 =- --- REV. NO. I DESCRIPTION — INITIALS DAT E IC LEGAL DESCRIPTION: SEATTLE HEIGHTS ON 4 BLK 002 D-02 - N 75FT OF TH PTN LOT 3 BLK 2 LY WHIN THES 1/2 OFBUK 2 LOT AREA: 7,798 SF (0.18 ACRES) TAXACCOUffNO.(S). SITEADORMS., 00566900200302 RF-BUS;O9004 - 72ND AVENUE W. OCT 17 2018 EDMONDS, WA. 98020 -W9mmv TESC PLAN EDMONDS 4-UATIT SECTION 20 TO WWSHLP 27 N, RANGE 04 E SNOROARSH COUNTY, WAS117NGTON �®RAWMN BY DATE REV. BY DATE -CT MANAGERI SCALE TJWT; 1111412017 TJW 101101201iicm AS SHOWN RA_N, "'I DRA7VdNG FILE NAME I CHK. BY I F.B. NO. JOB NO. SHT. NO.. 6043 6043 J3 EDMONDS PLANSEE69 JCm I SW QUARTER OF SECTION20 TOWNSHIP 27N, RANGE 04E TURNSERRY LANE CONDOMINIUM PHASE I RIW-9D&A540 TAXPARCEI 1100805480030300 (ONE OF MULTIPLE) BOTTOM OF STRUCTURE-86.9 :3 20600 72NDAVENUE WEST IE 36"(11) CUP-90.67 EDMONDS, WA 98026-G607 12-(SI) CUP=(COULD NOT MEASURE) OWNER fMULTIPLE) E 99.38 X Y11/_ 2 2L- 9 sss JR_ Fey)-- N69'18`5 �71011 -FG 9F.06 10' BSBL FG 97.80 7 _p9-821 97.54 St a W W + 3 ;i,� Q T A F-d 99 19 LANDSCAPING I A 91�.96 DA191. 38__ W FG 97.6 k�u 98,77 Fp 98 FG 97 76 FG1 98 34 �IEG19 2) t SM11 RIM F 97.25 L� -(N) CONC=08.91 1E 8 T PROPOSED BLDG 15 87BL- SITE BMJI ELEV-10011 98.88- 1E 8"(s) coN 88 5` -FG 97.61 MAIN FIFE 97,k I Q)4 Fd G 8.58 FG )7.76 7e, in 15' BSBL 8.0, 8- > :2 z Cn --JFG8.48 FG utbJ21 ----------- 7- G 10' BSBL FG 97.8 �FG 97.54 6 N89* 10 JEI 18 41 INFILTRATION FACILITY FG98.. STORMTECH SC-740 ALL VAULTS NEED TO BE RATED TO SUPPORT A GVW OF 75,000 LBS AND A POINT LOAD OF 45,000 LES (24'X24" JACK PAD) FG ?8.15 FRONT AXLE = 23,000 LBS, EG DRIVEWAY 97.29 EX' A PHA�T REAR DUAL AXLES = 48,000 LBS. DRIVEWAY EG DRIJVEWAY 98.15 EG DRIVEWAY 97.84 :,n TAX PARCEL #0056000200303 20912 72ND AVENUE WEST, EDMONDS, WA 90026 OWNER: KHALID KHAN cp 30A 30' C9 V "u-977r IE I2'(N&,.,5) CMP=89,11 LP, TSF UPIUG bTj1=C0NFL1CTiV0,Tf.- NOTE: CONTRACTOR TO VERIFY AND FOLLOW ALL CURRENT C4UWI5W- 4 THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYNG THE LOCATION, DIMENSION. AND CITY OF EDMONDS STANDARD DETAILS. CHECK COE EPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY 4 WATER REVISION PER CITY COMMENTS XA# 10/10/18 'POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR WEBSITE FOR MOST CURRENT DETAILS, DOWNLOAD AND UPDATE PRIOR TO BEGINNING ANY CONSTRUCTION. 3 REVISED PER CITY COMMENTS JCm 08 4 18 TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @ 1-800-424-5555 AND Know what's below THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS 2 REVISED PER CITY COMMENTS DAF 07105118 TO PHYSICALLY VERIFY WHETHER OR NOT CONFUCTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBUC INFORMAT10N AND 05102118 AR - SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL Call before you dig, I REVISED PER C17Y COMMENTS CIA, COFNSULT LC. MCDONNELL ENGINEERING. PC TO RESOLVE ALL PROBLEMS PRIOR TO REV. NO. DESCRIP77ON IN177ALS DA TE PROCEEDING NTH CONSTRUCTION. FOUND 3" BRAS6 DISC STAMPED W/ 'X' IN 4-IIP- DIA IRT APE PLIED IV/ CONG, IN CASE, DOW 05 (BA,14S OF POSINON) LJMAIER B& ELEV_'oo co 11 .98 'IU=99 p URUG, 1E 12"(E&S) CMP�90.37 EB N NOTES: W E A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY. *UTILITY PATCHES WITH LESS THAN 20-�FEET. OF S SEPARA11ON SHALL BE COMBINED AND FULL WIDTH OR HALF WIDTH OVERLAY WILL BE REQUIRED DEPENDING ON 1 0 0 10 20 THE EXTENT OF DISTURBANCE. WHERE UTILITY PATCHES FALL, ENTIRELY WITHIN ONE TRAVEL LANE, THE OVERLAY SHALL EXTEND TO THE CENTERLINE OF ROADWAY. WHERE I inch 10 ft. U11LITY PATCHES EXTEND INTO BOTH TRAVEL LANES THEN A FULL WIDTH OVERLAY IS REQUIRED. CONSTRUCTIONNOTES MATCH NEW TO EXISTING. NEW 7' WIDE CONCRETE SIDEWALK PER COE STD. DETAIL TR-53 TO �BACK OF SIDEWALK SIDEWALK RAMP S=7.87%, 8.3% MAX. V404 -It-541 NEW DRIVEWAY ENTRANCE PER I COE STD. DETAIL TR-541 SHEET C5. SIDEWALK RAMP S=6.66V, 8.3% MAX. W NEW CONCRETE VER11CAL CURB AND GUTTER PER COE STD. DETAI 12 (D ADA PARKING AND STRIPING PER WSDOT DETAIL SHEET )j. EXTRUDED CURB PER COE STD. DETAIL TR-522. @) ASPHALT PEDESTRIAN RAMP - MATCH INTO EXISTING DRIVEWAY. PAVING RESTORATION PER COE STD. DETAIL GU-410 SHEET C5. DELETED @ CONSTRUCT NEW CURB TO CLEAREX WATER VALVE It @ DELETED 15A61INWAN61 eN Aw6mmgNIT 8 ROOFLINE TRASH ENCLOSURE SCREENING AND GATE PER ARCHITECTURAL PLAN. SEE DROP -PIN DETAILS SHEET C8. LEGEND PROPOSED ASPHALT PROPOSED CONCRETE FLOW UNE AT FACE OF CURB ,,-EG 98.88 EXIST GRADE SPOT ELEVATION ,FG 98.88 FINISHED GRADE SPOT ELEVATION FLOW ARROW USPOSTAI PROVED FOR BY, us S7 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: hxhels BY: cITT-INGINEERING DIVISION SW QUARTER OF SECTION20 TOWNSHIP 27N, RANGE 04E TURNBERRY LANE CONDOMINIUM PHASE I DUN TAX PARCEL #V089548003000 (DIVE OF MULTtPLk) RIM-98.50 BOTTOM OF STRUCTURE-86.9 20000 72ND AVENUE VVEST IF 36-(N) CMP-90.67 EDMONDS. WA 96020-9607 �E V'(SE) CUP=(COULO NOT MEASURE) 01,114NER: (MULTIPLE) �2 x y ECORD I'D 5 (RECORD C RON LO Co LOCATION) 41-2115, 10' BSBL sill em I DS T P TRASH EN LOSURE E=�0,6.00' 8 1 10 9 Sp�LANDSCAPING RINKLER -W- R1 R ROOM COS (REC t: 'I LOCA B 5"fYFPE 1 4 �OW ERF. FOOTING W DRAI� (TYP) 3 8: Sj=93.25 I N. b E NW =93.42 S ET IL 2 CLEARING LIMITS S C-1 I EET N IE 96.00 PROPOSED BLD �7BSBL- ,MAIN FFE 97. Z4 I co 25.25' A �'N bl @B 5 BSBL SO x 4 DEEP DRYWELL B SEE DETAIL SHEET §ECI \\\ \ @ I , .. 1710 (7� 10.5 z 0 1 . . I 4" ROOF DRAIN (TYP) 0 0 P P E M I Ox So 4 LF 8" So ------------ --- 20 Ll 10' BSBL IE=I96 00 6' So p 12 T ' J, 12"SO ko-II N89*1&5 E 103.99 YARD DRAIN #1 CB#4, TYPE 1 �AHJ S' ,,j WITH ELBOW 96- SEE DETAIL RIM=97.73 RIM=97.1± CB#2, TYPE 2 -1-ISHEETW IE=95.73 _j RIM=98.73 CONNECT FOOTING DRAINS QEL,)� 8"IE (N)=92.75 CS 2 W13 T� TYPE 12"(E(NW,E)=89.8B C,;7 6"IE (W)=93.42 ELBOW 8"IE(E)=96.21 SEE DETAIL RIM=98.0± SHEET C7 8"IE (N)=92.54 5 LF 8" DI @ 20.4% 12"IE (SE -95.5 EX t6PHA T'\ SEE DETAIL VIET %C-1 CURB INLET #1 DR4WAY INFILTRATION FACILITY RIM=98.18 STORMTECH SC-740 (10)CHAMBERS 8"IE 97 23 ISOLATION FIRST ROW SEE DETAIL SH71at;W BOTTOM AREA=351 SF B070M EL.=92.50 TAX PARCEL IW0566900P0030 C7 20912 7210 A VENUE WEST, EDMONDS, WA 96026 Olv"JER: KHALIO KHAN. Op 4- NOTE: CONTRACTOR TO VERIFY AND FOLLOW ALL CURRENT CITY OF EDMONDS STANDARD DETAILS. CHECK COE WEBSITE FOR MOST CURRENT DETAILS, DOWNLOAD AND UPDATE PRIOR TO BEGINNING ANY CONSTRUCTION. LEGEND F1 PROPOSED CATCH BASIN 0 FLOW LINE ss- PROPOSED SIDE SEWER FLOW ARROW PROPOSED CONCRETE PROPOSED ASPHALT RESTORED GRAVEL F#jr,�; Know what's below. Call before you dig. CLEANOUT WATER METER BMP T5.13 POST -CONSTRUCTION SOIL QUALITY AND DEPTH IN THE AREA OUTSIDE OF. THE CLEARING LIMI TS WILL BE LEFT UNDISTURBED IN THE NATIVE VEGETATION AND SOIL. THE PROPOSED LANDSCAPE AREAS WILL HAVE A TOPSOIL LAYER NTH A MINIMUM ORGANIC MATTER CONTENT OF 10% DRY WEIGHT IN PLANTING BEDS, AND 5%,ORGANIC MATTER CONTENT IN TURF AREAS, AND A PH FROM 6.0 TO rOUND 3' BRASS DISC 8.0 OR MATCHING THE PH OF THE UNDISTURBED SOIL. THE TOPSOIL LAYER STAMPED W1 -X- IN 4-112" DIA IRON PIPE rILLED K/ CONC, SHALL HAVE A MINIMUM DEPTH OF 8 EIGHT INCHES EXCEPT WHERE TREE IN CASE, DOW 0 5- ROOTS LIMIT THE DEPTH OF INCORPORATION OF AMENDMENTS NEEDED TO MEET S THE CRITERIA. SUBSOILS 13ELOW THE TOPSOIL (64SIS OF POSITION) LAYER SHOULD BE SCARIFIED AT 4AMR 8V LEAST 4 INCHES NTH SOME INCORPORATION OF THE UPPER MATERIAL TO aEv�lo 00 L___Lce 10 0 10 20 AVOID STRATIFIED LAYERS. WHERE FEASIBLE. II UP. UG, R' CMP-90,37 I inch 10 ft. UTILITY CONNECI1011 BY OTHERS STORMTECH CONSTRUCTIONNOTES 10" INSPECTION PORT, SEE DETAIL SHEET C7 DOE SPECIFICATIONS F OR SOIL T5.13 'A SEWER CONSTRUCTIONNOTES ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT PROJECT COMPLETION, DEMONSTRATE THE FOLLOWING; 6" CLEANOUT WITH 12" CI LAMPHOLE COVER. IE=87.5± FIELD VERIFY. 3 SEE COE ST) DETAIL SS-200, SHEET C6.4f A 00 OF TItf- CY1111IN4 LATML 1) A TOPSOIL LAYER NTH A MINIMUM ORGANIC MATTER CO I INTENT jr L.L BF, ROLAWD - C69 W. OF TEN PERCENT DRY WEIGHT IN PLANTING BEDS, AND 5% EXISTING CLEANOUT TO REMAIN. ADJUST RIM TO FINISHED GRADE gwri ORGANIC MATTER CONTENT IN TURF AREAS, AN) A,�PH FROM ]E=88.5± FIELD VERIFY. J SMH 3 (D 6.0 TO 8.0 OR MATCHING THE PH OF THE ORIG&L UNDISTURBED SOIL. THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF EXISTING CLEANOUT TO REMAIN. ADJUST RIM TO FINISHED GRADE EIGHT INCHES EXCEPT WHERE,TREE ROOTS LIMIT THE DEPTH OF IE=88.96± FIELD VERIFY. RIM-100.11 INCORPORATON OF AMENDMENTS NEEDED TO MEET THE CRITERIA. IE 81N) CONC-Ba9l SUSSOILS.BELOW THE TOPSOIL LAYER SHOULD BE SCARIFIED AT IE 8-(S'l CONC=86,58 LEAST 4 INCHES WITH SOME INCORPORATION OF THE UPPER S17E BM11 ELEV=100.11 WATER CONSTRUCTIONNOTES MATERIAL TO AVOID STRATIFIED LAYERS, WHERE FEASIBLE. IE 6"(N)=89.01(NEW) I El 2) PLANTING BEDS M UST BE MULCHED WITH 2 INCHES.OF ORGANIC ADJUST RIM TO FINISHED GRADE. MATERIAL. V 1" WATER METER PER COE STD. DETAIL WA-130 SHEET C6. 3) QUALITY OF COMPOST AND OTHER MATERIALS USED TO MEET FH ASSEMBLY (W/STORZ ADAPTOR) PER COE STD. DETAIL WA-100 SHEET C6. THE ORGANIC CONTENT REQUIREMENTS: El A) THE ORGANIC CONTENT FOR -PRE-APPROVED� AMENDMENT EXISTING WATER SERVICE SHALL BE CUT AND CAPPED AT THE MAIN RATES CAN BE MET ONLY USING R COMPOST THAT MEETS 'COMPOSTED, THE DEFINITION OF MATERIALS" IN WAC BLUE REFLECTIVE PAVEMENT MARKER 173-350 SEC11ON 220. THIS CODE IS AVAILABLE AT THE -ro ore, iveTzovsb aq - DEPT. OF ECOLOGYS WEBSITE: 1" POTABLE WATER LINE (HOPE OR EQUAL) 111e, Sf V, I-10L -To iWT(tLiL, El HTrP://WWW.ECY.WA.GOV/PROGRAMS/SWFA/COMPOST/ FIRE SUPPRESSION PER NFPA 13R THE COMPOST MUST ALSO HAVE AN ORGANIC MATTER 5 1-wIvAlida v"It CONTENT OF 35% TO 65%, AND A CARBON TO NITROGEN 5-megm P? vitu 11 P -RAPKIT rnmmrrmnm F E RATIO BELOW 25:1. THE CARBON TO NITROGEN RATIO MAY -1 OWD CnL LklW%1119 , � &5S C, BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY [j]2'.X TAP TO MAIN W/2" GATE VALVE OF PLANTS NATIVE TO THE PUGET SOUND LOWLANDS REGION. JU AMIII CIFS - _rW JAI CB#1, TYPE 2 DOUBLE CHECK DETECTOR ASSY PER COE STD. DETAIL VIA�442* SHEET C6. B) CALCULATED AMENDMENT RATES MAY BE MET THROUGH ...... . ... RIM=99.50 10111.11 S 0 USE OF COMPOSTED MATERIALS AS DEFINED ABOVE; OR 90 LF 2" PE OTHER ORGANIC MATERIALS AMENDED TO MEET THE 12"IE (N,S,W)=89.6OJ`j' wir ca CARBON TO NITROGEN RATIO REQUIREMENTS, AND MEETING -71N 0 frit 1") THE CONTAMINANT STANDARDS OF.GRADE A COMPOST. (�,_ L. 10610,1fifil- 131&� fu ", Im sovff T*m WtmT tw sm�) ftvjo - THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE kj La�ftTvj Jai%_ J 5!t4A(fWN6, MI N M -ro 5#1K 140itTil, - OF VEGETATION TO BE ESTABLISHED. CONTRACTORS NOTES iz 'R 1 . A SEPARATE RIGHT-OF-WAY CONSTRUC71ON PERMIT IS REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY. REFER TO SEPARATE DEMOLITION PLAN AND PERMIT - BLD20171836 2. EXISTING SIDE SEWER FROM THE POINT AT WHICH IT IS CAPPED ON PRIVATE PROPERTY, TO THE PROPERTY LINE, SHALL BE TV'D BY THE PROPERTY OWNER. TV RECORD SHALL BE PROVIDED TO THE CITY TO DETERMINE IF IT IS ACCEPTABLE TO REUSE. IF THE EXISTING SIDE SEWER IS 4"IT WILL NEED TO BE REMOVED IMPERVIOUS SURFACE: AND REPLACED WITH A 6"LINE REGARDLESS OF CONDITION, PARCEL AREA 7,798 SF 3. EXISTING LATERAL, FROM THE PROPERTY LINE TO THE MAIN, 59W99 1,"ejzM EXISTING ROOF= 2,164 SF fE CWP=59.11 SHALL BE TVD/INSPECTED BY THE CITY SEWER DIVISION TO DETERMINE IF IT IS IN ACCEPTABLE CONDITION FOR REUSE. IF Wkf -Nl� Uq ( I-V T EXISTING PAVEMENT= 336 SF NOT, A NEW 6-LATERAL FROM THE MAIN TO THE PROPERTY 4NI) K Ix To mm PERVIOUS= 5,298 SF 7,789 SF LINE WILL BE REQUIRED. C&EPT to pi Pr- 4. IF EXISTING SEWER LATERAL IS NOT PROPOSED FOR REUSE, IT D4V NOT- e1'rfWD SHALL BE AND CAPPED AT THE To p"w4zTq PROPOSED BLDG= 2,277 SF PROPOSED PAVING= 2,502 SF LP,7SF CUT PROPERTY LINE. WNIF, + 54#*LZ LANDSCAPING= 2,635 SF 49(2"ITEb 7.414 SF 5. A 1 -INCH METER MAY BE NECESSARY OF FIRE SPRINKLING IS REPLACED IMP= 2.111 SIF REERED, BY THE FIRE MARSHALL. IF FIRE SPRINKLING IS NEW IMP= 2,669 SF REQUIRED BLDG SVC LINE ON PROPERTY MUST BE UPSIZED TO R + N= 4.780 SF << 5,000 1.5-INCH. 6. UNDERGROUND WIRING REQUIREMENTS OF ECDC 18.05 SHALL BE PGIS= 2,502 << 51000 FOLLOWED. ALL UTILITY SERVICES SHALL BE INSTALLED E 11 CATC BASIN UNDERGROUND. FURVEYOR GOLDSMITH LAND DEVELOPMENT SERVICES FIRE HYDRANT SITE UTILITY PLAN DESIGN BY OTHERS THIS IS A SKETCH. NOTHING IN THIS VIEW RELATING TO VERIZON, PUD POWER LINES OR OTHER POWERED UTILITIES SHALL BE CONSTRUED AS A DESIGN OF SAID UTILITIES BY J.C. MCDONNELL ENGINEERING, PC. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT THE APPROPRIATE UTILITY OR THE EDMONDS INSPECTOR TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY: Q _j;4Y NGINEERING LAIM51ON --.Gqy : tA�Iv�) SW QUARTER OF SECTION 20 TOWNSHIP 27N, RANGE 04E �" . �" Wo FILTER FAEIR C TO * 1 2" 14 FABBIC EQUAL NATIVE BACKna IRA RIC MATEIRAL IN CONTROLS BILLS TABLES OR WIRE RINGS TO ATTACH � TO WRE 2* . 2' W00D/SRE1- POSTS� FILTER 12* NOTES, 1. CONTRACTOR/OEVELOPER SHALL MAINTAIN AND ENSURE PR PER EPOSION CONTROL THRWGHOUT PROJECT. CITYEINSPECTION REQUIRED ON 2. SILT FORCE n BE PLACED DOWNSLORE OF CONSTRUCTION ALL ROSHON CONTROL METHODS ACTIVITY. BEFORE OTHER WORK CAN BEGIN FABRISC FENCE AT RJANUTARY 02OIE8 CITY OF EDMONDS FILTRATION YSTEMS PUBLIC WORKS [FILTER STANDARD DEPARTMENT DETAIL R ENS. N ER-900 GRAm FILTER SOCK TH OVER FLOW HOLES (TYP) NOTES, "".-AGATCH BASIN I. CONTRACTOR/D VIBLOPER MAU MAINTAIN THIS APPILICATON AT ALL TIMES DURING CONSTRUCTION PERIOD. 2. ANY SEDIMENT IN CATCH BASIN INSERT SH M BE REMOVED MEN INSEST IS ONE-THIR RJU. 3 CITY INSPECTION REQUIRED ON ALL MOGRON CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. TEMPORARY REVISION DATE JANUARY 2018 CITY OF EDMONDS SEDIMENT TRAP R_ PUBLIC WORKS FOR CATCH BASINS STANDARD] DEPARTMENT DETAIL APPROVED Or. R� ENGUM ER-902 FULL MOTH SS/EGRESS DETAIL NOTES, (D ME MINIMUM LENGTH MALI. BE EXTENDED AS NECESSARY M E-RE MATERIAL IS NOT TRACKED OFF Sim AND/OR INTO ME PUMC RIGHT-F-WAY. Q AM DRIVEWAY RAMP AND/OR Sim ACCESS ROAD 15' WIDE MIN. SEE TABU BELOW FOR RIODUIRRED I.ENGTH. NOTES, 1. SURFACE WATER - AM SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTIO ENTRANCES SHAILI. BE FRED ACROSS ME ENTRANCE IF PIPING IS IMPRACTICAL. A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. 2. MAINTENANCE - ME E TRANCE MAU BE MAINTAINED IN A CONDPRON WHICH WILI- PREVENT TRACKING OR FLOWING OF BEBINENT OFF 9TE AND/OR ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC MR BRING WITH ADDM_ QUARRY SPAUS AS CONDIT-S DEMAND AND REPAIR AND/OR MEARROUT OF ANY MEASURES USED TO TPAP BEGIME"M AU SEDIMENT SPILLED. DR FED. WASHED OR TRACKED OFF SITE AND/OR ONTO PUBUC RIGHT-01-WAY MUST BE REMOVED IMMEDIATELY. WH ELS SHAI.L BE CLEARED M REMOVE SEGIMEN PRIOR M LEAVING ME SM. MEN WASHING IS USED, IT SHALL BE DO E ON AN AREA STABILIZED WITH MARRY SPAU-B AND MiCH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DE'VICE. 4. INSPECTION AND NEEDED MAINTENANCE SHAIJ- BE PROWDED AFTER EACH RARL PROXIT UEN OF (FEET) - BOADE AM OR ASPHALT PR SOE_ QUARRY SRAU1* TRANSITION MOE MONTAGE < 1 /4 ACRE �G 17aW 7�7700VE-6' MINED * 1 ACRE BY CITY INSPECTOR. TY INSPECTION REQUIRED ON * 3 ACRE ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN I C, STABILIZED CONSTRUCTION UARY `20AX18 CITY OF EDMONDS ENTRANCE PUBLIC WORKS NDARD DEPARTMENT DETAIL APPRM ". R. ENGLISH ER-901 1 :19 I 11T - BE A IEIT STRAIGHT ["MA -1 1/�" LINE ALL EXPOSED VERTICAL BODIES SHALL PC 6 22 BE TACKED NEATLY PER WSOOT STANDARD (sin: NOTES 5) EXISTING IRU ED SURFACE BASE7 PORT OR NAT; ATEM'k. I11R11 PER ':rDOT IM BACXnU. HALL BE CDMPACRE SPEC "'(3) TO 9 MAXIMUM DENSITY (SEE NOTE 3) (SEE NOR 2) --.I NOTES: 1. SEE CITY OF EDMONDS MOCIFICATONS TO MMSON 9 OF ME CURRENT WSDOT STANDARD SPECIFICATIONS FORI BAMMUNG REQUIREMENTS 2. BUD IT PROCTOR AND DENSITY TESTS FROM CERTRIED TESTNG COMPANIES DOMMENRIG THAT ME BACKIFILL NUTS A MINIMUM OF 95% DENSITY PER ARTM D 1557. 3. CIC DO MAU BE A MINIMUM 6' OR MATS EXISTING WHICHEVER IS GREATER. MEN MATCHING EXISTNG III BOTH GREATER THEN 6". MEN GIC SHAL1- BE INSTALLED IN MULTPUE EQUAL THICKNESS LIFTS NOT EXCEEDING 6". 4. ROADWAY HMA DEPTH MAU BE A MINIMUM OF e MICK. UNLESS ARPROVED BY ME EIRONEER. ANY DEPTH GREATER THAN � SHAU MATCH EXISMIG. 5. ALLEY HMA DEPTH SHALL BE A MINIMUM OF 2' THICK. UNLESS APPROVED BY ME ENGINEER, ANY DEPTH G EATER MAN 2" SHALL MATCH EXISTNQ 6. UNLESS PROVED BY ME ENONEER. THE HNA MAU BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 2'. 7. FINAL PAWMERT JOINTS SHALL BE NEATI.Y AND UNIFORMLY SEALED WITH WSDOT STANDARD SPEcincATINS 5-.�(5)C APPROVED JOINT REALANT UR APPROVED EQUAL "E"" DATE TYPICAL HMA AND JANUARY -B CITY OF EDMONDS UTILITY PATCH PUBLIC WORKS STANDARD DEPARTMENT DETAIL �4 APFFAM " R. ENGLISH GU-41 0 NOTE: CONTRACTOR TO VERIFY AND FOLLOW ALL CURRENT CITY OF EDMONDS STANDARD DETAILS. CHECK COE WEBSITE FOR MOST CURRENT DETAILS, DOWNLOAD AND UPDATE PRIOR TO BEGINNING ANY CONSTRUCTION. Know what's below. Call before you dig. -1. (SE.- IUH -1. VA. B. Ram -NDEl- CURB/cUTTER (SEE mom 8) -2-- , r '' I . ". , I CRLME JRFACE BASE COURR PER MOOT SM SPEC .- Sp) (SEE NOTE *�) INA CLASS 1/2- 8 -22 E NOTES 3 & 4) NOTES, 1. SEE CITY OF EDMONDS MODIFICATORE M DIMSOR 9 OF ME MR-T WSBOT STMDAM SPECIFICATIONS FOR SACKFIUING REQUIR ENTS. 2. IS C DEPTH SHALL BE A MINIMUM 6' OR MATCH EXISTING WHICHENER IS GREATER. MEN MATCHING EXISIBNG CSBC DEPTH GREATER MEN 6". THEN CIC SHAtJ- BE INSTNUED IN MULTIPLE EQUAL THICXNEES UFTS NOT EXCEEDING 6". 3. ROADWAY HNA DEPTH MAU BE A MINIMUM OF � TRICK. UNLESS APPROVED BY ME ENGINEER. ANY DEPTH GREATER AN e MAIJ- MATCH ENISIGNS. 4. ALLEY HM DEPTH MALL BE A MINIMUM OF 2" TRICK. UNLESS APPROVED BY ME MONGOL ANY DEPTH CREATE MAN 2" MALL MATCH EXISTING. UNLE APPROWD BY ME EINGNEEIL ME RNA MAU BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIM NOT EXCEEDING ". 6� IMAI. PAVEMENT JOINTS MALL BE NEATLY AND UNIFORMILY SEALED WITH WSDOT STANDARD SPECIMCATION5 5-04.3(5)C APPROVED JOINT SEAI.ANT OR APPROVED EQUAL, 6. FOUR TO EDMONDS COMMUNITY DEVELOPMENT CODE TABLE OF STR97 STANDARDS FOR RIGHT-OF-WAY AND PAVEMNT WIDTHS. 7. REM TO EDMONDS COMMUNITY DEVELOPMENT CODE SIDEWM STANDARDS FOR SIDEWALK REOUIREMENTR. 8. REM TO CI STANDARD CURB DETAILS REMOH DAR CITY OF EDMONDS1 PUBLIC STREET JANUARY 2018 PUBLIC WORKS STANDARD DEPARTMENT DETAIL TR-505 APPIRM IM R. ENGLISH 19 I-EXPANSIDNI I W �/-D. UMNMY MIRY j .4 -0. GI. I, --j PLAN MEW (NOT TO EC-) FULL -TH 'Ir EXPANSION CURB/GUTTER MIRY ATERIAL BEE COE SM TIR-521 2X MAX I R 2- MIN SIR MINUS CSM ON NAIRVE BEARING SOIL SEE NOR 9 NOTES, (NOT M SCALE) 1. CITY INSPECTOR REMIRED ON FORM WORK MOR M PGJR. 2. CONCRETE SHALL BE CLASS 3GOD. 3. ITMISH SHALL BE LIGHT BROW. 4. SIDEWALK THICKNESS MAU BE 4. 1, 1GEWAUK 111S AT DRIVEWAYS MAILL BE 1* 111, S. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK. UDS FOR CTION BORES AND TRUTY VAULTS MAU BE NON-SKII) AS SPECIFIRD BY ENGINEER. 1, SEE ICE BIG BY. TR-150 MR P1111� BOOT BARRIER INSTALLATON, G RUYCNADF SHALL RE COMPACRI) M 95% MAXIMUM IR- R=U4MM DATE CONCRETE SIDEWALK PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED IM A. ENGUM TR-531 I R b'71LI17 COYFUCFYOTE CA600jv.- THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND WATER REWSION PER CITY COMMENTS JcM IG',0XI8 DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOUNG THE UTIUTIES AND SURVE)ING THE HORIZONTAL AND VERTICAL LOCATION PRIOR REWSED PER CITY COMMENTS JCM TO CONSTRUCTION. THIS SHALL INCLUDE CALUNG UTIUTY LOCATE 0 1-800-424-5555 AN THEN POTHOUNG ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS REVISED PER CITY COMMENTS DAF TO PH SICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHYOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMAT10N AND REVISED PER CITY COMMENTS DAF 21,81 ARE SUBJECT TO VARIATION. IF CONFUCTS SHOULD OCCUR, THE CONTRACTOR SHALL - - :TE CONS LT J.C. MCDONNELL ENGINEERING. PC TO RESOLVE ALL PROBLEMS PRIOR TO DESCRIP77ON 105 1 TNI77ALS PROCEVEDING WTH CONSTRUCTION. URR 10 V7TER M ��A k&Lio S NOTES' 1. dTY INSPECTOR REGUREG ON FORM WORK PRIOR M POUR. 2- I'S BE TRUE I LIKE AND GRACE 11 -U- ITAKED. ERP NSIGN JOR- SHALL. BE F.ACED ADAGENT M ANY STRUCTURE. EXPAX.. - SNAU RE EWRY 1C FEET. S. EXPANSION JCWTS MAILL RAW 1/2' M 5/8- WIDE PREMOI-DED JOINT MILLER. -1 SIRAU BE 111 1000, FINISH MAU BE LIGHT ED ON. a CURB SHALL BE - WITH AR CURING COMPOUND OR MAU BE COVERED AND KEPT MOIST FOR � NO- 9. REMO GIRECMEPLACENENT OF CONCRETE CURB V� BE FROM EXPAHMON W EXPANSION JOINT. UNLESS OTHERNSIS Y CITY ENGRBER. 1D. A 2-FT MINIMUM ASPHALT SARCUT MAY SE REQUIRED AS DETERM�INEIG BY CITY ENGINEER. �1, A11R8/IUTTER SHALL BE 11' OR AS DIRECTED BY CITY ENGINEER. 2. U VERIRCAL EDGES MALL BE TACKET. RIEVISION DATE CONCRETE CURB JANUARY 2018 I;j TR-520 CITY OF EDMONDS AND GUTTER PUBLIC WORKS STANDARD DEPARTMENT I DETAIL I APPROVED W. R. EINGUM DRIVEWAY APPROACH SM DTL NO PAVE�ENT DO E""' 1/2' EXPARSO �Ri _11 IAI MR. (D 1�7 (D CU 8 AND GUTTER SHAU. BE POURED SEPAR- MOM ME SIDEWALK. CITY INSPECTOR REQUIRED ON FORM WORR PRIOR M POUR. GDRIVEWAY APRON INDUCING WHO RAMPS SHALL BE A MINIMUM OF R* THICK AND MAU BE PLACED ON 2" OF 51W STC COMPACTED M 91 MAXIMUM DMSITY. SUBGRADE SHALL BE COMPACTED TO GSX MAXIMUM DENSITY. (D 2' ASPHALT SAKUT MAY BE REQUIRED WITH GURB/GUTMR INSTALLATION. BEFER M WE SM GIL M-52D. @ CONCRETE MAU BE CLASS 3000. @ MR TRANSIMON SHOULD MAINTAIN A SLOPE NO GREA,MR MAN 8- IF ME MORE REWIREMENT CANNOT BE ACHIEVED MAMMUM CURB ME MARSTON LENGTH SHALL BE tS-MT. MAINTAIN 1/2- UP AT CUTTER. IF DRIVEWAY WIDTH EXCEEDS 15', INSTALL A FUU. DEPTH EXPANSION JOINT AT CENTER OF DRIVEWAY INSTALI. MINIMUM 5-FT TRANSMON PANEL BETWEEN DRIVEWAYS AND WHEN CONNECTING M EXISMG SIDEWALK. MR1H SHALL BE UGHT PRO.. DAN CITY OF EDMONJ DRIVEWAY APPROACH JANUARY 2018 IDS TT -PE I PUBLIC WORKS STANDARD DEPARTMENT I DETAIL 4- 1 APPROM IM R. ENOUSH TR-541 8 PLACE -BE MARKS EVERY 10' E 1: 2 L --T DRIVEWAY WIND OR MR. RAMP SLOPE CONSTRUCT OUT :F RNA PAVEMENT CONCRETE MR HALL BE NO LESS MAN 3' IN HUGHT El I VENINT 1*1' FROM ME FAC CURB IF NECESSARY TO SUPPORT EXTRUDED CURB HMA PAVEMENT F/7777/-/Z/777/7�� TED 5/8- MM NOTES� BELOW HMA EXTENSION 1. NOT 70 BE USED IN RIGHT-OF-WAY EXCEPT TO REPAIR EXISMI EXTRUDED MRS. AS APPROVED BY CITY ENGINEER. 2. EPDXY IS ME ONLY ATTACHMENT METHOD M BE USED BETWEEN HMA AND EXTRUDED CURB. I CONCRETE MALL BE AIR-EINTRARIED CLASS MOD PER WSOOT STANDARD SPECIFICATIONS. REVISIGIM DAN gM OF EIDMIONDS1 1C. 10, NCRETE JAN ARY -15 CURB PUBLIC WORKS STANDARD DEPARTMENT DETAIL I APPROVED n R. DROUSH TR-522 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: S!/W145 h, L-- BY, A-1 I) IfNGINEE IN DIVISION' J.C.McDONNELIJIL, ENGINEERING, PC 1 IF ri t-- 4--- r--3 P.O. BOX 13199, MILL CREEK, WASHINGTON TEI 744-0916--p GOLDSMITH LAND DEVELOPMENT SERVICES 1215 11 4TH AVE SE BELLEVUE, WA 98004 PO BOX 3565 . BELLEVUE, WA 98009 TAYACr0&ATN0.(S)- S1TEA0,0RFSS.- 00566900200302 R[ROUM 20904 - 72ND AVENUE W, EDMONDS, WA. 98020 OCT 17 2018 DETAILS EDMONDS 4- LWT SECHON 20 TOWNSHIP 27 N, RANGE 04 E SNOHOAHSH COUNTY, WAS11INGTON DRAWN BY DATE ' ,,,,DAI PROJECT MANAGERPCAUE T1W 1111'flqoIARIIV� By 09nd .1r.14 N/A 6D43 J3 I GRIPPER PLUG OR APPROVED Ij, l" OR 6" SIDE S�MR GENERAL CLEANOUT DETAIL NOT` " EVE 12' PVC ME 6" FISER al 6" WYE AND CITY STUB 45. SEND LOCKING COVER C OR 6" SIDE SEWER CLEANOUT/DETAIL SEE MOM AT PROP RT LINE CIT EASEMENT LEVELM. _A` SEE NOW 4 NOTES� ASPHALT SURFACE 1. SEWE PIPE MAU. BE SOR-35 AND JOINTS SMALL BE GASKETED. 2. PIPE BLOPE TO BE 2% MIN AND UP TO 50% MAX. I CLEANOUT COVER TO BE EAST XROAN IRON WORKS MOT LONG 12" PVC 'I.EEW PRODUCT NO M6102 STAR PIPE COSP48L OR APPROVED 6' RISER END OF PIPE GRIPPER 4. LE NG COU.AW SMALL. BE CONSTRUCTED AS FCU.OWE-. PLUG (CHERNE 270261 OR APPROVED EQUAL) IN ROADWAYS PER COE M DWG GU-424 CLEANOUT INVIDEWALKAANDSCAPED ARM EITHER 24' Se'" 4DI T OR CONCRETE EP CONCRETE COLLAR OR 24" DIAMETER . G' DE11 CONCRETE CGU,Ul REWSION DAM CITY OF EDMQ SEWER CLEANOUT DETAILS LA1Y 2DI. PUBUC WORKS STANDARD DEPARTMENT DETAIL APPROVED SO R. ENGLISH SS-200 SW QUARTER OF SECTION 20 TOWNSHIP 27N, RANGE 04E NOUN HYDRANT PLUMB PROMDE 3' MINIMUM CLEARAHCE AROUND HYDRAMT l' STORZ ADAPTER U'LE ROAD j 1/2' EXPANSION DO RAISED PA T "NT N TENA` -AX ARKERS Al ABOVE FINISHED AIJON VALVE BOX EARS M'H- M MAGE y . : PARALLEL WITH THE CClCRETE FINISH MADE WATER LINE IT SERVES P. AR NO HYDRANT m A Mj I' R,w CAST RICH 1 DATE VALVE C1 1-1/2' 'AM ADXSTAGUE VALVE TEE.TH AS ESTRAIN 1. GED OCH. V INAN EGA -LUG OR IN AROUND HYDR M UAL MOM COYIECTION CON ECTION DR N HOLES E FOR HYDRANT BOTTOM OF GO '_%` " ..- .- VAL. COVER TOP ITYP) PAR WA &LI? SERVES U IT CAST 'RM A X a 4 AS VALVE ST GED E ON AND 'DOES �/jj WITH MR. IS. OR APPROVED EQUAL -4 THR11T 1-1 10 MIL P S11C UNDISTURBED EARTH BETWEEN BLOCK T 10.12'.4' CONC. BLX. l2*'.l" TEE 2 N L; ' MI GONG ELK AARAIII `ETWEEEN HYDRANT CCNNECVON PIPE TO C C "4 BE DUCTILE IRON CILkSS N , C AN INTERMEDIATE MMTS TO AM. .TS BE RIESTRARRED TS T THRUS MON NOTES, 1. HYDRANTS AMD AU. MATERIA1.S TO BE IN ACCORDANCE WITH CITY OF EDMONDS APPROVED MATERIAL MCD.GAAGNE LISTINGS. CONSTRUCT 3' X 3' X 3.5" THICK CMCRETE PAD AROUND HYDRANT PIPE HYDRANTS SET IN CONCRETE RECURES AN EWAN ON STRIP AROUND HYDRANT BARREL IN ADISIT014. THE INSTALLATION OF THE HYDRANT ON PRIVATE PROPERTY SHALL EQUAL OR EKCEED STANDARDS SET FORTH FOR THE INSTALLATION OF PUBLIC FIRE HYDRANTS IN THE CITY OF EDMOND. 3. A HYDRANTS SMALL HAVE A 6' MECHMICAL JOINT (MJ) BASE TRAFFIC MOM PROVIDED WITH (2) 2-1/2- H06E NOZMS AND (1) 41/2' NATCHN.,STANDARD THREAD (MST) PUMPER NOZM WTH 4- STORE QUIN COUPUMG ADAPTER 4. PUMPER PORT SMALL. FACE THE EIREET OR ROADWAY MR FIRE ENGINE ACCM& 5. THREE FOOT MINIMUM LEVEI. CUEARANCE SMALL BE MAINTAINED AROUND HYDRANT MEN PLACING LANDSCAPING. 6. FIRE YORANTS SMALL BE PAINTED SAFETY YELLOW BRAND: KELLY MOORE (170063 SUNBURST YELLOW) OR APPROVED EWAL 7�RAISED PAVES T MARKER TO BE PLACED ** 11 PAVEMENT CA OR PAINTED LINE ON HYDRANT SIDE OF ROAD. FIRE HYDRANT LOCATION SHALI_ BE MOM ON THE PLANS AT A LOCATION APPROVED BY THE CITY ENGINEER. ReAM DA CITY OF EDMOND FIRE HYDRANT ASSEM13LY 1ANU1lY 111 PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BVk R. ENGUM WA-100 F.I.I. GRADE-\ ko SuPpum BALL VALVE Li Li G� FLOW E;IN MATERIAL UST: AL. I" SERVICES TO BE TYPE "I' SOFT COPPER TUMNO 1* BAU_ CORP. STOP WITH CC THREAD INLET AND COPPER (M) GRIP W�T (FORD OR MUELLER) DUAL PURPOSE UNION MIPT X,C " GRIP %VoALSE GINO EX N M=STOP EQUAL. TO FM B844444 FOR I" @mffa I' METER SETTIER WSH ANGLE SAUL METIM VALVE lr HIGH WIN DUAL PURPOSE UNIONS ON INUET AND OU7LET. HORIZONTAL IN HORIZONTAL, OtJTUET EQUAL TO FWD V3711-44 WHEN PLACING NEW SERACES' USE SAME AS ABOVE AND ADD A SHOLE CHECK, EMAIL TO FORD 11-44 $1' - IF IERICE SADDLE I -Al. TO IONAC 1111 IN UNPAVED KAS; CARSON 4 MSBCF WTH GUCTIUE 1ARON COVER AND CAST RON READER DDM; N PAVED AREAS: ARMOR CAST A6001946P2 BOX W/ 60019696S Ra LID FOR VACANT LOT (FUT.RE USE) LOCATION MARKED MTH PANTED 2- X 4- STAKE WITH 'WATER- SIENOUED ON IT ill GA, VIA. COATED "RE TRACEI (TAFED TO PLASTIC PIPE EVERY IV) TO BE GROUNDED AT METER AND HOUSE SCHEDULE 40 3/4" OR V PLUG. REMOVE MEN CONNECDON IS MADE TO CUSTOMER UNE WITH COMPRES$ION nT1RNG WATER SIERMCE TO HOUSE. INSTALLED BY OMER/CMTRAC� (PER PLUMBING CODE) PROP TY OWNER RESPONSIBLE FOR PURCHASING 3/4' OR 1' METER THROUGH THE CITY AT DEVELOPMENT SERVC S DEPARV T. CITY SNU. SUPPLY AND INS� METER AFTER PURCHASE. IF USING 3/4" METER. CONTRACT. WILL PROVIDE REDUCERS U. BE SET AT THE PROPERTY LINE UtUESS APPMAW BY THE CITY ENGINEER. D-EMS11I)EJS W-_� N-0-T XEA�-T IN DRIVEWAY A1EA1 UNLESS TRAFIC RATED BOX IS APPROVMED Y CITY ENGINEER. FEMBEN �4 - 1 JANUARY D20AX18 CITY OF EDMONDS WA3 ERN SERV;CE PUBLIC WORKS INSTALLATION STANDARD DEPARTMENT DETAIL APPRIWID 11" F. ENGLISH WA-130 NOTE: CONTRACTOR TO VERIFY AND FOLLOW ALL CURRENT CITY OF EDMONDS STANDARD DETAILS. CHECK COE WEBSITE FOR MOST CURRENT DETAILS, DOWNLOAD AND UPDATE PRIOR TO BEGINNING ANY CONSTRUCTION. Know what's below. Call before you dig. I UF1LrJTC01VFL1C_TjV0TE- C46TIOAr. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION. DIMENSION, AND DEPTH OF ALL EXISTING UTIU11ES WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOUNG THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALUNG UTILITY LOCATE 0 1-1500-424-5555 AND THEN POTHOUNG ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTIUTY CROSSINGS TO HYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON ESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL 'ONS ULT J.C. MCDONNELL ENGINEERING, PC TO RESOLVE ALL PROBLEMS PRIOR TO 1PROCEEDING VATH CONSTRUCTION. 4 WATER REVISION PER CITY COMMENTS JCM -10- �1101,18 3 -2 REVISED PER CITY COMMENTS JCM �8 -, '24,,18 REVISED PER CITY COMMENTS DAF - - 07105118 I . __ DAF �A/,B rREV NO. DESCRIP77ON INMAIS I DATE I Ao"' C"`NECT.N W/ STGRZ FITTING (AS REQD BY FIRE DEPT) CH - - - - - - - - - - - 7) ALL A- LADDER CUT FLAN . ...UIRED D AS RED SHAUL BE GORE PENETRATIONS ELS W P`_ %TO- P YFROPYLENE TPPL SMALL BE INSTAU_E ON LAG WTH PULL UP HANDRAIL HA CLOSE TO HINGE C ACTOR TO INSTAL� PER M RER RECOMMENDATIONS AND LEA` LID (MODEI-I.W. DMATE LOCATION WITH ENGINEER. HAT PEENING TO BE LOCATED WDON , OF INSIDE VAULT WALL FOR EA LADDER ACCESS NOTES, 1j, ITAH, S' TO (*,�.-Njr OF UT "D" D-10 ESTRIAN LOA -30 1. ACCESSES BY LW. MATCH, Ti` FF "ATC WADJ WITH SID OU DRAIN. 2. DCOA MUST . TESTED BY A E BACXFUO SEEM& STER. I ALL M CMS MUST BE PRO D TH PCV P . 4. A CITY APPROVED VALVE IS REQUIRED BETWEEN TH PP MAIN AND THE VAUL' S. SEE COE SM DIlLs 83 AND WA4 FOR DCDA L ON AND CONNECTION REQUIREMENTS. 6. A BLY MUST BE TESTED AFTER INSTALLATION AN I THEREAFTER BY A WASHINGTON STATE CERTMED DCOA ASSEMBL S REPORT MUST BE T TO THE CITY OF EDIMIONDS WATER DIVIR 7. SEE GDE STD DT_ W1428 FFOR PR UE VIEW. VAULT SZES ff MINIMUM APPRODGM EQUIPMENT I MINOM INSIDE VAULT D 1."OM THE FLOOR METER EI� AND TYPE _ DIN SIGNS (WILUD SIAMESE CNN ON) A 8 1 C 1 0 AN 4" . 31C V-SI" v-1. I I � -, ", SENSUS SR2 WTH ECR/`WP REMOTE 6w x 31V '-2- 10'-B' 15-7y ll'-O' I READ THE EGRAM, SMALL. BE a'-,' 1 B INSTALLED ON AN OUTSIDE WAM A 4'-5' V-4- 1 0'-9* Lf,t" 1V-G- FOR SY METER READING INDOOR to" B,-.1 1'-8* IO'-Ijr8-6- 14'-6' i B7_ 6'-B" �IESMJ;61_ INSTALLATION APRIL 2018 COMMERCIAL MUL FAMILY CITY �OF EDMONDS I DOUBLE-CHECK I BUC WORKS DETECTOR ASSEMBLY (PLAN) STANDARD EPARTMENT APPROVED By, F. �11111M Tl 7 ------ 7_ YCEMENT VAULT BOX 1--s" Typ 6 . .... @ 0 0 NOTES: 1. THE DCDA SHALL BE A WASHINGTON STATE APPROVED - MODEL SHALL BE WATTS 6- MIN 007DCDA OR APPROVED EQUAL 2. VAL LT MUST BE UTILITY VAULT MODEL OR APPROVED EQUAL --)FFOR 2 INCH DCDA: UTILITY VAULT #644-LA PLAN V! FOR 3 INCH D DA: UTILITY VAULT #675-LA SENSOR SR2 WOLPL 3. LOS FOR VAULT SHALL BE LW HATCH - R MOTE READ, WATERTIGHT WITH GUTTER AND SIDE DRAIN. SHALL BE INSTALLED -H-20 DOUBLE LEAF TRAFFIC SIZE SHALL BE 3' WIDE x 6' LONG. ON.HATCH CLOSE TO 13FARING LID FOR ALL AREAS 4. APPROVED DOUBLE CHECK DETECTOR HIM E EXCEPT IN HIGH TRAFFIC AREAS ASSEMBLY TO 11 HORIZONTAL WITH THE USE H-30 DOUBLE LEAF . . TRAFFIC RATED LID IN HIGH GROUND. 5 . TESTCOC TO EITHER FACE OUTWARDS OR KFSROM EXISTING TRAFFICCAREAS (IE'. DRIVEWAY UPWARDS ASSEMBLY. GROUND ENTRAIN ES 6. ALL TEST COCKS MUST BE PROVIDED WITH PVC PLUGS. U6= 7. THOROUGHLY FLUSH LINES PRIOR TO 6* MIN SIDE DRAIN INSTALLATION OF ASSEMBLY. 8. DO NOT INSTALL IN AN AREA SUBJECT To DRAIN TO GRAVEL SUMP FLOODING OR TO CATCH BASIN�� MUST BE PROTECTED FROM FREEZING CONDMONS, To. IF SOIL CONDITIONS OR PRESENCE OF GROUND WATER Do N ALLOW DRAINAGE TO SUMP, OT DRAIN HALL BE DIRECTED TO ONSITE DRAINAGE SYSTEM. 6* Typ MIN Il' .1144 VIRINNEL:11 \-CONNECT TO EXISTING H. D DL E DL. SERVICE LINE PROV10E BENDS & i* CONNECTIONS AS REQUIRED S FLOOR DRAM /8' MINUS C.S.T.C. FLOOR DRAIN GRAVEL (12- MIN, 2' PVC _ To S. E COMPACTED WASH D ROCK DRAIN SUMP (SIZED PER DESIGN) SIDE V! MAX DENSITY (SEE ,- NOTE 111) SIZE OF PIPE USED .1. MINIMUM DEPTH 01 BOX INCLUDIN. REQUIRED CLEARANCES. HEIGHT TO TOP OF STEM BASED ON THE SIZE OF PIPE USED. MUST BE TESTED AFrER INSTALLATION AND YEARLY THEREAFTER BY A WASHINGTON STATE CERTIFIED DCDA ASSEMBLY TESTER. THE TEST REPORT MUST BE SENT TO THE CITY OF EDMONDS WATER DMSION. Q2",L3" DOUBLE CHECK REVISION DAT JANUARY 2018 CITY OF EDMONDS ETECTOR PUBLIC WORKS ASSEMBLY (DCDA) (NEW) STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGUSH WA- 141 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: 1-0/mA016- . BY. !ITY ENGINEERING DIMS10H - J.C.McDONNELL _u I m ' v ' ir ENGINEERING, P� - U U BOX 13199, MILL CREEK, WASHINGTON TEL(425) 744-091� SURVEYOR GOLDSMITH LAND DEVELOPMENT SERVICES 1215 11 4TH AVE SE BELLEVUE, NA 98004 PO BOX 3565 , BELLEVUE, WA 98009 425-462-1080 www.goldsmithengiheering.com TAXACCO&Nnvo (S).- StIZEADDRFSS- 00566900200302 20904 - 72ND AVENUE REE,0U[B W, EDMONDS,. WA. 98020 OCT 17 2018 UTILITYDETAILS EDMONDS4-LTATIT SECTION 20 TOWNSHLID 27 N, RANGE 04 E SNOHOAffSH COUNTY, WASMNGTON LDRAW-N BY DATE REV. BY DATE PROJECT MANAGER SCALE W TjW 111141201 j TJW 012011 loll JCm N/A URA... FILE NAME CHK. BY F.B. NO. JOB NO. SHT. NO. 4 ONDS PLANSETAIR9 I JCM 1 I 6043 C60F8 SC-740 END SC-740 CHAMB ADS 601T OR EQUIVA OVER ENTIRE ISOLATOR AASHTO M288 CLASS 2 NOW -WOVEN GEOTEXTILE- 2 LAYERS OF ADS 315 FILTER FABRIC ON BOTTOM OF ISOLATOR ROW DESIGN ENGINEER IS RESPONSIBLE FOR - ENSURING SUITABILITY OF SUBGRADE SOILS* SW QUARTER OF SECTION 20 TOWNSHIP 27N, RANGE 04E P h; +; I I ul; IT p 16 D GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES, <35% FINES. COMPACT IN 6 IN LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS IN STORMTECH'S DESIGN MANUAL, INSTALLATION MANUAL, OR WWW.STORMTECH.COM. PAVEMENT DEPTH OF STONE TO BE DETERMINED 3Y DESIGN ENGINEER 6" MIN.- 6" 51 �-12" MIN. TYP. STORMTECH SC-740 CHAMBER SYSTEM -SEE STORMTECH'S DESIGN MANUAL FOR STORMTECH AB", STORMTECH SECTION INFORMATION CALL �1� NOT TO SCALE 1-888-892-2694 CatthBasin (&rd Drain), 0 0 DRY WELL 361 h plarre-L-r MIFF]Iledith PLAN VIEW 11/2' T Washed DrainRock NTS Nis& Center of Hole with 11 Capped IyVC or Other maps Topsoil FlwhwfthStAce --30- 90W Fine Mesin Srrea-. Min. 4d3- PVC Pipe CalchBasin Drain) 11, I!eTh Diannater in. Sides of Hole Unedwith AO Wiedwith llfz-�rWasl`Iad FifterFabric DrainRocK DRY WELL H 41h Groun�watm TaL-19 SECTION T NTS Downspout Infiltraddn.DpyWell NOTE: CONTRACTOR TO VERIFY AND FOLLOW ALL CURRENT CITY OF EDMONDS STANDARD DETAILS. CHECK COE WEBSITE FOR MOST CURRENT DETAILS, DOWNLOAD AND UPDATE PRIOR TO BEGINNING ANY CONSTRUCTION. vt Know what's below. Cal I before you dig. L,.q I Ln D.IL011`11 NOT 7*0 SCALE CONCRETE COLLAF PAVEMENT C NCRETESLAB (MO..) MIN THICKNESS FLEXSTORM CATCH 17 PAR�6215NYFX WITH USE OF OPEN GRATE 10'(250..) NSERTA TEE PA T#1O"5STIF INSERTATEETOBECEN EREO ON CORRUGATION CREST Will Ila Ull III ULZ,, L U1 UA R-3165 ITH CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATIONS t0b 00� 101USMULt 16- 1— —) NYLOPI-AST INLINE GRAIN BODY WISOUD HINGED COVER 0 GRATE T PAR 715AG101P SOLID C VER: 1599CGC GRATE: 1599COS 0 J, 1W (25D ..) SDR35 PIPE SC-740 CHAMBER SC-740 10" INSPECTION PORT DETAIL NT. 12" FROM CB #3 LTf=C0yFHC_r1v01Tff.- C4zT10Ar- THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION. DIMENSION, AND WATER REVISION PER CITY COMMENTS JCM 0,,,0,,, 6 D TH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT. BY PEOPTHOLING THE UnUTIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR REVISED PER CITY COMMENTS JCM 09,12�,118 To CONSTRUCTION. THIS SHALL INCLUDE CALLINO UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS REWSED PER CITY COMMENTS DAF 07105118 To PHYSICALLY VERIFY WHETHER OR NOT CONFUCTS EXIST. LOCA70NS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMAT10N AND REWSED PER CITY COMMENTS ARE SUBJECT TO VARIAnON. IF CONFLICTS SHCULD OCCUR, THE CONTRACTOR SHALL �AF 1�, ICONSULT J.C. MCDONINELL ENGINEERING. PC TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING INITH CONSTRUCTION. CATALOG ORATE MEAL NUMBER TVft OMN pt" 14 1 IHI V 7� 7 '2 CatalogNombo A 3 E F R-3165 17 x 20 2 23-1/8 x 5-1/2 24-7/8 All dimensions are listed in inches unless otherwise noted. q) 2017 Neeuah roondry 7' CONC SIDEWALK 4 TYR 12" 8" MIN 0 + 8 4- 1 C 8.1 N 4/ 8" 4 -'�-8" MIN CURB INLET SECTION A OVERLAP SIDEWALK PL4N VIEW CURB GRAVEL SURFACE A I /_ CB #2, TYPE II v AA-L W-RLVTj1;,75 _j REBAR 1. 4'± 114va, s-ro izvi 9, EX 8" 5f4AILIL SO UAI AIT WATER MAIN wn� sl-11P, tdQ01-11 Alf Auiau) EX 12" SD —4. 48 LF 12" @ 0 5% CURB INLET DETAIL CB fil, TYPE II I/ VELOR G - OL DSMITH LAND DEVELOPMETT SERVICES 1215 114TH AVE SE BELLEVUE, WA 98004 PO BOX 3565, BELLEVUE, WA 98009 425-462-1080 www.goldsmithengineering.com TAXACC06A,Tivo.�S).- STEADDRESS.- 00566900200302 UqF*5U0 �20904 - 72ND AVENUE W, EDMONDS, WA. 98020 OCT 17 2018 _6%WS9%v" . . . . . . DRAINAGEDETAMS J.C.McDONNELL' H I EDMONDS 4- UATIT N ENG11 G P�H 0 SECTTON20 TOWNSHIP 27N, RANGE 04 E A 0 9 SNOHOARSH COUNTY, WASHINGTON ta E�h r_43 DRAWN BY DATE REV. BY DATE IPROJECT MANAGERI SCALE C.O. BOX 13199, MILL CREEK, WASHINGTON TEL(425) 744-0916 TjW 1111412017 TjW 10�1012011 JCM I N/A N :�:�FAX: (425) 744-0946 DRAWING FILE: NAME K� M11 Y FAI, NO, 111111 N16 I SlT. No. 6043 J3 EDMONDS PLANSEr. wg ICHJ 1 '643 C70F8 I APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: BY. =PENUINEERM DIVISION I SW QUARTER OF SECTION 20 TOWNSHIP 27N, RANGE 04E x N89*18. sss PA LOCA770JU _,3�5 10' BSBL _ZA 96 - — — — — — — — — — — — — — TRd 8.5' 8.5' 8.0, 8.0, EN�( LANDSCAPING 3 3 7 17 z —15' BSEIL 12" 12"xI8'SIGN WITH INTERNATIONAL SYMBOL OF ACCESS AND"STATE DISABLED PARKING PERMIT REQUIRED"TEXT .CrUMS VMZ' SIGN WITH "VAN ACCESSIBLE' TEXT z Y\ 0/\ CONCOETE.F.( ADA PARKING Sldk&E� IL RESERVED PARKING SIGN AND POST WITH R7-801 A PLAQUE ACCESSIBLE PARKING DETAIL NOT TO SCALE Vt. Know whars below. Call before you dig. DE, WHITE LINE (TYP.) I PEDFUTRMNACCESSDETAff, CONSTRUCTION NOTES (D VAN% PA NO SAV49tr4r, A1,406, C, "I WHITE PAINT STRIPE SEE PEDESTRIAN ACCESS DETAIL THIS SHEET swc-W11 ADA PARKING AND STRIPING PER ACCESSIBLE PARKING DETAIL THIS SHEET N ADA PARKING SIGN PER DETAIL THIS SHEET 4" WIDE YELLOW PAINT STRIPE, 6" OFFSET FROM CURB AND PEDESTRIAN STRIPES. TIRE LANE -NO PARKING" YELLOW LETTERING, MINIMUM 12" HIGH WITH MIN. 2" STROKE. W_ _E DIAGONAL STRIPING PER ACCESSIBLE PARKING DETAIL THIS SHEET IMF SEE DROP PIN DETAIL THIS SHEET s 10 0 10 20 1 inch = 10 ft. NOTES: A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY. LEGEND PROPOSED ASPHALT PROPOSED CONCRETE NOTE: DROP PIN HOLES MUST BE LOCATED IN THE DOOR CLOSED AND OPEN POSITIONS. THE OPEN DOOR POSITIONS MUST BE LOCATED SUCH THAT THE DOOR DOES NOT OBSTRUCT VEHICLE ACCESS, A*Vl 121111194 KvA 6111" NO L-095 "fm lot 3/4" SCH. 40 PIPE OR OF DOOR DROP PIN—*,. SUFFICIENT INSIDE DIAMETER FOR THE TRASH ENCLOSURE DOOR PIN DROPPNHOLEDETAM NOT TO SCALE APPROVED FOR CONSTRUCTION CITY OF. EDMONDS DATE: BY.. EN73INEERING DIMSION SOMA', o -110 SW QUARTER OF SECTION20 TOWNSHIP 27N, RANGE 04E MINIMUM SHOULDER TAPER LENGTH = L/3 (feet) SHOULDER WIDTH (feet) Posted Speed (mph) 25 30 35 40 45 50 55 60 65 70 8' 40 40 1 1 60 90 120 130 150 160 170 190 10, 40 60 90 90 150 170 190 200 220 240 USE A MINIMUM 3 DEVICES TAPER FOR SHOULDER LESS THEN 8'. MINIMUM LANE CLOSURE TAPER LENGTH = L (feet) LANE Posted Speed (mph) WIDTH (feet) 25 30 35 40 45 50 55 60 65 70 105 150 205 270 450 500 550 - - - 115 165 225 295 495 550 605 660 - - 125 180 245 320 540 600 660 720 780 840 SIGN SPACING = X (1) 1500'± 55 /70 MPH FREEWAYS & EXPRESSWAYS 800'± 60 /65 MPH RURAL HIGHWAYS 500'± 45 155 MPH RURAL ROADS 350'± 35 140 MPH RURAL ROADS & URBAN ARTERIALS 200'± (2) 25 /30 MPH RURAL ROADS & URBAN ARTERIALS RESIDENTAL & BUSINESS DISTRICTS 100'± (2) 25 MPH OR LESS URBAN STREETS (1) ALL SPACING MAY BE ADJUSTED TO ACCOMMODATE INTERCHANGE RAMPS,AT-GRADE INTERSECTIONS AND DRIVEWAYS. (2) THIS SPACING MAY BE REDUCED IN URBAN AREAS TO FIT ROADWAY CONDITIONS. CHANNELIZATION DEVICE SPACING (feet) MPH TAPER TANGENT 50/70 40 80 35/45 30 60 25/30 20 40 LEGEND N TEMPORARY SIGN LOCATION CHANNELIZING DEVICES TRAFFIC SAFETY DRUM SEQUENTIAL ARROW SIGN TRANSPORTABLE ATTENUATOR PORTABLE CHANGEABLE MESSAGE SIGN DATE 113/2018 PLOTTED BY Ilddelf DESIGNED BY ENTERED BY CHECKED BY 0. Know what's below. Call before you dig. BUFFER SPACE 12'MINIMUM 4- EXISTING LANE EXISTING A TRAFFIC SPACE 2- SHOULDER WORK AREA TYPICAL SECTION 0 114, ROAD NA S W5-1 BUFFER DATA LONGITUDINAL BUFFER SPACE = B SPEED (MPH) 25 30 35 40 45 50 55 60 65 70 LENGTH ](feet) 155 1 200 ' 250 305 , 360 , 425 0 645 730 TRANSPORTABLE ATTENUATOR ROLL AHEAD DISTANCE = R HOST VEHICLE WEIGHT 9,900 TO 22,000 Ibs. HOST VEHICLE WEIGHT > 22,000 lbs. < 45 MPH 45-55 MPH > 55 MPH < 45 MPH 45-55 MPH > 55 rv" P Hn 100, 123' 172' 1 74' 100, 150-j 0 0 0 0 0 A 7�- W. - //-7—// 0 0 — WORK ARE�/ 0 0 x x I X L B low \BI ROAD 48" 48" SEE NOTE 3 WORK AHEAD 48" 48" W20-1 48" W4-2(L) NOTES ON6 MBrLANE "tAv"c1(00,;W%Nk4v 1. SEE SPECIAL PROVISIONS FOR WORK HOUR RESTRICTIONS. —0M =-- - "L-L Im pwft at ,a AHEAD 66" ; 1D1Vr4c%WP31 Or- TO(WIL Z RECOMMEND EXTENDING DEVICE TAPER (L/3) ACROSS SHOULDER. 48" )f -fKkr0r- r-ON101L DWROS 5iIALL 3. USE TRANSVERSE DEVICES IN CLOSED LANE EVERY 1000'± (RECOMMENDED). oftm comm"I %KR AMM Sumtvlvwx. 4. ALL SIGNS ARE BLACK ON ORANGE. "q ge 5. RECOMMEND ADVANCE NOTICE FOR ANY OVER WIDTH LOADS PRIOR TO LANE CLOSURE FOR ALTERNATE ROUTES IF APPLICABLE. 19LANE CLOSURE AMASAW NOT TO SCALE Sinale Lane Closure with ShiftITC-17.dbn JOB NUMBER CONTRACT NO, A11111111111111111i� MP Washington State Department of Transportation B.-T-El TRAFFIC CONTROL PLAN 0 i-t- 9ohv W094 1 � PLAN REF NO TC-1 7 SHEET OF SHEETS APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: vo 11a liki 6 E'Y: 11 EAZTFNEERING DIMSION sc,\0i4- D 1,0 -110 SMH RIM-100.52 FOUND 4'X4* CONC MON IE 870) CONC-90.49 W1 1-112- PUNCHED IE 8'(S) CONC=90.45 BRASS DISC IN CASE, IE 8-(YO PVC-90.57 DOWN 0.2' vi TURNBERRY LANE CONDOMINIUM PHASE I OMH RIAI= tTAICRS TAX PARCEL #00895480030300 (ONE OF MULTIPLE) TURE3865 BOTTOM OF STURC .9 20800 72ND AVENUE WEST IE 36-(N) CUP=90.67 FOUND 3' BRASS DISC EDMONDS, WA 98026-9607 E 12-(SE) OMP=(COULD NOT MEASURE) _7 I" I�N1-112* OWNER. (MULTIPLE) I'RON PIMMIF11LUED CONa (N S& DPON .5� S C, I'M IA. KEYSTONE A 1 30. V6100.00 33 -0, 1 ELE RET WALL 30, CONDOMINIUM 2 RIM=99.98 TSF IE 121(E&S) CUP-90.37 98 FNC END N X 4.6'W a�. qL89 X8 _-IT 30.01 ER 8 0.9E RE OR FH WV SSS LOCATION) J.IE RET C COS (RECORD LOCATION) - - - - - 21.2'W EAVECCOOR I 22.9'W SO R SITE 142 SLA-I 96 ELEV-98.74 o�3 ow LOT 3, BLOCK 2, IWE INC END SEATTLE HEIGHTS DIVISION 4, (RECORD LIME 9, PAGE 11 OIL RLL? F COS VOL 10 x LOCATION) m I 1i I � CONC WNDOW TAKPARCEL #00566900200302 KELL 20904 72ND AVENUE WEST pp SO EDMONDS, WA 98021-7205 ... V 1.5'E FNC t V . LLC TREE STUMP SWH r OWNER: CUMMI D IVW RIU-10all I -(N) CONC E 8 -8&91 HOUSE IE 87(5) CONC-88.56 J, SITE BM#I ELEV-100.11 VN A CONC STEP X RPE-iiam VIN TREE STUMP 1.5'E FNC Jo.,f ;7. Z 4' SPUT 7 :�77". .... .... . .... ....... �U_l Oil: RAIL FENCE �A On .4 . 21.8 PC. 4.7' E FNC END 19 EA L FNC CDR 0. IN X O.JE 4.5' WOOD FENCE RCF-TRICO RCF-W1GV 6' WOOD FEI�CE LSO 14490 O.WN X O.OV C INT C END LS1 4490 96 CI*S 0.4S X CAW m 0. EP O's x 0,01 �R r J� HOUSE V8, TT_ TAX PARCEL #00566900200303 20912 72ND AVENUE WEST, EDMONDS, WA 98026 EP 'lop OWNER., KHALID KHAN 30, 30, C3 II RIM=9Z76 8 IE 12-(N&S) CMP--89.11 LP, TSF T URUG RIM=8a4 MON NOT FOUND� IE 8 (N) CONC=72.J6 IE 8 CONC_3 0� G 0 L IDS MV I]TH LAND DEVELOPMENT SERVICES 1215114thA�SE, B_ 3 654 1- A Bell".W"BOD4 I 7g T 425462 1080 F4254627719 =6�=9'009 - 7ZI IE 8-(E) CONC-73.14 IE 8-(W) CONC-72.33 PLOTTED. 2017102/03 09:06 EMALM DgtUMy,1g by DRAWN: WIE. APPROVED: KREESE FIELD BOOK: 2689 PAGE #.' 48 SW 1/4, SW 1/4, SECTION 20, TOWNSHIP 27 N, RANGE 4 E,W.M. NOTES CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON 1 . HORIZONTAL DATUM: ASSUMED BASED ON EVERGREEN CONDOMINIUMS AS RECORDED IN VOLUME 60 OF PLATS, PAGES 66 THROUGH 59, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, THE FOLLOWING RECORDS WERE ALSO REFERENCED: A) RECORD OF SURVEY AS RECORDED UNDER RECORDING NUMBER 201409025004, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. B) RECORD OF SURVEY AS RECORDED IN VOLUME 49 OF SURVEYS, PAGES 213, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. C) PLAT OF AURORA HEIGHTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 120, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. D) PLAT OF SEATTLE HEIGHTS DIVISION FOUR, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 11 RECORDS OF SNOHOMISH COUNTY, WASHINGTON. E) SNOHOMISH COUNTY ASSESSORS MAP FOR THE SOUTHWEST QUARTER OF SECTION 20, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M. 2. BASIS OF POSITION: HELD THE MONUMENT IN THE CENTERLINE OF 72ND AVENUE WEST AT THE SOUTHEAST CORNER OF THE ABOVE NOTED PLAT OF AURORA HEIGHTS. SEE MAP FOR PLOTTED LOCATION AND DESCRIPTION. 3. BASIS OF BEARING: HELD THE BEARING BETWEEN THE ABOVE NOTED BASIS OF POSITION AND THE FOUND MONUMENT AT THE CENTERUNE INTERSECTION ON 72ND AVENUE WEST AND 208TH STREET SOUTHWEST TO BE N 02*1 T 02'W PER DIRECT INVERSE. SEE MAP FOR PLOTTED LOCATION AND DESCRIPTION. 4. VERTICAL DATUM: ASSUMED MASTER BENCHMAM THE MONUMENT IN THE CENTERLINE OF 72ND AVENUE WEST AT THE SOUTHEAST CORNER OF THE ABOVE NOTED PLAT OF AURORA HEIGHTS. SEE MAP FOR PLOTTED LOCATION AND DESCRIPTION. ELEVATION = 100.00 FEET SITE BM#1: WEST RIM OF SANITARY SEWER MANHOLE OPPOSITE THE SITE 30 FEET SOUTH OF A UTIUTY POLE ON THE EAST SIDE OF 72ND AVENUE WEST AND 3 FEET EAST OF THE EAST EDGE OF PAVEMENT OF 72ND AVENUE WEST. ELEVATION = 100.11 SITE BM#2: GOLDSMITH SURVEY CONTROL POINT SLA-1 - SET REBAR AND CAP IN BACK YARD, 18.3 FEET WEST OF THE NORTHWEST HOUSE CORNER AND 7.1 FEET SOUTH OF A 6 FOOT WOOD FENCE RUNNING ALONG THE NORTH PROPERTY LINE. ELEVATION = 98.74 S. SURVEY WORK PERFORMED IN CONJUNCTION WITH THIS SURVEY UTILIZED ONE OR MORE OF THE FOLLOWING SURVEY INSTRUMENTS AND PROCEDURES: A) FIELD TRAVERSE AND / OR GLOBAL NAVIGATION SATELLITE SYSTEM (GNSS) POSITIONING SYSTEM SURVEY. B) ELECTRONIC TOTAL STATIONS, INCLUDING TOPCON GPT 3005, TOPCON PS-103A, NIKON DTM-430, NIKON DTM-530 OR LEICA TCRP12011. C) TOPCON HIPER LITE PLUS GNSS EQUIPMENT. D) TOPCON GR-3 GNSS EQUIPMENT. E) ALL FIELD TRAVERSE WORK COMPLIES WITH CURRENT STANDARDS AS OUTLINED IN WAC 332-130-070,080 AND 090. ALL INSTRUMENTS MAINTAINED TO MANUFACTURERS SPECIFICATIONS AS REQUIRED BY WAC 332-130-100. 6. THE LEGAL DESCRIPTION AND EASEMENTS SHOWN HEREON, IF ANY, ARE PER TICOR TITLE COMPANY ALTA COMMITMENT FOR TITLE INSURANCE NO. 70032257, DATED MARCH 02,2016. ONLY EASEMENTS NOTED IN SCHEDULE B OF THE ABOVE NOTED REPORT THAT CAN BE PLOTTED ARE SHOWN HEREON. 7. MONUMENTATION NOTED AS FOUND WAS FIELD VISITED ON JANUARY 23.2017. B. PLANIMETRIC AND TOPOGRAPHIC INFORMATION SHOWN HEREON WAS OBTAINED ON JANUARY 23,2017 AND IS CURRENT TO THOSE DATES ONLY. 9. UNDERGROUND UTILITIES SHOWN HEREON ARE PER 4 COMBINATION OF FIELD LOCATED SURFACE 083ERVABLE FEATURE3 AND RECORUS OF THE APPLICABLE UTILITY PURVEYOR. ALL LOCATIONS SHOULD BE VERIFIED PRIOR TO ANY CONSTRUCTION. LEGAL DESCRIPTION THE NORTH 75 FEET OF THAT PORTION OF LOT 3. BLOCK 2, SEATTLE HEIGHTS DIVISION 4, LYING WITHIN THE SOUTH HALF OF SAI 0 BLOCK 2, S EAT rLE HEIGHTS DIVISION 4, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 11, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. LEGEND BG BUILDING MON MONUMENT Q!I, BM BENCHMARK RCF REBAR & CAP FOUND (AS NOTED) @ CB 11 CATCH BASIN (TYPE 2)L RET RETAINING WALL CONC CONCRETE RPE ROOF PEAK ELEVATION COR CORNER SAN SANITARY SEWER 0 COS SEWER CLEAN OUT SLA, GOLDSMITH SURVEY CONTROL POINT DI DUCTILE IRON SMH SANITARY SEWER MANHOLE @ DMH STORM DRAIN MANHOLr SSS SANITARY SIDE SERVICE EB ELECTRIC BOX TSF TRANSFORMER EC EDGE OF CONCRETE TYP TYPICAL EM ELECTRIC METER UG UNDER GROUND EP EDGE OF PAVEMENT -0- UP UTILITY POLE _6_ PH FIRE HYDRANT EEI WM WATER METER FNC FENCE WV WATER VALVE GVL GRAVEL GAS LINE CTION OVERHEAD UTILTY LINE �NT :NTERSE VW RRIGATION VALVE SANITARY SEWER LINE LP LIGHT POLE �D STORM LINE LS# LAND SURVEY NUMBER WATER LINE MB MAILBOX _x_X_ FENCE LINE 0 5 10 20 30 SCALE: 1"= 10 0 0 Know what's below. Ca I I before you dig. SLATER HOMES CORPORATION JOBNO. 17017 TOPOGRAPHIC SURVEY SHELT FOR SLATER HOMES CORPORATION 20904 72ND AVENUE WEST, CITY OF EDMONDS SNOHOMISH COUNTY, WASHNGTON I CITY COPY RECEIVED DEC 28 2017 DEVELOPME NT SERVICES COUNTER 2010 WSEC k IRC VF-NTILATION TAELe z4ovi CLIMATr- ZONr- MARINM 4 (R-VALUe w OR U-FACTOR) FENESTRATION U-17ACTOR (b) 00, OMGHT (b) U-FACTOR 0.011 CLAZIEP 1`51156TARTION OHGC o�) N/A CEILING R-VALUa (0 41d WOOP FRAME WALL om R-VALUI! VIA- MADO WALL R.VAWE 0) ?vzI 0) FLOOR R-VAI Ile �11 (9) IMLOW-GRAPE OM WALL R-VALUff 161/10/?l 1,. 715 GLA5 Cd) R-VALUE J, PEFTH 10,24+1 FOR 04:1 -,. - CONTINUOUS IMOULATION-A,- INTERMEPIATE FRAMING �L%F�TM6MP�MMMAMUft�l��TO�l�N6T�INA�V��l�� Tht� OR� .�NOT M Ue" THAN THM X-VALUE WeMW 0) Twe M TON J��M � � 6M*hM THM 54oO �N �E� TO kL - MNUST�AWN. M=�IION, O-I&MV My M � T� OWeP reNeS�A�ON $� RMIJI-eNTS IN �ATe ZONZ� I DW.H 0 WH-e �- S46C F. � OKA"" MW NOT - I& wAolslm INT-9 OF THe WALL, OR K-21 CAMTY N�710N � A TH� � MMM THE � ANO TH. Mee�T W� AT THe RMOR Or TH4 SA�ENT WALL IVA012IRTO � K MAT= TO AE � WITH 94 CAMN N�TON ON THe INleRIM Q` THe �MT WXL R�O �ONMNS N�rON ON TNe �� Oit �M Or TM W" � MMNO T� 5eTNeZN �R ANP ��!OeNT W" 0) R-W WNTN� 041-TON 10 ReQUIee7 M- H�TeP SW0 ON M M�O, eeE M."4 (�) THM Me NO 9� RIMURWENT9 IN THI N-Ne -e (0 e-MeNT W" IN-AlON 6 NOT k=- IN -HUM I-ATION AS PM� PY �C R�M MP T� Rl� C.) I-- (h) MROT VX 10 �MV N�N, e-NO '� -T-Uo N-ATION M IN�Te 6OW. eo 1�10 MeANO R4* �W N� 9 - �NIJOU� 10�MON O� �TeP INONS, IF e�� OMtATNIN& �5 40 eNT OR 'e" or THe �m N wo�Tox -E 9� " `�WeO To . � 'y No - � ��p . TNe �TIONO WH= 5 M.W- �HMTHIN& M JW TO �T- A WN"� TOT& SHIMTHING, THMNe65 ()THe6 U) THe 9INMe R�- OR �T.V�W �N&0, TMe INO-MON - M � To R-�b w - N��Te �ANN6) MoTeo OTANOMP I -No 16 �eo ON �S INS-TeP � WIN- R41 INO_MON (j) LOG AW WWP TWW 6 WrTH A NINHIM AV- OF �.O INCHeO Me � MON TN� N-M. ReOAReNeNT TA� F,0240 FOOTNOR4 0) �CNESMMON "�M5 eN� Se OTANW rROM MIA%R�MWT. -I.A11ON O� AN �oeP 90=e OR A� Ol=- IN �. R41Z.0 GENERAL NOT59, THEO" GENERAL NOTES ARE TO SE U9EP AS A 6UPFLEMENT TO THE PRAWINCO. ANY PIGCRerANCIe9 FOUNP AMONG THE PRAWINGO, GENERAL NOTES AMP OtTe CONPITIONS SHALL DE RErORTrP TO THE ARCHITECT, WHO *HALL. CORRECT SUCH P SCRerANCY I I WRITING. ANY WORK POINE OY THE CONTRACTOR AFTER THE P19COVERY OF'A PIOCRErAINCY SHALL !�E PONE AT THE CONTRACTORS OWN RISK. ALI- 14FTHOM AMP MATERIALS TO CONFORM TO THE FOLLOWING OULPING COPIES AS AS AMENPEP AMP APOrTeP 15Y THE CITY OF ePMONP5. WA 20 0 IN ERNATIONAL. EUILPIN& COPE WITH STATE AMENPINIENTO T MTERNATIONAL. MECHANICAL COPE ONCLUPIN& INTERNATIONAL FUEL COPE) WITH STATE AMENIPMENTS, 2016, INTERNATIONAL FIRE COPE WITH STATE AKENIPMENTS golo UNIFORM FLUM15IN& COPE WITH STATE AMISNIPMENTO Zolp) WAOHINGTO14 STATE ENERGY COPE (WAC 014) F _PMONP9 COMMUNITY PEVELOFMENT COPE - OURRENT EPITION PEFFEREP FeRMIT "MITTALD, THE! FOLLOWING ITEMS WILL EE %IEMIT1EP AS PErERREP SUDMITTAL5 OR SEPARATE rERMITS FOR REVIEW 5MOKI! PLAR140 (OC *074,2, 04171AD. , ALL SMOKE ALARMS OHALL 15E L15TEP IN ACCORPANCE WITH UL%17 AMP INOTALLEP IN ACCORPANCE WITH THE rROVIGON9 OF THE 15C AMP THE rROVISON* Or NFrA 72. 9MOK! ALARMS SHALL 151! IIOV INTERCONNECTEP WITH 15ATTERY 0ACK-UF. EXHAUST HOOP MAK!Ur AIR (14100") KITCHEN EXHAUST HOOPS EXHAUSTING OVER 400CFM 5HALL- 15F EQUIPPEP WITH MAKELF AIR AT A RATE ArFROXIMATELY EQUAL To THE! EXHAUST RATE. SUCH MAKE UF SYSTEMS SHALL ISE eQUIrrEP WITH A MEANS OF CL06URE! AMP OHALL 515 AUTOMATCALLY CONTROILLEP TO START AMP OrERATE SMULTANEOUSI WITH THE EXHAUST SYSTEM. FIRIEDLOCKINIC. OHALL M rROVIPEP TO CUT OFF ALL CONCMEP PRArT OMMINSO ANP TO FORM AN EFFECTIVE rlRe DARRIER DI!TWW.M STORIES AMP 15FTWeeN Tor STORY AMP ROOF SPACE INSTALL rER 0C 'ADZ WATER-REOISTANT GYrSUM OACKING OOARP 015C 2SOIDS). GYFGUM "AKP USEP AS A I�AQKER 150ARP FOR CERAMIC MILE SHALL CONFORM TO AOTM C170. WATER-R5515TANT GYrSUM 150ARP SHALL NOT 15E INSTALLEP OVER A VArOR RETARPER IN A SHOWER OR TUIS COMrARTMI!NT. CUT OR eXPOSEP 5129159, INCLUPING TH09E AT WALL INTER15ECTIONe SHALL M OZALIEP AS RECOMMENPEP 15Y THE MANUFACTURER. FASTENERS IN PRESERVATIVE TRFATEP WOOP W 2�0410X)N FASTENERS, INcLUPIN& NUTS AMP WASHERS, FOR FRrOERVATIVE TREA71517 WOOP OHALL DIE HOT PIFrEP ZINC-COATER 9ALVANIZEP OTEE_ STAINLESS STEEL, OI=N 06RONZE OR COFFER. ��MA PRIF EPSE SHALL Off FROMPEP AT EAVES AMP GASLES Of' 5 AMP OHALL EXTEMP 10 INCHES 5ELOW SHEATHING AMP Z' UP ROOF PECK 7010 WAeHINISTONSTATr- MMGY COP5 ROOF TRUSS PWIGM AMP LAYOUT - NIPPER P15519MEP ENERGY CREPITO FER W915C TAME 40( S, MECHANICAL SYSTEM PEV&N -0dPPER PeOCNEP OF.4,15,00 - SMALL PWELLIN& UNIT - L0 CREPIT6 RECtUIREP rLUM15IN& SYSTEM PESIGN - ISIPPER PE51SNeP ELECTRICAL. 5YOTE14 PMIGN - EIPPER PESIGNEP #CREPIT r,. - or, FONTS, EFFICIENT WATER HEATING G., FIRM SPRINKLER 5Y5TEM PF51914- 15PPER PMSMEP ALL SHOWER HEAD AMP KITCHEN OINK IFAUCIETO INOTALLEP IN THE HOUSE SHALL. FIRE ALARM OYOTEM PEOI&N- EIPPER P15619141517 ISE RATEP AT Wro GrM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL Off RATEP AT 1.0 GPM OR LESS. WATER MFTER rERMIT GIPE SEWER FERMIT #CREPIT 0.; L0 FONTS' EFFICIENT WATER HEATING 0., CAO, ROPANE OR OIL WATER HEATER WITH A MINIMUM EF OF 0.01. AUTOMATIg,rIRF GrRI:1�RT!,1YGT!1'ff= 0".2 11 V- CHArTER 96".1.2 - U, F Q F RO R 1A AN IN FT. N HEIGHT IN EUILPIN99 NOT EXCEEMNS ( .0 FEET IN HEIGHT ADOVE CRAPI! SHALL EE rPRMITTFP TO eir INOTAILLEP THROUGHOUT IN ACCORPANCE WITH NFFA OR. -VENTI ATING SYSTEM VeFA.INTERMITTENT WHOLE HOUSE U6INr EXHAUST FANG 0MC_ 40!�,04, CHAFTER 01-02 WAC) CONCRETE ffOUNPATONO. -WHOLE HOU515 rAN SHALL OrERATE INTERMMENT.-Y AMP CONTINUOUSLY r CONCRETE FOUNPATONe SHALL 1515 P -51ONEP 114 ACCORPANICe WITH IV, CHArTeR 10 -AuToMATcc 24-HR CILOCK GET TO OFERATE rKACTIONAL.'ON'T]Me IN ooliam AMP ACI NO AS AMENIPEP 114 SECTION 1*002 Or THE 2010 IV, -OUTPOOR AIR Wit L DE PRAWN FROM AJR INLETS 1149TALLrP IN WNPOW9 (4o�.S( A) ALL FXTeR OR WALLO ARE REQUiREP TO M OUFrORTEP ON CONTINUOUS FOOTING, FRACTIO14AL OrIERATION TIME (+) OF 24 HR TIMER TO 15E GET 15Y MECHANICAL. ALL EXT52OR FOOTINGS SHALL DIE rLACW AT LEAST 10 INCHES 15ELOW THE! CONTRACTOR. 1020 CFM FA14 016 CrIA @,Zr?]N WC) WILL OE UOW ANPOET TO A 4-HOUR UNP16TUROM CROUNP SURFACE A14P ALSO MUST EXTEMP 15ELOW THE FROST UNIE, CYCLE THE ONTIMI! MINUTES 15ASEP ON TA15LE 40S.OJ AMP ASHREA 621-2010, FOUNPATION AMP SHALL NOT 15E OU15JECTEP TO MORE THAN 64 rCF EQUIVALENT IZFP MINUTES PER 4-HR CYCLE IF RATE! &0 (TAISLE MIrvO7.,5.M)3 krva rLUIP rRESSURE (WELL PRAIMEP OOIL.). NOR TO A OURCHARGE, ISO MINUTEIS PER 4-HR CYCLE IF RATE 70 (TAELE 141007."0% +-/,* 107 MINUTES FER 4-HR CYCLE IF RATE 190 (TA15LE M*61741.110% f-.7D REFER TO STRUCTURAL SHEETS MOR APP!710NAL INFORMATION RWAFMNS Zia MINUTES PER 40HR CYCLE IF RATE 100 (TAOLI! 141*07aft)3 4-41 CONCRETE FOUNPATIONG reRMANENT CERTIFICATE OHAILL 151! rO5TeP WrrH1N 15 FEET O?THE MZCTRICAL rAMEL. PAMrrROOrIN& OEC 000), OR ON THE FANEL TOE) r. THE CERTIrCAT! SHALL OP COMFLeTEP 15Y THE OULPER OR rOUNPATION WALL* THAT RETAIN EARTH AMP ENCLOSE INTERIOR 6FACES, AMP FLOORS RE910TERW PE61" rROrIE991ORAL AMP U5T THE FOLLOWING. INSULATION R.VALUEO EMLOW GRAPE SHALL DE PAWFROOFEP FROM THE TOP Of THE rOOTIMC TO THE 1`11419HEP FOR ALL, OUILPIN& FRAMING AMP FOUNPATION/SLAI COMFONENTO, PUCT INSULATION C 'J�APE' CONCRETE WAILL9 OHALL $9 PAMFrROOFEP 15Y ArrLYINS ANY ONE OF THE OUTeVE CONPITIONFP AREAS. GLAZING U VALUES ANP/OR 9H&C VALUES, TYrI! AMP MATERIALS LIGTeP IN 115C IO&S EFFICIENCY OF HEATING/COOLING SYSTEM AMP HEATING EGUIrMENT, PUCT LEAKAGE INFILTRATION C 44), RATES INCLUPING TEST CONPITIONS AMP AIR LEAKASE RI!SUL.T0 CW05C 401a), 1. EXTERIOR JO10N`NT0RA0RLXw_WINIPOW AMP POOR FRAMES, OrFNINGS SiETWEEN WALLS AMP HIGH EFFICACY WMINARI50 (WGFX 404J 70% Of' ALL L-LIMIMARIES SHALL SE H19H FOUNPATIONS, 5LTWffE!N WALLS AMP ROOF AMP 15ETWEEN WALL PANEL, o. M.-s- Al EFFICACY, FENETRATION Of UTIUTY SERVICES THROUC41 WALL.G. FLOOR AMP ROOMANP ALL OTHER OreNINC, IN TH SUILPING ENVIEL ff OHALL EF 5FALEP, CAUILKEP AMP SAOrPTEP OR TWTIMC IREP FOR ALL 15UILPINGO AMP SHALL OCCUR ANYTIME ' (W5W REQU WEATHERSTRIM LIMIT AdR0LfEAKAGE, OTHER EXTERIOR JOINTS AMP 5EAM5 SHALL Frep To P AFTER R UGH -IN AMP AFTER INSTALLATION OrrENETIZATION5 Or THE DULPIN& 15E GMILAPi.Y TREATER OR TArFP. OR COVER1512 WITH MOISTURE VArOR FERMeADLE ENVeLOM ACCEFTA151-F AJR LEAKAGE TO 15E LESS THAN * AIR CHANCES rER HOUR HOU51EWRAr Z ALL EXTERIOR POORO OR POOR* SERVING AS ACCESS TO AN ENCLOVEP UNHEATEP WITH A 5LOWER POOR AT A PRE95DRE OF I INCH WS, (00 rA5CAL5) AREA SHALL EE WeATHERSTRIFFEP TO WMIT LEAKAGE AROUNP THEIR PERIMETER WHEN SEALING (WOM 40"IN PLY -TO SHALL 15E LEAK TG5TEP IN ACCORPANCE WITH WOU IN A aOSW rOSMOM �. RECEeOEP LIGHTING FIXTURES WHEN 11,16TAILLEP IN THE OULPING ENVELOre R"O USING THE MAXIMUM PUCT LEAKAGE RATES SPECIFIER OHALL Offi -POST CONSTRUCTION J, ROUGH-N, TOTAL. LEAKAGE TO Ee LP09 THAN OR EQUAL TO -TYrI! IC RATEP AMP CffRTrII!P UNPER A5TM EZO!� TO HAVE NO 14ORE THAN 2,0 CFM AIR 4CrM PER 100 64'. OF CONPITIONMP FLOOR AREA AT OJ INCHES W,9. FOR ENTIRE OYSTEM. INCLUPING AIR HANPLER ENCL05URE, ALL REGISTER EOOT6 SHALL 51! TWEP OR MOVEMENT -THE AGHTINO rrATURE SHALL !Ir TWTEP AT 7& 17ASCALS OR L07 L"/SF rRESSURE OTHERWIO OEALEP PURIM& TEST. LEAKAGE TO OUTPOOR5 SHALL 515 LESS THAN OR E*CrM PIFFERENCE AMP LAISO.EP OHOWIM& COMrLIANCI! EQUAL TO rER 1610 OQUARE MET OF CONPITIONEP FLOOR AREA -6HALL 515 INSTALLEP WITH A GASKET OR CALAX AT THE CaLING TO PREVENT AdR PUCT INSULATION P NrZ�IQH eWqEC *v"l k 405�z.,51, PUCTS SHALL 06P INOULATEP LEAKAGE TO A MINIMUM R-O, EXCErT r LocATep comrLeTeLy WITHIN THE 15UILPING THERMAL VArOR 15ARRIER OUNP COVERS 40r,, leo*)� FNVeLOrF PULPINS FRAMING CAVITIES SHALL NOT 01! USEP AS PUCT9 OR MEMUM5, AN ArrROVEP VArOR RETAR IER OH NI tN6TALLMP ON THE WARM 91PE ON WINTER) INSTALLATION IF PUCTO OHAILL NOT PIOPLACE REQUIREP eNVELOFE IN5ULAnO1N. OF INSULATION HOT WATER rM NeULATION (WO15C R40.*.L$). INSULATION FOR HOT WATER Fire. 150TH -rVA (VArOR RETARPER) FAINT WITH A PRY cur rI!RM RATING Or I MAY. SHALL 15M USEP WITRN RW-5FAM-,-,HALL HAVE A MINIMUM THERMAL AS THE VAFOR RETARPeR FOR A" EXTERIOR WALL.5 AMP ALL C15UNCO WITHOUT HEATEP RE66TANCC (R.VAL.UE) OF R-6. GrACE AI5OVF_ - CROUNP COVER, & MIL 15LACK FOLYFTHYLENE OR ArFROVIEP EQUAL OHALL OF LAIP 15ULPINC ENVEWFE OVER GROUNP WITHIN CRAWL OFACES AMP SHALL. er OVERLArFW WMINIMUM AT THE � TR5_UNPEK5S?4IEP_HAe FROMPFP EUILPIM& ENCLOSURE POCUMENT5 THAT IN MY THE JOINTS AN SHALL ff=NP TO THE FOUNPATION WALL rROFE65IONAL JUPSAFNT ARE ArFROMATE TO SATISFY THE REQUIREMENTS OF RCW 64.00-000 THROUGH &4.020.0,961. PUILPIN& 1146rECTION CPK5MRCW5URI! MUST 15M INGrECTEP 15Y A QUAL1rsEP SUILPING ENCLOSURE INGrWTOR PUFJMG THE COURSE OF CONSTRUCTION. THIS INSPECTION 15 TO DIE COMrLffTEP 15Y A THIRP FARTY INPErENPENT 11,15715CTOR. EXTERIOR WALL. RATING ANALY046 ER Y r`_ --I ION PISTANce, 20'.Z" Zr' TY RAT, I 50U H r ERT FIRE GWA ON PIOTANM go 41" rER 115C TAOLE 602, OCC GROUr R. TYFE Vl!�. FIRE RATING - 0 g:-a IH N5,91oIrn"'F 10D oo l5ITff FLAN- F-PMONP5 MULTI -UNIT FROrERTY INFORMATION, 15UILPING ANALYS15- FARCE[. 0, O02rANCY, R-Z APPRES15. CONSTRUCTION Tym: v_E 20,904 7ZNP AVE W WMONPG, WA VbeZ( , ALLOWAELZ HEIGHT, 20'Two 1(,�AOCNP) FROFOSEP HEIGHT, Zz�& ZONING: RM4r, LOT AREA, 7,7Vb OF ALLOWAOLE 0 STORIES (INIFFA46R) 0 STORMS (TASLE 004.4) 5MACK9: rROrO6EP STORIES, Z FRONT. Ir" REAR. 10, ALLOWADLE FL.00R AREA (WrAJ�R), 7,6100 OF (TA151.15 W&.9.) SPEYARP, 10' rROr050P FLOOR AREA, FIRST FLOOR, 1,771 OF 59CONP FLOOR, 2,140 OF ALLOWADLe OULPIN , AREA CNFFAleR�. C 71000 OF x Z STORIES - 14,0,70 or rROrO5EP t5ULPING AREA� �.Vll Or H H L*HT 15OLL IC SHIELD LIGHT AWAY FROM AqJ. rRorepTlee, 105-es Tyr. 2" rE LIMP FROM WATER METER TO XPA IN R16FR ROOM HIGH WIGHT LAMPOCArl -9 *HIeLP L=AW�y From Tyr. ME LANP9CArING z A, 4;cova- Apwgrj- 9 TAF At MAIN T z WATER METER -M ij VICINITY I4AP: 15OX rROrOGeP A' MAS F VIE TRU To rL7rRTO ATC - LOCATION) ARF-A C LATION UNIT 0101 UNIT Tell UNIT 1409 �tOfl UNIT -ZOI U141T *ZOO TOTAL. j PPMOVEU AS NOTED NNEERING BY ENC D.t.:IL Zone - - - Comer - Fla& - Setbacks Required Actual Front Sides Rear Other Height LOT COVIERACE., IMFERVIOUO OURrA5Z COVERAGE, HEICHT CALCILLATION. LEGAL PESCRIFTION, ISUILP114C FOOTFRINT 2177 OF. rROrO5W ROOF - Z,Z77 AVERAGE EXISTING 5&.20, "' THE NORTH 70 FEET OF THAT FORTION Or COVERAGE. rROrOSEP FAIANG - 2,077 TOTAL, 4.77* OF. MAX. HEIGHT 12110 FROPOSEPH =TH. t LM, Eli.= 0. SEATTLE HEIGHTS PIV19ION 4. 2.277/7.70e 20% 4,771d/7,7VO- ( 1% HIGHEST rOINT� IZA�l4 LYNG WITHIN THE SOUTH HALF Or OAIP , 121.20' 15LOCKZ, SEATTLE HEIGHT* PIV15ION 4. AQcORPtNG TO THI! FLAT THEREOF R15CORPEP SCOrE Or WORK: IN VOLUMEV Or FLATS, FACE It ReCORP9 OF 5NOHOM16H COUNTY, WASHINGTO14 06UILPING FOOTrRtNT 2277 LOT AREA 7700 COVERAGE &I* OULPINIO M9 FAVN& =.�71g TOTAL 477-5 NOTRLirCT N 0.046 or 4-UNIT RTMENT 15UILPING WfTH OURrACIE rARIKIN& LOT MAX. COVERAGE (40?�_ 0,40 LOT AREA 77OD REVISION MAY. COVERAGE Or - 6 ,,, V lMrERVIOUO COVERAGE Ohl t 6 2019 CITY COPY BUILDING DEPARTMENT CITY OF EDMONDS SHF-r-T 1NPeX C r,0Vr_R-CvF_NF_RAL NOTr:9 51 ' WIL 91TF- MAN CA ' OVr-R 5H= CZ Tr -Sr- MI AN 91ZAPINO XW7RORTArv��, MEEOVeMeNT MAN C-4 2RAINArve ANP UTILITY MAN CIO MTAILS C4 TILITY ReTAIL5 07 RAIWA&r: -PeTAILS Ge RIFIN& FLAN TO OVA �ICCONT�ROLPLA� L11 NPSCArF- PLAN L? NPSCAre PeTAIL6 I NPATION rLAN MOOR FCXN 15 UNITS/ CONS F9 r-K rLOOK MAN (0 rLAN 7 VATION9 7A A Me e IONS AP-11 ITeCTURAL PeTAIL6 51.1 TURAL 14=9 52.11 PATION MAN SZ1 R rRAMINCv Sz.� FRAMIN& �&NN - e�.i TION PIETAIL5 54.11 MAMING PeTAILS 911.2 FRAMIN& Pr-TAILe Zl OOP FRAIAIN& PeTAILS G 10'. 20, 41� ro, `j o N15 .-1 1 Ow E. 6 U 2) cint t X u L Uj Vk) Uj > < < C�: Z lu F- 'S� lu > P- k'A N, 4� lz�) :z 2 (�N (3 0, Uj 0, Uj LL1 LIJ TZ U) 11f LLI 0 C) �HEFT *