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BLD2019-0904OV E D'v Ln CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 V*,, PHONE: (425) 771-0220 - FAX: (425) 771-0221 /J,C. I sqi) STATUS: ISSUED 07/30/2019 Pennit#: BLD20190904 BUILDING PERMIT Expiration Date: 07/30/2020 Project Address: 650 BELL ST, EDMONDS Parcel No: 00434209801700 *WNIM, APPLICAIT CONTRACTOR VONS BELL ST VONS BELL ST WOODSIDE HOMES INC C/O CHARLES VON GOEDERT CIO CHARLES VON GOEDERT CIO CHARLES VON GOEDERT 440 12TH PL N 440 12TH PL N 440 12TH PLACE N EDMONDS, WA 98020 EDMONDS, WA 98020 EDMONDS, WA 98020 (425) 778-6673 (425) 778-6673 (425) 778-6673 LICENSE 4: Auodshi8l3]8 EXP 06/28/2021 JOB DESCRIPTION FILUGRADE/ CIVIL WORK FOR 4 TOWNHOMES, W/2 CAR ATTACHED GARAGES. SEE PERMIT BLD2018-1634 VALUATION: $0 PERMIT TYPE: Commercial PERMIT GROUP: 28 - Fill/Grade/Excavate GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: RETAINING WALL ROCKERY: OCCUPANT GROUP: OCCUPANT LOAD FENCE� 0 X 0 FT.) CODE: 2015 OTHER: ------- OTHER DESC: IZONE: RM-1.5 INUMBER OF STORIES: 0 1 VESTED DATE: INUMBER OF DWELLING UNITS: 0 ILOT #- EXISTING ARFk BASEMENT 0 1 ST FLOOR: 0 2ND FLOOR: 0 PROPOSLDARLA [BASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0 3RD FLOOR 0 GARAGE: 0 DECK- 0 OTHER� 0 13RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0 BEDROOMS 0 BATHROOMS: 0 1 BEDROOMS: 0 BATHROOMS: 0 FRONTSETBACK SIDESETBACK RF-ARSETBACK F-F-QUIRhD: N 15 PROPOSED� 15 JREQUIRED� W 10 PROPOSED: � �RFQUIRED: S 15 PROPOSED: 18 HEIGHT ALLOWED:O PROPOSED 0 IREQUIRED: E 10 PROPOSED: 10 SETBACK NOTES Eaves and bay Aindovrs project < 30" into required setbacks Steps 6'8" min. from side property lines (encroachment is 3'4" or 1/3 into 10' setback) lRoof above 25'is 4:12 up to 29-5'� IAGREETOCOMPLY WITH CITY AND STATELAWS REGULATING CONSTRUCTION AND IN DOING THEWORK AUTHORIZED THEREBY, NO PERSONWILL BEBAPLOYED INVIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND FZCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. Signature Print Name Date Roased By Date ATTENTION IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF FIRE APPLICANT ASSESSOR 06 CITY le--� 4 STATUS: ISSUED BLD20190904 CONDITIONS • All new, extended, re -built or relocated electrical utility and/or service shall be placed underground. • Final approval on a project or final occupancy approval must be granted by the Building Official priorto use or occupancy of the building or structure. Checkthejob card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. NEIGHBORING PROPERTIES: IBC 1804.1 EXCAVATION NEAR FOUNDATIONS. Excavation for any purpose shall not reduce lateral support from any foundation without first underpinning or protecting the foundation against detrimental lateral or vertical movement, or both. 0 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 wi . th the noise lirnits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. 0 Applicant, on behalf ofhis or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harrnless the City of Edmonds, Washington, its officials, employees, and agents fi-om any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance ofthis permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. 0 48 hours notice is required when requesting your FINAL Engineering Inspection. 425-771-0220, ext.1326. 6 SPECIAL INSPECTIONS ARE REQUIRED FOR THEFOLLOWINGr. Excavation, Grading, and Site Preparation Placement of Structural Fill and Compaction Soil Bearing Verification Foundation Drainage Installation Retaining Wall Construction and Drainage Installation Temporary Shoring Priorto Final Inspection by the Building Division, Final Special Inspection Reports are Required FromAll Special Inspectors. • NEIGHBORING PROPERTIES: • IBC 1804.1 EXCA VATION NEAR FOUNDATIONS. Excavation for any purpose s hall not reduce lateral support from any foundation without first underpinning or protecting the foundation against detrimental lateral or vertical movement, or both. • New and existing buildings shall have approved addres s numbers, building numbers or approved building identification placed in a pos ition that is plainly vis ible from the street or road fronting the property. Addres s n umbers shall be Arabic numerals or alphabet letters. Numbers shall be legible from the public way, at least 4 inches high with a 1/2 inch min. stroke width on a contrasting background. • Call for locates of underground utilities prior to any excavation. • Maintain erosion & sedimentation control per city standards. • Maintain 10'separation between the sanitary side sewer and the water service line. • All steps 68" min. fi-orn side property lines • 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/Contractorto provide Water Service Line asbuilt at final inspection. See City Standards for requirements. I INSPFCTIONS THIS PERMIT AUTHORIZES ONLY THEWORK NOTED. THIS PERMIT COVBRS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDBIVALKS, DRIVB/VAYS, MARQUEES, ETC.) VALL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) TO SCHEDIJILE INS rECTIONS BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (426) 775-7720 3. Then: Perm its/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand comer) (425) 771-0220 RECYCLING (426) 275-4801 6: Schedule your inspection When calling for an inspection please leave- the following information: Permit Number, Job Site Address, Type of Inspection being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • EPre-Con • EEros ion Control/Mobilization • E-Storrn Tightline • EElectronic Asbuilts - Final • EPervious Pavement • E-Drywells • E-Footing Drain Connection • E-Stonnwater Covenant -Final • E-Water Service Line • E-Driveway Fonn & Slope Ver. • &Curb/Gutter Fonn (cornnimulti) • E-Sidewalk Form (cornrn/multi) • E-Pavernent Compaction Test Report • EMailboxUcation, Pre -install • E-Fngineering Final • B-Preconstruction meeting • B-Building Final • P-Planning Final • E-Curb/Gutter Post -Pour (corn/multi) • E-Sidewalk Post -Pour (comn-Vrriulti) CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 *PERN11T MUST BE POSTED ON JOBSITE* STATUS:- ISSUED ENG20190312 SIDE SEWER PERMIT (2-Mulfi-Family) Permit Number: ENG20190312 Expiration Date: 07/29/2020 Job Address: 650 BELL ST, EDMONDS APPLICANT CONTRACTOR WOODSIDE HOMES INC 440 12TH PL N 440 12TH PLACE N EDMONDS, WA 98020 EDMONDS, WA 98020 (425) 778-6673 LICENSE 4: "uodshi81318 EXP: 06/28/2021 N N� JOB DESCRIPTION y A R Y PROPOSE TO REUSE LATERAL LIDNUMBER: GRINDER PUMP N PROPOSE TO REUSE SIDE SEWER F—N] DRA INA GE H Install sewer connections to building F-ASENIE14T INFORMATION PROJECT CROSSES OTHER PRIVATE PROPERTY NqN VERIFICATION OF RECORDED EA SEMENTS COMPLETE IADEMNITY- The Applicant has signed an application which states helshe holds the City ofEdmonds harmlessftom injuries, damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the City ofEdmonds or any ofits departments or employees, including but not limited to the defense ofany legalproceedings including defense costs and atiorneyfees by reason ofgranting this permit. CALL DIALA-DIG (1 -800-424-5555) BEFORE ANY EXCAVATION CALL FOR INS PECTION (425) 771-0220 EXT. 1326 24 HOUR NOT]CEREQUIRED FOR ALL INSPECTION REQUESTS APPLICATION APPROVAL THIS APPLICATION IS NOT A PERNUTUNTIL SIGNED BY T14E CITY ENGINEER OR HISMER DEPUTY: AND FEES ARE PAID, AND RECFIPTIS ACKNOWLEDGED IN SPACE PROXIDED. Printed: Tuesday, July 30,2019 /,0�4ZaZ�- goZ� C) -7 /1:2 RELEASED BY FTLECOPY r--] INSPECTOR COPY DATE F� APPLICANT COPY STATUS: ISSUED ENG20190312 • Refer to City of Edmonds Side Sewer Information handout for approved pipe materials, ins pections and other requirements. • A 6" cleanout with 12" locking cast iron lamphole cover is required at the property he. • Maintain 10'separation between the sanitary side sewer and the water service line. • A separate right-of-way construction permit is required for work within the City right-of-way. • Condition of the existing lateral to be verified by the City's Public Works Dept. to obtain approval for reuse. Contact Edmonds Sewer Division at 425-771-0235. • Condition of the existing sanitary side sewerto be verified prior to obtaining approval for reuse. TV inspection required. Video to be submitted to City for review. • Easement and/or permiss ion from adjacent property owner is required prior to entry/work within adjacent property. • 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 Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5,30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance of this pen -nit. 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 INSPECInONS 0 E-Sanitary Side Sewer Inspection PA RTIAL INSPECTION DATE: INITIAL: PARTIAL rNSPECTION DATE: INITIAL: FINAL INSPECTION APPROVED DATE: INITIAL: NOTES: NOTES: 0� EDAf Al CITY OF EDMONDS 1215TH AVENUE NORTH - EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 *PERNUT MUST BE POSTED ON JOBSITE* STATUS: ISSUED ENG20190313 i RIGHT OF WAY PERMIT (2-Multi-Family) Pennit Number: ENG20190313 Expiration Date: 07/29/2020 Job Address: 650 BELL ST, EDMONDS Location: APPLICANT CONTRACTOR GOEDERT CHARLES VON WOODSIDE HOMES INC 440 12TH PL N C/O CHARLES VON GOEDERT EDMONDS, WA 98020 440 12TH PLACE N EDMONDS, WA 98020 (425) 778-6673 LICENSE #: Avodshi81318 EXP: 06/28/2021 JOB D_K-,CVIP7Y1$1N Driveway entrance, sidewalks, storm connection, water lines, street trees DISRLTPTION INFORMATION ASSESSED VALUE: $0�00 PROPERTY AREA: 0 SIDEWALK: ( OXO) DURATION IN MONTHS: 0 FEE: $0.00 ST REET DI SRUPT ION T RENCH CUT: 0 x 0 PARKING: ( OX0 DURATION IN MONTHS: 0 FEEi $0.00 YEAROFOVERLAY- 0 FEE: $0.00 ALLEY� ( OX0 DURATION IN MONTHS: 0 FEE: $0,00 I"EMNITY- The Applicant has signed an application which states helshe holds the City ofEdmonds harmlessfrom injuries, damages or claims ofany kind or description whatsoever, foreseen 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 attorneyfees by reason ofgranting this permit. THECONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FORA PERIOD OFONEYEAR FOLLOWING THE FINAL INSPECTION AND ACCEPTANCEOFTHEWORV, • Traffic Control and public safety shall be in accordance with City regulations as required by the City Engineer. Every flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the required training in their possesion. • Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City approved material prior to the end of the workday- NO EXCEPTIONS. • Three sets of construction drawings of proposed work are required with the permit application. CALL DIALA-DIG (1 -800-424-5555) BEFORE ANY EXCAVATION CALL FOR INSPECTION (425) 771-0220 IXT. 1326 24 HOUR NOTICEREQUIRED FOR ALL INSPECTION REQUESTS THISAPPLICATION IS NOTA PERMIT UNTIL SIGNED BYTHE CITY ENGINEER OR HISMER DEPUTY: AND FEES ARE PAID, AND RECEIPTIS ACKNOWLEDGED IN SPACE PROVIDED. Printed: Tuesday. July 30. 201 RELE;��ED Bt( DATE I ��ECOPY F-] INSPECTOR COPY 0 APPLICANT COPY STATUS: ISSUED ENG20190313 • Restore ROW to City standards • Call for locates of underground utilities prior to any excavation. • Conform to approved working drawings and Traffic Control plan. • Utility patch restoration to be in accordance with Edmonds Standard detail E2.3 • Maintain erosion & sedimentation control. Keep street clean. • Traffic Control per approved plan and MUTCD. Refer to City of Edmonds traffic control requirements. • Three feet of clearance around fire hydrants, standpipes, P.I.Ws, manholes, water meters, blowoffs, cleanouts and valves shall be maintained. • Condition of the existing lateral to be verified by the City's Public Works Dept. to obtain approval for reuse. Contact Edmonds Sewer Division at 425-771-0235. • Easement and/or permission fi-om adjacent property owner is required prior to entry/work within adjacent property. • 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. • 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 6:00pmon Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.310, 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 pen -nit shall not be deemed to modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance provision. • E-Traffic Control • E-Driveway Form & Slope Ver. • EPavement Subgrade • E-Pavement Compaction Test Report • EPavement Striping -A lley For Fire • E-Curb/Gutter Pre -Pour (conun/mult) • &Sidewalk Pre -Pour (comm/mult) • &Mailbox Location, Pre -Install • E-Engineering Final • E-Install 4" Storz Adapter -Fire • E-Stonn Connection to Main • E-Curb/Gutter Post-Pour(comm/mult) • E-Sidewalk Post -Pour (comnVmult) PARTIAL INSPECTION DATE: INITIAL: NOTES: PARTIAL INSPECTION DATE: INITIAL: NOTES: FINAL INSPEC71ON APPROVED DATE: INITIAL: of ED& Un CITY OF EDMONDS 1215THAVENUENORTH -EDMONDS, WA 98020 PHONE: (425) 771-0220 - FAX: (425) 771-0221 BUILDING APPLICATION ACCEPTANCE Monday, July 22, 2019 This Application has been accepted by the City of Edmonds for review. More information and changes may be required during this process. The review target date is: Your City Contact is: KRISTIN JOHNS Application Number: BLD20190904 Project Address: 650 BELL ST, EDMONDS �PROPERTV OWNER APPLICANT VONS BELL ST VONS BELL ST C/O CHARLES VON GOEDERT 440 12TH PL N EDMONDS, WA 98020 (425) 778-6673 C/O CHARLES VON GOEDERT 440 12TH PL N EDMONDS, WA 98020 (425) 778-6673 Work Description: F7LL/GRADE/ CIVIL WORK FOR 4 TOWNHOMES, W12 CAR ATTACHED GARAGES. SEE PEP,MITBLD2018-1634 Outstanding Items at Time of Submittal: It is anticipated that the following departments will be reviewing your application: 11 Building E Planning __ Engineering E Fire Li Please wait to re -submit corrections until after you have received comments from all reviewing departments. I HEREBY ACKNOWLEDGE THAT I HAVEREADTHIS APPLICATION THATTME INFORMATION GIVEN IS CORRECT AND THAT I AM THE PROPERTY OWNER, OR THE DULY AUTHORIZED AGENT OF THE PROPERTY OWNERTO SLBMITA BUILDING PERMIT APPLICATION TOIHE CITY. SIGNATURE (OWNER OR AGO" PRINTNAME DATESIGNED To view up to date information about your application please visit the City ofEdmonds Development Services website at http://Www.ednwndswa.gov. ROW PERMIT NO.: ENG .2_62te7 0 3/ ISSUE DATE: RIGHT-OF-WAY CONSTRUCTION PERMIT APPLICATION PROJECTNAME: �o 1�J5 CONTACT: abtrw /,e� :T CONTRACTOR: Phone #: � W61�51;4�e Mailing Address: Fax State License #: Email Ae lo W IP:) A& - City Business License F-1 Liability Insurance F] Bonded ADDRESS OR INTERSECTION OF CONSTRUCTION: 6 5_��> lee /_ L -�; 7- I ROW WORK ASSOCIATED WITH THE FOLLOWING TYPE OF PROJECT: I Commercial C--V p!Q Multi -Family Subdivision E] Single Family City Project F� Other F] EUC (PUD, VERIZON, PSE, COMCAST, OVWSD): Is this permit part of a blanket pennit? F-1 Yes XNO ANY ASSOCIATED PERNUTS? I FLD# ENG# DESCRIPTION OF PROPOSED WORK (Be Specific): Cot.,, s—� "T a. q U0, - A(0�s_ li�1<4 ( qJ Traffic Control (Only) I WAS STREET OVERLAYED WITHIN THE LAST FIVE (5) YEARS? YESE] NOWVear: PAVEMENT CUT: CONCRETE CUT: D Yes F No El Yes El No If yes, indicate size of cut: If yes, indicate size of cut: X x RIGHT-OF-WAY AREA CLOSURE I TOTAL DURATION (NUMBER OF MONTHS) Sidewalk 48 Urs + LF X LF S F 11,1W CA/ S 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 requirements in order for the permit to be valid. SIGNATURE DATE Contractor or Agent NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE "7C. 10" BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: www.edmondswa.gov. PLEASE NOTE., Intake appointments are required for New Single Family Residences, Large Additions, ADU's, New Commercial, and Major Tenant Improvement application submittals. If plans are prepared by a profession- al, electronic files are requested in addition to the hard copies. Please bring electronic files on a flash drive or coordinate for electronic transfer. Please call 425-771-0220 to schedule an intake appointment! JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: L Parcel: Lot /Unit/Suite M Subdivision: PROPERTY OWNER: Name: Vr:, . J �'_ �')" L C C c Mailing Address: c4 ci C; f f 'L /V City/State/Zip: c� V\J',A Phone#: 601_ -771 4LI-77) Email: L�-,v &� OWNER INSTALLATION: *If yes, read and sign* Will work be performed by the property owner? 0 Yes C3 No I own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, lease, rent, or exchange according to RCW 18.27.090. Owner Signature: APPLICANT/ CONTACT INFORMATION: Name of Applicant: Mailing Address: City/State/Zip: Phone #: E-mail: GENERAL CONTRACTOR: (if different from applicant) General Contractor: _A111 rA: 'Cilf qC Mailing Address: City/State/Zip: Phone M E-mail: STATE UBI #: CITY OF EDMONDS BUSINESS LICENSEM WA STATE CONTRACTOR L & I #: (CCB) & EXPIRATION DATE: =eermit#: Ci 0, TYPE OF PERMIT (Provide Details on Page 2) El Accessory Structure/ [I Addition Detached Garage El Demolition 0 Mechanical 0 New Single Family / Duplex 0 Plumbing ED Fire Sprinkler 0 Remodel El New Commercial/ Mixed Use 0 Re -Roof 0 Signs 0 Tank El Tenant Improvement Z0 Other lr- '-LO i Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for the work indicated on this application. Valuation: PROPOSED NEW SQUARE FOOTAGE FOR THIS APPLICATION Basement sq ft: Finished 0 Unfinished 0 1st Floor, sq ft: 2nd Floor, sqft: Garage/Carport:, sq ft: Deck/Covered Porch/Patio: Other sq ft: PROJECT DESCRIPTION ell I- r--� Li J 01— / I certify that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. PrintName: (11114t-It's. cjct Signature:/ d4 ate GENERAL COMMERCIAL DATA Occupancy Group(s): Occupant Load(s): Type(s) of Construction: Fire Sprinklers: Yes El No El WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMITTALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet MECHANICAL EQUIPMENT COUNTS (New and Relocated) BTUs Gas Elec Other Qty A/C Unit /Compressor Air Handier /VAV Boiler Dryer Duct Exhaust Fans Fireplace Furnace Heat Pump Unit Hydronic Heating Roof Top Unit (Provide eleva- tions if a Commercial Bldg) Other: PLUMBING FIXTURE COUNTS (New, Relocated or re -piped) Qty QtY Clothes Washer Tub/ Showers Dishwasher Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve Floor Drain/Sink Refrigerator Water Supply Hose Bibs Water Heater - Tankless? Y or N Hydronic Heat Water Service Line Sinks Other: Toilets Other: GAS/FUEL CONNECTION COUNTS (New, Relocated or re -piped) BTUs Qty BTUs Qty A/C Unit Outdoor BBQ / Fire pit Boiler Stove/Range/Oven I Dryer Water Heater Fireplace/ Insert Other: Furnace Other: MEDICAL GAS, AIR VACUUM COUNTS (New, Relocated or re -piped) aty Qty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum DEMOLITION Type of structure to be demolished: Square footage of structure to be demolished: AHERA Survey done? Y/N PSCAA Case #: Critical Areas Determination: Study Required 11 Conditional Waiver El Waiver C3 Fill in Place Fill Material: Removal 1:1 Size of Tank (Gallons) Critical Areas Determination: I Study Required El Conditional Waiver 0 Waiver 0 GRADE/FILL/EXCAVATE Grading: Cut cubic yards Fill cubic yards Cut/ Fill in Critical Area: Yes El No El GENERAL PROVISIONS APPLICATIONS: Applications are valid for a maximum of I year. ESLHA Applications, 2 years. LICENSING: All contractors and subcontractors are required to be licensed with Washington State Department of Labor & Industries and have a current City of Edmonds Business License. SCANNED JUL 02 2on 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) BLD20181634 Grantor(s) (Last, First and Middle Initial) Von Goedert, Charles Grantee(s) (Last, First and Middle Initial) City of Edmonds Legal Description (abbreviated fbrm� i.e., lot, plat or section, township, range, quarter/quarter) LOTS 17 AND 18 BLOCK 98 OF THE PLAT OF CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 39 AND 39A, RECORDS OF SNOHOMISH Assessor's Property Tax Parcel/Account Number at the Time of Recording-, PARCEL NUMBER 00434209801700 The Auditor/Recorder will rely on the information provided on this form. The staff will not read the document to verify the accuracy or completeness of the indexing information provided herein. DECLARATION OF COVENANT Private Stormwater Facility WHEREAS, the undersigned Declarant(s) have installed one or more stormwater facilities under Edmonds Community Development Code Chapter 18.30 known as a "low impact development best management practices (LID BMP)" as selected below: M Permeable Pavement Ll Infiltration Trench Ll Rain Garden / Bioretention Cell L3 Gravelless Chamber El Drywell Ll Other WHEREAS, the City of Edmonds has allowed installation of the LID BMP, subject to the execution and recording of this Declaration of Covenant; NOW, THEREFORE, THE UNDERSIGNED DECLARANT(S), being the owners of the real property ("the Property") located at the following address: 650 Bell Street in the City of Edmonds, Washington, and legally described on Exhibit A attached hereto and incorporated herein by this reference as if set forth in full, hereby covenants and agrees, on behalf of himself/herself/themselves/itself and his/her/their/its successors and assigns, as follows: Declarant(s) warrant that he/she/they are the owners of the property described on Exhibit A and have the authority to impose this covenant on the property and bind all future owners, successors, and assigns of the Declarant(s). The Declarant(s), future owners, successors, and assigns of the Declarant(s) shall be referred to collectively as "Owners." 2. The Owners of the Property agree that the Property contains one or more stormwater management facilities referred to as an "LID BMP," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious or non-native pervious surfaces on the property. "Low impact development" means development conducted in a way that seeks to minimize or completely prevent alterations to the natural hydrology of the site. Low impact development includes site planning and design to reduce alterations of natural soil and vegetation cover, minimize impervious surfaces, and specific practices that help to replicate natural hydrology such as permeable pavements, green roofs, soil amendments, bioretention systems, and dispersion of runoff. The Owners shall maintain the size, placement, and design of the LID BMP as depicted on the approved site plan, Exhibit B, and design details shall be maintained and may not be changed without written approval either from the Engineering Division of the City of Edmonds or through a future development pen -nit from the City of Edmonds. Chemical fertilizers and pesticides shall not be used where LID BMP is located. All costs of maintenance and repair shall be the sole responsibility of the Owners. 4. The Owners 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 BMPs 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 the private stormwater LID BMP facility. If, as the result of any such inspection, the City of Edmonds determines that the LID BMP is in disrepair, requires maintenance or repair, or is otherwise not functioning as provided in the BMP site plan, the City Engineer or his designee shall have the right, but not the obligation, to order the Owners to maintain or repair the same. 6. If the City of Edmonds determines that the LID BMP requires maintenance or repair pursuant to Section 5, the City of Edmonds shall provide notice to the Owners of the deadline within which such maintenance or repair must be completed. Said notice may further advise that, should the violator fail to perform required maintenance or make repairs within the established deadline, the work may be done by the city or a contractor designated by the City Engineer and the expense thereof shall be charged to the Owners. The City's officers, agents, employees, and contractors shall have the right, which is hereby granted by the Owners, to enter upon the Property described on Exhibit A in order to perform such work. The Owners shall bear the cost of all work performed. 7. The Owners shall indemnify, defend and hold harmless the City of Edmonds, its officers, officials, employees and agents from any and all claims, demands, suits, penalties, losses, damages, judgments, attorneys' fees and/or costs of any kind whatsoever, arising out of or in any way resulting from the approval of the LID BMP(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 BMP(s). 8. This covenant shall run with the land and be binding upon the Owners. Dated:— & , 1 -7, -:;n � DECLARANT(S): (Signature) (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 &, L�0AJ60r-hzj2T- {Declarant(s)) to me known to be the individual, or individuals described in and N�-ho' -executed the within and foregoing instrument, and acknowledged that he/she/they signed the same as his/her/their free and voluntary act and deed, for the uses and purposes therein mentioned. SUBSCRIBED AND SWORN before me this /?adayof L4,qi5— 201 G- I E (Signnatur4 M ry -C� (Name legibly printed or stamped) rn Notary Public in and for the State of Washington. t/13L Residing at: ZD/wAP5 21, 0 My commission expires Ma V4/AS\A\\\,\\\\\ /1111111110W Exhibit A Legal description LOTS 17 AND 18 BLOCK 98 OF THE PLAT OF CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 39 AND 39A, RECORDS OF SNOHOMISH COUNTY AUDITOR. PARCEL No. 00434209801700 ADDRESS: 650 BELL STREET, EDMONDS, WASHINGTON 98020 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) BLD20181634 Grantor(s) (Last, First and Middle Initial) Von Goedert, Charles Grantee(s) (Last, First and Middle Initial) City of Edmonds Legal Description (abbreviated forni; i.e., lot, plat or section, township, range, quarter/quarter) LOTS 17 AND 18 BLOCK 98 OF THE PLAT OF CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 39 AND 39A, RECORDS OF SNOHOMISH Assessor's Property Tax Parcel/Account Number at the Time of Recording: PARCEL NUMBER 00434209801700 The Auditor/Rccordcr will rely on the information provided on this form. The staff will not read the document to verify the accuracy or completeness of the indexing information provided herein. DECLARATION OF COVENANT Private Stormwater Facility WHEREAS, the undersigned Declarant(s) have installed one or more storinwater facilities under Edmonds Community Development Code Chapter 18.30 known as a "low impact development best management practices (LID BMP)" as selected below: M Permeable Pavement Ll Rain Garden / Bioretention Cell M Drywell Ll Infiltration Trench Ll Gravelless Chamber Ll Other WHEREAS, the City of Edmonds has allowed installation of the LID BMP, subject to the execution and recording of this Declaration of Covenant; NOW, THEREFORE, THE UNDERSIGNED DECLARANT(S), being the owners of the real property ("the Property") located at the following address: 650 Bell Street in the City of Edmonds, Washington, and legally described on Exhibit A attached hereto and incorporated herein by this reference as if set forth in full, hereby covenants and agrees, on behalf of himself/herself/themselves/itself and his/her/their/its successors and assigns, as follows: Declarant(s) warrant that he/she/they are the owners of the property described on Exhibit A and have the authority to impose this covenant on the property and bind all future owners, successors, and assigns of the Declarant(s). The Declarant(s), future owners, successors, and assigns of the Declarant(s) shall be referred to collectively as "Owners." 2. The Owners of the Property agree that the Property contains one or more stormwater management facilities referred to as an "LID BMP," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious or non-native pervious surfaces on the property. "Low impact development" means development conducted in a way that seeks to minimize or completely prevent alterations to the natural hydrology of the site. Low impact development includes site planning and design to reduce alterations of natural soil and vegetation cover, minimize impervious surfaces, and specific practices that help to replicate natural hydrology such as permeable pavements, green roofs, soil amendments, bioretention systems, and dispersion of runoff. 3. The Owners shall maintain the size, placement, and design of the LID BMP as depicted on the approved site plan, Exhibit B, and design details shall be maintained and may not be changed without written approval either from the Engineering Division of the City of Edmonds or through a future development permit from the City of Edmonds. Chemical fertilizers and pesticides shall not be used where LID BMP is located. All costs of maintenance and repair shall be the sole responsibility of the Owners. 4. The Owners 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 BMPs so they function as designed on a year-round basis. 5. The City of Edmonds is hereby granted by the Owners the right, but not the obligation, to enter upon the Property described on Exhibit A at all reasonable times for the purpose of inspecting the private ston-nwater LID BMP facility. If, as the result of any such inspection, the City of Edmonds determines that the LID BMP is in disrepair, requires maintenance or repair, or is otherwise not functioning as provided in the BMP site plan, the City Engineer or his designee shall have the right, but not the obligation, to order the Owners to maintain or repair the same. 6. If the City of Edmonds determines that the LID BMP requires maintenance or repair pursuant to Section 5, the City of Edmonds shall provide notice to the Owners of the deadline within which such maintenance or repair must be completed. Said notice may further advise that, should the violator fail to perform required maintenance or make repairs within the established deadline, the work may be done by the city or a contractor designated by the City Engineer and the expense thereof shall be charged to the Owners. The City's officers, agents, employees, and contractors shall have the right, which is hereby granted by the Owners, to enter upon the Property described on Exhibit A in order to perform such work. The Owners shall bear the cost of all work performed. 7. The Owners shall indemnify, defend and hold harmless the City of Edmonds, its officers, officials, employees and agents from any and all claims, demands, suits, penalties, losses, damages, judgments, attorneys' fees and/or costs of any kind whatsoever, arising out of or in any way resulting from the approval of the LID BMP(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 BMP(s). 8. This covenant shall run with the land and be binding upon the Owners. Dated:— & , 1 -7 - I DECLARANT(S): (Signature) (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 & L/01�J40r_t,;;,QT {Declarant(s)l to me known to be the individual, or individuals described in and who executed the within and foregoing instrument, and acknowledged that he/she/they signed the same as his/her/their free and voluntary act and deed, for the uses and purposes therein mentioned. SUBSCRIBED AND SWORN before me this I day of juNt— 201 10\1 0� G I E & (Signatur4 V s 'r' Y11 (Name legibly printed or stamped) Notary Public in and for the State of Washington. lJf3L\r- 21, Residingat: Z-PmOAL-6 W/4 ..0 My commission expires UQAdA WAS �A'\\ 1111111111W Exhibit A Legal description LOTS 17 AND 18 BLOCK 98 OF THE PLAT OF CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 39 AND 39A, RECORDS OF SNOHOMISH COUNTY AUDITOR. PARCEL No. 00434209801700 ADDRESS: 650 BELL STREET, EDMONDS, WASHINGTON 98020 lip I I lilt, 20 0 20 40 SCALE IN FEET GRAVEL DRYWELL (TYP) (3) @ 5'0 x 6.25'D IT� PERMEABLE PAVERS (TYP) 1,043 SF TOTAL '-Tv(4(( CG-Avo( (. 0 t':; b �'; 6 � "'s � , 2009 Edition Figure 61-1-11. Lane Closure on a Two -Lane Road with Low Traff ic Volumes (TA-1 1) IM (optional) �* (optional) HdW T itional) (optio B x 301 MO (optional) < Note: See Tables 61-1-2 and 61-1-3 for the meaning of the symbols and/or letter codes used in this figure. (optional) (see Section 3B. 16) (optional) MHOM 3 (optional) 50 to 100 ft Page 655 JUN 17 2019 81�Moaglff C 10,6vy't- I I, - Buffer space (optional) W LU Vu-e (optional) 50 to 100 ft J16 115 ft A B (optional) J6 LANE t AD C 1 x M 1� (r Ai (optional) E"NEERING DIASM <ROAD WORK 7'D JINOTED AH 1 16, AHEAD> Typical Application 11 19' December 2009 I t Sect. 6H.01 ^Y% CITY Cury p) Zj CITY COPY JUN 17 20 June 2019 COMPLIES WITH APPLICABLE CITY ��WATERqp!)E Owner: Charles Von Goedert 440 l2th Place N Edmonds, WA 98020 Phone: 425.778.6673 For Submittal to: DAVIDO CONSULTING GROUP, INC. City of Edmonds CIVIL a STRUCTURAL n LAND USE Stormwater Site Plans — Rev 2 650 Bell St Edmonds CERTIFICATE OF ENGINEER June 2019 The technical material and data contained within this report has been prepared by or under the direction of the following registered professional engineer(s), licensed in accordance with the laws of the State of Washington to practice in the State of Washington. ,�OS,p�IN J. 0� WAS, W" 0 S Di�g s, 914: AL Davido Consulting Group, Inc. Page i 20190613 650 Bell St Edmonds_Drainage Repw_Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds QUICK REFERENCE PROJECT INFORMATION General Proiect Information June 201.9 Project Description Demolition of an existing single-family residence and the construction of a 4-unit multi -family building with associated driveways, and walkways. Improvements also include drainage, grading, paving, and landscaping. Project Address 650 Bell St Edmonds, WA 98020 Project Size (onsite only) Site = 6,5 93 SF (0. 15 acres) Owner/Developer Charles Von Goedert 440 12th Place N Edmonds, WA 98020 Phone: 425.778.6673 Consulting Engineer Ben Iddins, PE Davido Consulting Group, Inc. 9706 4th Ave NE, Suite 300 Seattle, WA 98115 Phone: (206) 523-0024 ext. 115 D inage Drainage 2012 DOE Stormwater Management Manual for Western Requirements Washington (as Amended in December 2014) and City of Edmonds amendments in the 2017 Stormwater Code Supplement (the combination of which is hereafter known as "The Stormwater Manual". 0 Minimum Requirements #1-9 Tributary Drainage Predeveloped Conditions: Developed Conditions: Area & Land Cover Impervious Surface = I , 113 SF Total Impervious = 5,073 SF Summary (onsite only) Pervious Surface = 5,480 SF Pervious Surface = 1,520 SF Total = 6,593 SF (0. 15 Acres) Total = 6,593 SF (0. 15 Acres) Soils Geotechnical analysis was performed by PanGEO Inc. and summarized in a report dated April 21, 2017. The geotechnical report states that the site is underlain by Advance Clutwash. See APPENDIX A for the full geotechnical report. Drainage 0 Full infiltration (drywells) Improvements 0 Permeable Pavement ESC Measures TESC plan required per the Stormwater Manual. TESC measures include storm drain inlet protection, perimeter protection, construction entrance, construction fencing and street cleaning. Davido Consulting Group, Inc. Page ii 20190613650 Bell St Edmonds —Drainage Report_Rev 2 Stormwater Site Plans - Rev 2 650 Bell St Edmonds June 2019 TABLE OF CONTENTS IProject Overview .......................................................................................................... I 1.1 General Description of Project ....................................................................................... 2 1.2 Predeveloped Site Conditions ....................................................................................... 2 1.3 Developed Site Conditions ................................................................... ......................... 2 1.4 Site Area and Size of Improvements ............................................................................. 3 1.5 Predeveloped Stormwater Runoff Conditions ..................................... ......................... 3 1.6 Postdeveloped Stormwater Runoff Conditions ............................................................... 3 1.7 Site Map ........................................................................................................................ 4 2. Minimum Requirements ............................................................................................... 4 2.1 Minimum Requirement # 1: Preparation of Stormwater Site Plans ................................. 4 2.2 Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP) ...................................................................................................................... 4 2.3 Minimum Requirement #3: Source Control of Pollution ............................................... 5 2.4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls ..... 5 2.5 Minimum Requirement #5: On -Site Stormwater Management ...................................... 5 2.6 Minimum Requirement #6: Runoff Treatment .............................................................. 6 2.7 Minimum Requirement #7: Flow Control ..................................................................... 6 2.8 Minimum Requirement #8: Wetlands Protection ........................................................... 6 2.9 Minimum Requirement #9: Operation and Maintenance ............................................... 6 3. Site and Basin Assessment ............................................................................................ 7 3.1 Offsite Analysis ............................................................................................................ 7 3.2 Sub -basin Description ................................................................................................... 8 3.3 Soils/Infiltration Rates .................................................................................................. 8 3.4 Critical Areas and Flood Plain ...................................................................................... 9 3.5 Assessment Summary ................................................................................................... 9 3.6 Stormwater BMP Sizing ....................................................................... ........................ 9 3.6.1 Drywell Sizing .......................................................................................................... 9 4. Construction Stormwater Pollution Prevention Plan (SWPPP) .............. ........................ 9 5. Permanent Stormwater Control Plan ........................................................................... 13 5.1 Flow Control ........................................................................................ ...................... 13 5.2 Water Quality .............................................................................................................. 13 5.3 Source Control & Operation and Maintenance ............................................................ 13 5.4 Conveyance System Analysis and Design ................................................................... 13 6. Special Reports and Studies ........................................................................................ 14 6.1 Geotechnical Report ................................................................................................... 14 7. Other Permits .............................................................................................................. 14 8. Bonds ......................................................................................................................... 14 9. Additional Figures ...................................................................................................... 15 Davido Consulting Gi-oup, Inc. Page iii 20190613650 Bell St Edmonds Drainage Report Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds APPENDICES APPENDIX A Geotechnical Report APPENDIX B WWHM Summary APPENDIX C Operation and Maintenance Manual APPENDIX D Declaration of Covenant APPENDIX E Conveyance Calculations APPENDIX F King County Site Improvement Bond Quantity Worksheet LIST OF TABLES TABLE I Project Site Area and Size of Improvements TABLE 2 Proposed ESC Measures .............................. LIST OF FIGURES June 2019 ................................................... 3 ................................................. 12 FIGURE I Site Location (via Snohomish County Online Property Information) ..................... I FIGURE 2 Site Assessment and Summary ........................................................................... 16 FIGURE 3 Drainage Plan ..................................................................................................... 17 FIGURE 4 TESC Plan .......................................................................................................... 18 FIGURE 5 Offsite Analysis Photos ...................................................................................... 19 FIGURE 6 Offsite Drainage System Analysis ....................................................................... 20 Davido Consulting Group, Inc. Page iv 20190613650 Bell St Edmonds Drainage Report Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds June 2019 1. PROJECT OVERVIEW The project involves replacing an existing single family residence with a 4-unit multi -family building and associated driveways and walkways. Improvements also include drainage, paving, utilities, grading, and landscaping. Vehicular access to the site will be via a new curb cut off of Bell St as well as from the alley adjacent to the south property line of the site which connects 6 th Ave S and 7 1h Ave S. The project site is bounded to the north by Bell St, to the east and west by residential buildings/lots, and to the south by an unnamed alley. The project location is shown in FIGURE 1. The City of Edmonds has adopted the 2012 Washington State Department of Ecology Stormwater Management Manual for the Puget Sound Basin (as Amended in December 2014), City of Edmonds Stormwater Management Code, and City of Edmonds Stormwater Addendum 2017; the combination of which is herein referred to as the "Stormwater Manual". This report follows the Stormwater Site Plan requirements as stipulated in the Stormwater Manual. FIGURE I Site Location (via Snohomish County Online Property Information) Davido Consulting Group. Inc. Page 1 20190613650 Bell St Edmonds Drainage Report_Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds 1.1 General Description of Project June 2019 The project involves replacing an existing single family residence with a 4-unit multi -family building and associated driveways and walkways. Improvements also include drainage, paving, utilities, grading, and landscaping. Frontage improvements along Bell St include new sidewalk, curb and gutter, driveway approach, and landscaping strip. 1.2 Predeveloped Site Conditions Existing impervious surfaces on the site include a single-family residence and a stairway providing pedestrian access to Bell St. The remainder of the site is grass and natural vegetation. There are currently no driveways but the site can be accessed with a vehicle via the paved alley south of the site. 1.3 Developed Site Conditions The developed site conditions, shown in the project plans submitted under separate cover, will include a new 4-unit multi -family residence, walkways along both sides of the building, and driveways on both ends of the building. A new driveway curb cut off of Bell St will be constructed. Drainage for the developed site will include three new infiltration drywells located beneath the northern driveway which will mitigate stormwater runoff fi-om the roof areas and the southern driveway. Permeable pavement will be utilized for the walkways and the northern driveway. Overflows from the stormwater BMPs onsite will be routed to the public storm system in Bell Street. TABLE I summarizes the predeveloped and developed site conditions and land cover. Davido Consulting Group, Inc. Page 2 20190613 650 Bell St Fdmonds_Drainage Report_Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds 1.4 Site Area and Size of Improvements June 2019 The project site is a 0. 15 acre parcel located on Bell St. The drainage basin for the project site is the site itself as stormwater does not appear to enter the site from the neighboring parcel, Bell St, or the paved alley. The site area and size of improvements are shown in the project plans and summarized in TABLE 1. See Section 9 of this report for a layout of the proposed improvements. TABLE I Project Site Area and Size of Improvements Project Site Areas Existing Developed SF Acres SF Acres Impervious Areas: Building (Onsite) 1,063 0.02 3,358 0.08 Walkways (Onsite) 50 0.00 498 0.01 Driveways (Onsite) 0 0.00 1,217 0.03 Driveways/Roadway/Alley (ROW) - - 1,089 0.03 Total Impervious Surface: 1,113 0.03 6,162 0.14 Total New/Replaced Impervious Surface: 6,162 0.14 Total Pollution Generating Impervious Surface: 0 0.00 2,306 0.05 Total New/Replaced Pollution Generating Impervious Surface: 2,306 0.05 Pervious Areas: Grass/Trees/Landscaping (Onsite) 5,480 0.13 1,520 0.03 Grass/Trees/Landscaping (ROW) - - 158 0.00 Total Pervious Surface 5,480 0.13 1,678 0.04 Total Project Site Area (Onsite Only) 6,593 0.15 6,593 0.15 �fo�7al Project Site Area (Onsite + ROW) 7,840 0.18 7,840 0.18 The existing areas in TABLE I were deten-nined by area measurements in AutoCAD from a topographic survey dated October 30, 2015. As shown in TABLE 1, the developed site impervious surfaces total 6,162 SF consisting of the new building, driveways, walkways and frontage improvements. The areas in TABLE I represent the site coverage in the basin draining Zn to the proposed infiltrating drywells or permeable pavement. 1.5 Predeveloped Stormwater Runoff Conditions Stormwater runoff from the single-family residence is collected in a gutter and downspout system and is likely conveyed to the City's storm system in Bell Street. All other stormwater runoff generated on the site either infiltrates onsite or sheet flows to the City's storm system in Bell Street. 1.6 Postdeveloped Stormwater Runoff Conditions Stormwater from the proposed building will be collected in a gutter and downspout system and conveyed to three proposed infiltrating drywells which are hydraulically connected and located beneath the new driveway north of the building. Permeable pavement will be utilized for the Dawdo Consulting Group, Inc. Page 3 20190613 650 Bell St Edmonds_Drainage Report Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds June 2019 walkways and the northern driveway. Stormwater generated fi-om the southern driveway, which is sloped too steep for permeable pavement to be utilized, will also be routed to the drywells. Overflows kom the stormwater BMPs onsite will be routed to the public storm system in Bell Street. Additionally, an existing paved alley is located adjacent to the southern property line of the project and, according to the project's survey, the portion of the alley adjacent to the site is ,�thrown" and slopes towards the site. Therefore, the existing site likely receives runoff from a small portion of the existing paved alley. However, the project proposes to pave a 1-21 portion of the alley fronting the site that is currently unpaved (approximately 4' of alley pavement will be placed along the southern property line once a 2' sawcut it considered). The new portion of the alley will be graded at approximately 2% up from the sawcut line to the property line, thus keeping alley drainage within the alley instead of having it flow onto private property. The alley upgradient of the site includes an asphalt thickened edge which will essentially be extended with the new pavement. The alley downgrad ient of the site appears to contain a flowl ine (approximately 4' from the north edge of the alley) which conveys water to an existing inlet/catch basin located approximately 70' fi-om the project site. Therefore, under proposed conditions, alley drainage from the portion of the alley adjacent to the site will rernain in the alley and drain to an existing catch basin located within the alley. See Sections 2.5 and 5 for additional information on the proposed stormwater system and BMPs. 1.7 Site Map Plans showing the proposed improvements have been attached in Section 9 of this report and contain all requirements set forth in the Stormwater Manual. 2. MINIMUM REQUIREMENTS Since the project proposes greater than 5,000 SF of new plus replaced hard surfaces it is considered a Category 2 project site and is therefore subject to all Minimum Requirements listed in the Stormwater Manual (MR 1-9). The project meets the Stormwater Manual Minimum Requirements as summarized in the following sections. 2.1 Minimum Requirement #1: Preparation of Stormwater Site Plans The Stormwater Site Plan was prepared in accordance with Volume I Chapter 3 of the SWMMWW and Section 5.1 of the City of Edmonds's Addendum to the SWMMWW and includes the minimum requirements applicable to the subject site based on thresholds of new and replaced site impervious coverage. 2.2 Minimum Requirement #2: Construction Stormwater Pollution Prevention Plan (SWPPP) The SWPPP was prepared in accordance with Volume I Chapter 2 Section 2.5.2 of the Stormwater Manual and is described in Section 4. The Temporary Erosion and Sediment Control Plan (TESC Plan) can be seen in Section 9 of this report and serves as a guide for the contractor to implement a final TESC Plan. As the site disturbance is less than one acre, a General Permit through the DOE is not required. Davido Consulting Group, Inc. Page 4 20190613 650 Bell St Edmonds_Drainage Repm_Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds June 2019 2.3 Minimum Requirement #3: Source Control of Pollution The proposed infiltration drywells, permeable pavement, Type I catch basins and spill control elbows serve as source control of pollution on the project site. In order to control pollutants, proper maintenance and cleaning of debris, sediments, and oil from stormwater collection and conveyance systems is required per the operation and maintenance recommendations found in Volume 5 Section 4.6 of the Stormwater Manual in addition to the BMPs in Volume IV Section 2.2. See APPENDIX C for operation and maintenance requirements pertaining to the project. 2.4 Minimum Requirement #4: Preservation of Natural Drainage Systems and Outfalls The proposed infiltration system will emulate the natural pre -developed conditions of the site (i.e., forested conditions) as much as possible as stormwater will be infiltrated onsite or will enter the City's storm system in Bell St and eventually drain to Shell Creek, thus maintaining the natural drainage course from the site. 2.5 Minimum Requirement #5: On -Site Stormwater Management According to the City's Stormwater Code (Ch 18.30), Category 2 projects that discharge directly or indirectly to the City's MS4 and are required to comply with Minimum Requirements No. I through No. 9 shall either: a. Use On -site Stormwater Management BMPs from List No.2 for all new plus replaced hard surfaces and land disturbed (See ECDC 18.30.060.D.5.e); or b. Demonstrate compliance with the LID Performance Standard (See ECDC 18.30.060.D.5.c). This project proposes to meet MR #5 through the use of On -site Stormwater BMPs from List No.2, which requires roofs and other hard surfaces to evaluate different lists of BMPs in the order they are presented in the City's Stormwater Code. BMPs were evaluated and/or chosen in the following order: Roofs: Downspout Full Infiltration Systems in accordance with BMP T5. I OA in Section 3. 1.1 of Volume III of the SWMMWW. The entire roof area will be routed to three drywells which will be hydraulically connected and located beneath the new driveway north of the building. See Section 3.6 for design information and BMP sizing calculations for the drywells. Other Hard Surfaces: Full Dispersion in accordance with BMP T5.30 in Chapter 5 of Volume V of the SWMMWW. This BMP is not feasible as the minimum required vegetated flowpath length is not available onsite. Permeable pavement in accordance with BMP T5.15 in Chapter 5 of Volume V of the SWMMWW. Permeable pavement will be utilized for all walkways (besides concrete steps) and the northern driveway. Permeable pavement cannot be utilized for the southern driveway because a large portion of the driveway slope exceeds 10%. However, per City review comments from Zack Richardson, the City of Edmonds has generally interpreted the "pervious pavement" BMP as synonymous with "full infiltration of hard surfaces". Davido Consulting Group, Inc. Page 5 20190613650 Bell St Edmonds —Drainage Report Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds June 2019 Furthermore, the review comment states that if the drywells are properly sized to account for the hard surfaces, they may be used to mitigate hard surface (for MR#5 only) in -lieu of pervious pavement (and before bioretention) provided surface runoff can be adequately collected and routed to the BMP. Therefore, stormwater runoff from the southerly driveway will be collected and routed to the infiltration drywells located beneath the northerly driveway. See Section 3.6 for design information and BMP sizing calculations for the drywells. Bioretention in accordance with Chapter 7 of Volume V of the SWMMWW. All "Other Hard Surfaces" will be permeable pavement or will be served by the proposed drywells. Therefore, this BMP cannot be applied. Lawn and landscaped areas will meet the Post -Construction Soil Quality and Depth in accordance with BMP T5.13 in Chapter 5 of Volume V of the SWMMWW. Since a BMP will be applied to all new plus replaced hard surfaces as well as lawn and landscaped areas, Minimum Requirement #5 is satisfied. 2.6 Minimum Requirement #6: Runoff Treatment Since this project is proposing less than 5,000 SF (1,322 SF is proposed) of pollution generating hard surface (PGHS) it is exempt from runoff treatment requirements. 2.7 Minimum Requirement #7: Flow Control This project is exempt from Minimum Requirement #7 because of the following: • the total effective impervious surface in the threshold discharge area will be less than 10,000 S F; and • the project will not convert 0.75 acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold discharge area; and that through a combination of hard surfaces and converted vegetation areas cause less than a 0.10 cubic feet per second (cfs) increase or greater in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model and one -hour time steps (or a 0. 15 cfs increase or greater using 15-minute time steps). TABLE I shows that this project is under the area thresholds listed above and the WWHM2012 model report, which is included in APPENDIX B, shows that the increase in the I 00-year flow frequency using 15-minute timesteps is less than 0. 15 cfs (0. 115285 cfs increase). Therefore, this project is exempt from flow control. 2.8 Minimum Requirement #8: Wetlands Protection N/A. As the site is not in or tributary to a wetland, or directly or indirectly conveys stormwater to a wetland, the project is not required to meet any applicable standards for this requirement. 2.9 Minimum Requirement #9: Operation and Maintenance An operation and maintenance manual consistent with Volume V of the Stormwater Manual has been provided in APPENDIX C. Davido Consulting Group. Inc. Page 6 20190613650 Bell St Edmonds —Drainage Report_Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds 3. SITE AND BASIN ASSESSMENT June 2019 The proposed project aims to preserve natural resources and maintain or restore natural hydrologic conditions on the site. The existing site conditions are summarized in the following sections. Existing Site Conditions: A. Topography The general topography of the site slopes westerly at an approximate average slope of 16%. B. Existing ground cover The existing site contains 1,113 SF of impervious surface, 5,480 SF of pervious surface, and 0 SF of pollution generating impervious surface (PGIS). C. Natural features of the parcel The pervious areas on the existing site consist of trees, grass, and shrubs. D. Offisite drainage to the property Very little, if any, offsite stormwater enters the site from the neighboring parcels, Bell Street, or the paved alley, which surround the site. E. Environmentally sensitive areas on or down gradient of the property. N/A. No environmentally sensitive areas exist on or immediately adjacent to the property. F. Drains, channels, and swales, within the project site and immediately adjacent An existing roof downspout system associated with the buildings onsite exists and likely routes stormwater to the City's storm system in Bell St. G. Points of exit for existing drainage from the property Existing stormwater runoff fi-orn the site is likely routed north to the existing storm system in Bell St. H. Known historical drainage problems There are no known historical drainage problems associated with the site. 1. Existing Structures/Improvements Existing impervious surfaces on the site include a 1,063 SF of buildings (single family residence) and 60 SF of stairway. J. New Structures Improvements A new 3,358 SF 4-unit multi -family residence is proposed. K. Future Structures/Improvements Planned No future structures or improvements are planned for the site at this time. L. Remaining Undisturbed Land: The entire site will be cleared for the proposed development, thus leaving to undisturbed land on the site. 3.1 Offsite Analysis An offsite analysis is required for this project since the project proposes to discharge stormwater offsite, albeit a small amount of runoff as only overflows from the proposed infiltration drywells and permeable pavement will be discharged to the City's storm system in Bell St. An offsite analysis was conducted on June 27, 2016. Prior to inspecting the upstream and downstream drainage system, research on the drainage system was conducted using available online GIS Davido Consulting Group, Inc. Page 7 20190613650 Bell St Edmonds Drainage Repon_Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds June 2019 mapping. It is clear from the online GIS mapping as well as the visual inspection of the drainage system that runoff from the site will eventually discharge to Shell Creek. The downstream drainage system was followed from the discharge point in Bell St to the discharge location to Shell Creek, which is approximately 0.4 miles downstream. The project is proposing to discharge to the existing public storm system in Bell St (MS4). The drainage system in Bell St flows westerly and consists of 12" concrete pipe connecting a series of Type I and Type 11 catch basins until the system reaches 6 th Ave N. The drainage system then flows northerly down 6 th Ave N until it reaches a point between Glen St and Carol Way, where it turns easterly and flows through private property before finally discharging to Shell Creek. The exact discharge location to Shell Creek was not found due to visual barriers on private property. The downstream drainage inspection was terminated at this point. An existing paved alley is located adjacent to the southern property line of the project and, according to the project's survey, the portion of the alley adjacent to the site is "thrown" and slopes towards the site. Therefore, the existing site likely receives runoff from a small portion of the existing paved alley. However, the project proposes to pave a 1-2' portion of the alley fronting the site that is currently unpaved (approximately 4' of alley pavement will be placed along the southern property line once a 2' sawcut it considered). The new portion of the alley will be graded at approximately 2% up from the sawcut line to the property line, thus keeping alley drainage within the alley instead of having it flow onto private property. The alley downgradient of the site appears to contain a flowline (approximately 4' from the north edge of the alley) which conveys water to an existing inlet/catch basin located approximately 70' from the project site. Therefore, under proposed conditions, alley drainage from the portion of the alley adjacent to the site will remain in the alley and drain to an existing inlet located within the alley. There was no visual indication of conveyance system capacity problems, localized flooding, erosion impacts, or violations of surface water quality standards. Many of the catch basin lids were either locked or were within heavily trafficked areas and therefore the lids of these catch basins could not be pulled and the condition of the system could not be visually inspected. However, there was no evidence of any damage to the drainage system. See FIGURE 5 and FIGURE 6 for photos and additional information on the downstream and upstream drainage system. 3.2 Sub -basin Description N/A. No offsite flow enters the site's drainage system. There will be no uncontrolled bypass drainage fi-om the proposed improvements and the proposed drainage system has been designed to capture, detain, and infiltrate or partially mitigate runoff from all new plus replaced impervious surfaces. Only overflows fi-om the infiltration drywelis and permeable pavement will be discharged to the City's storm system. 3.3 Soils/In filtration Rates A geotechnical analysis was performed by PanGEO Inc. and summarized in a report dated April 21, 2017. PanGEO drilled two borin using a hand -operated portable drill rig at depths ranging 9 E, fi-om 16.5 to 21.5 feet below the existing ground surface. In general, PanGEO determined that t� C� Davido Consulting Group. Inc. Page 8 20190613650 Bell St Edmonds Drainage Report Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds June 2019 the site is underlain by Advance Clutwash soils. Michael Xue of PanGEO Inc, recommended in an email correspondence that based on the borings drilled onsite, infiltration facilities should be sized assuming medium sand. According to Vol 111, Section 3.1.1 of the Stormwater Manual, medium sands correspond to 30 LF of infiltration trench per 1,000 SF of roof area routed to it or 90 CF of gravel drywell per 1,000 SF of roof area routed to it. See APPENDIX A for the full geotechnical report and email correspondence with infiltration recommendations. 3.4 Critical Areas and Flood Plain There are no known critical areas on or in the immediate vicinity of the site. 3.5 Assessment Summary The area of study for this project was the project site itself as no stormwater enters the site from the neighboring properties, Bell St, or the paved alley south of the site. While the proposed project adds more impervious surface to the site than the existing conditions, runoff all of the impervious surfaces will be infiltrated onsite within the proposed infiltration drywells and permeable pavement. 3.6 Stormwater BY[P Sizing Stormwater BMPs will be applied to all impervious surfaces on the site. Proposed BMPs include permeable pavement and drywells. The drywells were sized as follows: 3.6.1 Drywell Sizing This project proposes to fully infiltrate all roof runoff within three hydraulically connected gravel drywells located beneath the proposed driveway north of the building (the low point of the site). Stormwater runoff from the southerly driveway (672 SF) will also be collected and routed to the drywells. Additionally, since the drywells are located beneath permeable pavement, stormwater infiltrating through the permeable pavement located directly above the drywells will enter into the drywells. Therefore, the drywells have been sized to account for the 59 SF of permeable pavement area located directly above the drywells. The drywells were sized in accordance with Vol 111, Section 3. 1.1 of the Stormwater Manual using medium sands which requires 90 cubic feet of gravel per 1,000 SF of roof area routed to it. The total area routed to the drywells is 4,089 SF (3,358 SF of roof area, 672 SF of driveway, and 59 SF of permeable pavement) which requires 368 cubic feet of gravel drywell ((4,809 SF / 1,000 SF) * 90 CF = 368 CF). The three drywells are equally sized and will be 5-feet in diameter and 6.25 feet deep, thus providing 122.7 CF of gravel each. Therefore, the total volume of gravel drywell is 368.1 CF. There is a I 0-foot minimum spacing between the drywells and they are setback 10 feet from the proposed building. The overflow route fi-om the drywells is from a pipe within a connected catch basin located in the northern driveway and will convey overflows to the City's storm system in Bell St. See the Drainage Plan in FIGURE 3 for additional information on the proposed drywells. 4. CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP) The SWPPP was prepared in accordance with the Stormwater Manual. A Temporary Erosion and Sediment Control Plan is required per the Stormwater Manual. Erosion and sediment control Davido Consulting Group, Inc. Page 9 20190613650 Bell St EdmondsDrainage Report_Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds June 2019 (ESC) measures were designed for the project and shown on the TESC plan in Section 9 of this report. Both the SVvTPP and TESC Plan serve as guides as the contractor is required to design a working TESC plan for the site. Refer to the TESC plan and TABLE 2 in this report for TESC measures. Element 1: Preserve Vegetation/Mark Clearing Limits BMPs used: • BMPCI03: High Visibility Fence • BMP C233: Silt Fence High visibility fence shall be placed around the site to mark the clearing limits and silt fence will be placed around the low points of the perimeter of the site (as shown on the TESC Plan in FIGURE 4. Element 2: Establish Construction Access BMPs used: 0 BMP C105: Stabilize Construction Entrance/Exit The project site will have one construction access connecting to the paved alley south of the site. The contractor shall install a temporary construction entrance made from quarry spalls. All streets surrounding the site, including the alley, will be swept daily, or as needed, to remove sediment tracked from the project site. Element 3: Control Flow Rates BMPs used: a BMP C235: Wattles If necessary, the contractor will implement compost socks and/or straw wattles to control flow rates and disperse stormwater. Element 4: Install Sediment Controls BMPs used: • BMP C233: Silt Fence • BMP C235: Wattles Silt fencing or straw wattles will be placed along the low points of the perimeter of the construction site to prevent sediment from escaping downstream of the site. Element 5: Stabilize Soils BMPs used: • BMPC121: Mulching • BMP C140: Dust Control Mulch will be used by the contractor whenever soils will be left exposed for a siornificant amount of time or whenever a rainfall event is anticipated. During summer months water will be sprinkled on the site as needed to minimize the amount of dust coming off of the site. Element 6: Protect Slopes BMPs used: 0 BMPC121 Mulching Mulch will be added to soils on significant slopes to provide temporary protection from erosion. Element 7: Protect Drain Inlets BMPs used: 0 BMP C220: Ston-n Drain Inlet Protection Dawdo Consulting Group. Inc. Page 10 20190613 650 Bell St Edmonds Drainage Report_Rev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds June 2019 Temporary catch basin inlet protection on all existing catch basins on and adjacent to the site as well as proposed catch basins will be implemented to prevent sediment from entering the drainage system. Element 8: Stabilize Channels and Outlets BMPs used: 0 BMP C207: Check Dams While there are no existing channels on the site, check dams will be used as necessary to control flowrates, trap sediment, and protect against erosion during construction. Element 9: Control Pollutants BMPs used: • BMP C153: Material Delivery, Storage and Containment • BMPC154: Concrete Washout Area A material delivery, storage and containment area shall be designated by the contractor and located away from traffic and near the construction entrance. An onsite concrete washout area for any concrete mixing shall be designated by the contractor as well. Element 10: Control De -Watering BMPs used: 0 Water Bars De -watering should not be an issue on this site as the groundwater table is not known to be near the surface. However, the contractor shall apply water bars during construction as needed. Element 11: Maintain BMPs BMPs used: 0 BMP C150: Materials On Hand * BMP C160: Certified Erosion and Sediment Control Lead The contractor shall keep erosion prevention and sediment control materials onsite for regular maintenance and emergency situations. The contractor will be the person in charge of erosion and sediment control for this project. Element 12: Manage the Project BMPs used: 0 BMP C150: Materials On Hand a BMP C160: Certified Erosion and Sediment Control Lead a BMPC162: Scheduling The contractor will be in control of erosion and sediment control and will keep erosion prevention and sediment control materials onsite for regular maintenance and emergency situations. The construction project shall be sequenced in an orderly manner to minimize the duration of exposed soil to erosion. Element 13: Protect Low -Impact Development BMPs BMPs used: 0 BMP C102: Buffer Zone • BMPCI03: High Visibility Fence • BMP C233: Silt Fence A high visibility fence and silt fence shall be placed around the site where sedimentation is most likely to escape and potentially harm any Low -Impact Development BMPs. Davido Consulting Group, Inc. Page 11 20190613 650 Bell St Edmonds —Drainage ReportRev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds TABLE 2 Proposed ESC Measures (All ESC Measures Shall Comply with the Stormwater Manual) June 2019 ESC Measure Comment I Identify Project Limits Mark by fencing or other means to contain the grubbing and grading activities. 2 Catch Basin Inlet Protection Install catch basin inlet protection in any drainage structures that may collect any stormwater flowing from the construction site. 3 Phase Grubbing and Grading Phase clearing so that only those areas that are actively being worked are uncovered. From October I through April 30, no soils shall remain exposed for more than 2 days. From May I through September 30, no soils shall remain exposed for more than 7 days. 4 Install Straw Wattles Install straw wattles around disturbed areas where sediment could be transported off - site. Adjust straw wattles as required by site conditions and construction sequencing. 5 Sod/Seed Exposed Areas Cleared areas will be sod/seeded as soon as possible after grading completed (few weeks). 6 Soil Removal Remove excess soil from the site as soon as possible after backfilling. 7 Protect Adjacent Properties Adjacent properties shall be protected from sediment deposition by appropriate use of vegetative buffer strips, sediment barriers or filters, dikes or mulching, or by a combination of these measures and other appropriate BMPs. 8 Street Cleaning Provide for periodic street cleaning to remove any sediment that may have been tracked out. Sediment should be removed by shoveling or sweeping and carefully removed to a suitable disposal area where it will not be re -eroded. 9 Inspect ESC BMPs Inspect all erosion and sediment control BMPs installed regularly, especially after any large storm. Maintenance, including removal and proper disposal of sediment should be done as necessary. Davido Consulting Group, Inc. Page 12 20190613650 Bell St Edmonds_Drainage ReportRev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds June 2019 5. PERMANENT STORMWATER CONTROL PLAN Total areas for new plus replaced impervious surfaces are shown in TABLE 1. The stormwater facility requirement thresholds are as follows: On -site storrnwater management BMPs are required to handle site stormwater runoff. Flow Control is not required for the site (< 10,000 SF of effective impervious surface) Water quality treatment is not required for the site (< 5,000 SF new PGIS). The following sections address and summarize site specifies and requirements: 5.1 Flow Control N/A. • the total effective impervious surface in the threshold discharge area will be less than 10,000 SF; and • the project will not convert 0.75 acres or more of vegetation to lawn or landscape, or convert 2.5 acres or more of native vegetation to pasture in a threshold discharge area; and • that through a combination of hard surfaces and converted vegetation areas cause less than a 0.10 cubic feet per second (cfs) increase or greater in the 100-year flow frequency from a threshold discharge area as estimated using the Western Washington Hydrology Model or other approved model using one -hour time steps (or a 0. 15 cfs increase or greater using 15-minute time steps). See APPENDIX B for the full WWHM Report. 5.2 Water Quality N/A. Since the project is not adding greater than 5,000 SF of pollution generating impervious surface, it is exempt from water quality requirements. 5.3 Source Control & Operation and Maintenance The infiltration drywells, permeable pavement, Type I catch basins, and spill control elbows serve as source control of pollution on the project site. In order to control pollutants, proper maintenance and cleaning of debris, sediments, and oil from stormwater collection and conveyance systems is required per the operation and maintenance recommendations found in Volume 5 Section 4.6 of the Stormwater Manual in addition to the BMPs in Volume IV Section 2.2. See APPENDIX C for operation and maintenance requirements pertaining to the project. 5.4 Conveyance System Analysis and Design The proposed onsite conveyance system is comprised of three new Type I catch basins and four to six inch storm drain pipe which routes storrnwater collected onsite to the proposed infiltration drywells. Any overflow from the infiltration drywells will be routed to the City's storm system in Bell St. All proposed storm drains onsite have been sized to handle anticipated site runoff from a I 00-year storm event. See conveyance calculations located in APPENDIX E for sizing results. Davido Consulting Group, Inc. Page 1 1 20190613650 Bell St Edmonds —Drainage ReportRev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds 6. SPECIAL REPORTS AND STUDIES 6.1 Geotechnical Report June 2019 A geotechnical analysis was performed PanGEO Inc. and summarized in a report dated April 21, 2017. PanGEO drilled two borings at the site at depths of 21.5 and 16.5 feet below the existing ground surface. In general, PanGEO determined that the site is underlain by Advance Clutwash. See Section 3.3 for additional soils information and APPENDIX A for the full geotechnical report. 7. OTHER PERMITS Additional permits are not anticipated for the proposed project at this time. 8. BONDS The bond amount for the project has been calculated using the King County Site Improvement Bond Quantity Worksheet. A completed King County Site Improvement Bond Quantity Worksheet is included in APPENDIX F. Davido Consulting Group. Inc. Page 14 20190613 650 Bell St Edmonds Drainage ReportRev 2 Stormwater Site Plans — Rev 2 650 Bell St Edmonds 9. ADDITIONAL FIGURES Davido Consulting Group. Inc, Page 15 20190613650 Bell St Edmonds —Drainage Report —Rev 2 June 2019 Stormwater Site Plans — Rev 2 650 Bell St Edmonds FIGURE 2 Site Assessment and Summary Davido Consulting Group. Inc. Page 16 20190613 650 Bell St Edmonds Drainage Repon_Rev 2 June 2019 KEY NOTES (D ROOF OVER . (TY KEY DESCRIPTION DETAIUf S EY S, SO a . MIN SLOPE PERFORATEDPW"PEN.- SEE C -TYPEI.#IWlSOUDLOCKINGUD _E. FILTER FABRIC (FYP) REPORT SCALE IN FEET I � MN u- RIM 5D6 LEGEND IF IE G) �W.G� FIN 4BSM ASPHALT TIGHMNEQZ�MINSLOPE G 05 ..WRACT�R TD POTHOLE DCO CONCRETE CONNECTION PRIOR TO ORDERING IN -- CATCH BASIN METERIALS; IF RIM TO E,KMM LANOSCAIE INVERT"CEEDSFINHEIGHT.ATYPE 2 19 REQUIRED PERMEASUE EW I.E. M-1 01-1) UTILJTyTR FIXTCH SAWCUT AND MATCH ED ROOF HATCH IBUF 2� MIN SLOPE 10 Ll I 6D 111,11 MIN SLOPE .-VELF.-MORY-1-L 7ROOF—MMS95UT TIDIHTLINE Q 2.W% MIN SLOPE & 2 MIN 00V ER (TYP) ROOF DOWNSPOUT (TYP) NOTES: I ALL FINAL PIGS OMTICIN RESULTING FROM THE 7 ALL UTIUTY TRENCHES WITHIN 6 OF THE EDGES OF THE INSTALLATION OF UTILITIES IS TO SO COMIKE TED BY THE NFILTRATION RYWELLS SHALL BE WRAPPED IN AN CONTRACTOR MPERVIOUS LINER TO PREVENT CONCENTRA ED STORMWATER FROM SEEPING IWO THE Ut. TY TRENCHES. OVERFLOW DISCHARGE 3 WINTAN A MINIMUM Of � �ONTAL SEMRAT$ON BETWFEt4MYU�LITIEStGAS,�R.EIC�A�MT LOCATION TO PUBLIC UTILITIES (WATER. SEWER. AND STOFtNO STORM SYSTEM 3 MAINTAIN A WNI UM OF 10'HORIZOWAL SEP BETWEEN WATER AND SEWER LINES --T -- — - — - 4 MAINTAIN A MINIMUM OF V HORIZONTAL BE BE TWEEN SEWER AND S70RM LINES SUTILITYPA HESSHALLSECOMBINEDANOFULLWIDTHOR HMAPWIDTHMERLAYWILLSEREOLAREDDEPE DINGON THE EXTE T OF DNITURVAHCE WHERE UTILITY PATCHES PALLE IRELY WINN ONE TRAVEL LANE. THE OV RLAY SHAUL EXTEND TO THE CIEWERLINE OF ROADWAY WHORE UTILITY PATCHES EXTEND IWO BOTH TRAVEL LANES. A PULL . ... 11 1 1. .1 a WIDTH OVERILAY IS REQUIRED 6 SIDE S R MUST MANITAIN A 2 01ft All - SLOPE IF PIPE A SLOPE EXCEEDS — THE PIPE MUST BE --ED DEVELOPED AREA CALCULATIONS (PROPOSED CONDITIONS) !at All ROX(MATt CONTRACLt0CRXTn06WN_UNFXRM� DEPTH.ANG C NINTION OF SSE PRIOR TO I NGTALI.ATON OF ONSITE SEWER SYSTEM, IF LESS THAN 6- MMETER. A NEW 6 SSS AND CONNECTION TO THE 8' SS IN THE ALLEY IS REQUIRED. IF THE EXIS ING SEWER LATERAL IS P OPOSED TO BE REUSED THE CITY PUBLIC WORKS DEPARTMENT WILL NEED TO TV THE LATERAL TO DE RVNEIF ITIS ACCEPTABLE TO RE E.CONTACTTHECITYOF E NOS PUBLIC WORKS SEWER M SIOA, 42-714—. TO SCHEDULE -INSPECTION ,.Rg qll t wQz_WN.LcwPE 12I.—SDOE.—Im I I LF V SD 0 ELEV NGTALLMSERVATI ONFORTUY CENTS OFDftVWEL_WfTRA� RATEDLID Raw s5D N`C`I6 SUFTSDO—MINSLOPE 762�MPNSLDPE TYPE I.F. ..W.�LIDIZONG-P RI .7- �:E(.) S, E rm..m .8 - TYPE 1. 1� W/ HERRINGBONE GRATE & 2'MIN sump Rl 05,75 F IE (N) 403- IN SPILL CONTROL ELOW v:E (W) 493.10 S' E (E) 493.0 (OVERFLOW) IS (S) 493.60 (FTG DON TIGHTUNE) UI-NG FOOTING RA, - MUST .. GET AT AN ELEVATION ALLOWING FOR o5mim MFREEBOARDFRO.THE OVERFLOW E TO THE PERFOMTED PORTIONS;tTHEFOO, ING DRAIN GIODS& FICD7 57 UP V SO 0 2� MIN SZOPE a RIM S.jo 6� IS 506.7D N,007 I-In-PEWATERSEW ELNETOBE INSTALLED FROM THE BACK OF THE METERS TO T14E BUILDING. 14 GA VI YL COATED WIRE TRACER TO BE INSTALUED..�HEWATERSZAMCf ANDGROUNDEDAT THE METER . . . X PLUMBM TURE5 FOR UNIT" FD T BE ROUTED INTERNALLY TO A GINGUEPOINTO COMPUANCEAT THE PERIM TER OF THE BlUILDNO. NO PLUMBING FIXTURES ARE PROPOSED BELOW LEVEL 3 OF UNIT B (ELEV 514.00) IS 50&50� INSTALLOBSERVAROMPORTIM CE TEROFORYWELLWITRAFFIC RATED U0 RIM "1 .60 C"6 INSTALL OBSERVATION PORT IN CENTER OF DRYWELL W/ TRAFFIC RATEDLIO RIM 46.22 1 ME GAS SERVICE CONNECTIONTO EX 2' GAS WIN. CONTRACTOR TO COORDINATE NTH PSE CO MANDUOPSERVICESTOBE ROUTED FROM POWER POLE AT W CORNER OF 7TH AVE N AND BELL ST PER DIRECTION SFR0MSNDHOMi H OGUNTYPUD. ERVI.E$TOSE PLACED IN COMMON TRENCH AND DISTURBED PAVEMENT IN RIM SHAUL BE REPLACED I"IND. FINAL DESIGN AND SERVICE SWES TO BE COORDINATE Wl E-HONO.. COUNTY UO._MM.ERV.E PROVIDER RI M.75 VF I,E,MSCOOD BOSS P UMBING FIXTURES FOR UNITS A 4 C TO BE ROUTED INTERNALLY TO A S PONT OF COMPUANCE AT NGLE THE P RIMETER OF BUILDING C, NO PLUMBING FIXTURES ARE PROPOSED BELOW LEVEL 3 OF UNIT A 6- E 5M.50i TIM HANDHOLE TO BE INSTALLED ON PRIVATE ROPERTY DETERMINED NECESMRY By SINDHOMIGH COUNTY PUD. LOCATION TOD (B 1EXISTING � MPE GAS MIN SLFG SSS 0 2— MIN SLOPE 8 RI.514.10 v I E GOGn EK., APPROXIMATE LOCATION OF N SANEST FIRE HYDRANT &r EXWATERME RANDSERVICETO BERETIRED & '9LFF5SSGMINSUGFE lo -ES FF 1�60. ��_ — PERME BLE (4) NEW I - WATER SERVICE CONNECTIONS TO W Cl WATERMAN Q sicio E,_ �4� NEW 1—TER METERS DOM COMBINATION ESTIC FIRE� NOT USED WSSSO—MINSLOPE ss PAVE ENT CONVEYANCE FIRE PROTECTION NOTES R I A NFM I� FINE NKLER SYSTEM IS REOUNRED FOR ALL LIMITS (TO M M�GNEID By O�EFZJ 2 C STORZ TYPE FITTWGS ARE REQUIRED TO BE INSTALLED ON TH EX FIRE HYDRANT IN FRONT OF W2 SELLST DYMEXFIRENYOMWONTHECORWAOF 7TH AVE N AND BELL ST ABBREVIATIONS: I _ f� % LF : LINEA FEET — t� I - Us LAND SURVEYOR SLOG :UILOING OHP -OVERHEADPOMIER t am ENCHMARK PL PROPERTY LIM IN SOTS :SOTTOMOFSTEP(SI P�l -POIN OFVeRTICAL C CATCH BASIN NTE SEC71ON CL :CENTERU E RIGHTOFWAY .S CW CONCRETEWALK so TOR DRAIN OR FOOTIN. MAN G, .,TOR.DRA CLEANOUT SO EEXISTINO G MOE SOF, STORM D :N FORCE E 17 L LEVATION WIN ELEV SWH E EELEVATION STORM DRAIN MANHOLE T ASEMENT SS SA TARYSEWER \o Ex EXI TING. SSMH SANITARY SEWER FF FIN SHED FLOOR MANHOLE F FNISNED GRAM S s SANITARY SIDE SEWER PH LOCATION OF NEAREST — -.ANIIARY SIDE SEWER FIRE HYDRANT CLEA, FL FLOW LINE To - TOP OF CURB G GAS TOP$ :TMOFSTEPIG HMA HOTMI.AS.HAI,l TYP TYPICAL Q, U, .1 0 L; 0 Z c 0 z 0 I G, < w 1. 11 z M z w < a 16 L S� TRENCH DRAIN RIM 5 14.00 CQI4MCTTOaS"SSSANDINSTALL S*SSSIrLAMPWILECOVERWf Ur M_ REMOVE EX SSG UPSTREAM(NORTHI-THE "E SIM.— CONTRACTOR CONFOUADEPTHOF IFX S9 E,C,,S �G.INIILT ATI.N DRYAMLL # I FG 49— T POIGRYWELL�.I[) BO OMOFDFYWEU_25 ��EEIE�.I:�1_5� w Is w —S �60INFILTRA TIDNDRTWELL#2 FG 496.03 T F OF DRYWELL—SD BOTTOM OF DRYWELL 0725 G) 191. W, .15D WON TO INFILTRATION DRYW ILL # 3 FG 496,70 T POFDRYWELL49350 80 O.OFDRYWELLM?.25 w IE (" 01 so r IS (E) 492.5D MIDGE 4 UP C 513 CONNECTING TRENCH MAIM 7 LF C SO 0 2.011% MIN SLOPE a, soco RI 512.85 S'IE SWAS N SLOPE P MINAOER - It. NOT USED CKECKED.1 .1. C -TYPE1.11MINIHERRINGS.- GRATE & Z' MIN SUMP RI 513.45 S', I.�n5lO.OQMlSliU.CONTR.L G:7 7_ = 10 . INNER DIAMETER VY . WATER le . INVERY ELEVATION INDF -WOODFENCE 'SITE mvw I— C04 A A ASSESSMENT AND SUMMARY r Stormwater Site Plans — Rev 2 650 Bell St Edmonds FIGURE 3 Drainage Plan Davido Consulting Group, Inc. Page 17 20190613650 Bell St Edmonds_Drainage ReportRev 2 June 2019 ji S A KEY NOTES IS----------- (D _ ROOF OVERHANG (TYP) 1IT o SCALE IN FEET LEGEND: AIPHAII KEY DESCRIPTION OETAILJ SHEET PEFkIMEIER FOOTING N�Um. _� PERFORATED PVc POPE IN 6" WIN WASHEOG EL.WRAMDIN X ME FIL ABRIC (TYP) LIE WTRE" `�Z:114 GE, SEE Tfc. REPOR 53 UP S' 81) Q 2.00% MIN SLOPE (D C9 - ME I. NI w = MIND LID XMIN &UMP FIN4015 6 E . . (s) al G=* UP W NCH M. S.. �SCLIDVVALLSDFOOTINS ZU TIONTLINE 0 2.BI% MIN SLOPE - 6*SDCo RIM .0.0 6' IE - CONCRETE LANDSCAPE PER.EADU PAVEMENT (SEE DETAIL .-T) ROOF MATCH CO C.T.R. CTION PRIM TO ORDERING, CATCH ILASSN METERIALS; IF KIM TO INVERT EXCEEDS IT IN HEIGHT.A TYPE 2 IS REQUIRED B. soco RIM 495M -E 193M 1 0 PATCH. 1 S-AVull T`AND I (D MA TCH ED JIQUF�'5002� NSLOVE C ROOF DOWNSPOUT WHTUME Q If UP V 55S 6 240% MIN SLOPE 11 IELIILLII ""ELL MIN SLOPE & Z MIN �ER 12.00% m, ROOF DOWNSPOUT (TYF) GENERAL NOTES: I ALL FINAL RESTORAT ON RESULTING FROM THE 7. ALL UTILITY TRENCHES "THIN S OP THE EDGES OF THE INSTALLATION OF UTILITIES I . TO . E COMILETE. BY IKE I-FILTRATIO.ORTWELUSISKNIU-BEVITAPPE.I.- CONTRACTOR IMPELINIERTOPREVENTCCENTN&�. 2 STCRIMMATER FROM SEEPING INTO THE -.1 TRENCHES. MAINI AIN A MINIMUM OF Y HORIZONTAL SEPARATION BETWEEN DRY UTILITIES (GAS. POWER, ETC)AN..EI UTILITIES (WATER. EWER, AND Sl� 3 VAINKAIN A M NIMUM 01 ID HORIZONTAL SEPARATION BETWEEN WATER AND SEWER UNES i�= 4 TAIN A MINI UN OF S HORIZONTAL SEPARATION BETWEEN SEWER AND STORM LINES 5 UT LITY PATCHES $HALL BE GOININKM AND FULI WIDTH OR HALF WIDTH OVERLAY WILL BE NE.UIRSO DEPENDING ON THE EXTENT OF DISTURBANCE WHERE UTILITY PATCHES FALL 6NTI RELY WTHIN 0 TRAVEL LANE. THE OVERLAY SHAILL EX TEND TO THE CENTERUNE OF ROADWAY WHERE UTILITY PATCHES EXTEND INTO BOTH TRAVEL I-ANES. A FULL WIDTH OVERLAY 15 RECOPIED 6 SIDE SEW R MUST MAINTAIN A 2 � MIN SLOPE IF PIPE SLOPE EXCSEM 20% THE PIPE MUST BE ANCHORED DEVELOPED AREA CALCULATIONS (PROPOSED CONDITIONS) 1 � �.E,� �iTT- ,Fr Ar L A M1(TE) DE..1EY(4II KIN 22 I.- - SLRS tER,512�1 A-K LA FIRE PROTECTION NOTES: I ANFPA13 FIRE SPRINKLER SYSTEM IS REQUIRED FOR ALL UNITS (TO BE DESIGNED BY OTHERS) 2 4" STORZ TYPE FITTINGS ARE REQUIRED TO BE INSTALLED ON THE EX FIRE HYDRANT IN FRONT OF 532 BELL ST AND THE EX FIRE HYDRANT ON THE CORNER OF 7TH AVE A AND BELL ST ABBREVIATIONS: LF :UNEA FEET LANDSURV YGR BLDG : BUIUDING 5. ENCHMARK oHF DVE HEADPOWER PL PROPERTY LINE .... ... 7.14 OF STEP(S) PV1 -POINT OF VERTI AL ca rCH BASIN CL CENTERLINE INTERSECTION ROW RIGHT .1 WAY cw CONCRETE WALK D STORM DRA N WIN FOOTING DRAIN ED XISTI_ GRADE SOCO STORM GRAIN CLEANOUT SDFM STORM MAIN FORCE EL ELEVAT TION ELEV ELEVA ON MAIN SDMH STORM GRAIN MANHOLE BEVY -EASEMENT SIT EXISTIMS ss SANITAR SEWSR SSMH SANITARY SEWER FF FIN16HED FLOOR FG INISHED GRADE MANHOLE SSS SAN TARY SIDE SEWER PH :F LOCATION OF NEAREST SSSCO -SAN17 RY SIDE SEWER F1 E HYDRANT FL FLOW LINE CLE NOUT TOC TOP OF CURB G GAS TOPS TOP OF $TEP(5) HMA HOT MIX ASPHALT R DIAMETTER TYP TYPICAL w WATER :D �NNE E NVERT ELEVA ION WDF WOOD FENCE A 0 CONFIRM G 'Z' IW ;iE S PROPOSED TO BE REUSED, THE CITY PUSUCWORKSDEPARTMENT W L NEED TO TV THE LATERAL TO DETERMINE IF IT S ACCEPTABLE I. RE�JSE. CONTACT THE CITY OF EDMONDSPUBLIC MR G SEWER DIVISION. �TI14M. TO SCHEDULE ANINSMEOTION CIS - TYPE 1.02 -- HERRINGBONE ORATE & Z WN s p RIM .5. V IE IN 49S.00 (ft SPWL CONTROL EL.B." .::E E (E� 4904B (OVERFL-1 DIC05& PIOD7 & SINGLE POINT OF COMPLANCE AT THE P RIMETER OF THE BUILDING. NOPLUMBING IXTURESARE PROMS D BELOW LEVEL 3 OF OUT B VE _.w ,IE5S6,5o. 0 NEW S SERVICE CONNECTION TO ExrGAs_"` CONTRACTOR TO CCORDmTE w, PSE S' ...o RIM SDILTS IDON; G-IESIX500 PLUMBINGFIXTURESPORUNITSA&C TO BE ROUTED I TERNALLY TO A SINGL POINT OFOOMPLIANCE AT IMP RIMETEROFSOLDINKIC. I2�11 �ING;I'f 0.16MAIN .". Z. MIN SLOPE US 0DOMBINAMN DOMESTIC 4 FIRE) MG06 NOT USED ISLFWTRENCHORAIN Rus'..w F. WS1 TOP OF DRYWELL 4SQS0 SOTTOMOFDRYWELL487.25 HIONS W IE (E) 491.. Sm(S)..2.w SOINFILTRATIONDRYWELLS2 FG 490.011 I P OF DRYMLL493.50 00 OMOFMYWELL,I57.2S HCOS :::E (E) 91 SIT E (m . V 0 INFILTRATION DRYWEtL 0 3 FO 495.70 TOP Of ORYWELL TT--�DRYWELLAS7.Z5 V IE (W) .1 - IF IE (E) 4KI LF,YS CONNECTUXITRENCH 7 LF C ED 0 2W% WN SLOPE W swo 512.M IE scom 97 UP 6� SD Q 2.W% MIN SLOPE NOT USED -8 M IF T WI EMING..NE ..�TE I Z M`1Nr S.. RI 513AS O'Cos a ploo? T IE (W) 510.00 (WI $PILL CONTROL j7LF6'6D@2.W%MINSLOPE q UP IT' SO G MIN SLOPE 12 LF 6- SO a ELEV 4qI.o I I LF G' SO a ELEV 491.50 INSTALL OBSERVATION PORT IN CENTER OF DRYWELL W TRAFFIC RATED LID _w RIM 495.513 6 IF 4- SO G S..% MIN SLOPE 7 UP r SO G 2.� MIN SLOPE CS . TYPE t .3 1: WI SOLID LOOKING UD & 2- MIN SUMP I � R. 497AD GrAs IS gill �6� � EE ISM) 4"94'1 Wo 57 LF fi� 50 Q 10D% MIN SEGRE RIM 511. 0 NIC07 WIE 5.7o A A-112- PE WATEERVICELWET..E INSTALLED FROM THE BACK F I E METERS TO THE BOWING. I , GA. VINYL COATED WIRE TRACER TO BE INSTALLED ON THE WATER SERVICE AND GROUNDED AT THE METER A INSTALL OBSERVATION FORT 1. CE TER OF DRYINELL W1 TRAFFIC DS R TED UD RIM 485.60 INSTALL OBSERVATION P RTIN (D CENTER OF ONYWELL W1 TRAFFIC .I ... _S R.4SSZ2 EOMMANCUGPSERVICESTDBE ROUTED FROM POWER POLE AT SW CORNER OF 7TH AVE N AND BELL ST PEFIDIREC70 FROVISMCKC... COUNTY PUD. SERVICES I. BE PLACED IN COMMON TRENCH AND DISTURBED PAVEMENT IN ROW S�U. BE REPLACED INL IND. FINALDESION AND SERVICE SIZES TO BE COORDINATED W/ SNOHOMISH COUNTY PUD A COMM SERVICE L p ROVIDER HANDHOLE TO BE INSTALLED ON P NRIVATEPROPE TY IF DETERMINED SO SSARY BY SNOHOMISH COUNTY PuDELOCATIDN TBD RINCID 6' IE 5M.35 19 LF W SSS 9 2.M% MIN SLOPE T 56sco 5 RIMS14.10 Er.05 W IE 505.95 SA LF V SSS 0 2.00% MIN SLOPE 29 UP T SSS 0 2.W. MIN SLOPE CONNECT TO EX 6- 696 AND INSTALL 6- SSSCO W/ 12- LAMPHOLE COVER Wj 112" EXBQLTS. REMOVE EX 566 UPSTREAM (NORTH) OF THE CONNECTION POINT e- S' IE 51A.�, CONTRACTOR TO CONFIRM DEPTH OF JEX SS �!. I _I o SS o T o (9 < z o ........ ....... III — K I" I— ,:,Z— NQFES- sm- .—o mmoDs "I, .., "" �o Ko. FILTER FABRIC FENCE FILTRATION SYSTEMS r A CONCRETE CURB AND GUTLER /i\ \$Lol/ __, _ _ . __ \��O�3 NOTES .11 1. pn I— lo I a, ID 11 lo III 1. K a.T SEWER CLEANOUT DETAILS rE SP9M IMLE NOW1 , -F- = =,-T I m.— ,. — -- — — —1— 1. - — — TEMPO&AR.Y D[MEN.T TT AP FOR CATCH 13ASIN ,EW.7�� _ _ � �,_ IA —I-R.1 Q DETAIL NOTE� (DII U. .1 M."TUM" I.. STABILIZED CONST UCTIONPNTRA I LL 1, =.Z K ID l IIR TLE I"8T L�Ajl N =.—K K I. I—E 11I.-D CATCH BASIN TYPE V 6 HUI lip, a lo 0.,6 > . z 0 w w C05 TYPICAL DOWNSPOUT ;n 6LTR WUDRYWELL TYPICAL T PER FITY —OF EDrO-NOES—ESN&H—D.SROEDC�TIFL N-IQ Zo -D ID A MIL& DRI E dams, 3, SrCOUC R ET E SI M%ALK , A NOTTS. .1 A.=. I— E— —1 -ly rALHMAAND �TILY,.PAT�C . .... T.� P.�Rp.l- _'T 314" - 1'. WATER SERVICE INSTALLATION I I M IN A LV FWC RMC 0 � SIOASL C,T W 2 j@a-1 Ou. z 0 0 6 6 p > o n w z z 0 20 10 w C06 �0,, 0 Z'. _D) j RM DR I�LGE,,ClEAN U' _ ___ W� \%20J4 A In TYPICAL PERMEABLE UNIT PAVER SYSTEM /_0 STANDARD FRAMEI�S LV.TIN(_Q� �LL _�. \2134/ -4 ----------- ------------ u I_ 23-2- 4Y—. It t = 1-11 W14=111-11 PARKING LOTIAREA GRATE (HIER _EINGBONE) / P _QFTo,, 2.- A�F OR 5jQQEFjl_ 4"E"D A TOPS11 L POST -CONSTRUCTION SOIL QUALITY AND DEPTH - - - - - - - - - - - - - - - - - - - - SD-642 Gg ill"g Qi inn — . Z I ,a a 0 0 z z 0 0 �y_ I C07 Stormwater Site Plans — Rev 2 650 Bell St Edmonds FIGURE 4 TESC Plan Davido Consulting Group. Inc. Page 18 20190613 650 Bell St EdmondsDrainage Report Rev 2 June 2019 A gig 0-11 GENERAL NOTES: I . AMMATERLALSANDWORK51HOMINION THESE P1,ANS 55HAM CONFORM TO THE CITY OF STANDARDPLANSAND TAILS.THEF.LLOWING "ICAMMBANDCOCIES.ANDALLOTHIER APPLICABLE LOCAL MUNICIPAL. STATE. AM IS- SEE SURVEY AND ARCHITECTURAL DRAWING FOR PRIOR APPROVAL. RIESPCINSIBILITY GIF THE CONTRACT— TO DIMENSIONS AM LOCATIONS OF BUILDINGS. 25. THIS PROJECT IS NOT A SALANCED EARTHWORK INDEPE NTLY -FIFY THE ACCURACT OF AM LANDSCAPED ARMS AND OTHER PROPOSED OR PROJECT. BOTH EXPORT AM IMPORT OF SOIL AND UTIUTY LOCAMNE SHOWN AM TO FURTHER EXISTIM SIM FEATURES. ROCK MATERIALS ARE REQUIRED. DI—ERANIDF TEMANYOTHEIMITILITHIE.— IS. EEARTHHE.TURALDRAVVINGSFO PERIMETER 26. SLOPE .1 FINISHED MADE SHALL BE C.-TANI SHOWN HEREON MICH IkI In AFFECTED W THE FID MATION MAINE FOUNCATIDN DRAINS SHALL BETWEEN FINISHED CONTOURS OR SPOT IMPLEMENTATION OF THIS PLAN. CONTRACTOR BE INDEPENDENT OF OTHER SITE DRAIN LINES AND ELEVATIONS SHOWN, SHALL VERIFY LOCATION. DEPTK SUE. TYPE AM SHALL BE TIGHTUNED TO THE STORM DRAIN SYSTEM 27, FIN SHED GRADE SHALL SLOPE AWAY FRO. KEY NOTES DESCRIPTION SHEET IN TALL TEMPORARY STORM DRAIN NLET PROTECTION — CIC05 _ NSTAULTEMPORAR STOR.-AIN NLETPRQTECTIO TOST.R.DRAIN INLEM WTHIN 5"' OF TOE SITE C� FEDERAL CODES. KBUILIES AM REGULAMNIS :CURRENTBMMR- L ."-- CoDEBac) AH8WBCOT TANCARDSPECiFICATIONS CON TIONOFEXISTINGUT111-17YUNIESAT CONNECTIDIN OR GROISSIM POINTS BEFORE TR HING FOR NEW UTILITIES. ENGINEER WHERE INDICATED ON THE PLANS. IT ALL R QUHRED STORIAMNATER FACIUTIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO BUILDING WALLS AT MINIMUM " SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 28, CONTRACTOR SHAUL BE RESP NSIBLE FOR AM CONTRACTOR TU SWEEP STREEMIALLEY DAILY OR AT MORE FREQUENT INTERVALS AS NEEDED, FOR ROAD. BRUDGE AM MUNICIPAL _CONSTRUCTION WASHINGTON STATE DEPARTMENT OF ECOLOGN' STORMINATER MANAGEMENT MAINUAL FOR THE FLIGET SOUND BASIN (CURRENT EDITION). 2. STAN RDF1_ANAM7YPENUNffMFtSI1�AI ASSUME NORESPOWNHILITYFORTHE —PLETENESSIOR—CF111EEXISTING UTILITIES AM Sin FEATURES PRESENT D ON THESE DRAWINGS- ENGINEER SHALL BE NOTIFIED INIMECIA LYOFCONFUCnTHATARISE. a- CCNTRACTC�,SHAUL LOCATE AND PROTECTALL INST-11ON OF ANY PAVEMENT UNLESS NL — ITIMSE APPROVED BY �E ENGINES.. ALL ROOF DRA MS. PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL GRAINS S M BE CONNECTED TO THE STORM DRAINAGE SYSTEM. UNIL 56 NOTED OTHERYMSE. SHALL INSTALL AM MAINTAIN SHORING AM BRA�ING AS NECESSARY TO PROTECT WORKERS, EXISTING8 UDINGS,STREETISWALMAYS. UTIUTIES AM OTHER EXISTING AND PROPOSED IMPROVEMENTS AM EXCAVATIONS AGAINST LOSS OF GROUND GR INS TALL APPROXIMATELY � UP PERIMETER PROTECTION. A & DCM ALL EXI TING IMPERVIOUS SURFACES AND VEGETATION DNSITE TO BE REMOVED THESE ORAWNIGS REFER TO CITY OF EQN( .TANGN A COPY OF THESE APPROMEO PLANS MUST BE ON THE JOSSITE WNEMi�VER CONSTFIX)CMN IS IN UTILITIES OU AD CCPISTFIUC�TIONANIDSHAM CONTACT THE UNDERGROUNDUTILITIES.I.00ATION SERVICEII—SS TRUC N, B_ CONTRA. SHALL. VERIFY ALL CONDITIONS AND jo ALL FOOTING DRAINS SERVING BUILDINGS. WALLS, ROCKERIES� ETC. SHALL CONNECT TO THE ONSITE ORAINAG 5YSTEMANDBERQUTEDTHNOUGHA SUIAP PRIOR TO DISCHARGING TO THE PUBLIC STORM SYSTEM. C VING EMBANKMENTS. CONITFIACTOR SHALL AL60 BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 29. CONTRIACTO SHAILL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL INS TALL TEMPORARY STABILIZeD CONSTRUCTIDNENTRANCE F405 PRELIMINARY STOCKPILE LOCATION. CONTRACTOR TO DETERMNE FINAL 4. EsEPLAMs—ISE APPROVED BY THE ENGINEER OF RECORD AM THE L=LGOVER MAUIHMItY. IONSATTHEP 1ECTSITE.EFORE S REPRESENTATIVE OF ANY DISCREPAMIES. CONTRACTOR M GET IN AND PAY FOR ALL PER. TS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS WATER BERV CE INTERRUPTIONS, HYDRANT SHUTOFFS. STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT III$ TALL ORANGE CONSTA 3V_M FE NCt" o SIMILAR TO PROTECT SUBGRADE OF PERMEABLE 5. CONTRACTORSHA RECORDALLAPPROVIG jo. PIPELENOTIASMERE HOWNIAREAPPROXIMATE A MAY CHANGE DUE TO FIELD CONDITIONS. IMICATED ON THESE DRA%WINGS. 21. A SEPARATE IRRIGATION PEROT MUST BE OBTAINED RELOCATE OR EUIANATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL PAVEMENT AM IW LTRA TION —AiLiLr DRUMAINGS AM SHALL SUMMIARIZE A" CONTRIACTOR SMALL, OBTAIN A COPY OF INS FROM THE CITY PUSUC WORKS DEPARTMENT. PRIOR FROM THE FIRE MARSHAL ORYWELLS FROM COMPACTION RING CONSTRUCTION FROM HEAVY AS-BULT CONDITIONS ON ONE SET OF REPFODUC18UE DRAWINGS FOR SUBMITTAL TO THE GEOn"HIMCAL REPORT (WHERE APPLICABLE) AM sNA" THCFCM�Y FAMILIARUE HIMSELF NTH THE TO FINAL CONSTRUCTION ACCEPTANCE, PROVIDE TO THE CITY WATER QUAU TY W. CO RDINATE AND ARRANGE FOR ALL UTTUTY CONNECTIONS, VTIUTY RELOCATIONS AND?OR EQUIPMENT TO MAXIMUM EXTENT FEASIBLE. IF NOT FEASIBLE AND .—ERPRIMPRO CTCO.NUITIONAM AC EPTANCE. A SET OF ASAIUILT ORMAINGS SHALL CONITENITSINE E.F.ALL.11B.A.B.I. PEFF`"MEDINSTRICICG� WE WITH THE TE N1CIAN.ACOPY.1FTHIiBA.KFLOVITfi.T REPMT� MST REPORTS CAN BE FAXED TO SERVICE INTERRUPTIONS "'TH THE AFFECTED OWNERS AM APPROPRIATE UTIUTY COMPANES SU RA E IS COMPACTED DURING ED a E SUBMITTED TO THE CITY OF EMONIGS PAIM TO RECOMMENDATIONS Of THIS REPORT. 45�7�7 OR EMAtLW TO CONNECTIONS TO EXISTING UTILITIES SHALL BE CONSTRU TION.OVER4iXCAVAM 5 U Q RACE AREA AMEND SOILS FINAL APPROVAL OF THE BUILDING, oCCUPANC�FF40kL PROJECT A"OVAL. 12. S TRUCTURAL FILL MATERIAL AND PLACEMENT S HALL CONFORMTOTHERECO MENDATIONSOFTHE JEFF.KQ6LYXGEDMOMSWAOCV. BACKFLOW TESTIN SHALL BE COMPLETED BY THE OWNER MAD ONLY WTH ADVANCE WRITTEN APPROVAL OF T AUTHORITIES GOVERNING SAID UTILITIES LIN ERGEOTECHNICAL DIRECTION. AND OBTAIN GEOTECHNICAL 6. ELEVATIONS S= ARE N FEET� SEE SURVEY FOR SENICHMARK INFORNIA"O * PROJECTS TECHNICAL REPORT. 13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN AN ALLY THEREAFTER. 22. AS A MINIMUM REOUIREMENT, ALL DISTURBED 31, AL UTILITIES SHALL BEPL,MZEDUMERGROUND, 32 . EXISTING UTIU LINES IN SERVICE WHICH ARE APPROVAL OF SUBGRADE PRIOR TO PI.ACIM ANY MAIN ROOK 7. THE LOCATIONS OF EXISTING UTILITIES AM 69TE y FEATURESSHOWNINER N HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED F' GA OENIS. INFILTRATION OR PERVIOUS PAVEMENT IS TOSEPLACEOSHALLIMOELINEATEDAND PROTEC 60 At ALL TIMES FROM COMPACTIVE ARMS ON AND OFF SITE SHALL BE RETURNED TO THE ECKNVAUENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE VATH APPROPRIATE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTORS EXPENSE AM INSP CTED AND ACCEPTED BY CITY OF EDMONDS ALL DISTURBED PERVIOUS SURFACE AREAS SHAM BE AMENDED To MEET THE SOIL QUALITY AND DEPTH AVAILABLE RECORDS AM SHOULD TMFEM.�"_ CONSIDERED APPROXIMATE ONLY AM NOT AC=.S I.E. HEAVY EQUIP -NIT. STOCKPILING). I'. MA . CATCH BASINS. UTIUME AND REQUIREMENIS AND STANDARDS. D. ALL DISTURBED SOIL AREAS SHALL BE GO POST AND OMER'S REPRESENTAME PRIOR TO BACKFILUNG. REOUIREMENT PER OMP T5. 13 OF THE 2014 DOE STORMINATER PAVEMENT SHALL BEAR ON HIS 10 VERY DENISE NATIVE SOIL OR 0ONi`P'AoC'M"`G STRUC TUFAL AMENDED AND 111DID 01 IIAIILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF 11, NEW U'RUTY LOCATIONS ARE GENERALLY IIHIWN BY DIMENSION, MERE NO DIMENSIONS ARE MANAGEMENT MANUAL FOR FILL. IF SOILIS DISTURBED. SOFT. LOOSE.WETORIF O"In EROSION AFTER THE COMPLETION OF INDICATED, LOCATIONS MAY BE SCALED FROM �E RNI A NG'O. MR < ORGANIC MATERIAL 15 PRESENT AT SUBMADE ELEVATION. REMOVE AM RE CE NTH COMPACTED STRUCTURAL FILL PER GEOTECHINIM CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRACING AND EROSION CONTROL REQUIREMENTS. DR WNGS, FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER S REPRESENTATIVE AND CITY, 34. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY T C r. -OSTS KS. OR STRAW WATTLES IN ACCORDANCE VOL, It OF THE DOE 2012 QIH. AMENDED) REFCIRT_ THE CONT CTOR SHALL KEEP OFF41M STREETS LIM, MWATER MANAGEMENT MANUAL FOR WESTERN N, CLEANA ALL TIMES By SWEEPING.WASHINGOF 11-TON SCALE IN FEET I I THESE STREETS WILL NOT BE ALLOWED WITHOUT CONSTRUCTION SEQUENCE NOTES I . SCHEDULE A PRE—INSTRUCITON MEETING NTH CITY ENGINEERIM DIVISIONAT425-771,X020-EXT. HR) NOTICE 15 REQUIRED 2 REVIEW E C NOTES. 3 CALL FDR UTILITY LOCATES. F 4� INSTALL SC MEASUREBA D MAINTAIN DUST CONTHOL—SE PREV NTING DISTURBANCEOFANYAREASOFVEGETATION DUTSIDE THE CONSTRUCTION ZONE. 5 HAVE ROSION CONTROL MEASURES INSPECTED BY CITYCIF ED �CIWE�INEERI�INSPECTDR.(A�UMP�ARY — — — ------ SEDII NTITION AM EROSION CQNTROL MEASURES MUST BE IN PLAC AM INSPECTED PRIOR TO ANY COMTRUCTIONOR SITE CLEARING. ER05ION AND SEDIMENTATION CONTROL PRACTICES D- A DIOR DEVICES SHAMBE MAINTAINEDUNITIL PERMANENT 5 VEGETATION IS ESTABLISHED.) . .0 ISHEXISTINGSTRUCTURES. FOU IGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURE S 8. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE, REVEGETAM. CISTU BED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DIS T1.111— IMMEDIATELY AFTER ROU*HGFADNG.(OTHEFt EXPO ED AREAS SHALL BE STAIMUZED PER EROSIONCONTROL NOTES BELOW) 9. INS TALL UTILITIES AND OTHER SITE I.PRDVEMENTS. INCLUDING III FR NTAGEIMPROVEMENTS. TA81LIZE AND COMPOS T AMEND ALL EXPOSED SOILS PRIOR TO REVEGETATION OF ENTIRE SITE, TA8USH It. E LJ%NDSCAPING AND PERMANENT VEGETATION. AM TEM MARY EROSIDN CONTROL MEASURES CAN BE REMOVED UPON FINAL SITE STABILIZATION AM APPROVAL BY CITY INSPE TOR. ABBREVIATION& LF LINEAL FEET LAM SUIRVEYOR 0 HP OVERHEADPONEIR (D :LDG : :UIWING ENCHWRK PL PROPERW ME SOTS E OTTOM OF STEP(S) P%`1 POINT OF VERTICAL ce . CATO SAS INTE SECTION 8 IN j OIL. ENTERUNE FLOW . RIGHTQFWAY .0 cw -co ED - STORM DRAIN NCRETE WALK GRIN F 5 EG E=71- DRAIN DCO STORM GRAIN CLEANIOUT XISTING GRADE SDFM STORM MAIN FORCE EL EUVA MA' "o"' ELEV ELEVATION somH STORM DRAIN MANHOLE ss M TARYSEWER ESMT -EASEMEN Ex EXISTING SSMH SANTARY:EW R 01 FF FFIN SHED FLOOR wwom G NISH ED GRADE SEE - SANITARY SEWER $:DE FH LOCAT SSSCO -SANITARY DESEWER FIRE HIGH OF NEAREST YDRANT CIUMNOUT FL -FLOW ME TOO TO OF CIARB a -GAS TOPS TOP OF 5 (1 HMA HOT Ix A LT Typ TYPICAL Sp - I ID INNE CIAMETE R w -WATER IS INVERT ELEVATION WDF - WOOD PENCE a 3S. TRENCH BACKFILL OF UTILITIES LOCATED WYNN THE CITY RIGH—FAVAY SHALL BE COMPACTED 10 95%. COMPACTION MST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING. 21S. MERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6- 0 LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTUTIE.. 37. SEE MECHANICAL DRAWNGS WHERE APPLICABLE FOR CDNTINUATIONI OF St. UTILITIES WITHIN THE BUILDING. M. SEE ELECTRICAL DRAWINGS (WHERE APPUCABLE) FOR EXTERIOR ELECTRICAL WORK. 39� SEE LANDSCAPE DRAWINGS (�RE APPLICABLE) FOR SI E IRRIGATION SYSTEM. PIPE MATE IAL AND SI.NAGE SUBMITTALS SHALL Be PR VIDED TO C" ENGINEERING DIVISION FOR APPROVAL PRIOR TO INSTALLATION. LEGEND: TEMPORARY CONSTRUCTION ENTRANCE PERIMETER PROTECTION _N STOCKPILE LOCATION RALII E M S AV M NT 0 OTECTION E I CIVIL PLAN SHEET INDEX SHEET DESCRIPTION Got TESC PLAN CO2 GRAOINCI PLAN Coa FRONTAGE IMPROVEMENTS PLAN C04 DRAINAGE & UTILITY PLAN Cos DETAILS Cos DETAILS co? DETAILS UTILITY PROVIDERS ... ...... .ITY.ALL —11 E .... C. E I . I I I I 1"R I I�E 31M ALDEK0u0tI MALL -D, E 0 F1 TIM 01. IT L1.MA000 p E 11R uF IIIN PRE—TIM N__ —.11 Mal H) KAM F17CEDRMER, NPUT1 FMRE MAIS k _10E OND6011 IL-II'LOOK 121 BTH AYS N I.—IINA I(I 'H!'. 2;f5W E'QS I -ICE MPY TMA EN LIM— d - 6 wl Fal fig-c lug Ell oz. 0 z 0 > 0, Cl a w . I 07YOF 01D6 col ..... ..... moms� FILTER FABRIC FENCE FILTRALICt&STEMS (A) CONCaETE CURB AND GUTLER - EN —T 00.1 SEWER CLEAN ETAILS /—E-'� lip S ,g TEMPO2A,RY'%�j_AP,FOR- TCHI3ASiNS E._ 0 STABILIZED CONSTRUCTION ENTRANCE Qo) APP I 1—c WATTLE INSTALLATION —%=V 01=1 .1 =V=,.= E- IN. CATCH BASIN TYPE 1 /G\ �__O,WUA—O QUAIL --\EW law 'j C �i w �' ' 0 - w �2 z - z a 0 oo u C05 i -,,Yri 3M �11` %f:APF Arj A .11"-111 P-�olc STORM DRAINAGE CLEAN uT — .11 — T-- — R 9r. A A B <-j STANDARD FRAME INSTALLAI—ION TYPICAL PERMEABLE UNIT EAVER S%.STEM .--- . __6 *oy ttU _r 11 - -4 4 fill.. fiT QP— WS� FM PARKING LOTIAR I ERROONE) =1., =Ql� T V 2. 5,� A QPIIQN 4 NNAT �,.'-SMI CIT, I CONSTA OU T DI F,h %RD, I POST ALITY EPT. DEPARIMENT JL,. 0-i"! s D-642 "T"p-0 POST -CONSTRUCTIONS ILQUALITYANO DEPTH 10 PER0TYW6WWD3VAmmXoWTAjLs_2 W . IT H.. PH o z z a 0 w w C07 Stormwater Site Plans — Rev 2 650 Bell St Edmonds FIGURE 5 Offsite Analysis Photos Davido Consulting Group, Inc. Page 19 20190613 650 Bell St Edmonds —Drainage Repm_Rev 2 June 2019 Holy, Rogary-Ch"Mrig'-hi --l- W17M Phda, 241-25, 66 0 C ivic Cemer ay te 6- ...... ...... -Ec J r4 14W 2 .1 bt 89 to, 0 Bel tre Project J, Location 41. Photos Project: 650 Bell St Edmonds Parcel# 00434209801700 Photo I (looking south) —Storm drain manhole #1. Photo 3 (looking inside CB#1) —Catch basin Type 1# 1. 12" concrete pipe inlet, outlet not Photo 5 (looking inside CB42) — 12" & 8" PVC pipe inlet, 87' outlet flowing northerly. Photo 2 (iooking north) — Catch basin Type 1# 1. 12" concrete pipe flowing northerly Photo 4 (looking north) - Catch basin Type 1 #2. 12" concrete pipe flowing northerly. Photo 6 (looking north) — Catch basin Type 1 #3. 12" concrete pipe flowing westerly. Page 2 of 6 Photos Project: 650 Bell St Edmonds ParceN 00434209801700 Photo 7 (looking inside CB #3) — 12" HDPE pipe inlet, 1211 HDPE pipe outlet, flowing northerly. Photo 9 (looking west) — Storm drain manhole #3. Photo I I (looking west) — Catch basin Type 1 #4 w/ solid locking lid. 12" concrete pipe flowing westerly. Photo 8 (looking west) — Storm -drain manhole #2. System flowing westerly. Photo 10 (looking west) —Storm drain manhole #4. Photo 12 (looking south) — Catch basin Type 1 #4. Trenching for new Z�' connection to Type I catch basin is shown. Page 3 of 6 Photos Project: 650 Bell St Edmonds Parcel# 00434209801700 Photo 13 (looking west) —Catch basin Type 1 #5 w/ solid locking lid. 12" Concrete pipe flowing westerly. Photo 15 (looking north) — Storm drain manhole 96. 12" concrete pipe flowing northerly. Photo 17 (looking north) —Storm drain manhole #7. Photo 14 (looking northwest) —Storm drain manhole #5. Photo 16 (looking north) — Catch basin Type 1 #6. 12" concrete pipe flowing northerly. Photo 18 (looking north) — Catch basin Type 1 #7 w/ solid locking lid. 12" concrete pipe flowing northerly. Page 4 of 6 Photos Project: 650 Bell St Edmonds Parcel# 00434209801700 Photo 19 (looking north) — Storm drain manhole #8. Photc,21 (looking north) — Storm drain manhole #9. Photo 20 (looking north) — Catch basin Type 1 #8 w/ solid locking lid. 12" concrete pipe flowing northerly. Photo 22 (looking north) — Catch basin Type 1 #9 w/ solid locking lid. 12" concrete pipe flowing northerly. Photo23 (looking north) —Storm drain Photo 24 (looking east from MH manhole # 10. 10)— unable to walk through. Page 5 of 6 Photos Project: 650 Bell St Edmonds Parcelg 00434209801700 Photo 25 (looking north) — Storm Drain manhole #11. Photo 26 (looking north) — Outlet to shell creek on the other side of Fence,, flowing northerly. Page 6 of 6 Stormwater Site Plans — Rev 2 650 Bell St Edmonds FIGURE 6 Offsite Drainage System Analysis Davido Consulting Group, Inc. Page 20 20190613 650 Bell St Edmonds —Drainage Report Rev 2 June 2019 Project: 650 Bell St Owner: Charles Von Goedert Parcels: 00434209801700 UPSTREAM DRAINAGE SYSTEM ANALYSIS Basin: Shell Creek Subbasin: N/A Subbasin #: N/A Date: 4/18/2019 Date of Inspection: 6/27/2017 Weather: Sunny and Clear 1 Drainage Component Drainage Component i Symbol T pe, Name, and Size Description 1 Type: sheet flow, swale, stream, drainage basin, vegetation, see map channel, pipe. pond, Size- cover, depth, type of sensitive: diameter, surface area area, volume Slop�!.. __L� 1% 11 qth__ ft Distance from site d.ischarge .4 ml 1,320 ft. 1 1 I 1 P�obllems Exl�t!nq Problems I Potential i constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimi incision, other erosion Observations of field inspector, resource reviewer, or resident tributary area, likelihood of problem, overflow pathways, potential impacts From SDMH #1 at intersection of Main Street 1 to 3 and 7th Ave N through 8" Pavement 2.0% 18 323 to 305 No Problems No Problems None concrete pipe to catch basin Type 1 #1 in 7th Ave N. From catch basin #1 through', 3 to 5 8" concrete pipe to catch basin Type 1 #2 in 7th Ave Pavement 2.0% 112 305 o t 193 No Problems No Problems None N. From catch basin #2 through 5 to 7 8" concrete pipe to catch basin Type 1 #3 in 7th Ave Pavement 2.0% 132 193 1 to 61 No Problems No Problems None N. ,From catch basin #3 through' 7 to 8 8" PVC pipe to SDMH #2 in Pavement 2.0% 29 61 1 to 32 No Problems No Problems None 7th Ave N. From SDMH #2 through 8" 8 to 9 concrete pipe to SDMH #3 in I Pavement 1 2.0% 32 32 to 0 No Problems No Problems None Bell Street. Project: 650 Bell St Owner: Charles Von Goedert Parcels: 00434209801700 DOWNSTREAM DRAINAGE SYSTEM ANALYSIS Basin: Shell Creek Subbasin: N/A Subbasin #: N/A Date: 4/18/2019 Date of Inspection: 6/27/2017 Weather: Sunny and Clear b5servations of field Drainage Component Drainage Component Distance from site inspector, resource Symbol Type Name, and Size Description Slope Length discharge Existing P�oblems Potential Problems reviewer, or resident drainage basin, vegetation, constrictions, under capacity, ponding, overtopping, flooding, habitat or iype: etflow, swale, stream s�e map channel, pipe, pond; Size: cover, depth, type of sensitive % If ml 1,320 ft. organism destruction, scouring, bank sloughing, sedimentation, incision, tributary area, likelihood of problem, diameter. surface area area, volume other erosion overflow pathways, potential impacts From SDMH #3 northeast 9 to 10 intersection from property through 8" concrete pipe to Pavement 2.0% 365 0 to 365 No Problems No Problems None SDMH #4 in Bell Street. From SDIVIH #4through 12" 10 to 12 concrete pipe to catch basin Pavement 2.0% 70 365 to 435 No Problems No Problems None Type 1 #4 in Bell Street. From catch basin #4 12 to 13 through 12" concrete pipe to catch basin Type 1 #5 in Pavement 2.0% 84 435 to 519 No Problems No Problems None Bell Street. From catch basin #5 13 to 14 through 12" concrete pipe to Pavement 2.0% 143 519 to 662 No Problems No Problems None SDIVIH #5 in Bell Street. . - Fro m SDIV11-145tfirough 12" 14 to 15 concrete pipe to SDMH #6 Pavement 2.0% 216 662 to 878. No Problems No Problems None in 6th Ave N. From SDMH #6 through 12" 15 to 16 concrete pipe to catch basin Pavement 2.0% 66 878 to 944 No Problems No Problems None Type 1 #6 in 6th Ave N. From catch basin #6 16 to 17 through 12" concrete pipe to Pavement 2.0% 47 944 to 991 No Problems No Problems None SDMH #7 in 6th Ave N. From SDMH #7 throUgh 12 17 to 18 concrete pipe to catch basin Pavement 2.0% 394 991 to 1385 No Problems No Problems None Type 1 #7 in 6th Ave N. From catch basin #7 18 to 19 through 12" concrete pipe to Pavement 2.0% 144 1385 to 1529 No Problems No Problems None SDMH #8 in 6th Ave N. From SDMH #8 through 12 19 to 20 concrete pipe to catch basin Pavement 2.0% 259 1529 to 1788 No Problems No Problems None Type 1 #8 in 6th Ave N. Page 1 of 1 DOWNSTREAM DRAINAGE SYSTEM ANALYSIS Date: 4/18/2019 From catch basin #8 20 to 21 through 12" concrete pipe to Pavement 2.0% 40 1788 to� 1828 No Problems No Problems None SDMH #9 in 6th Ave N. From SDMH #9 through 12" 21 to 22 concrete pipe to catch basin Pavement 2.0% 35 1828 to 1863 No Problems No Problems None Type 1 #9 in 6th Ave N. From catch basin #9 22 to 24 through 12" HDPE pipe to Pavement 2.0% 102 1863 to 1965 No Problems No Problems None SDMH #10 in 6th Ave N. �rom SDMH #10 through 12" concrete pipe to SDMH 24 to 25 #11 in private property Pavement 2.0% unknown 1965 to unknown No Problems No Problems None between Glen Street and -Carol Way. From SbM-H #11 through 12" concrete pipe to outlet 25 to 26 at Shell Creek in private Pavement 2.0% unknown unknown, unknown No Problems No Problems None property between 6th Ave N I and 7th Ave N. Page 1 of I Stormwater Site Plans — Rev 2 650 Bell St Edmonds APPENDIX A Geotechnical Report 20190613 650 Bell St EdmondsDrainage Report Rev 2 June 2019 PanGE@ C 0 R P 0 R A T 0 D eotechnical & Earthquake Engineering Consultants April 21, 2017 Project No. 17-081 Mr. Charles Von Goedert 44012 1h Place N Edmonds, WA 98020 Subject: Geotechnical Engineering Report Proposed Townhomes 650 Bell Street, Edmonds, Washington Dear Mr. Von Goedert, As requested, PanGEO fnc. (PanGEO) completed a geotechnical engineering study to assist you and the design team for the proposed townhomes located at 650 Bell Street in the City of Edmonds, Washington. This study was performed in general accordance with our mutually agreed scope of work outlined in our proposal dated February 28, 2017, and subsequently approved by you on March 15, 2017. Our service scope included reviewing readily available geologic and geotechnical data, drilling two test borings, conducting a site reconnaissance, performing engineering analysis, and developing the conclusions and recommendations presented in this report. SITE AND PROJECT DESCRIPTION The project site is located at 650 Bell Street in the City of Edmonds, Washington (see Figure 1, Vicinity Map). The subject property is an approximately 6,600 square foot, rectangular -shaped lot. It is bordered to the north by Bell Street, to the south by an alley, and to the east and west by existing single- and multi -family buildings. An existing one-story house with a partial basement currently occupies the northern portion of the she site. The existing grade of the site generally slopes down from southeast to northwest with an average gradient of about 16 percent (see Plates I and 2 on the next page). 13 Eastlake Ave E. Ste B Seattle. WA 99102 1'el (206 1262-0370 Fax (206) 262-04 Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 Plate 1. View of the front of the house, looking south from Plate 2. View of the back yard, looking north from the alley. Bell Street. We understand that you plan to remove the existing house, and to construct a 4-unit townhouse building at the site. Based on the review of the preliminary design plans, the proposed buildin g will be a 2-story wood frame structure with a partial daylight basement. The proposed building will setback 10 feet from the east and west property lines. Temporary excavations up to 10 to I I feet will likely be needed for the daylight basement construction. The deepest excavation will occur at the southeast comer of the building. The conclusions and recommendations outlined in this report are based on our understanding of the proposed development, which is in turn based on the project information provided to us. If the above project description is substantially different from your proposed improvements, or if the project scope changes, PanGEO should be consulted to review the recommendations contained in this study and make modifications, if needed. SUBSURFACE EXPLORATIONS Two borings (PG- I and PG-2) were drilled at the site on March 29, 2017, using a hand -operated portable drill rig owned and operated by CN Drilling of Seattle, Washington. The approximate test boring locations were taped in the field from on -site features, and are p�otted on Figure 2. The hand borings were excavated to depths of about 21.5 and 16.5 feet below the existing grade in PG- I and PG-2, respectively. 17-081650 Bell St, Edmonds Page 2 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 The drill rig was equipped with 4-inch outside diameter hollow stem augers. Soil samples were obtained from the borings at 2Y2- and 5-foot depth intervals in general accordance with Standard Penetration Test (SPT) sampling methods (ASTM test method D-1586) in which the samples are obtained using a 2-inch outside diameter split -spoon sampler. The sampler was driven into the soil a distance of 18 inches using a 140-pound weight freely falling a distance of 30 inches. The number of blows required for each 6-inch increment of sampler penetration was recorded. The number of blows required to achieve the last 12 inches of sample penetration is defined as the SPT N-value. The N-value provides an empirical measure of the relative density of cohesionless soil, or the relative consistency of fine-grained soils. A geologist from PanGEO was present during the field exploration to observe the drilling, assist in sampling, and to describe and document the soil samples obtained from the borings. The soil samples were described and field classified in general accordance with the symbols and terms outlined in Figure 3, and the summary boring logs are included as Figures 4 and 5. SITE GEOLOGY AND SUBSURFACE CONDITIONS SITF, GEOLOGY Based on a review of the Composite Geologic Map of the Sno-King Area (Booth, et al. 2004) the primary geologic unit in the vicinity of the site is Advance Outwash (Map Unit Qva). Advance Outwash consists of a silt and sand soil unit deposited by meltwater streams emerging from an advancing glacier. SOIL The test borings drilled at the site generally encountered a thin layer of fill overlying medium dense to dense sand (Advance Outwash). The soils encountered in the test borings are generally consistent with the mapped geology at the site. The following is a brief description of the soils encountered in the test borings drilled at the site. Please refer to the summary boring logs Figures 4 and 5 for additional details. UNIT I — Fill. Both test borings encountered fill to about 3.5 and 1.5 feet in PG -I and PG-2, respectively. The fill encountered generally consisted of very loose to medium dense, sand and gravelly sand with trace silt, roots, and organics. 17-081 650 Bell St, Edmonds Page 3 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 UNIT 2 — Advance Outwash: Below fill, both test borings encountered fine to coarse grained, poorly graded sand with trace of silt and gravel. This soil unit was typically medium dense to dense in density, and is weathered in the upper portion of the unit. This unit appears to be consistent with the mapped Advance Outwash. This unit extended to the bottom of the test borings at 21.5 and 16.5 feet below the surface in PG -I and PG-2, respectively. GROUNDWATER Groundwater was not observed in the test borings within the drilling depths during our field exploration. It should be noted that groundwater elevations and seepage rates are likely to vary depending on the season, tidal fluctuation, local subsurface conditions, and other factors. Groundwater levels and seepage rates are non-nally highest during the winter and early spring (typically October through May). GEOLOGY HAZARDS ASSESSMENT LANDSLIDE HAZARDS AND STEEP SLOPES Based on review of the topographic survey map provided to us and our field observations, the site generally slopes down from the south to the north with an average slope gradient of about 16 percent. Based on the City of Edmonds Community and Development Code, it is our opinion that the site is not considered as a Landslide Hazard area. A site reconnaissance of the subject property was conducted on March 29, 2017. During our site reconnaissance, we did not observe obvious evidence of past slope instability or ground movement at the subject site. Based on our field observations, the relatively gentle topography at the site and vicinity, and the results of our subsurface explorations, in our opinion, the subject site appears to be globally stable in its current configuration. Furthermore, it is our opinion that the proposed development as currently planned is feasible from a geotechnical engineering standpoint. It is our further opinion that the proposed residence as currently planned will not adversely affect the overall stability of the site or adjacent properties, provided the recommendations outlined herein are followed and the proposed development is properly design and constructed. EROSION HAZARDS Based on the results of our test borings, the sandy soils encountered in the borings are anticipated to exhibit slight to moderate erosion potential. In our opinion, the erosion hazards 17-081650 Bell St, Edmonds Page 4 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 at the site can be effectively mitigated with the best management practice during construction and with properly designed and implemented landscaping for permanent erosion control. During construction, the temporary erosion hazard can be effectively managed with an appropriate erosion and sediment control plan, including but not limited to installing silt fence at the construction perimeter, limiting removal of vegetation to the construction area, placing rocks or hay bales at the disturbed/traffic areas and on the downhill side of the project, covering stockpile soil or cut slopes with plastic sheets, constructing a temporary drainage pond to control surface runoff and sediment trap if needed, placing rocks at the construction entrance, etc. Permanent erosion control measures should include establishing vegetation, landscape plants, and hardscape established at the end of project. SEISMic HAZARDS Liquefaction is a process that can occur when soils lose shear strength for short periods of time during a seismic event. Ground shaking of sufficient strength and duration can result in the loss of grain -to -grain contact and an increase in pore water pressure, causing the soil to behave as a fluid. Soils with a potential for liquefaction are typically cohesionless, predominately silt and sand sized, must be loose, and be below the groundwater table. According to Liquefaction Susceptibility Map of Snohomish County, Washington (S. Palmer et. a], 2004), the site is mapped within an area with very low soil liquefaction susceptibility, which is consistent with the subsurface soil and groundwater conditions encountered in the borings. The site is underlain by medium dense to dense sand without a defined groundwater table. Based on these conditions, it is our opinion that the liquefaction potential of the site is very low. Therefore, special design considerations associated with soil liquefaction and seismic - induced landsliding are not necessary for this project. GEOTECHNICAL DESIGN RECOMMENDATIONS SEismic DESIGN PARAMETERS The Table I on page 6 provides seismic design parameters for the site that are in conformance with the 2015 edition of the International Building Code (IBC), which specifies a design earthquake having a 2% probability of occurrence in 50 years (return interval of 2,475 years), and the 2015 USGS seismic hazard maps. The spectral response accelerations were obtained from the USGS Earthquake Hazards Program Interpolated Probabilistic Ground Motion website (2008 data) for the project latitude and longitude. 17-081650 Bell St, Edmonds Page 5 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 Table 1 — 2015 113C Seismic Design Parameters Site Class Spectral Acceleration at 0.2 sec. (g) Spectral Acceleration at 1.0 sec. (g) Site Coefficients Design Spectral Response Parameters Fa Fv SDS SDI Ss Sl LD 1.271 0.498 1.00 1.50 0.847 0.499 BuILDING FoUNDATIONS Soil Bearing Pressure Based on the planned finished floor elevations and subsurface conditions, it is our opinion that the proposed building may be supported on conventional footings bearing on the undisturbed native sand or compacted structural fill placed on the native sand. The foundation soils should be compacted to a dense condition. We recommend that an allowable soil bearing pressure of 2,500 pounds per square foot (psf) be used to size the footings. The recommended allowable bearing pressure is for dead plus live loads. For allowable stress design, the recommended bearing pressure may be increased by one- third for transient loading, such as wind or seismic forces. Continuous and individual spread footings should have minimum widths of 18 and 24 inches, respectively. In designing the footings, the shape of footings will need to be considered in regards to the available space for temporary excavations. Where space may be limited for an unsupported open cut, it may be necessary to use L-shaped perimeter footings in order to conserve space and to allow the temporary excavations to be made within the property limits. Foundation Performance Footings designed and constructed in accordance with the above recommendations should experience total settlement of less than one inch and differential settlement of less than 1/2 inch. Most of the anticipated settlement should occur during construction as dead loads are applied. 17-081650 Bell St, Edmonds Page 6 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 Lateral Resistance Lateral loads on the structures may be resisted by passive earth pressure developed against the embedded faces of the foundation system and by frictional resistance between the bottom of the foundation and the supporting subgrade soils. For footings bearing on the firm native soil or compacted sand/structural fill, a frictional coefficient of 0.3 may be used to evaluate sliding :D resistance developed between the concrete and the compacted subgrade soil. Passive soil resistance may be calculated using an equivalent fluid weight of 300 pcf, assuming properly compacted structural fill will be placed against the footings. The above values include a factor of safety of 1.5. Unless covered by pavements or slabs, the passive resistance in the upper 12 inches of soil should be neglected. Footing Drains Footing drains should be installed around the building perimeter footings, at or just below the invert of the footings. Under no circumstances should roof downspout drain lines be connected to the footing drain systems. Roof downspouts must be separately tightlined to appropriate discharge locations. Cleanouts should be installed at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. Footing Excavation and Subgrade Preparation All footing subgrade should be carefully prepared. The footing subgrade should be compacted to a dense and unyielding condition prior to concrete pour. Depending on the footing subgrade, foundation over -excavation may be needed to remove the existing fill and disturbed outwash sand. Any loose/soft footing subgrade soil or subgrade soil that cannot be compacted to a dense condition should be removed from the footing subgrade and backfilled with lean -mix concrete, Control Density Fill (CDF) or structural fill. Foundation excavations and subgrade conditions should be observed by PanGEO to confirrn that the exposed subgrade is consistent with the expected conditions and adequate to support the proposed building. 17-081650 Bell St. Edmonds Page 7 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 CONCRETE SLAB -ON -GRADE It is our opinion that conventional slab -on -grade concrete floors are appropriate for this project. We recommend that floor slabs be supported on the recompacted sand or structural fill placed on recompacted on -site sand. If loose or soft soils are encountered at the slab subgrade elevation that cannot be adequately compacted, the loose or soft soil should be over -excavated to competent native and replaced with compacted structural fill, such as WSDOT Gravel Borrow or approved equivalent. The concrete slab -on -grade floors should be underlain by at least 4 inches of capillary break, which consists of free -draining, clean crushed rock or well -graded gravel compacted to a firm and unyielding condition. The capillary break material should have no more than 20 percent passing the No. 4 sieve and less than 5 percent by weight of the material passing the U.S. Standard No. 100 sieve. We also recommend that a minimum I 0-mil polyethylene vapor barrier be placed below the proposed basement slab. RETAINING AND BASEMENT WALL DESIGN PARAMETERS Retaining and basement walls should be properly designed to resist the lateral earth pressures exerted by the soils behind the wall. Proper drainage provisions should also be provided behind the walls to intercept and remove groundwater that may be present behind the walls. Our geotechnical recommendations for the design and construction of the retaining/basement walls are presented below. Lateral Earth Pressures Concrete cantilever walls should be designed for an equivalent fluid pressure of 35 pcf for level backfills behind the walls assuming the walls are free to rotate. If walls are to be restrained at the top from free movement, such as basement walls, equivalent fluid pressures of 45 pcf should be used for level backfills behind the walls. Walls with a maximum 2H: I V backslope should be designed for an active and at rest earth pressure of 45 and 55 pcf, respectively. Permanent walls should be designed for an additional uniform lateral pressure of 7H psf for seismic loading, where H corresponds to the buried depth of the wall. The recommended lateral pressures assume that the backfill behind the wall consists of a free draining and properly compacted fill with adequate drainage provisions. 17-081650 Bell St, Edmonds Page 8 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 Surcharge Surcharge loads, where present, should also be included in the design of retaining walls. We recommend that a lateral load coefficient of 0.3 be used to compute the lateral pressure on the wall face resulting from surcharge loads located within a horizontal distance of one-half wall height. Lateral Resistance Lateral forces from seismic loading and unbalanced lateral earth pressures may be resisted by a combination of passive earth pressures acting against the embedded portions of the foundations and by friction acting on the base of the foundations. Passive resistance values may be deten-nined using an equivalent fluid weight of 300 pcf This value includes a factor of safety of 1.5, assuming the footing is poured against dense native sand, re -compacted on -site sandy soil or properly compacted structural fill adjacent to the sides of footing. A friction coefficient of 0.3 may be used to determine the frictional resistance at the base of the footings. The coefficient includes a factor safety of 1.5. Wall Drainage Provisions for wall drainage should consist of a 4-inch diameter perforated drainpipe behind and at the base of the wall footings, embedded in 12 to 18 inches of clean crushed rock and pea gravel wrapped with a layer of filter fabric. Where applicable, in -lieu of conventional footing drains, weep holes (2" diameter of 10 feet on center) may be used for site retaining walls. A minimum 18-inch wide zone of free draining granular soils (i.e. pea gravel or washed rock) is recommended to be placed adjacent to the wall for the full height of the wall. Alternatively, a composite drainage material, such as Miradrain 6000, may be used in lieu of the clean crushed rock or pea gravel. The drainpipe at the base of the wall should be graded to direct water to a suitable outlet. Wall Backfill In our opinion, the clean sand at the site may be used as wall backfill, provided they can be compacted to a dense condition. Imported wall backfill, if needed, should consist of free draining granular material, such as WSDOT Gravel Borrow. In areas where the space is limited 17-081 650 Bell St, Edmonds Paae 9 PanGEO, Inc. t� Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 between the wall and the face of excavation, pea gravel or clean crushed rock may be used as backfill without compaction. Wall backfill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Within 5 feet of the wall, the backfill should be compacted with hand -operated equipment to at least 90 percent of the maximum dry density. CONSTRUCTION CONSIDERATIONS SITE PREPARATION Site preparation for the proposed project includes removing existing house, and excavations/fill to the design subgrade. All stripped surface materials should be properly disposed off -site or be "wasted" on site in non-structural landscaping areas. Following site clearing and excavations, the adequacy of the subgrade where structural fill, foundations, slabs, or pavements are to be placed should be verified by a representative of PanGEO. The subgrade soil in the improvement areas, if recompacted and still yielding, should also be over - excavated and replaced with compacted structural fill or CDF/lean-mix concrete., TEMPORARY EXCAVATIONS As currently planned, the proposed construction will require excavations up to 10 to I I feet below the existing grade. We anticipate the excavations to mainly encounter loose to dense sand. All temporary excavations should be performed in accordance with Part N of WAC (Washington Administrative Code) 296-155. The contractor is responsible for maintaining safe excavation slopes and/or shoring. All temporary excavations deeper than a total of 4 feet should be sloped or shored. Based on the soil conditions at the site, for planning purposes, it is our opinion that temporary excavations for the proposed construction may be sloped I H: I V (Horizonta]:Vertical) or flatter. Based on our current understanding of the anticipated building layout and finished floor elevation, it appears a, that sufficient space is available for unsupported open cuts, except small areas along the east and west property lines. Where space may be limited, the use of L-shaped footings may be required 17-081650 Bell St, Edmonds Page 10 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 to conserve space for the temporary cuts. In event that sufficient space is not available for unsupported open cuts, temporary shoring will be needed to support the temporary excavations. The temporary excavations and cut slopes should be re-evaluated in the field during construction based on actual observed soil conditions, and may need to be flattered in the wet seasons and should be covered with plastic sheets. We also recommend that heavy construction equipment, building materials, excavated soil, and vehicular traffic should not be allowed within a distance equal to 1/3 the slope height from the top of any excavation. Temporary Shoring — As previously indicated, if sufficient space is not available for unsupported open cuts in several small areas, temporary shoring will be needed to support the excavations. Based on the 10 feet setback distance from the east and west property lines, in our opinion, temporary shoring, if needed, likely can be accomplished using ultrablock walls. The Ultrablock wall (2Y2x2Y2x5 1/2 feet in block dimension) should have a height of 71/2 feet (three blocks high), combined with a I H:lV slope above the wall, if needed. Since some sloughing of the sand is anticipated, the backside of the ultrablock should at least setback 5 feet from the property lines. Additionally, we recommend that the following be incorporated into the excavation and shoring plans: • The wall height of staggered blocks is 71/2 feet (i.e., 3 blocks in height); ZD • The vertical wall face is no steeper than I H (Horizontal): I OV (Vertical); • The back slope above the wall shall be no steeper than I H: I V (Maximum 5 feet high); • The ground surface in front of the wall shall be level; • The subgrade at the base of the blocks shall consist of 3 inches of leveling clean crushed rock placed on medium dense to dense native sand; 0 No excavation shall be made until blocks are available on site; 0 The width of unsupported cut face for block placement shall be limited to no more than about 12 feet at any given time; Blocks shall be placed immediately after the cut is made, otherwise the cut face shall be buttressed with on -site soils until the blocks can be placed; 0 The blocks should be installed to avoid vertical seams between the two adjacent rows; and 17-081 650 Bell St. Edmonds Page I I PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 Any voids behind blocks shall be backfilled with clean crushed rocks immediately after the block wall are installed. Alternatively, cantilevered soldier pile walls may also be used to support the temporary excavations. PanGEO can provide soldier pile design recommendations if requested. MATERIAL REUSE In the context of this report, structural fill is defined as compacted fill placed under footings, concrete stairs and landings, and slabs, or other load -bearing areas. In our opinion, the on -site sand is poorly graded and will be difficult to compact to a dense condition. As such, on -site sand is not suitable to be used as structural fill, but can be used as wall backfill and general fill in the non-structural areas. Structural fill, if needed, should consist of imported, well -graded, granular material, such as WSDOT Gravel Borrow, or approved equivalent. Well -graded recycled concrete may also be considered as a source of structural fill. Use of recycled concrete as structural fill should be approved by the geotechnical engineer. The on -site silty soil may be used as general fill in the non-structural and landscaping areas. If use of the on -site soil is planned, the excavated soil should be stockpiled and protected with plastic sheeting to prevent softening from rainfall in the wet season. STRUCTURAL FILL PLACEMENT AND COMPACTION Structural fill should be moisture conditioned to within about 3 percent of optimum moisture content, placed in loose, horizontal lifts less than 8 inches in thickness, and systematically compacted to a dense and relatively unyielding condition and to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. Depending on the type of compaction equipment used and depending on the type of fill material, it may be necessary to decrease the thickness of each lift in order to achieve adequate compaction. PanGEO can provide additional recommendations regarding structural fill and compaction during construction. WET WEATHER EARTHWORK In our opinion, the proposed site construction may be accomplished during wet weather (such as in winter) without adversely affecting the site stability. However, earthwork construction 17-081 650 Bell St. Edmonds Page 12 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 performed during the drier summer months likely will be more economical. Winter construction will require the implementation of best management erosion and sedimentation control practices to reduce the chance of off -site sediment transport. Some of the site soils contain a high percentage of fines and are moisture sensitive. Any footing subgrade soils that become softened either by disturbance or rainfall should be removed and replaced with structural fill, Controlled Density Fill (CDF), or lean -mix concrete. General recommendations relative to earthwork performed in wet conditions are presented below: 0 Site stripping, excavation and subgrade preparation should be followed promptly by the placement and compaction of clean structural fill or CDF; The size and type of construction equipment used may have to be limited to prevent soil disturbance; • The ground surface within the construction area should be graded to promote run-off of surface water and to prevent the ponding of water; • Geotextile silt fences should be strategically located to control erosion and the movement of soil; Structural fill should consist of less than 5% fines; and Excavation slopes should be covered with plastic sheets. SURFACE DRAINAGE AND EROSION CONSIDERATIONS Surface runoff can be controlled during construction by careful grading practices. Typically, this includes the construction of shallow, upgrade perimeter ditches or low earthen berms in conjunction with silt fences to collect runoff and prevent water from entering excavations or to prevent runoff from the construction area from leaving the immediate work site. Temporary erosion control may require the use of hay bales on the downhill side of the project to prevent water from leaving the site and potential storm water detention to trap sand and silt before the water is discharged to a suitable outlet. All collected water should be directed under control to a positive and permanent discharge system. Permanent control of surface water should be incorporated in the final grading design. Adequate surface gradients and drainage systems should be incorporated into the design such that surface runoff is directed away from structures. Potential problems associated with erosion may also be 17-081650 Bell St- Edmonds Page 13 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 reduced by establishing vegetation within disturbed areas immediately following grading operations. ADDITIONAL SERVICES To confirm that our recommendations are properly incorporated into the design and construction of the proposed addition, PanGEO should be retained to conduct a review of the final project plans and specifications, and to monitor the construction of geotechnical elements. The City of Edmonds, as part of the permitting process, will also require geotechnical construction inspection services. PanGEO can provide you a cost estimate for construction monitoring services at a later date. We anticipate that the following additional services will be required: • Review final project plans and specifications • Verify implementation of erosion control measures; • Verify soil bearing; • Verify the adequacy of subsurface drainage installation; • Confirm the adequacy of the compaction of structural backfill; and • Other consultation as may be required during construction Modifications to our recommendations presented in this report may be necessary, based on the actual conditions encountered during construction. CLOSURE We have prepared this report for Mr. Charles Von Goedert and the project design team. Recommendations contained in this report are based on a site reconnaissance, a subsurface exploration program, review of pertinent subsurface information, and our understanding of the project. The study was performed using a mutually agreed -upon scope of work. Variations in soil conditions may exist between the locations of the explorations and the actual conditions underlying the site. The nature and extent of soil variations may not be evident until construction occurs. If any soil conditions are encountered at the site that are different from those described in this report, we should be notified immediately to review the applicability of our recommendations. Additionally, we should also be notified to review the applicability of our recommendations if there are any changes in the project scope. 17-081650 Bell St- Edmonds Page 14 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 The scope of our work does not include services related to construction safety precautions. Our recommendations are not intended to direct the contractors' methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Additionally, the scope of our work specifically excludes the assessment of environmental characteristics, particularly those involving hazardous substances. We are not mold consultants nor are our recommendations to be interpreted as being preventative of mold development. A mold specialist should be consulted for all mold -related issues. This report has been prepared for planning and design purposes for specific application to the proposed project in accordance with the generally accepted standards of local practice at the time this report was written. No warranty, express or implied, is made. This report may be used only by the client and for the purposes stated, within a reasonable time from its issuance. Land use, site conditions (both off and on -site), or other factors including advances in our understanding of applied science, may change over time and could materially affect our findings. Therefore, this report should not be relied upon after 24 months from its issuance. PanGEO should be notified if the project is delayed by more than 24 months from the date of this report so that we may review the applicability of our conclusions considering the time lapse. It is the client's responsibility to see that all parties to this project, including the designer, contractor, subcontractors, etc., are made aware of this report in its entirety. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. Any party other than the client who wishes to use this report shall notify PanGEO of such intended use and for permission to copy this report. Based on the intended use of the report, PanGEO may require that additional work be performed and that an updated report be reissued. Noncompliance with any of these requirements will release PanGEO from any liability resulting from the use this report. We appreciate the opportunity to be of service. 17-081 650 Bell St, Edmonds Page 15 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 Sincerely, L-"Z44 John Manke Staff Geologist Attachments: -41-X;11-9ev7 H. Michael Xue, P.E. Senior Geotechnical Engineer Figure I Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Terms and Symbols for Boring and Test Pit Logs Figure 4 Log of Test Boring PG -I Figure 5 Log of Test Boring PG-2 17-081650 Bell St- Edmonds Page 16 PanGEO, Inc. Mr. Charles Von Goedert Proposed Townhomes — 605 Bell Street, Edmonds, WA April 21, 2017 REFERENCES International Code Council, 2015, International Building Code. Palmer S. P. et. al., 2004, The Liquefaction Susceptibility Map of Snohomish County, Washington, scale 1:150,000. WSDOT, 2016, Standard Speciflicationsfor Road, Bridge and Municipal Construction, M 41 -10, Washington State Department of Transportation. 17-081 650 Bell St, Edmonds Page 17 PanGEO, Inc. .Olt Picnic Point -North Lynnwood C525D l,�,arthj I 7�_ P > Alderwood Mallo ZE C52, Project Site 1961h at v/ Edmonds Community College 0 Edmo*s MaInS i Lynnwood Transirt Center 111derwood Manor '.Woodway Esperance 01 Not to Scale Proposed Townhomes PanGEG) 650 Bell Street I N C 0 R P 0 R A T E D Edmonds, WA 2=h St SW 228th.St SW Mountlal(e errace 4 Brier A. _4i .4A, 0 Lake Forest Park Reference: Google Terrain Mapi VICINITY MAP BELL STREET 41 IM i P al . A 4 F11D TK&LD 2.0'(N) & D,D'(E) 0 Y) VJ EMSTING HOUSE BASEMEM' PF-501.3' MAIN YF-5o8.26' 1.00Y P —524.6' b 9 G-1 I N W59i5 w .1996' Approx. Scale 1 " = 30' Approx. Test Boring Locations PanGEO Inc., 2016 RELATIVE DENSITY / CONSISTENCY SAND/GRAVEL SILT CLAY SPT Approx. Relative SPT Approx, Undrained Shear Density N-values Density (0/0) Consistency N-values Strength (psQ Very Loose <4 <15 Very Soft <2 <250 Loose 4 to 10 15-35 soft 2 to 4 250-500 Med.Dense 10 to 30 35-65 Med. Stiff 4 to 8 500-1000 Dense 30 to 50 65-85 Stiff 8 to 15 1000-2000 Very Dense >50 85-100 Very Stiff 15 to 30 2000-4000 Hard >30 >4000 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP DESCRIPTIONS GW: Well -graded GRAVEL Gravel GRAVEL (<5% fines) ...... I .......... I ................. .... ............. ........ 50% or more of the coarse GP: Poorly -graded GRAVEL fraction retained on the #4 sieve. Use dual symbols (eg. ............................... ..... ............................................. GM: Silty GRAVEL GP -GM) for 5% to IZ% fines. GRAVEL (>12% fines) ...................... I'll, ....... ..... I ........................ ....................... GC: Clayey GRAVEL ..... . ..... I—— .......................................... ................... SW: Well -graded SAND Sand SAND (<5% fines) ..... ............................................. 50% or more of the coarse SP Poorly -graded SAND fraction passing the #4 sieve. Use dual symbols (eq. SP-SK .................................. ; %,; .......................................................... SM: Silty SAND for 5% to 12% fines. SAND (>12% fines) ............................................................ SC : Clayey SAND ........................... ...... ................................... .................................. ........ I ............... ML: SILT Liquid Limit < 50 ...................................................... CIL Lean CLAY ............................................ Silt and Clay OL Organic SILT or CLAY 50%or more passing #200 sieve MH: Elas tic SiL T Liquid Limit > 50 ........................... ............. ............. CH Fat CLAY .................. ......................... 0 H Orga ni c Sl LT or C LA Y Highly Organic Soils PT PEAT Notes: I. Soilexplorationt s contain material descriptions based on visual observation and field tests usinq a system modified from the UnTiorm Soil Classification System (USCS). Where necessary laboratory tests have been conducted (as noted in the "Other Tests" column), unit descriptions may include a classification. Please refer to the discussions in the report text for a more complete description of the subsurface conditions. 2. The graphic symbols given above are not inclusive of all symbols that may %pear on the borehole logs. Other symbols may be used where field observations indicated mixed soil Gonsti luents or dual constituent materials. DESCRIPTIONS OF SOIL STRUCTURES Layered: Units of material distinguished by color and/or Fissured; Breaks along defined planes composition from matdrial units above and below Slickensided: Fracture planes that are polished or glossy Laminated: Layers of soil typically 0.05 to 1mm thick, max. I cm Blocky: Angular soil lumps that resist breakdown Lens: Layer of soil that pinches out laterally Disrupted: Soil that is broken and mixed Interlayered: Alternating layers of differing soil material Scattered: Less than one per foot Pocket: Erratic, discontinuous deposit of limited extent Numerous: More than one per foot Homogeneous: Soil with uniform color and composition throughout BCN: Angle between bedding plane and a plane normal to core axis COMPONENT DEFINITIONS COMPONENT SIZE / SIEVE RANGE COMPONENT SIZE / SIEVE RANGE Boulder: > 12 inches Sand Cobbles: 3 to 12 inches Coarse Sand: #4 to #10 sieve (4.5 to 2.0 mm) Gravel Medium Sand: #10 to #4 0 sieve (2.0 to 0.42 mm) Coarse Gravel: 3 to 3/4 inches Fine Sand: #40 to #200 sieve (0.42 to 0.074 mm) Fine Gravel: 3/4 inches to #4 sieve Silt 0,074 to 0 002 mrn Clay 0.002 mm TEST SYMBOLS for In Situ and Laboratory Tests listed in "Other Tests" column. ATT Atterberg Limit Test Comp Compaction Tests Con Consolidation DD Dry Density DS Direct Shear %F Fines Content GS Grain Size Perm Permeability PP Pocket Penetrometer R R-value SG Specific Gravity TV Torvane TXC Triaxial Compression UCC Unconfined Compression SYMBOLS Sample/In Situ test types and intervals f7l 2-inch OD Split Spoon, SPT (140-lb, hammer, 30" drop) 3.25-inch OD Spilt Spoon (300-lb hammer, 30" drop) Non-standard penetration test (see boring log for details) Thin wall (Shelby) tube Grab Rock core Vane Shear MONITORING WELL 2 Groundwater Level at time of drilling (ATD) T Static Groundwater Level Cement / Concrete Seal Bentonite grout / seal Silica sand backfill Slotted Up Slough Bottom of Boring MOISTURE CONTENT Dry Dusty, dry to the touch Moist Damp but no visible water Wet Visible free water Re-11 mGEO Terms and Symbols for I N C 0 R P 0 R A T IE D Boring and Test Pit Logs Figure 3 P hone : 206.262.0370 Project: Proposed Townhomes Surface Elevation: 513.Oft Job Number: 17-081 Top of Casing Elev.: N/A Location: 650 Bell Street, Edmonds, WA Drilling Method: HSA Coordinates: Northing: , Easting: Sampling Method: SPT 0 Q C z E E 0 M M 0 U) U) Fn 0 2 S-1 2 S-2 1 X 2 5 6 S-3 a 9 8 S-4 11 X 12 - 10- 7 S-5 10 13 15 ] 10 S-6 � 16 is � 20 S-7 X1 117 20 E MATERIAL DESCRIPTION (U >1 :Fj U) 0 very loose, dark brown to tan, gravelly SAND; medium to coarse, with roots and organics in the top 5 inches, moist (FILL). Medium dense, gray -brown SAND with trace gravel and silt; medium to coarse grained sand, moist (WEATHERED ADVANCE OUTWASH). 9t;d10�Fde_nse_,g_ray, §AND_with_tr_ace g—ra—ve—la—nd—s—ilt; _,rn_e_diu_m_to_' coarse grained sand, moist (ADVANCE OUTWASH). Becomes dense. N-Value A PL Moisture LL -25 Completion Depth: 21.5ft Remarks: Borings drilled using a hand portable drill rig. Standard penetration test (SPT) Date Borehole Started: 3/29/18 sampler driven Wth a 140 lb. safety hammer. Hammer operated with a rope and cathead Date Borehole Completed: 3/29/17 mechanism. Surface elevation estimated from Boundary and Topographic Survey. Logged By: J. Manke Drilling Company: CN Drilling RinGE@ LOG OF TEST BORING PG-1 1 0 C 0 A P 0 R A T E 0 Figure 4 The stratification lines represent approximate boundaries. The transition may be graduai. brieet i OT I Project: Proposed Townhomes Surface Elevation: 503.Oft Job Number: 17-081 Top of Casing Elev.: N/A Location: 650 Bell Street, Edmonds, WA Drilling Method: HSA Coordinates: Northing: , Easting: Sampling Method: SPT N-Value A 0 z CL g� (D a) PL Moisture LL E MATERIAL DESCRIPTION E (a E M �: 0 (D :E >1 U) El RQD Recovery U) CO 0 0 50 100 0 Medium d ense, dark brown to brown SAND with silt and gravel; fine I" : : S-1 X to medium sand, moist (FILL). 12 Medium dense, brown SAND with trace gravel; medium to coarse sand, moist (ADVANCE OUTWASH). F-A 3 Becomes gray -brown. S-2 X 5 6 . ... . . 5 3 q S-3 X q q . . . . . . . . . . q S-4 X 7 10- 7 i S-5 X 7 M1 EN. 8 Layer of m inor iron oxidation: I inch thick. Medium dense, brown -gray SAND with trace gravel and silt; medium to coarse grained sand, moist (ADVANCE OUTWASH). -15 - . . . . . . . . . . . . . . . S-6 X 12 15 Boring terminated at 16.5 feet below grade. No groundwater seepage encountered during drilling. a a q 20 - 1 1 1 1 1 1 1 a a a 25 Completion Depth: 16.5ft Remarks: Borings drilled using a hand portable drill rig. Standard penetration test (SPT) Date Borehole Started: 3/29/17 sampler driven writh a 140 lb. safety hammer. Hammer operated with a rope and cathead Date Borehole Completed: 3/29/17 mechanism. Surface elevation estimated from Boundary and Topographic Survey. Logged By: J. Manke Drilling Company: CN Drilling F�LnGE@ LOG OF TEST BORING PG-2 I N C 0 R P 0 R A T E 0 Figure 5 The stratification lines represent approximate boundaries. The transition may be gradual, Sheet 1 of 1 Ben Iddins From: Michael Xue <mxue@pangeoinc.com> Sent: Friday, June 23, 2017 5:39 PM To: Ben Iddins Subject: RE: 650 Bell St Edmonds - Infiltration Hi Ben, Based on the borings, you can assume medium sand (30 LF). Let me know if you need anything else. Thanks, H. Michael Xue, P.E. FaInGRO ��ii �Ls*tl"Ue' �'ve E, Ste B Seattle, WA 98102-7127 Cell (206)491-0081 Office (206)262-0370 Fax (206)262-0374 Email mxueai)angeoinc.com From: Ben Iddins [mai Ito: ben CcDdcgengr.com] Sent: Friday, June 23, 2017 2:54 PM To: Michael Xue <rnxue@pangeoinc.com> Subject: 650 Bell St Edmonds - Infiltration Hi Michael, I am working on the stormwater design for the project at 650 Bell St in Edmonds for which you completed a geotechnical analysis and report for. I have attached your report for reference. We are required to evaluate infiltration on the site and it appears at first glance that it may be feasible given the Advance Outwash soils that were encountered. We would be using the pre -sized infiltration method in the DOE Stormwater Manual and would have an overflow pipe connecting to the City's stormwater system. In order to use the pre -sized approach we need to determine which category from below best describes the soils encountered: I - The 11ollowing mininiurn lengths (linear feet) per 1,000 square feet of rout'area based on soil type may be used for sizing downspout infillration trenclICN. Coarse sands and cobbles 20 LF N-lediU111 sand 30 LF Fine sand, loamy sand 75 LF Sandy loam 125 LF Loarn 190 LF Assuming you don't have any other issues with infiltration at the site, can you please provide me with the length of trench I should use per 1,000 SF of roof area contributing? Thanks, Ben Iddins, PE Davido Consulting Group, Inc. T 206.523.0024 x115 I C 425.232.5729 Lake Forest Park I Mount Vernon I Whidbey Island Stormwater Site Plans — Rev 2 650 Bell St Edmonds APPENDIX B WWHM Summary 20190613 650 Bell St Edmonds —Drainage Report Rev 2 June 2019 WWHM2012 PROJECT General Model Information Project Name: Flow Control Exemption Site Name: 650 Bell St Site Address: 650 Bell St City. Edmonds Report Date: 4/18/2019 MGS Region: Puget East Data Start, 1901/10/1 Data End: 2058/09/30 Timestep, 15 Minute DOT Data Number03 Version Date: 2017/04/14 Version: 4.2.13 POC Thresholds Low Flow Threshold for POCII High Flow Threshold for POCII 50 Percent of the 2 Year 50 Year Flow Control Exemption 4/18/2019 11:49:55 AM Page 2 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass- No GroundWater: No to A/B soil type Pervious Land Use acre A B, Lawn, Steep 0.18 Pervious Total 0.18 Impervious Land Use acre Impervious Total 0 Basin Total 0.18 Element Flows To: Surface Interflow Groundwater Flow Control Exemption 4/18/2019 11:49:55 AM Page 3 Mitigated Land Use Basin 1 Bypass: No GroundWater: No Pervious Land Use acre A B, Lawn, Steep 0.03 Pervious Total 0.03 Impervious Land Use acre ROOF TOPS FLAT 0.08 DRIVEWAYS MOD 0.06 SIDEWALKS FLAT 0.01 Impervious Total 0.15 Basin Total 0.18 Element Flows To: Surface Interflow Groundwater Flow Control Exemption 4/18/2019 11:49:55 AM Page 4 Routing Elements Priedeveloped Routing Flow Control Exemption 4/18/2019 11 A9:55 AM Page 5 Mitigated Routing Flow Control Exemption 4/18/2019 11:49:55 AM Page 6 Analysis Results POC I 0 -1 IL 000 000 000 1DE-5 IDE-4 10E 3 IOE-2 1OE-1 1 10 100 IS 1 2 5 10 M W M W W W WS So + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area: 0.18 Total Impervious Area: 0 Mitigated Landuse Totals for POC #1 Total Pervious Area: 0.03 Total Impervious Area: 0.15 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.000171 5 year 0.000429 10 year 0.000775 25 year 0.001591 50 year 0.002663 100 year 0.004381 Itigated POC #1 Flow Frequency Return Periods for Mit gated. P C #1 LESS THAN 0. 15- Return Period Flow(cfs) 2 year 0.046258' USINCREASE 5 year 0.062399 ! 10 year 0.074417 25 year 0.09119 50 year 0.10489 100 Vear 0. 119666 AnnualPeaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1902 0.000 0.054 1903 0.000 0.059 1904 0.000 0.064 1905 0.000 0.033 1906 0.000 0.036 1907 0.000 0.043 1908 &000 0.038 1909 0.000 0.049 1910 0.000 0.042 1911 0�000 0.051 Flow Control Exemption 4/18/2019 11:49:55 AM Page 7 1912 0.028 0.088 1913 0.000 0.036 1914 0.000 0.134 1915 0.000 0.030 1916 0.000 0.058 1917 0.000 0.028 1918 0.000 0.046 1919 0.000 0.028 1920 0.000 0.040 1921 0.000 0.030 1922 0.000 0.045 1923 0.000 0.038 1924 0.000 0.064 1925 0.000 0.028 1926 U00 0.058 1927 0.000 0.044 1928 0.000 0.035 1929 0.000 0.061 1930 0.000 0.073 1931 0.000 0.031 1932 0.000 0.037 1933 0.000 0.036 1934 0.012 0.056 1935 0.000 0.032 1936 0.000 0.044 1937 0.000 0.054 1938 0.000 0.031 1939 0.000 0.043 1940 0.000 0.074 1941 0.000 0.074 1942 0.000 0.054 1943 0.000 0.051 1944 0,000 0.070 1945 0.000 0.055 1946 0.000 0.042 1947 0.000 0.033 1948 0.000 0.041 1949 0.000 0.076 1950 0.000 0.036 1951 0.000 0.068 1952 0.001 0.072 1953 0.002 0.066 1954 0.000 0.040 1955 0.000 0.037 1956 0.000 0.031 1957 0.000 0.039 1958 0.004 0.046 1959 0.003 0.045 1960 0,000 0.036 1961 0.001 0.105 1962 0.000 0.044 1963 0.000 0.030 1964 0.000 0.098 1965 0.002 0.058 1966 0.000 0.037 1967 0.000 0.052 1968 0.000 0.039 1969 0.000 0.035 Flow Control Exemption 4/18/2019 11:51:07 AM Page 8 1970 0.000 0.046 1971 0.000 0.042 1972 0.002 0.164 1973 0.001 0.088 1974 0.000 0,060 1975 0.000 0.061 1976 0.000 0.063 1977 0.000 0.028 1978 0.001 0.045 1979 0.000 0.047 1980 0.000 0.052 1981 0.000 0.057 1982 0.000 0.038 1983 0.001 0.052 1984 0.000 0.048 1985 0.000 0.056 1986 0.000 0.029 1987 0.000 0.056 1988 0.000 0.031 1989 0.000 0.042 1990 0.000 0.037 1991 0.000 0.053 1992 0.001 0.052 1993 0.000 0.064 1994 0.000 0.040 1995 0.000 0.029 1996 0.001 0.043 1997 0.000 0.037 1998 0.000 0.044 1999 0.000 0.054 2000 0.000 0.046 2001 0.000 0.057 2002 0.000 0.068 2003 0.000 0.041 2004 0.000 0.058 2005 0.002 0.116 2006 0.000 0.044 2007 0.000 0.056 2008 0.000 0.046 2009 0.000 0.037 2010 0.000 0.047 2011 0.000 0.045 2012 0.000 0.042 2013 0.000 0.046 2014 0.000 0.038 2015 0.000 0.092 2016 0.000 0.038 2017 0.000 0.068 2018 0.005 0.044 2019 0.004 0.064 2020 0.000 0.054 2021 0.001 0.046 2022 0.000 0.062 2023 0.000 0.078 2024 0.005 0.094 2025 0.000 0.059 2026 0.000 0.056 2027 0.000 0.060 Flow Control Exemption 4/18/2019 11:51:07 AM Page 9 2028 0.000 0.025 2029 0.000 0.033 2030 0.000 0.074 2031 0.000 0.026 2032 0.000 0.039 2033 0.000 0.040 2034 0.000 0.034 2035 0.000 0.043 2036 0.000 0.037 2037 0.000 0.052 2038 0.000 0.043 2039 0.000 0.086 2040 0.000 0.039 2041 0.000 0.042 2042 0.000 0.059 2043 0.000 0.062 2044 0.002 0.043 2045 0.000 0.036 2046 0.000 0.034 2047 0.000 0.046 2048 0.000 0.039 2049 0.000 0.061 2050 0.000 0.034 2051 0.000 0.056 2052 0.000 0.045 2053 0.000 0.039 2054 0,000 0.075 2055 0.000 0.046 2056 0.000 0.060 2057 0.000 0.030 2058 0.000 0.058 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predevelloped Mitigated 1 0,0283 0.1637 2 0.0124 0.1338 3 0.0055 0.1161 4 0.0045 0.1052 5 0.0044 0.0979 6 0.0036 0.0943 7 0.0032 0.0919 8 0.0023 0.0882 9 0.0021 0.0880 10 0.0019 0.0856 11 0.0018 0.0784 12 0.0016 0.0761 13 0.0015 0.0752 14 0.0011 0.0742 15 0.0010 0.0737 16 0.0008 0.0736 17 0.0008 0.0734 18 0.0007 0.0717 19 0.0007 0.0699 20 0.0006 0.0685 21 0.0005 0.0679 22 0.0005 0.0677 23 0.0004 0.0663 Flow Control Exemption 4/18/2019 11 �51 �07 AM Page 10 24 0.0004 0.0645 25 0.0003 0.0644 26 0.0002 0.0641 27 0.0002 0.0640 28 0.0002 0.0627 29 0.0002 0.0623 30 0.0002 0.0618 31 0.0002 0.0614 32 0.0002 0.0612 33 0,0002 0.0609 34 0.0002 0.0602 35 0.0002 0.0601 36 0.0002 0.0597 37 0.0002 0.0591 38 0,0002 0.0590 39 0.0002 0.0587 40 0.0002 0.0583 41 0.0001 0.0582 42 0.0001 0.0578 43 0.0001 0.0578 44 0.0001 0.0576 4, 0.0001 0.0567 46 0.0001 0.0566 47 0.0001 0.0565 48 0.0001 0.0564 49 0.0001 0.0561 50 0.0001 0.0557 51 0.0001 0.0556 52 0.0001 0.0556 53 0.0001 0.0550 54 0.0001 0.0540 55 0.0001 0.0540 56 0.0001 0.0539 57 0.0001 0.0538 58 0.0001 0.0535 59 0.0001 0.0527 60 0.0001 0.0523 61 0.0001 0.0520 62 0.0001 0.0518 63 0,0001 0.0517 64 0.0001 0.0517 65 0.0001 0.0507 66 0.0001 0.0507 67 0.0001 0.0487 68 0.0001 0.0481 69 0.0001 0.0469 70 0.0001 0.0465 71 0.0001 0.0462 72 0.0001 0.0462 73 0.0001 0.0459 74 0.0001 0.0459 75 0.0001 0.0459 76 0.0001 0.0458 77 0.0001 0.0457 78 0.0001 0.0455 79 0.0001 0.0455 80 0.0001 0.0454 81 0.0001 0.0451 Flow Control Exemption 4/18/2019 11:51:07 AM Page 11 82 0.0001 0.0448 83 0.0001 0.0448 84 0.0001 0.0447 85 0.0001 0.0445 86 0.0001 0.0445 87 0.0001 0.0444 88 0.0001 0.0443 89 0.0001 0.0441 90 0.0001 0.0436 91 0.0001 0.0435 92 0.0001 0.0428 93 0.0001 0.0428 94 0.0001 0.0425 95 0.0001 0.0425 96 0.0001 0.0425 97 0.0001 0.0422 98 0.0001 0.0422 99 0.0001 0.0420 100 0.0001 0.0419 101 0.0001 0.0416 102 0.0001 0.0415 103 0.0001 0.0410 104 0.0001 0.0405 105 0.0001 0.0403 106 0.0001 0.0403 107 0.0001 0.0399 108 0.0001 0.0396 109 0.0001 0.0395 110 0.0001 0.0393 ill 0.0001 0.0390 112 0.0001 0.0387 113 0.0001 0.0386 114 0.0001 0.0385 115 0.0001 0.0381 116 0.0001 0.0381 117 0.0001 0.0379 118 0.0001 0.0378 119 0.0001 0.0376 120 0.0001 0.0374 121 0.0001 0.0372 122 0.0001 0.0370 123 0.0001 0.0369 124 0.0001 0.0367 125 0.0001 0.0367 126 0.0001 0.0365 127 0.0001 0.0365 128 0.0001 0.0362 129 0.0001 0.0358 130 0.0001 0.0357 131 0.0001 M356 132 0.0001 0.0355 133 0.0001 0.0351 134 0.0001 0.0349 135 0.0001 0.0345 136 0.0001 0.0335 137 0.0001 0.0335 138 0.0001 0.0334 139 0.0001 0.0332 Flow Control Exemption 4/18/2019 11:51:07 AM Page 12 140 0.0001 0.0327 141 0.0001 0.0316 142 0.0001 0.0312 143 0.0001 0.0311 144 0.0001 0.0310 145 0.0001 0.0307 146 0.0001 0.0304 147 0.0001 0.0303 148 0.0001 0.0302 149 0.0001 0.0301 150 0.0001 0.0291 151 0.0001 0.0285 152 0.0001 0.0284 11010 0.0001 0.0283 154 0.0001 0.0278 ill 0.0001 0.0275 156 0.0001 0.0261 157 0.0001 0.0254 Flow Control Exemption 4/18/2019 11:51:07 AM Page 13 Duration Flows Flow(cfs) Predev mit Percentage Pass/Fail 0.0001 14247 1045955 7341 Fail 0.0001 6903 983197 14243 Fail 0.0001 1981 934203 47158 Fail 0.0002 560 894566 159743 Fail 0.0002 494 861536 174400 Fail 0.0002 447 832910 186333 Fail 0.0002 405 807037 199268 Fail 0.0003 373 784466 210312 Fall 0.0003 349 764648 219096 Fall 0.0003 328 745931 227417 Fail 0.0003 315 728865 231385 Fail 0.0004 299 713451 238612 Fail 0.0004 278 698588 251290 Fail 0.0004 268 685375 255736 Fail 0.0004 254 672714 264848 Fail 0.0005 241 660052 273880- Fail 0.0005 232 648492 279522 Fail 0.0005 219 638032 291338 Fail 0.0006 212 627573 296025 Fail 0.0006 197 618214 313814 Fail 0.0006 191 608856 318772 Fail 0.0006 173 600048 346848 Fail 0.0007 165 591790 358660 Fail 0.0007 160 583533 364708 Fail 0.0007 153 575826 376356 Fail 0.0007 147 568118 386474 Fail 0.0008 134 560962 418628 Fail 0.0008 126 553805 439527 Fail 0.0008 121 546979 452048 Fail 0.0008 118 540428 457989 Fail 0.0009 115 534097 464432 Fail 0.0009 ill 528097 475763 Fail 0.0009 107 522152 487992 Fail 0.0009 105 516261 491677 Fail 0.0010 103 510536 495666 Fail 0.0010 102 504921 495020 Fail 0.0010 98 499581 509776 Fail 0.0010 94 494461 526022 Fail 0.0011 89 489452 549946 Fail 0.0011 88 484442 550502 Fail 0.0011 84 479488 570819 Fail 0.0012 82 474643 578832 Fail 0.0012 81 469964 580202 Fail 0.0012 81 465285 574425 Fail 0.0012 80 460881 576101 Fail 0.0013 79 456532 577888 Fail 0.0013 78 452238 579792 Fail 0.0013 76 448054 589544 Fail 0.0013 75 444035 592046 Fail 0.0014 72 440017 611134 Fail 0.0014 70 436053 622932 Fail 0.0014 69 432199 626375 Fail 0.0014 68 428401 630001 Fail 0.0015 66 424713 643504 E7 I a;t Flow Control Exemption 4/18/2019 11:51:07 AM Page 14 0.0015 63 421024 668292 Fail 0.0015 61 417446 684337 Fail 0.0015 60 414033 690055 Fail 0.0016 60 410565 684275 Fail 0.0016 59 407152 690088 Fail 0.0016 58 403738 696100 Fail 0.0016 57 400435 702517 Fail 0.0017 57 397187 696819 Fail 0.0017 57 393995 691219 Fail 0.0017 55 390802 710549 Fail 0.0018 53 387774 731649 Fail 0.0018 53 384746 725935 Fail 0.0018 52 381773 734178 Fail 0.0018 51 378801 742747 Fail 0.0019 51 375883 737025 Fail 0.0019 51 372910 731196 Fail 0.0019 50 370158 740316 Fail 0.0019 47 367240 781361 Fail 0.0020 46 364488 792365 Fail 0.0020 46 361680 786260 Fail 0.0020 46 358983 780397 Fail 0.0020 46 356340 774652 Fail 0.0021 46 353698 768908 Fail 0.0021 46 351055 763163 Fail 0.0021 44 348468 791972 Fail 0.0021 44 345936 786218 Fail 0.0022 44 343403 780461 Fail 0.0022 44 340871 774706 Fail 0.0022 43 338449 787090 Fail 0.0022 43 336137 781713 Fail 0.0023 43 333770 776209 Fall 0.0023 42 331402 789052 Fail 0.0023 41 329145 802792 Fail 0.0024 41 326888 797287 Fail 0.0024 41 324631 791782 Fail 0.0024 41 322264 786009 Fail 0.0024 41 320062 780639 Fail 0.0025 41 317915 775402 Fail 0.0025 41 315768 770165 Fail 0.0025 41 313511 764660 Fail 0.0025 40 311419 778547 Fail 0.0026 39 309272 793005 Fail 0.0026 39 307180 787641 Fail 0.0026 39 305199 782561 Fail 0.0026 39 303217 777479 Fail 0.0027 38 301125 792434 Fail The development has an increase in flow durations from 1/2 Predeveloped 2 year flow to the 2 year flow or more than a 10% increase from the 2 year to the 50 year flow. The development has an increase in flow durations for more than 50% of the flows for the range of the duration analysis. Flow Control Exemption 4/18/2019 11:51:07 AM Page 15 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume- 0 acre-feet On-line facility target flow- 0 cfs. Adjusted for 15 min- 0 Cfs. Off-line facility target flow: 0 cfs. Adjusted for 15 min: 0 cfs. Flow Control Exemption 4/18/2019 11:51:07 AM Page 16 LID Report LID Technique Used for TotaiVolume 'Volume Infiltration Cumulative Percent WaterQuality Percent Comment Treatment ? Needs Through Volume Volume Volume Water Quality Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-ft) Credit Total Volume Infiltrated 0.00 0-00 0,00 0-00 0.00 0% NoTreat Cre� Ri Compliance with LID Duration Standard 8% of 2-yr to 50% of Analysis 2-yr Result= Failed Flow Control Exemption 4/18/2019 11:51:07 AM Page 17 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. Flow Control Exemption 4/18/2019 11:52:01 AM Page 18 Appendix Predeveloped Schematic r, Flow Control Exemption 4/18/2019 11:52:01 AM Page 19 Mitigated Schematic r, Flow Control Exemption 4/18/2019 11:52:01 AM Page 20 Prn ,edeveloped UCI File Flow Control Exemption 4/18/2019 11:52:01 AM Page 21 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1901 10 01 RUN INTERP OUTPUT LEVEL RESUME 0 RUN I END GLOBAL END 2058 09 30 3 0 UNIT SYSTEM FILES <File> <Un#> < ----------- File Name --------- <-ID-> WDM 26 Flow Control Exemption.wdm MESSU 25 MitFlow Control Exemption.MES 27 MitFlow Control Exemption.LG1 28 MitFlow Control Exemption.L62 30 POCFlow Control Exemptionl.dat END FILES --------------------- 1 PRINT-INFO <PLS > Print -flags PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* Flow Control Exemption 4/18/2019 11:52:01 AM Page 22 OPN SEQUENCE INGRP INDELT 00:15 PERLND 9 IMPLND 4 IMPLND 6 IMPLND 8 COPY 501 DISPLY I END INGRP END OPN SEQUENCE DISPLY DISPLY-INFOl # - #< ---------- Title ----------- >***TRAN PIVL DIG1 FIL1 1 Basin 1 MAX END DISPLY-INFOl END DISPLY COPY TIMESERIES # - # NPT NMN 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD END OPCODE PARM # # K END PARM END GENER PERLND GEN-INFO <PLS >< ------- Name ------- >NBLKS Unit -systems Printer # - # User t-series Engl Metr in out 9 A/B, Lawn, Steep 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** PYR DIG2 FIL2 YRND 1 2 30 9 ACTIVITY <PLS > Active Sections # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC 9 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY 9 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT -INFO PWAT-PARMI <PLS > PWATER variable monthly parameter value flags # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT 9 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 9 0 5 0.8 400 0.15 0.3 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 9 0 0 2 2 0 0 0 END PWAT-PARM[3 PWAT-PARM4 <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR INTFW IRC LZETP 9 0.1 0.5 0.25 0 0.7 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 # - # CEPS SURS UzS IFWS LZS AGWS GWVS 9 0 0 0 0 3 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS >< ------- Name ------- > Unit -systems Printer # - # User t-series Engl Metr in out 4 ROOF TOPS/FLAT 1 1 1 27 0 6 DRIVEWAYS/MOD 1 1 1 27 0 8 SIDEWALKS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > Active Sections # - # ATMP SNOW IWAT SLD IWG IQAL 4 0 0 1 0 0 0 6 0 0 1 0 0 0 8 0 0 1 0 0 0 END ACTIVITY PRINT -INFO <ILS > ******** Print -flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL 4 0 0 4 0 0 0 1 9 6 0 0 4 0 0 0 1 9 8 0 0 4 0 0 0 1 9 END PRINT -INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags # - # CSNO RTOP VRS VNN RTLI 4 0 0 0 0 6 0 0 0 0 0 8 0 0 0 0 0 END IWAT-PARM1 Flow Control Exemption 4/18/2019 11:52:01 AM Page 23 IWAT-PARM2 <PLS > IWATER input info: Part 2 # - # *** LSUR SLSUR NSUR RETSC 4 400 0.01 0.1 0.1 6 400 0.05 0.1 0.08 8 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 # - # ***PETMAX PETMIN 4 0 0 6 0 0 8 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > Initial conditions at start of simulation # - # RETS SURS 4 0 0 6 0 0 8 0 0 END IWAT-STATEI END IMPLND SCHEMATIC <-Source-> <Name> # Basin 1*** PERLND 9 PERLND 9 IMPLND 4 IMPLND 6 IMPLND 8 ******Routing****** END SCHEMATIC <--Area--> <-Target-> MBLK <-factor-> <Name> # Tbl# 0.03 COPY 501 12 0.03 COPY 501 13 0.08 COPY 501 is 0.06 COPY 501 15 0.01 COPY 501 15 NETWORK <-Volume-> <-Grp> <-Member->< --Mult- - >Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member->< - -Mult- - >Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name> # #<-factor->strg <Name> # # <Name> # END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer # - #< ------------------ ><--- > User T-series Engl Metr LKFG in out END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > Active Sections # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG END ACTIVITY PRINT -INFO <PLS > Print -flags PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR END PRINT -INFO HYDR-PARM1 RCHRES Flags for each HYDR Section Flow Control Exemption 4/18/2019 11:52:01 AM Page 24 # - # VC Al A2 A3 ODFVFG for each ODGTFG for each FUNCT for each FG, FG FG FG possible exit possible exit possible exit END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 < ------ >< -------- >< -------- >< -------- >< -------- >< -------- >< -------- > END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section # - # VOL Initial value of COLIND, Initial value of OUTDGT ac-ft for each possible exit for each possible exit < ------ >< -------- > < --- ><--- >< --- >< --- >< > *** < --- ><--- > END HYDR-INIT END RCHRES SPEC -ACTIONS END SPEC -ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # WDM 2 PREC ENGL 1 DIV PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1 DIV IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd <Name> # <Name> # #<-factor->strg <Name> 4 <Name> tem strg strg*** COPY I OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS -LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <Name> <Name> # #<-factor-> <Name> MASS -LINK 12 PERLND PWATER SURO 0.083333 COPY END MASS -LINK 12 MASS -LINK 13 PERLND PWATER IFWO 0.083333 COPY END MASS -LINK 13 MASS -LINK 15 IMPLND IWATER SURO 0.083333 COPY END MASS -LINK 15 END MASS -LINK END RUN <-Grp> <-Member->*** <Name> # #*** INPUT MEAN INPUT MEAN INPUT MEAN Flow Control Exemption 4/18/2019 11:52:01 AM Page 25 ,Pro ,edeveloped HSPF Message File Flow Control Exemption 4/18/2019 11:52:01 AM Page 26 Mitigated HSPF Message File Flow Control Exemption 4/18/2019 11:52.01 AM Page 27 Disclaimer Legal Notice This program and accompanying documentation are provided 'as -is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright @ by: Clear Creek Solutions, Inc. 2005-2019,- All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com Flow Control Exemption 4/18/2019 11:52:01 AM Page 28 Stormwater Site Plans — Rev, 2 650 Bell St Edmonds APPENDIX C Operation and Maintenance Manual 20190613650 Bell St EdmondsDrainage Repork_Rev 2 June 2019 650 Bell St — Edmonds 4-Unit Multi -family Building Operation and Maintenance Manual Person or Organization Responsible for Maintenance of the On -Site Storm System: Charles Von Goedert 44012 1h Place N Edmonds, WA 98020 Phone: 425-778-6673 The Location Where the Operation and Maintenance Manual is to be Kept: 650 Bell St Edmonds, WA 98020 *Note: The manual and maintenance activity log must be made available to the City of Edmonds for inspection purposes. Description of On -Site Storm System The on -site storm system for the 650 Bell St 4-unit multi -family building project consists of 4-6" storm drain pipe, permeable pavement, three infiltration drywells, and three Type I catch basins, two of which is equipped with a spill control elbow for oil and water separation. Ston-nwater runoff from the proposed multi -family building will be collected in a gutter and downspout system and routed to one of two Type I catch basins located within the driveway north of the building prior to being conveyed to the three infiltration drywells. The drywells are hydraulically connected and also located beneath the northern driveway (the low point of the site). Permeable pavement will be utilized for the northern driveway and all walkways onsite. The southern driveway, which is too steep for permeable pavement to be utilized, will be concrete and stormwater runoff will be collected and conveyed to the infiltration drywells north of the building. Any overflows from the drywells or permeable pavement will be conveyed and discharged to the City's storm system in Bell St. The proposed infiltration drywells, permeable pavement, Type I catch basins, and spill control elbows serve as source control of pollution on the project site. In order to control pollutants, proper maintenance and cleaning of debris, sediments, and oil from stormwater collection and conveyance systems is required per the operation and maintenance recommendations found in Volume 5 Section 4.6 of the Stormwater Manual in addition to the BMPs in Volume IV Section 2.2. See the attached sheets for operation and maintenance requirements pertaining to the project. Contact Information for Stormwater Facility Manufacturers and Installers: Contractor (Installer of On -Site Stormwater Facilities) TBD Civil Engineer (Desiizner of On -site Stormwater Facilities) Ben Iddins, P.E. Davido Consulting Group, Inc 9706 4dAve NE, Suite 300 Seattle, WA 98115 Phone — 206.523.0024 ben@.dcgengr.com Attachments SWMMWW Operation and Maintenance Manual for Infiltration SWMMWW Operation and Maintenance Manual for Catch Basins SWMMWW Operation and Maintenance Manual for Permeable Pavement No. 2 - Infiltration Maintenance Defect Conditions When Maintenance Is Results Expected When Component Needed Maintenance Is Performed General Trash & Debris See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Poisonous/Noxious See "Detention Ponds" (No. 1). See "Detention Ponds" Vegetation (No. 1). Contaminants and See "Detention Ponds" (No. 1). See "Detention Ponds" Pollution (No. 1). Rodent Holes See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1) Storage Area Sediment Water ponding in infiltration pond after Sediment is removed rainfall ceases and appropriate time and/or facility is cleaned allowed for infiltration. Treatment basins so that infiltration system should infiltrate Water Quality Design Storm works according to Volume within 48 hours, and empty within, design. 24 hours after cessation of most rain events. (A percolation test pit or test of facility indicates facility is only working at 90% of its designed capabilities. Test every 2 to 5 years. If two inches or more sediment is present, remove). Filter Bags (if Filled with Sediment and debris fill bag more than 1/2 Filter bag is replaced or applicable) Sediment and full. system is redesigned. Debris Rock Filters Sediment and By visual inspection, little or no water flows Gravel in rock filter is Debris through filter during heavy rain storms. replaced. Side Slopes of Erosion I See "Detention Ponds" (No. 1). See "Detention Ponds" Pond (No. 1). Emergency Tree Growth See "Detention Ponds" (No. 1). See "Detention Ponds" Overflow Spillway (No. 1). and Berms over 4 feet in height. Piping See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Emergency Rock Missing See "Detention Ponds" (No. 1). See "Detention Ponds" Overflow Spillway (N o. 1 ). Erosion See "Detention Ponds" (No. 1). See "Detention Ponds" (No. 1). Pre -settling Facility or sump 6" or designed sediment trap depth of Sediment is removed. Ponds and Vaults filled with Sediment sediment. and/or debris Volume V— Runoff Treatment BMPs — December 2014 4-35 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed General Trash & Trash or debris which is located immediately No Trash or debris located Debris in front of the catch basin opening or is immediately in front of blocking inletting capacity of the basin by catch basin or on grate more than 10%. opening. Trash or debris (in the basin) that exceeds 60 No trash or debris in the percent of the sump depth as measured from catch basin. 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 outlet pipe Inlet and outlet pipes free blocking more than 1/3 of its height. of trash or debris. Dead animals or vegetation that could No dead animals or generate odors that could cause complaints vegetation present within or dangerous gases (e.g., methane). the catch basin. Sediment Sediment (in the basin) that exceeds 60 No sediment in the catch percent of the sump depth as measured from basin 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 6 inches clearance from the sediment surface to the invert of the lowest pipe. Structure Top slab has holes larger than 2 square Top slab is free of holes Damage to inches or cracks wider than 1/4 inch and cracks. Frame and/or Top Slab (Intent is to make sure no material is running into basin). Frame not sifting flush on top slab, i.e., Frame is sifting flush on separation of more than 3/4 inch of the frame the riser rings or top slab from the top slab. Frame not securely and firmly attached. attached Fractures or Maintenance person judges that structure is Basin replaced or repaired Cracks in unsound. to design standards. Basin Walls/ Bottom Grout fillet has separated or cracked wider Pipe is regrouted and than 1/2 inch and longer than 1 foot at the secure at basin wall. 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 safety, Basin replaced or repaired Misalignment function, or design problem. to design standards. Vegetation Vegetation growing across and blocking more No vegetation blocking than 10% of the basin opening. opening to basin. Vegetation growing in inlet/outlet pipe joints No vegetation or root that is more than six inches tall and less than growth present. six inches apart. Contamination See "Detention Ponds" (No. 1). No pollution present. and Pollution Volume V— Runoff Treatment BMPs — December 2014 4-38 No. 5 — Catch Basins Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is performed Catch Basin Cover Not in Cover is missing or only partially in place, Catch basin cover is Cover Place Any open catch basin requires maintenance. closed Locking Mechanism cannot be opened by one Mechanism opens with Mechanism maintenance person with proper tools. Bolts proper tools. Not Working into frame have less than 1/2 inch of thread. Cover Difficult One maintenance person cannot remove lid Cover can be removed by to Remove after applying normal lifting pressure. one maintenance person. (Intent is keep cover from sealing off access to maintenance-) Ladder Ladder Rungs Ladder is unsafe due to missing rungs, not Ladder meets design Unsafe securely attached to basin wall, standards and allows misalignment, rust, cracks, or sharp edges. maintenance person safe access - Metal Grates Grate opening Grate with opening wider than 7/8 inch- Grate opening meets (If Applicable) Unsafe design standards. Trash and Trash and debns that is blocking more than Grate free of trash and Debris 20% of grate surface inletting capacity. debris - Damaged or Grate missing or broken member(s) of the Grate is in place and Missing. g rate. meets design standards. No. 6 — Debris Barriers (e.g., Trash Racks) Maintenance Defect Condition When Maintenance is Results Expected When Components Needed Maintenance is Performed General Trash and Trash or debris that is plugging more Barrier cleared to design flow Debris than 20% of the openings in the barrier. capacity. Metal Damaged/ Bars are bent out of shape more than 3 Bars in place with no bends more Missing inches. than 3/4 inch. Bars. Bars are missing or entire barrier Bars in place according to design. missing. Bars are loose and rust is causing 50% Barrier replaced or repaired to deterioration to any part of barder. design standards. Flnlet/Outlet let/C Debris barrier missing or not attached to Barrier firmly attached to pipe P P, ipe pipe Volume V— Runoff Treatment BMPs — December 2014 4-39 No. 22 - Maintenance Standards and Procedures for Permeable Pavement. Note that the inspection and routine maintenance frequencies listed below are recommended by Ecology, They do not supersede or replace the municipal stormwater permit requirements for inspection frequency required of municipal stormwater permittees for "stormwater treatment and flow control BMPs/facilities." IRecommended Frequency. 1 Component Condition when Maintenance is Needed Action Needed Routine. Inspection I I Maintenan (Standards) (Procedures) Surfarcalwearing Course Permeable Pavements, A, S Runoff from adjacent pervious areas deposits soil, mulch or o Clean deposited soil or other materials from permeable pavement or other adjacent surfacing all sediment on paving . Check if surface elevation of planted area is too high, or slopes towards pavement, and can be regraded (prior to regradIng, protect permeable pavement by covering with temporary plastic and secure covering in place) - Mulch and/or plant all exposed soils that may erode to pavement surface Porous asphalt or A or B None (routine maintenance) Clean surface debris from pavement surface using one or a combination of the following methods: pervious concrete - Remove sediment, debris, trash, vegetation. and other debris deposited onto pavement (rakes and leaf blowers can be used for removing leaves) - Vacuum/sweep permeable paving installation using: • Walk -behind vacuum (sidewalks) • High efficiency regenerative air or vacuum sweeper (roadways, parking lots) • ShopVac or brush brooms (small areas) - Hand held pressure washer or power washer with rotating brushes Follow equipment manufacturer guidelines for when equipment is most effective for cleaning permeable pavement. Dry weather is more effective for some equipment. A. Surface is clogged: - Review the overall performance of the facility (note that small clogged areas may not reduce overall performance of facility) Ponding on surface or water flows off the permeable . Test the surface infiltration rate using ASTM C1701 as a corrective maintenance indicator. Perform we test per installation. pavement surface during a rain event (does not infiltrate) up to 2,500 square feet. Perform an additional test for each additional 2,500 square feet up to 15.000 square feet total. Above 15.000 square feet. add one test for every 10,000 square feet. - It the results indicate an infiltration rate of 10 inches per hour or less, then perform corrective maintenance to restore permeability- To clean clogged pavement surfaces, use one or combination of the following methods: Combined pressure wash and vacuum system calibrated to not dislodge wearing course aggregate - Hand held pressure washer or power washer with rotating brushes Pure vacuum sweepers Note: If the annuallbiannual routine maintenance standard to clean the pavement surface is conducted using equipment from the list above, corrective maintenance may not be needed. A Sediment present at the surface of the pavement - Asserss the overall performance of the pavement system during a rain event. If water runs off the pavement and/or there is poncling then see above. - Determine source of sediment loading and evaluate whether or not the source can be reduced/elimlnated. It the source cannot be addressed, consider increasing frequency of routine cleaning (e.g., twice per year instead of once per year). Summer Moss growth inhibits infiltration or poses slip safety hazard Sidewalks: Use a stiff broom to remove moss in the summer when it is dry Parking lots and roadways: Pressure wash, vacuum sweep, or use a combination of the two for cleaning moss from pavement surface. May require stiff broom or power brush in areas of heavy moss. A Major cracks or trip hazards and concrete spalling and Fill potholes orsmall cracks with patching mixes raveling Large cracks and settlement may require cutting and replacing the pavement section, Replace in -kind where feasible - Replacing porous asphalt with conventional asphalt is acceptable it it is a small percentage of the total facility area and does riot impact the overall facility function, * Take appropriate precautions during pavement repair and replacement efforts to prevent clogging of adjacent porous materials �imcvicyr - Y, - y jz� " IM, y"' P, j � r- i-p- 6.- iw' 'n.j.' 5—In eve-5 ivii-nour swum event wim, a lu-year or greater recurrence interval) Inspection should occur during storm event. Volume V - RunoJJ D-valment BA41'.� - December- 2014 4-40 No. 22 (continued) - Maintenance Standards and Procedures for Permeable Pavement. IRecommended Frequency. Condition when Maintenance is Needed Action Needed Inspection Routl a Component I i Standards) (Procedures) Maintenance Surface/Wearing Course (cont'cq Interlocking concrete A or B None (routine maintenance) Clean pavement surface using one or a combination of the following methods: paver blocks and . Remove sediment, debris, trash, vegetation, and other debris deposited onto pavement (rakes and leaf hlowers can be used aggregate pavers for removing leaves) - Vacuum/sweep permeable paving installation using: • Walk -behind vacuum (sidewalks) • High efficiency regenerative air or vacuum sweeper (roadways, parking lots) • ShopVac or brush brooms (small areas) o Note: Vacuum settings may have to be adjusted to prevent excess uptake of aggregate from paver openings orjoints. Vacuum surface op rings in dry weather to remove dry, encrusted sediment. A b Surface is clogged: - Review the overall performance of the facility (note that small clogged areas may not reduce overall performance of facility) Pending on surface or water flows off the permeable . Test the surface infiltration rate using ASTM C1701 as a corrective maintenance indicator. Perform one test per installation, pavement surface during a rain event (does not infiltrate)] up to 2.500 square feet. Perform an additional test for each additional 2,500 square feet up to 15,000 square feet total. Above 15,000 square feet, add one last for every 10,000 square feet. . If the results indicate an infiltration rate of 10 inches per hour or less, then perform corrective maintenance to restore permeability. - Clogging is usually an issue in the upper 2 to 3 centimeters of aggregate. Remove the upper layer of encrusted sediment, and fines, and/or vegetation from openings and joints between the pavers by mechanical means and/or suction equipment (e.g., pure vacuum sweeper). Replace aggregate in paver cells, joints, or openings per manufacturer's recommendations A Sediment present at the surface of the pavement Assess the overall performance of the pavement system during a rain event. If water runs off the pavement andfor there is then see above. !oncing, Determine source of sediment loading and evaluate whether or not the source can be reducedleliminated. If the source cannot be addressed, consider increasing frequency of routine cleaning (e.g., twice per year instead of once per year). Summer Moss growth inhibits infiltration or poses slip safety hazard Sidewalks: Use a stiff broom to remove moss in the summer when it is dry Parking lots and roadways: Vacuum sweep or stiff broom/power brush for cleaning moss from pavement surface A Paver block missing or damaged Remove individual damaged paver blocks by hand and replace or repair per manufacturer's recommendations A Loss of aggregate material between paver blocks Refill per manufacturer's recommendations for Interlocking paver sections A Settlement of surface May require resetting Open -celled paving A or B None (routine maintenance) - Remove sediment, debris, trash, vegetation, and other debris deposited onto pavement (rakes and [eaf blowers can be used grid with gravel for removing leaves) . Follow equipment manufacturer guidelines for cleaning surface. A b Aggregate is clogged: - Use vacuum truck to remove and replace top course aggregate Ponding on surface or water flows off the permeable - Replace aggregate in paving grid per manufacturer's recommendations pavement surface during a rain event (does not infiltrate)] A Paving grid missing or damaged - Remove pins, pry up grid segments, and replace gravel - Replace grid segments where three or more adjacent rings are broken or damaged . Follow manufacturer guidelines for repairing surface. A Settlement of surface May require resetting A Loss of aggregate material in paving grid --R—epienish aggregate material by spreading gravel with a rake (gravel level should be maintained at the same level as the plastioOngs or no moie thea IM irmh above the top of rings). See manufacturer's recommendations. A Weeds present Manually remove weeds F-1 Presence ofweeds may indicate that too many fines are present (refer to Actions Needed under "Aggregate is dogged" to address this issue) . Frequency: A= Annually; O= Isiannually 11WIce per yearl; renorm inspecuons aner ma)or sEorm evencii ji4-nuca —in, -v—, wim - lu-y— - K-- ---- b Inspection should occur during storm event. Vidume V — RunoJ]'D-eatment BMI's — December 2014 4-61 No. 22 (continued) - Maintenance Standards and Procedures for Permeable Pavement. Reco mended Frequency Component Condition when Maintenance is Needed Action Needed Inspection Routine (Standards) (Procedures) M interiance (contd) Open -celled paving A or B None (routine maintenance) Remove sediment, debris. trash, vegetation, and other debris deposited onto pavement (rakes and leaf blowers can be used grid with grass for removing leaves) Follow equipment manufacturer guidelines for cleaning surface. A b Aggregate is clogged: Rehabilitate per manufacturer's recommendations. Fondling on surface or water flows off the permeable pavement surface during a rain event (does not Infiltrate)] A Paving grid missing or damaged Remove pins, pry up grid segments, and replace grass Replace grid segments where three or more adjacent rings are broken or damaged Follow manufacturer guidelines for repairing surface. A Settlement of surface May require resetting A Poor grass coverage in paving grid Restore growing medium, reseed or plant. aerate, andfor amend vegetated area as needed Traffic leading may be inhibiting graiss growth; reconsider traffic loading if feasible As needed None (routine maintenance) Use a mulch mower to mow grass A None (routine maintenance) Sprinkle a thin layer of compost on top of grass surface (112" top dressing) and sweep it in Do not use fertilizer present Manually remove weeds Mow. torch, or inoculate and replace with preferred vegetation InletalOutletelilolpes Inlet/outlet pipe A Pipe is damaged Repair/replace A Pipe is dogged Remove roots or debris Underdrain pipe Clean pipe as Clean orifice at least Plant roots, sediment or debris reducing capacity of . Jet clean or rotary cut debris/roots from underdrain(s) needed biannually (may underdrain (may cause prolonged drawdown period) . If undercirains are equipped with a flow restriclor (e.g., orifice) to attenuate flows, the orifice must be cleaned regularly need more frequent cleaning during wet season) Raised subsurface Clean pipe as Clean orifice at least Plant roots, sediment or debris reducing capacity of - Jet clean or rotary cut debris/roots from underdrain(s) overflow pipe needed biannually (may underdrain . Ifunderdrains are equipped with allow restrictor (e.g., orifice) to attenuate flows, the orifice must be cleaned regularly need more frequent cleaning during wet season) Outlet structure A. S Sediment, vegetation, or debris reducing capacity of outlet Clear the blockage i structure Identify the source of the blockage and take actions to prevent future blockages . Frequency: A= Annually; B- Biannually (twice per year); 5 - Perform Inspections after ma)or storm events (14-nour storm event with a ilt-year or greater recurrence intervall. b Inspection should occur during storm event. Volume V — Runojj 7realiptent BAO�v — 1)eueniher 2014 4-62 No. 22 (continued) - Maintenance Standards and Procedures for Permeable Pavement, Recommended Frequency. Component Condition when Maintenance is Needed Action Needed Inspection Routine I (Standards) (Procedures) Maintenance friletslOutletslPljoes (contd) Overflow Native soil is exposed or other signs of erosion damage are Repair erosion and stabilize surface I I I present at discharge point Aggregate Storage Reservoir Observation port A, S Water remains in the storage aggregate longer than If im mediate cause of extended poncling is not identified, schedule investigation of subsurface materials or other potential I I I anticipated by design after the end of a storm causes of system failure. Vegetation Adjacent large shrubs As needed Vegetation related fallout clogs or will potentially clog voids Sweep leaf litter and sediment to prevent surface clogging and ponding or trees Prevent large root systems from damaging subsurface structural components Once in May and Vegetation growing beyond facility edge onto sidewalks, Edging and trimming of planted areas to control groundcovers and shrubs from overreaching the sidewalks, paths and street Once in September paths, and street edge edge improves appearance and reduces clogging of permeable pavements by leaf litter, mulch and soil. Leaves, needles, and In fall (October to Accumulation oforganic debris and leaf litter Use leaf blower or vacuum to blow or remove leaves, evergreen needles. and debris (i.e., flowers, blossoms) off of and away organic debris December) after leaf from permeable pavement drop (1-3 times, depending on canopy cover) � Frequency: A= Ann"ally; b= tsiannuatty irwice per yearl; vertorm inspections aner major storm events (Z4-hour storm event with a 10-year or greater recurrence interval). b Inspection should occur during storm event. Volume V — Runufl Treatment BAIPs — December 2014 4-63 Stormwater Site Plans — Rev 2 650 Bell St Edmonds APPENDIX D Declaration of Covenant 20190613650 Bell St Edmonds Drainage Report Rev 2 June 2019 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) BLD20181634 Grantor(s) (Last, First and Middle Initial) Von Goedert, Charles Grantee(s) (Last, First and Middle Initial) City of Edmonds Legal Description (abbreviated form, i.e., lot, plat or section, township, range, quarter/quarter) LOTS 17 AND 18 BLOCK 98 OF THE PLAT OF CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 39 AND 39A, RECORDS OF SNOHOMISH Assessor's Property Tax Parcel/Account Number at the Time of Recording: PARCEL NUMBER 00434209801700 The Auditor/Recorder will rely on the information provided on this form. The staffwill not read the document to verify the accuracy or completeness of the indexing information provided herein. DECLARATION OF COVENANT Private Storruwater Facility WHEREAS, the undersigned Declarant(s) have installed one or more stormwater facilities under Edmonds Community Development Code Chapter 18.30 known as a "low impact development best management practices (LID BMP)" as selected below: M Permeable Pavement D Rain Garden / Bioretention Cell M Drywell Ll Infiltration Trench Ll Gravelless Chamber Ll Other WHEREAS, the City of Edmonds has allowed installation of the LID BMP, subject to the execution and recording of this Declaration of Covenant; NOW, THEREFORE, THE UNDERSIGNED DECLARANT(S), being the owners of the real property ("the Property") located at the following address: 650 Bell Street in the City of Edmonds, Washington, and legally described on Exhibit A attached hereto and incorporated herein by this reference as if set forth in full, hereby covenants and agrees, on behalf of himself/herself/themselves/itself and his/her/their/its successors and assigns, as follows: Declarant(s) warrant that he/she/they are the owners of the property described on Exhibit A and have the authority to impose this covenant on the property and bind all future owners, successors, and assigns of the Declarant(s). The Declarant(s), future owners, successors, and assigns of the Declarant(s) shall be referred to collectively as "Owners." 2. The Owners of the Property agree that the Property contains one or more stormwater management facilities referred to as an "LID BMP," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the impervious or non-native pervious surfaces on the property. "Low impact development" means development conducted in a way that seeks to minimize or completely prevent alterations to the natural hydrology of the site. Low impact development includes site planning and design to reduce alterations of natural soil and vegetation cover, minimize impervious surfaces, and specific practices that help to replicate natural hydrology such as permeable pavements, green roofs, soil amendments, bioretention systems, and dispersion of runoff. The Owners shall maintain the size, placement, and design of the LID BMP as depicted on the approved site plan, Exhibit B, and design details shall be maintained and may not be changed without written approval either from the Engineering Division of the City of Edmonds or through a future development pen -nit from the City of Edmonds. Chemical fertilizers and pesticides shall not be used where LID BMP is located. All costs of maintenance and repair shall be the sole responsibility of the Owners. 4. The Owners 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 BMPs so they function as designed on a year-round basis. 5. The City of Edmonds is hereby granted by the Owners the right, but not the obligation, to enter upon the Property described on Exhibit A at all reasonable times for the purpose of inspecting the private stormwater LID BMP facility. If, as the result of any such inspection, the City of Edmonds determines that the LID BMP is in disrepair, requires maintenance or repair, or is otherwise not functioning as provided in the BMP site plan, the City Engineer or his designee shall have the right, but not the obligation, to order the Owners to maintain or repair the same. 6. If the City of Edmonds determines that the LID BMP requires maintenance or repair pursuant to Section 5, the City of Edmonds shall provide notice to the Owners of the deadline within which such maintenance or repair must be completed. Said notice may further advise that, should the violator fail to perform required maintenance or make repairs within the established deadline, the work may be done by the city or a contractor designated by the City Engineer and the expense thereof shall be charged to the Owners. The City's officers, agents, employees, and contractors shall have the right, which is hereby granted by the Owners, to enter upon the Property described on Exhibit A in order to perform such work. The Owners shall bear the cost of all work performed. 7. The Owners shall indemnify, defend and hold harmless the City of Edmonds, its officers, offlcials, employees and agents from any and all claims, demands, suits, penalties, losses, damages, judgments, attorneys' fees and/or costs of any kind whatsoever, arising out of or in any way resulting from the approval of the LID BMP(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 BMP(s). 8. This covenant shall run with the land and be binding, upon the Owners. Dated: DECLARANT(S): (Signature) (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 {Declarant(s)) to me known to be the individual, or individuals described in and who executed the within and foregoing instrument, and acknowledged that he/she/they signed the same as his/her/their free and voluntary act and deed, for the uses and purposes therein mentioned. SUBSCRIBED AND SWORN before me this day of (Signature) 201_ (Name legibly printed or stamped) Notary Pub] ic in and for the State of Washington. Residing at: My commission expires Exhibit A Legal description LOTS 17 AND 18 BLOCK 98 OF THE PLAT OF CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 2 OF PLATS, PAGES 39 AND 39A, RECORDS OF SNOHOMISH COUNTY AUDITOR. PARCEL No. 00434209801700 ADDUSS: 650 BELL STREET, EDMONDS, WASHINGTON 98020 GRAVEL DRYWELL (TYP) (3) @ 5'0 x 6.25' D L PERMEABLE PAVERS (TYP) 1,043 SF TOTAL BUILDING c BUIL I :DING D L 11 1 11 '1 H I H I I H -bill 20 0 2D 40 EXHIBIT B - SITE PLAN SCALE IN FEET 650 BELL ST TI, Lu H Stormwater Site Plans — Rev 2 650 Bell St Edmonds APPENDIX E Conveyance Calculations 20190613 650 Bell St Edmonds Drainage Report_Rev 2 June 2019 RATIONAL METHOD for Conveyance Facility Sizing Project: 650 Bell St Edmonds Description: Rational method for SID pipe sizing Design Storm: 100 yr Where: Q = peak flow (cfs) C = estimated composite runoff coefficient Composite Runoff Coefficient Cc = (Cl*Al+C2*A2 ... )/At Where: Cc = composite runoff coefficient C9 = runoff coefficient for Area # C # Description I OnsdetNew Impervious Surface 2 Onsite/New Pervious Surface Cc= 0.90 (total C#*A#)/(total area) I = peak rainfall intensity (inches/hour) A = drainage subbasin area (acres) A# area of land cover (acres) At total area (acres) Area Area (so (acres) C A*C 5,073 0.12 0.90 0.10 0 0.00 0.25 0.00 Totals: 0.12 0.10 Time of Concentration Travel Upper Lower Slope Time Seg. # Description of Flow Path Segment Length (ft) kr Elev Elev (ft/ft) (minutes) 1 Paved Area (sheet flow) and shallow gutter flow 200 20 475 466 0.045 0.79 Totals: 200 0.8 Unity Peak Intensity Factor ir = ar*Tcl-br where: Tc = time of concentration (minutes) ar and br = coefficients from Table 3.2. 1. B Tc = 6.30 minutes (from table above or 6.3 minimum or 100 max) ar = 2-61 (from Table 3.2. 1. B) br = 0.63 (from Table 3.2. 1.13) ir= 0.82 Peak Rainfall Intensity Ir = Pr*ir where: Ir = peak rainfall intensity (inches/hour) Pr = total 24-hour precipitation for design return period (inches/24 hours) ir = unit peak rainfall intensity factor Pr= 4 precipitation (inches) ir = 0-82 unit peak intensity factor (from above) Ir= 3.27 inches/hour Peak Runoff Rate Q = C*Ir*A C = 0.90 Cc (unitless) from above Ir= 127 Ir (inchesthour) from above A 0.12 total area (acres) from above Q 0.343 cfs I Pipe Capacity Calculations (Manning's Equation) Full Flow (d/D = 0,90) Wetted Per. Hyd. Manning's Slope Velocity Description ID (inches) Area (sJ (ft) Radius (ft) n (fult) (ft1s) 6" for Entire site 6 0,196349541 1,570796327 0.125 0.013 0,02 4�05 12/14/2013 Pipe Capacity Req'd Flow (cfs) (cfs) 0796 0.343 Capacity CK Storm Drain Pipe Sizing_Rational Method_Bl Calculations DCG, Inc. Page 1 of 1 Stormwater Site Plans — Rev 2 650 Bell St Edmonds June 2019 APPENDIX F King County Site Improvement Bond Quantity Worksheet 20190613 650 Bell St EdmondsDrainage Repoq_Rev 2 Site Improvement Bond Quantity Worksheet S15 Web date: 04/03/2015 11-0111 LN King County Department of Permitting & Environmental Review 35030 SE Douglas Street, Suite 210 Snoqualmie, Washington 98065-9266 For alternate formats, call 206-296-6600. 206-296-6600 M Relay 711 Project Name: 650 Bell St Edmonds Date: 4/18/2019 Location: 650 Bell St Edmonds Clearing greater than or equal to 5,000 board feet of timber? yes If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 KC BQ Worksheet-Complete X no Project No.: Activity No.: BLD20181634 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. Unit prices updated: 3/2/2015 Version: 3/2/2015 Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet S15 Web date: 04/03/2015 Reference # Unit Price Unit Quantl # of Applications Cost EROSION/SEDIMENT CONTROL Number Backfill & compaction -embankment ESC-1 $ 6�00 CY Check dams, 4" minus rock ESC-2 SVVDM 5.4.6.3 $ 80.OD Each Crushed surfacing 1 1/4" minus ESC-3 WSDOT 9-03.9(3) $ 95.00 CY Ditching ESC-4 $ 9.00 CY Excavation -bulk ESC-5 $ 2.00 CY Fence, silt ESC-6 SVVDM 5.4.3.1 $ 1.50 LF 275 1 $ 412.50 Fence, Temporary (NGPE) ESC-7 $ 1.50 LF 50 1 $ 75.00 Hydroseeding ESC-8 SVVDM 5.4.2.4 $ 0.80 SY Jute Mesh ESC-9 SVVDM 5.4.2.2 $ 3.50 SY $ - Mulch, by hand, straw, 3" deep ESC-10 SVVDM 5.4.2.1 $ 2.50 SY $ Mulch, by machine, straw, 2" deep ESC-1 I SWDM 5.4.2.1 $ 2.00 SY $ Piping, temporary, CPP, 6" ESC-12 $ 12.00 LF $ Piping, temporary, CPP, 8" ESC-13 $ 14.00 LF $ - Piping, temporary, CPP, 12" ESC-14 $ 18.00 LF $ - Plastic covering, 6mm thick, sandbagged ESC-16 SVVDM 5.4.2.3 $ 4.00 SY $ - Rip Rap, machine placed, slopes ESC-16 VVSDOT 9-13.1(2) $ 45.00 CY $ - Rock Construction Entrance, 50'xl5'xl' ESC-17 SVVDM 5.4.4.1 $ 1,800.00 Each 1 1 $ 1,800.00 Rock Construction Entrance, 100'xl5'xl' ESC-18 SVVDM 5.4.4.1 $ 3,200.00 Each Sediment pond riser assembly ESC-19 SVVDM 5.4.5.2 $ 2,2bb.00 Each $ - Sediment trap, 5' high berm ESC-20 SVVDM 5.4.5.1 $ 19.00 LF $ Sed. trap, 5' high, riprapped spillway berm section ESC-21 SVVDM 5.4.5.1 $ 70.00 LF $ Seeding, by hand Sodding, 1'' deep. level ground ESC-22 SVVDM 5.4.2.4 $ 1.00 SY $ ESC-23 SVVDM 5.4.2.5 $ 8.00 SY $ Sodding, 1'' deep, sloped ground ESC-24 SVVDM 5.4.2.5 $ 10.00 SY $ - TESC Supervisor IESC-25 $ 110.00 HR 40 1 $ 4,400,00 VVater truck, dust control JESC-26 SVVDM 5.4.7 $ 140.00 HR $ - WRITE -IN -ITEMS (sqqpgge_9j Inlet Protection $ 74-00 Each 51 3701 ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESC TOTAL: COLUMN: Page 2 of 9 KC BQ Worksheet_Complete $ 7,057.50 $ 2,117.25 $ 9,174.75 A Unit prices updated: 3/2/2015 Version: 3/2/2015 Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date 04/03/2015 Existing Right -of -Way Future Public Right of Way & Drainage Facilities Private Improvements Unit Price Unit Q,,nt7 Cost - Quant. Cost Cost - GENERAL ITEMS No. Backtill & Compaction- embankment GI-1 $ 6.00 CY Backtill & Compaction- trench GI-2 $ 9.00 CY 20 180.00 392 3,528.00 Clear/Remove Brush, by hand GI-3 $ 1.00 SY ClearingiGrubbing/Tree Removal GI-4 $ 10,000.00 Acre 0.2 2,000.00 Excavation - bulk GI - 5 $ 2.00 CY 150 300.00 Excavation - Trench 61-6 $ 5.00 CY 20 100.00 200 1,000.00 Fencing, cedar, 6'high G1 - 7 $ 20.00 LF Fencing, chain link, vinyl coated, 6' high GI - 8 1 $ 20.00 LF Fencing, chain link, gate, vinyl coated, 20' G1 - 9 1 $ 1,400.00 Each Fencing, split rail, 3' high GI - 10 $ 15.00 LF Fill & compact - common barrow G1 - 11 $ 25.00 CY Fill & compact - gravel base GI - 12 $ 27.00 CY Fill & compact - screened topsoil GI - 13 $ 39.00 CY Gabion, 12" deep, stone filled mesh GI - 14 $ 65.00 SY Gabion, 18" deep, stone filled mesh GI - 151 $ 90.00 SY Gabion, 36" deep, stone filled mesh GI - 16 $ 150.00 SY Grading, fine, by hand G1 - 17 $ 2.50 SY Grading, fine, with grader GI - 18 $ 2.00 SY 500 1,000.00 Monuments, Tlong GI - 19 $ 250.00 Each Sensitive Areas Sign GI - 20. $ 7.00 Each Sodding, 1" deep, sloped ground Gl - 21 $ 8.00 SY Surveying, line & grade G1 - 22 $ 850.00 Day Surveying, lot location/lines G1 - 23 $ 1,800.00 Acre Traffic control crew ( 2 flaggers G1 - 24 $ 120.00 HR 40 4,800.00 Trail, 4" chipped wood G1 - 25 $ 8.00 SY Trail, 4" crushed cinder GI - 26 $ 9.00 SY Trail, 4" top course G1 - 27 $ 12.00 SY Wall, retaining, concrete IGI-28, $ 55.00 , SF 291 1,595.00 lWall, rockery I GI - 291 $ 15.00 1 SF I Page 3 of 9 SUBTOTAL 5.080.00 9,423.00 Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Worksheet-Complete Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Existing Right-of-way Future Public Right of Way k u i & Dra I na e Facilities Private Improvements Unit Price Unit Quant. Cost Quant. F Cost ROADIMPROVEMENT No. AC Grinding, 4'wide machine < 1000sy Rl- 1 $ 30.00 SY AC Grinding, 4'wide machine 1000-2000E RI - 2 $ 16.00 SY AC Grinding, 4'wide machine > 2000sy RI - 3 $ 10.00 SY AC Removal/Disposal RI-4 $ 35.00 SY 45 1,575.00 Barricade, type III ( Permanent RI-6 1 $ 56.00 LF Curb & Gutter, rolled RI-7 $ 17.00 LF Curb & Gutter, vertical RI - 8 $ 12.50 LF 60 750.00 Curb and Gutter, demolition and disposal RI - 9 $ 18.00 LF 60 1,080.00 Curb, extruded asphalt Rl- 10 $ 5.50 LF Curb, extruded concrete Rl- 11 , $ 7.00 LF Sawcut, asphalt, 3" depth Rl- 121 $ 1.85 LF 1 197 364.45 Sawcut, concrete, per 1" depth RI - 131 $ 3.00 LF Sealant, asphalt RI - 14 $ 2.00 LF Shoulder, AC, ( see AC road unit price RI - 15 $ - SY Shoulder, gravel, 4" thick RI - 16 $ 15.00 SY Sidewalk, 4" thick RI - 17 S 38.00 SY 28 1,064.00 Sidewalk, 4" thick, demolition and disposal Rl - 18 $ 32.00 SY 67 2,144.00 Sidewalk, 5" thick RI - 191 $ 41.00 SY Sidewalk, 5" thick, demolition and disposal RI - 201 $ 40.00 SY Sign, handicap Rl - 21 $ 85.00 Each Striping, per stall RI - 22 $ 7.00 Each Striping, thermoplastic, ( for crosswalk ) RI - 23 $ 3.00 SF IStriping, 4" reflectorized line RI - 24 $ 0.50 LF 4491 224.501 Page 4 of 9 SUBTOTAL 6.977.45 224.50 Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Worksheet—Complete Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date: 04103/2015 Existing Right-of-way Future Public Right of Way & Drainag Facilities Private Improvements Unit Price Unit Quant. Cost Quant. Cost Quant. Cost ROAD SURFACING No. (4" Rock 2.5 base & 1.5" top course) 9 1/2" Rock= 8" base & 1.5" top course) Additional 2.5" Crushed Surfacing RS - 1 $ 3.60 SY HMA 1/2" Overlay, 1.5" RS - 2 $ 14.00 SY HMA 1/2" Overlay 2" RS - 3 $ 18.00 SY HMA Road, 2", 4" rock. First 2500 SY RS - 4 $ 28.00 SY HMA Road, 2", 4" rock, Qty. over 2500 SY RS - 5, $- 21.00 SY HMA Road, 3", 9 1/2" Rock, First 2500 S� RS - 61 $ 42.00 SY HMA Road, 3", 9 1/2" Rock, Qty Over 250 RS - 71 $ 35.00 SY Not Used RS - 81 Not Used IRS - 9 HMA Road, 6" Depth, First 2500 SY RS - 10 $ 33.10 SY 55 1,820.50 HMA Road, 6" Depth. Qty. Over 2500 SY RS - 11 $ 30.00 SY HMA 3/4" or 1", 4" Depth RS - 12 $ 20.00 SY Gravel Road, 4" rock, First 2500 SY RS - 13 $ 15.00 SY Gravel Road, 4" rock, Qty. over 2500 SY IRS - 141 $ 10.00 SY PCC Road (Add Under Write -Ins w/DesigjRS - 151 IThickened Edge IRS - 171 $ 8.60 LF Page 5 of 9 SUBTOTAL 1,820.50 Unit prices updated, 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Worksheet_Complete Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Existing Right-of-way Future Public Right of Way & Drainage Facilities Private Improvements Unit Price Unit Cost Quant. I Cost Quant. Cost 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 - I $ 21.00 SY Bollards - fixed D - 2 $ 240.74 Each Bollards - removable D - 3 $ 452.34 Each . (CBs include frame and lid) CB Type I D-4 $ 1,500.00 Each 1 1,500.00 3 4,500.00 CB Type IL D - 5 $ 1,750.00 Each CB Type 11, 48" diameter D-6 $ 2,300.00 Each for additional depth over 4' D-7 $ 480.00 FT CB Type 11, 54" diameter D - 8 $ 2,500.00 Each — for additional depth over 4' D - 9 $ 495.00 FT CB Type 11, 60" diameter D - 10 $ 2,800.00 Each — for additional depth over 4' D - 11 $ 600.00 FT CB Type 11, 72" diameter D - 12 $ 3,600.00 Each for additional depth over 4' D - 13 $ 850.00 FT Through -curb Inlet Framework (Add) D - 14 $ 400.00 Each Cleanout, PVC, 4" D - 15 $ 150.00 Each Cleanout, PVC, 6" D - 16 $ 170.00 Each 10 1,700.00 Cleanout, PVC, 8" D- 17 $ 200.00 Each Culvert, PVC, 4" D- 18 $ 10.00 LF Culvert, PVC, 6" D - 19 $ 13.00 LF 41 533.00 331 4,303.00 Culvert, PVC, 8" D-20 $ 15.00 LF Culvert, PVC, 12" D - 21 $ 23.00 LF Culvert, CMP, 8" D - 22 $ 19.00 LF Culvert, CMP, 12" D - 23 $ 29.00 LF Culvert, CMP, 15" D - 24 $ 35.00 LF Culvert, CMP, 18" D - 25 $ 41.00 LF Culvert, CMP, 24" D - 26 $ 56.00 LF Culvert, CMP, 30" D - 27 $ 78.00 LF Culvert, CMP, 36" D - 28 $ 130.00 LF Culvert, CMP, 48" D - 29 $ 190.00 LF Culvert, CMP, 60" 1 D - 30 $ 270.00 1 LF lCulvert, CMP, 72" 1 D - 31 $ 350.00 1 LF Page 6 of 9 SUBTOTAL 033.00 10,503.00 Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Works heet—C omplete Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 DRAINAGE CONTINUED Existing Right-of-way Future Public Right of Way & Drainage Facilities Private Improvements No. Unit Price Unit Quant. Cost QTnt, F Cost Quant. Cost Culvert, Concrete, 8" D-32 $ 25.00 LF Culvert, Concrete, 12" D - 33 $ 36.00 LF Culvert, Concrete, 15" D - 34 $ 42.00 LF Culvert, Concrete, 18" D - 35 $ 48.00 LF Culvert, Concrete, 24" D - 36 $ 78.00 LF Culvert, Concrete, 30" D - 37 $ 125.00 LF Culvert, Concrete, 36" D - 38 $ 150.00 LF Culvert, Concrete, 42" D - 39 $ 175.00 LF Culvert, Concrete, 48" D - 40 $ 205.00 LF Culvert, CPP, 6" D - 41 $ 14.00 LF Culvert, CPP, 8" D - 42 $ 16.00 LF Culvert, CPP, 12" D - 43 $ 24.00 LF Culvert, CPP, 15" D - 441 $ 35.00 LF Culvert, CPP, 18" D - 45 $ 41.00 LF Culvert, CPP, 24" D - 46 $ 56.00 LF Culvert, CPP, 30" D-47 $ 78.00 LF Culvert, CPP, 36" D-48 $ 130.00 LF Ditching D-49 $ 9.50 CY Flow Dispersal Trench (1,436 base+) D-50 1 $ 28.00 LF French Drain (3' depth� D - 51 $ 26.00 LF 48 1248 Geotextile, laid in trench, polypropylene D - 52 $ 3-00 SY 38 114 Mid -tank Access Riser, 48" dia, 6'deep D - 54 $ 2,000.00 Each Pond Overflow Spillway D - 55 $ 16-00 SY Restrictor/Oil Separator, 12" D - 56 $ 1,150.00 Each Restrictor/Oil Separator, 15" D - 57 $ 1,350-00 Each Restrictor/Oii Separator, 18" D - 58 $ 1,700.00 Each Riprap, placed D - 59 $ 42.00 CY Tank End Reducer (36" diameter) D - 60 $ 1,200.00 Each Trash Rack, 12" D - 61 $ 350.00 Each Tfash Rack, 15" D - 62 $ 4,10.00 Each Trash Rack, 18" D - 63 $ 480.00 Each ITrash Rack, 21 " I D - 64 $ 550.00 Each Page 7 of 9 SUBTOTAL 1362 Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC 80 Works heet—C omp lete Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Existing Right-of-way Future Public Right of Way & Drainag Facilities Private Improvements Unit Price Unit Quant. F—Price - Quant.. Cost Quant. Cost PARKING LOT SURFACING Not To Be Used For Roads Or Shoulders NO. 2" AC, 2" top course rock & 4" borrow PL - 1 $ 21.00 SY NA NA 2" AC, 1.5" top course & 2.5" base cours PL-2 $ 28.00 SY NA NA 4" select borrow PL-3 $ 5.00 SY NA NA 1.5" top course rock & 2.5" base course PL-4 $ 14.00 SY NA NA UTILITY POLES & STREET LIGHTING Utility pole relocation costs must be accompanied by Franchise Utility's Cost Estimate Utility Pole(s) Relocation Lump Sum Street Light Poles w/Luminaires UP-2 $ 7,500.00 Each WRITE -IN -ITEMS (Such as detention/water quality vaults.) No. Washed Rock, 1.5-1.75" wi - 1 $ 5.00 CY 368 1,840.00 Pervious Pavers WI - 2 $ 120.00 SY 56 6,720.00 Remove OHP, Install UGP WI - 3 $ 5,000.00 LS 1 5000 5,000.00 New 1 " Water Service/Meter/Connection WI-4 $ 1,500.00 LS 4 6000 New Gas Services/Connection Wl - 5 $ 3,000.00 LS 1 3000 6" Concrete Driveway WI-6 $ 65.00 SY 27 1755 79 5,135.00 CODCrete Stairs Wl - 7 $ 50.00 SY 22 1,100.00 WI - 8 wi - 9 wl - 10 SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30% CONTINGENCY & MOBILIZATION: GRANDTOTAL: COLUMN: Page 8 of 9 15,755.00 31,665.95 9,499.79 41,165.74 41,307.50 12,392.25 53,699.75 D Unit prices updated: 03/02/2015 *KCC 27A authorizes only one bond reduction. Version: 03/02/2015 KC BQ Works heet—C omplete Report Date: 4/18/2019 Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Original bond computations prepared by: Name: Ben Iddins, PE Date: 4/18/2019 PE Registration Number: 54904 Tel. #: 206-523-0024 Firm Name: Davido Consulting Group, Inc. Address: 9706 4th Ave NE Suite 300, Seattle, WA 98115 Project No: BLD20181634 Stabilization/Erosion Sediment Control (ESC) Existing Right -of -Way Improvements Future Public Right of Way & Drainage Facilities Private Improvements Calculated Quantity Completed Total Right -of Way and/or Site Restoration Bond*/** (First $7,500 of bond* shall be 'ash.) Performance Bond* Amount (A+B+C+D) = TOTAL Maintenance/Defect Bond* Total NAME OF PERSON PREPARING BOND* REDUCTION: (A) $ FINANCIAL GUARANTEE REQUIREMENTS PERFORMANCE BOND* MINIMUM BOND* AMOUNT PUBLIC ROAD & DRAINAGE AMOUNT REQUIRED FOR RECORDING OR MAINTENANCE/DEFECT BOND* TEMPORARY OCCUPANCY AT 9,174.8 SUBSTANTIAL COMPLETION *** (B) $ 41,165.7_ (C) P $ 53,699.8 (A+B) $ 50,340.5_ (T) $ 104,040.2 Minimum is $2000. x 0.30 $ 31,212.1 Minimum is $2000. Date: (B+C) x 0.25 = $ 10,291.4 Minimum is $2000. NOTE: The word "bond" as used in this document means a 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. REQUIRED BOND* AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY Page 9 of 9 Unit prices updated: 03/02/2015 Check out the DDES Web site at www.kinqcounty.goylpermits Version: 03/02/2015 KC BO Worksheet—Complete Report Date: 4/18/2019 4 1 STRUCTURAL CALWLATIONS PROJECT 6SO Bell St Townhomes 650 Bell St Edmonds, WA 98020 SCOPE Temporary shoring for foundation construction at a new townhome construction project �4 to] NO 11*11TTIT4 I Eel 1.1 Kyle Trew Pearson Drilling 5810 152nd St NE Marysville, WA 98271 STRUCTURAL ENGINEER Kulshan Engineering 2701 23rd Ave S Seattle, WA 98144 P, -1 ov 56443 0 N A L R E-NI t 5 E 0 N AUG 16 2019 BUILDING DEPARTMENT CITY OF EDMONDS '&E> Skol qu-01C)q It '--Tt T AlSo V�-� c� re>wo = c3bT-' E k-&,r Tlzo v;,F v---r-r Li Njr� L 6� FL L4sE, 1-4 E5' i Cl-AT C.," TO�' OF WOM-t- HA-Yt 'PI Hc 4' FZ L. ( H KULSHAN ENGINEERING 2701 23rd Ave S Seat0e, WA 98144 (206) 450-0404 e-F-IT-EP-1A Frtov.4 F' , :5s7- pe-F ( 'P, 4 5- (C.'i = 4 so) pp 1; 00 r-LF -Ni? -or.) 141 sLcrof- - N C, A F�t—p, srA"t'ict = ft-;� ?00 V-- f5c.)OU X. f:�:X L-00 LS �-f. = 1, 1 1 � 0, e—j �9oo I Fvz /t�o VO, -- -S *+e,4 LZ MPI-- liqlle4v-6- tocl> imu-L sr s N-orj&jq H = 0�' 45C-r1- 1.11 � �, A - — i o4i c i z_^-tj z W I Z �. 4 5-- < z <_—+, , ;"5 1 x O-L, 5757-9. V--r-r �_I+S' wt-'0c,9- T>OC —SOS - - - -A-7 to ii:r� 4, S'sf, vu, I Z_ Y- "t�p' PIC, L4 Q -RC>E KULSHAN ENGINEERING 4,s"z> 2701 23rd Ave S Seattle, WA 98144 (206) 450-0404 Project Name/Number: 650 bell st - Use menu item Settings > Printing & Title Block Title P3-P1 I Page : 1 to set these five lines of information Dsgnr: BTB Date: 15 AUG 2019 for your program. Description.... H = 8'-0" This Wall in File: C:\Users\birdb\KulshanENG\Projects\650 Bell St Townhomes\Calculations\650 bell st RetainPro (c) 1987-2019, Build 11.19.07.30 License: KW-06061264 Soldier Pile Retaining Wall Code: IBC 2015ACI 318-14,ACI 530-13 License To: BENAJAMIN BIRD Summary Wall height (retained height), ft 8.00 Backfill slope 45.00 Soil Density, pcf 115.00 Soil Phi angle 30.00 Ka (horizontal) 0.50 Surcharge, psf 0 Allow. Passive, psf I ft. depth 300 Apply S.F. to Passive 1.0 Pile Spacing, ft 8.0 Drilled Diameter, in. 30.00 Multiplier to Passive Wedge 2.0 Required Embedment, ft 12.46 Embedment Used, ft 13.00 Moment in Pile Max, ft-lbs 82,553 Max. Mom. Factored 1.6, LRFD 132,085 Soldier Beam Selection W12x45 Selected option to drill hole, insert soldier beam, and encase beam in lean concrete. Project Name/Number: 650 bell st Use mequ item Settings > Printing & Title Block Title P3-P1 1 Page : 1 to set these five lines of information Dsgnr: BTB Date: 15 AUG 2019 for your program. Description.... H = 81-01, This Wall in File: C:\Users\birdb\KulshanEN Bell St Townhomes\Calculations\650 bell st R9ta!nPrO(CJ1987-ZU19, BUM11.19.U7.3U License: KW-06061264 Soldier Pile Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: BENAJAMIN BIRD we] A V A 4.43 V A 8.03 -.V----. V A 1 12.67 Project Name/Number: 650 bell st Use mequ item Settings > Printing & Title Block Title P2 Page : 1 to set these five lines of information Dsgnr: BTB Date: 15 AUG-2019 for your program. Description.... H = 6'-0" This Wall in File: C:\Users\birdb\KulshanENG\Projects\650 Bell St Townhomes\Calculations\650 bell st RetainPro (c) 1987-2019, Build 11.19.07.30 License: KW-06061264 Soldier Pile Retaining Wall Code: IBC 2018,AISC 360-16 License To: BENAJAMIN BIRD Summary Wall height (retained height), ft 6.00 Backfill slope 45.00 Soil Density, pcf 115.00 Soil Phi angle 30.00 Ka (horizontal) 0.50 Surcharge, psf 0 Allow. Passive, psf I ft. depth 300 Apply S.F. to Passive 1.0 Pile Spacing, ft 8.0 Drilled Diameter, in. 30.00 Multiplier to Passive Wedge 2.0 Required Embedment, ft 9.35 Embedment Used, ft 10.00 Moment in Pile Max, ft-lbs 34,827 Max. Mom. Factored 1.6, LRFD 55,723 Soldier Beam Selection W12x45 Thumbnail Selected option to drill hole, insert soldier beam, and encase beam in lean concrete. Use merju item Settings > Printing & Titie Block to set these five lines of information for your program. Project Name/Number: 650 bell st Title P2 Dsgnr: BTB Description.... H = 6'-0" Page : 1 Date: 15 AUG 2019 This Wall in File: C:\Users\birdb\KulshanENG\Projects\650 Bell St Town hornes\Calculati on s\650 bell st Reta!nPro(c)1987-2019, Build 11.19.07.30 License: KW-06061264 Soldier Pile Retaining Wall Code: IBC 2018,AISC 360-16 License To: BENAJAMIN BIRD 9-M V ; 3.32 ! 6.02 P a AL Z,280 2.00 V Project Name/Number : 650 bell st ,Use menju item Settings > Printing & Title Block Title PI Page: I to set these five lines of infon-nation Dsgnr: BTB Date: 15 AUG 2019 for your program. Description.... H = 4'-0" This Wall in File: C:\Users\birdb\KulshanENG\Projects\650 Bell St Townhomes\Calculations\650 bell st -RetainPro (c) 1987-2019, Build 11. 19.07.30 License � KW-OW61264 Soldier Pile Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: BENAJAMIN BIRD Summary Wall height (retained height), ft 4.00 Backfill slope 45.00 Soil Density, pcf 115.00 Soil Phi angle 30.00 Ka (horizontal) 0.50 Surcharge, psf 0 Allow. Passive, psf ft. depth 300 Apply S.F. to Passive 1.0 Thumbnail Pile Spacing, ft 8.0 Drilled Diameter, in. 30.00 Multiplier to Passive Wedge 2.0 Required Embedment, ft 6.23 Embedment Used, ft 10.00 Moment in Pile Max, ft-lbs 10,319 Max. Mom. Factored 1.6, LRFD 16,511 Soldier Beam Selection W12x45 Selected option to drill hole, insert soldier beam, and encase beam in lean concrete. Project Name/Number: 650 bell st -Use rmerpi item Settings > Printing & Title Block Title P1 Page : 1 to set these five lines of information Dsgnr: BTB Date: 15 AUG 2019 for your program. Description.... H = 4'-0" This Wall in File: C:\Users\birdb\KulshanENG\Projects\650 Bell St Townhomes\Calculations\650 bell st RetainPro (c) 1987-2019, Build 11.19.07.30 License: KW_06M1264 Soldier Pile Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: BENAJAMIN BIRD 4.00 A A v 2.22 4.02 1.33 ____T . I) of ED-Afo SPECIAL INSPECTION AND TESTING AGREEMENT '04+ A. , 'c Permit #: Vons Bell St 4 plex Gradine Permit - SOILS Project: BLD2019-0904 Prior to issuance of a permit, thisform must be completed in its entirely and returned to Ike Cityfor approval. Tke completedform must kave signatures of acknowledgment by allpardes. DUTIES AND RESPONSIBILITIES Special InspSggon Firm and Special Inspectors: The Special Inspection firm of V1 C— will perform special inspection for the following types of work (separate forms must be submitted if more than one firm is to be employed): Reinforced Concrete Bolting in Concrete Prcstressed Concrete Shotcrete Structural Masonry Structural Steel/Welding High Strength Bolting Spray applied Fireproofing Smoke Control Systems Lateral Wood Structural Observation by design professional _.&_Grading/SoiWShoring/Drainage Steel Floor and Roof Decks —Other- All individual inspectors to be employed on this project will be WABO certified for the type of work they are to inspect. If inspection is for work that is not covered by the WABO categories, or the inspector is not WABO certified, a detailed resume of the inspector and firm must be submitted. The resume must show that the inspector and the firm are qualified by education and experience to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection, unless they have been approved by the City. Inspection records shall include: A daily record to be maintained on site, itemizing the inspections performed. Any nonconforming work shall be brought to the immediate attention of the contractor for resolution. A weekly report shall be submitted to the City; detailing the inspections and testing performed, listing any nonconforming work and resolution of nonconforming items. A final report shall be submitted to the building department prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans, specifications and approved revisions or addenda. Any unresolved discrepancies must be detailed in the final report. \W-DMSVR4)E-PTFSV%mft\SHMF,\BUILDING DIVJSION FILES%SpccW ftmpeaiow\Sp=W hnpwion RcpoM\Spcchd hopection LNxvnwnt%\S1 Vow Beff St Soils.docV23/2019 Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plan and specifications must be made available, at the jobsite for the use of the special inspector and the City inspector. The contractor shall maintain all daily inspection reports, on site, for review by all parties. The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approval is given by the City inspector, Building Deggirtment: 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. Deskrn Profemionals:, Thc architect and/or engineer will clearly indicate on the plans and specifications the specific types of special inspection required and shall include a schedule for inspection and testing. The architect and/or engineer will coordinate their revision and addenda process in such a way as to ensure that all required City approvals are obtained, prior to work shown on the revisions being performed in the field. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. 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. 7 Owner-, k1fli a, C, tjc-1 Signature 6XV1, Date Contractorr j�14 r Signature ate: 7 ArchJEn Signature Date: Special Insp. 7h -[A- M(CIAAa� K4e_ -Signature Date: Special Insp. Agency PAn 6';0 11 vic . ACCEPTED FOR THE CITY OF EDMONDS BUILDING DIVISION By: — vj�� Date: I �\EDMSVR-DE"FSOxmir4\SHARMUILDING DMSION FU.ES\SpccW ImpeamOpccial Inspwion Rcports\SpccW lnspmwn DoctmxTAASI Vom Bell St Sads,doc7/23/2019 GENERAL SHORING NOTES (THE FOLLOWING APPLY UNLESS NOTED OTHERWISE ON THE PLANS) CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBQ 2015 EDITION. 2. SOILS REPORT REFERENCE: 17-081 PREPARED BY PANGEO, INC. ON APRIL 21, 2017, AND THE ASSOCIATED ADDENDUM DATED FEBRUARY 22, 2018; 5. THE SOIL PRESSURES INDICATED ON THE SOIL PRESSURE DIAGRAM WERE USED FOR DESIGN, IN ADDITION TO THE DEAD AND LIVE LOADS. 6. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO ANY FABRICATION OR CONSTRUCTION FOR ALL STRUCTURAL ITEMS INCLUDING THE FOLLOWING: STRUCTURAL STEEL, MISCELLANEOUS METAL, TENDONS, ANCHORS, REINFORCING STEEL, GROUTS, AND CONCRETES. PROPOSED DEMOLITION AND SHORING SEQUENCE SHALL ALSO BE SUBMITTED TO THE ENGINEER FOR APPROVAL. 7. SHOP DRAWING REVIEW OF DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND MCOPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN (2)WEEKS OF RECEIPT. ONCE THE DRAWINGS HAVE BEEN FOUND TO BE IN GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS THEY WILL BE MARKED WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE STRUCTURAL DESIGN INTENT. 8. INSPECTION BY THE SOILS ENGINEER SHALL BE PERFORMED FOR PILE PLACEMENT AND TIEBACK PLACING AND STRESSING. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY THE SOILS ENGINEE PRIOR TO PLACEMENT OF PILE. SOIL COMPACTION SHALL BE SUPERVISED BY AN APPROVED TESTING AGENCY. 9. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 110, 1704, AND 1705 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION SHALL BE PROVIDED ON TH FOLLOWING TYPES OF CONSTRUCTION: A. CONCRETE CONSTRUCTION B. STRUCTURAL STEEL FABRICATION AND ERECTION (INCLUDING FIELD WELDING AND HIGH -STRENGTH FIELD BOLTING) C. AUGERCAST, CAISSON, DRILLED, OR DRIVEN PILE INSTALLATION 10. THE SHORING CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND UTILITIES PRIOR TO DRILLING PILE HOLES, TIEBACK ANCHORS, OR CUTTING OR DIGGING IN STREETS OR ALLEYS. THE UTILITIES INFORMATION SHOWN ON THE PLANS MAY BE NOT ACCURATE OR COMPLETE. 11. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING STRUCTURES IN THE FIELD AND SHALL NOTIFY THE ENGINEER OF ALL FIELD CHANGES PRIOR TO FABRICATION AND INSTALLATION. 12. SEE SOILS REPORT FOR MORE COMPLETE INFORMATION, INCLUDING RECOMMENDATIONS FOR SHORING IN GENERAL, SHORING MONITORING, EXCAVATION, LAGGING, AND DRAINAGE. 13. CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF CHAPTER 19 OF THE INTERNATIONAL BUILDING CODE. REQUIRED ULTIMATE COMPRESSIVE STRENGTH OF STRUCTURAL GROUT SHALL BE REACHED BY 28-DAY. TYPE OF MINIMUM CEMENT CONSTRUCTION f'c PER CUBIC YARD PJLF LEAN 100 Psi 1-112 SACKS CONCRETE 14. ALL LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCUB STANDARD GRADING RULES FOR WEST COAST LUMBER NO 17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: 4x12 TIMBER LAGGING HEM -FIR NO 1 Fb = 975 PSI DOUGLAS Fb = 900 PSI FIR -LARCH NO 2 6x TIMBER LAGGING HEM -FIR NO 2 Fb = 675 PSI DOUGLAS Fb = 875 PSI FIR -LARCH NO 2 TIMBER LAGGING SHALL BE TREATED PER AWPA STANDARDS TO A MINIMUM RETENTION OF 0.40 PCF. LAGGING SHALL BE 412, UNO. 15. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON4. A. AISC 360 AND CHAPTER 22 OF THE INTERNATIONAL BUILDING CODE. B. APRIL 14,2010 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AMENDED AS NOTED IN THE CONTRACT DOCUMENTS, BY THE DELETION OF PARAGRAPH 4.4.1, AND REVISE REFERENCE FROM 'STRUCTURAL DESIGN DRAWINGS"TO 'CONTRACT DOCUMENTS' IN PARAGRAPH 3.1. C. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. 17. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: TYPE OF MEMBER ASTM SPECIFICATION Fy A, WIDE FLANGE SHAPES A992 50 KSI B. OTHER SHAPES, PLATES, AND RODS A36 36 KSI C. HP -SHAPES A572 GRADE 50 50 KSI D. STRUCTURAL PIPE A53 GRADE B 35 KSI E, HOLLOW STRUCTURAL SECTIONS (ROUND) A500 GRADE B 42 KSI (RECTANGULAR) A500 GRADE B 46 KSI F. CONVENTIONAL HIGH -STRENGTH BOLTS (3/4' ROUND, UNO) A3 25 G. COMMON BOLTS (WOOD APPLICATIONS) A307 H. ANCHOR BOLTS F1554 GRADE 36 1. HEADED SHEAR STUDS A1013 18. ALL WELDING SHALL BE IN CONFORMANCE WITH AISC AND AWS STANDARDS AND SHALL BE PERFORMED BY WABO CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT -20 DEGREES(F) AND 40 FT-LBS AT 70 DEGREES(F), AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. SHORING MONITORING NOTES ;4t 19. SURVEY MONITORING OF THE SHORING WALLS SHALL BE PERFORMED TO DETERMINE THE VERTICAL AND HORIZONTAL MOVEMENT OF THE MONITORING POINTS. THE MEASURING SYSTEM SHALL HAVE AN ACCURACY OF AT LEAST 0.01 FEET. THE MONITORING PROGRAM SHALL BE DETERMINED BY THE GEOTECHNICAL SPECIAL INSPECTOR BUT AT A MINIMUM SHALL INCLUDE THE FOLLOWING: ESTABLISH SURVEY LINES NEAR THE TOP OF THE WALL ON ADJACENT CRITICAL STRUCTURES OR BUILDINGS WITHIN A DISTANCE EQUAL TO THE HEIGHT OF THE WALL, AND ALONG THE CURB LINE AND CENTERLINE OF ADJACENT ROADWAYS OR ALLEYS. SURVEY POINTS SHOULD BE SPACED NO MORE THAN EVERY 20'-0" ALONG THE WALL. AT SOLDIER PILES, PLACE MONITORING POINTS AT THE TOP OF AT LEAST EVERY OTHER SOLDIER PILE. ESTABLISH A BASELINE READING OF MONITORING POINTS ON THE GROUND SURFACE AND SETTLEMENT -SENSITIVE STRUCTURES BEHIND THE SHORING WALL PRIOR TO DEWATERING, EXCAVATION, AND INSTALLATION OF THE SHORING SYSTEM. THE GEOTECHNICAL ENGINEER, CONTRACTOR, AND SURVEYOR SHALL COORDINATE LOCATIONS OF THESE MONITORING POINTS PRIOR TO THE BEGINNING OF EXCAVATION. A LICENSED SURVEYOR THAT IS NOT THE CONTRACTOR MUST PERFORM THE SURVEYING AT LEAST ONCE A WEEK. MONITORING POINTS ESTABLISHED ALONG THE CURB LINE AND CENTERLINE OF ADJACENT ROADWAYS NEED TO BE MONITORED WHEN TOTAL WALL MOVEMENTS REACH 0.5". THE GEOTECHNICAL ENGINEER SHALL REVIEW SURVEY DATA AND PROVIDE AN EVALUATION OF WALL PERFORMANCE AND THE SURVEY DATA TO THE STRUCTURAL ENGINEER, SHORING DESIGNER, AND BUILDING DEPARTMENT ON AT LEAST A WEEKLY BASIS. THIS WEEKLY REVIEW MUST CONTAIN A GRAPHICAL PRESENTATION OF THE WALL MOVEMENT VERSUS TIME. IMMEDIATELY AND DIRECTLY NOTIFY THE GEOTECHNICAL AND STRUCTURAL ENGINEER, SHORING DESIGNER, AND BUILDING DEPARTMENT IF UNUSUAL OR SIGNIFICANTLY INCREASED MOVEMENT OCCURS, IF 0.5- OF MOVEMENT OCCURS BETWEEN (2)CONSECUTIVE READINGS AND WHEN TOTAL MOVEMENT REACHES O.S'. IF MOVEMENT EXCEEDS O.S, THE ENGINEERS AND SHORING DESIGNER SHALL DETERMINE THE CAUSE OF DISPLACEMENT AND DEVELOP REMEDIAL MEASURES SUFFICIENT TO LIMIT TOTAL WALL MOVEMENT TO 1'. ALL EARTHWORK AND CONSTRUCTION ACTIVITIES MUST BE DIRECTED TOWARD IMMEDIATE IMPLEMENTATION OF REMEDIAL MEASURES NECESSARY TO LIMIT TOTAL WALL MOVEMENT TO WHAT IS CONSIDERED AS ACCEPTABLE BY THE DESIGN TEAM, AND BUILDING DEPARTMENT (1- MAXIMUM). SURVEY FREQUENCY CAN BE DECREASED AFTER THE SHORING SYSTEM HAS BEEN INSTALLED AND THE EXCAVATION IS COMPLETE IF THE DATA INDICATES LITTLE OR NO ADDITIONAL MOVEMENT. SURVEYING MUST CONTINUE UNTIL THE PERMANENT STRUCTURE (INCLUDING FLOOR SLABS AND BRACES) IS COMPLETED UP TO FINAL AND STREET GRADES. THE SURVEY FREQUENCY SHALL BE DETERMINED BY THE GEOTECHNICAL ENGINEER, AFTER REVIEW AND APPROVAL BY BUILDING DEPARTMENT, AND SHALL BE BASED ON THE SHORING PERFORMANCE. PILE AND LAGGING CONSTRUCTION 20. SHORING AND SOIL EXCAVATION SHALL BE DONE SIMULTANEOUSLY. 21. DIMENSIONS AND LOCATION OF EXISTING STRUCTURES SHALL BE VERIFIED PRIOR TO FABRICATION AND INSTALLATION OF ANY STRUCTURAL MEMBER. NOTIFY ENGINEER OF ANY DISCREPANCIES PRIOR TO FABRICATION. 22. PILE AND ANCHOR HOLES SHALL BE DRILLED WITHOUT LOSS OF GROUND AND WITHOUT ENDANGERING PREVIOUSLY INSTALLED PILES AND ANCHORS. THIS MAY INVOLVE CASING THE HOLES OR OTHER METHODS OF PROTECTION FROM CAVING. REFER TO REPORT OF GEOTECHNICAL INVESTIGATION FOR RECOMMENDED HOLE DIGGING PROCEDURE. 23. ALTERNATE PILES SHALL BE PLACED AND COMPLETED SO THAT AT LEAST 24 HOURS IS ALLOWED FOR THE CONCRETE TO SET PRIOR TO DRILLING ADJACENT PILES, 24. STEEL PILE PLACEMENT TOLERANCES: A. 1' INSIDE PERPENDICULAR TO SHORING WALL B. 1" OUTSIDE PERPENDICULAR TO SHORING WALL C. 3ff LATERALLY 27. TIMBER LAGGING SHALL BE INSTALLED IN ALL AREAS. VOIDS BETWEEN LAGGING AND SOIL SHALL BE BACKFILLED PER THE RECOMMENDATIONS OF THE GEOTECHNICAL ENGINEER. DRAINAGE BEHIND THE WALL MUST BE MAINTAINED. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LIMIT THE AMOUNT OF EXPOSED SOIL WITHOUT LAGGING TO AVOID LOSS OF SOIL. MAXIMUM HEIGHT OF 4!-0' IS RECOMMENDED. SPECIAL CARE SHOULD BE TAKEN TO AVOID GROUND LOSS DURING EXCAVATION. &V2 0/1- 6.%04-1 LREVISED PLAN APPRUV� D CITY OF EDMONDS Bul�,N� PLANS EXAMINER DATE ENGINEERING DIVOON A S NO' lr� Irl T7wi`% �[D GAW11 '0 civ cof'i REVISION AUG 16 2M A PR VED BY,rI7,114GBUILDINGDEPARTMENT _26 CITYOFEDMONDS Z (�D LA Lu H 0 0 > co U .1 0) 0 7 L.LJ < 6M LA W Ln m ur �n ,T ko E; r<- 0 LU N 0 6 M " z 0 lz 0 0 0 C, z 'Tom i o X 0 z %A L0 CD c _0 0 '31 65 0 0 -1-, �(_) q_ (D W L cj'6'60 1, M 'Zoloo. "3 If.. . ....... .. -- -------- 7�_ a, Ll 4�.`VT LILL_ c. (N '__Q 7 T- p Z'� r _jL _j hi P2 "7 ALIGN FACE OF SHORING 2 FROM EXTERIOR FACE OF 7 - 0. FOUNDATION, TYP Z I 0 P 0 C_ (D SHORING NOTES fLE(3ENU-. W -F PILE 1. REFER TO GENERAL SHORING NOTES SHEET SH1.0 FOR -0 �2 P7 1 / N:: ADDITIONAL REQUIREMENTS. 0 b 2. REFER TO SOILS REPORT FOR ADDITIONAL SHORING PILE MAR�� INSTALLATION REQUIREMENTS. no) zo C) BdE BOTTOM OF EXCAV�TJQ'N i 3. REFER TO SHEET SH3.0 FOR SHORING ELEVATIONS. AOL 0 > 4. REFER TO SHEET SH3.1 FOR TYPICAL SHORING DETAILS. A 0 o A-1 5. CONTRACTOR TO VERIFY ALL ELEVATIONS AND 0 SLOPING EXCAVAT70N. :,-5 DIMENSIONS WITH ARCHITECTURAL DRAWINGS, SURVEY Ar- :18 o DRAWINGS, AND EXISTING SITE CONDITIONS. 6. ALL SHORING ELEMENTS IN RIGHT OF WAY SHALL BE '00, L J h -fir- Sn 0 '�l a5 I REMOVED TO A DEPTH OF AT LEAST 4'-0" BELOW FINISH C) I / P > GRADE IN THE RIGHT OF WAY ONCE THEY ARE NO (o 0 LONGER NEEDED FOR CONSTRUCTION. ALIGN FACE OF SHORING 2'-0"' FROM EXTERIOR FACE OF FOUNDATION, TYP C 7. Do NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL Fn DRAWINGS FOR ALL DIMENSIONS. DO c-1 . SOLDIER PILE SCHEDULE C)) C9 A lat A _3 % L fl - -------- - I q jo S Lo T- 1 PILE MARK AUGUR CIA PILE SIZE BOT OF PILE ELEV BOT OF EXCAV TOP OF PILE ELEV MAX HEIGHT'H' MIN DEPTH 'D' TYPE LOADING DIAGRAM DETAIL SERVICE Pi 30" W12x45 484' 49,V 498' 4' 10, CANTILEVER 4/SH3.1 7/SH3.1 TEMPORARY P2 30" W12X45 494' 494' 500, 6' 10, CANTILEVER 4/SH31 7/SH3.1 TEMPORARY P3 30" W12X45 4. 494' 502' 8' 13' CANTILEVER 4/SH3.1 7/SH3.1 TEMPORARY P4 30' W12x45 481' 494' 502' 8. 13' CANTILEVER 4/SH3.1 7/SH3.1 TEMPORARY P5 30' \A(12x45 481' 4�' 502' 8' 13' CANTILEVER 4/SH3.1 11/SH3.1 TEMPORARY P6 30" W12X45 481' 494' 502' 8. 13' CANTILEVER 4/SH3.1 7/SH3.1 TEMPORARY P7 30' W12X45 481' 494! 502' 8. 13' CANTILEVER 4/SH3.1 7/SH3.1 TEMPORARY P8 30" W12X45 481' 494' 502' 8' 13' CANTILEVER 4/SH3.1 7/SH3.1 TEMPORARY P9 30* \A(12x45 481' 494' 502' 81 13' CANTILEVER 4/SH3.1 I 7SH3.1 I TEMPORARY Pic, 30' W12X45 481' 494' 502' 8' IT CANTILEVER 4/SH3.1 7SH3.1 I TEMPORARY Pil 30' W12X45 481' 494' 502' 8' 13' CANTILEVER 4/SH3.1 7/SH3.1 TEMPORARY 'Alo t4 .. Alo t U-t A C\1 .96'601 < D Moo.00 S -ed < 10 0 REVISED PL AN APPROVED CITY OF ]EDIMONDS BUILDING DIVISION PLANS EXAMINER _4�3 SHORING PLAN AUG 16 201.9 (D \� �.O scale: Y4� = 1'-0' -3 U C'Lrr y'No('FDEPMAgZE N T IDATE z ry- V) 1 2 Lu �[ 8 0 > CC) 'D It 01 z C) _17 LLJ < 0 ; 6 Er V) (n Ld �n 1 C) \000 LU 0 N 0 70 0 :I- z kD 0 z z 0 M'o 0 C:) :5i < z cc: z 0 tA ILA SHORING NOTES 1. REFER TO GENERAL SHORING NOTES SHEET SH1.0 FOR ADDITIONAL REQUIREMENTS. 2, REFER TO SOILS REPORT FOR ADDITIONAL SHORING INSTALLATION REQUIREMENTS. 3. REFER TO SHEETSH2.0 FOR SHORING PLAN. 4. REFER TO SHEET SH3.1 FOR TYPICAL SHORING DETAILS. S. CONTRACTOR TO VERIFY ALL ELEVATIONS AND DIMENSIONS WITH ARCHITECTURAL DRAWINGS, SURVEY DRAWINGS, AND EXISTING SITE CONDITIONS. 6. ALL SHORING ELEMENTS IN RIGHT OF WAY SHALL BE REMOVED TO A DEPTH OF AT LEAST 4`0" BELOW FINISH GRADE IN THE RIGHT OF WAY ONCE THEY ARE NO LONGER NEEDED FOR CONSTRUCTION. 7. Do NOT SCALE DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS. LEGEND P PILE MARK BOE BOTTOM OF EXCAVATION BOP BOTTOM OF PILE TOW TOP OF WALL 10 10 NORTH PROPERTY LINE EXISTING GRADE AT EAST - ----- P ROPERTY LINE - APPROX --------------------------------------- ------------ 8 -01. BEHIND FACE OF SHORING GRADE BEHIND ---------------- SHORING 503' TOW 502' TOW Soo, TOW 498' BOE 494' BOP L-i 484' Pi P2 BOP U L-i 481' P3 P4 EAST PROPERTY LINE 507' -1H ------- z ---------- ��] 1V MAX 10 508' 1 A1V MAX The maximum slope above the soldier pile =wallis 2H: IV as per I ' page 8 of the PanGEO soils P"I �j , 0 1 report dated April 21, 2017. L J P5 DE BEYOND SHORINGWALL A GRADE BEHIND ------------------------ ----------------- --------------------------------- SHORING 502' -- — — — — — — — - j -- — — — — — — I I T - — — — — — — — — — TI ---------- 1V MAX 1H )E N )P Li Li Lj Li Li Li T L-----i P5 P6 P7 P8 P9 P10 pil �j EAST ELEVATION 11aV �Ie; 1/2* = 1,-o' WEST PROPERTY LINE REVISED PLAN APPROVED CITY OF EDMONDS BUILL)MG DIVISION PIANS EXAMINER DATE SOUTH ELEVATION AUG 16 20n UIL \'� �O V2'-l'-O' _0111.0,D4PAIM ... �NT z (D :02 ot <E >C-ou L �' 0< i v?t ')f L2 = Ln ry) tn 't 62 0 z z 0 F7 F-- F- 0 C) z z 0 0 M 0 0 z 0 z 0 3/4" = T-O' 1 3/4' = T-O" 5 3/4" = T-O" 9 3/4" = T-O" 2 3/4" = T-O" 3 AUGURED HOLE PER PILE SCHEDULE SOLDIER PILE PER PILE SCHEDULE 412 PT LAGGING 3/4" T-O" 3/4" l'-O" 7 412 PT LAGGING AUGURED HOLE PER PILE SCHEDULE SOLDIER PILE PER PILE SCHEDULE BLOCK AS REQUIRED FOR SOLID BEARING TYPICAL SOLDIER PILE AT CORNER 3/4" l.-O. 10 3/4" = l.-O., 1 1 SOIL PRESSURE DIAGRAM NO SCALE 4 -TOP OF PILE PER PILE SCHEDULE '7/77 5� 'AX) SOLDIER PILE PER PILE SCHEDULE 412 PT LAGGING X XREVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION pLXNS F_XAWNFR BOE PER PLAN EMBEDDED PORTION OF 11 PILE TO BE GROUND CLEAN OF MILL SCALE, RUST, ETC AUGURED HOLE PER PILE SCHEDULE BOTTOM OF PILE PER PILE SCHEDULE REViSiON AUG 16 20V MILDING DEPARTMEW, CffY0FEDM0M)S 3/4" = T-0" 12 Z < Lu Lli = U) ro La �3 It a 5- , 0 ul 0 oo z -wo 0 0 CIM E; 0 ce. 0