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17327 67th Ave Ne_BLD5313_2026
North Retaining Wall RESIDENTIAL MISCELLANEOUS PERMIT APPLICATION Community and Economic Development City of Arlington•18204 59th Ave NE•Arlington,WA 98223• Phone (360)403-3551 Building Permits are regtrired for the following constriction. DECKS FENCES HOT TUBS/SPA • over 200 square feet,•or • over 7 feet in height • residential in-ground,and • over 30 inches from grade at all points,or • residential on-ground • attached to the structure POOLS RETAINING WALLS • residential in-ground,and • over 48 inches in height from the bottom of the footing • residential on-ground OTHER(Scope of Work) SUBMITTAL REQUIREMENTS Complete Application 2-Site Plan-8.5"x 11"minirnurn 2-Plan Sets 2-Structural Calculations,if required Electronicfilesofsubmittal requirements Type of Permit: ❑ Deck ❑ Fence ❑ Hot Tub/Spa ❑Pool SeRetaining Wall ❑ _ Property Address. 17327 67th Ave NE, Arlington, WA 98223 Project Valuation: $40,000 Lot#: Parcel ID No.: 3105230030080 Subdivision: New retaining wall for Centennial Park parking lot addition.Wall will be located at the north edge Project Scope of Work: of the new parking lot. Primary Contact: ❑ Owner ❑ Architect ❑ Engineer ❑ Contractor Owner Name: Ryan Kilby- Edgecomb Station 5J LLC office No.: 425-750-7926 Email Address: ryan@williamsinvest.com Cell No.: Mailing Address: 2517 Colby Ave City: Everett State: WA Zip: 98201 CONTACT PERSON I Carmel Gregory - CG Engineering office No.. 425-778-8500 Email Address: carmelg@cgengineering.com Cell No.: Mailing Address: 250 4th Ave S, Suite 200 City: Edmonds State: WA Zip: 98020 i r-pnrori,,.,,h.,.. &VW44014 Date- Engineer Name: Greg Guillen - CG Engineering office No.: 425-778-8500 Email Address: grego@cgengineering.com Cell No.: Mailing Address: 250 4th Ave S, Suite 200 City: Edmonds State: WA Zip: 98020 Professional License Number: 25385 Expiration Date: 9/5/2023 Contractor Name: Matt Tilton - Exxel Pacific Office No.: 360-734-2872 Email Address: Mattt@exxelpacific.com Cell No.: Mailing Address: 323 Telegraph Road city: Bellingham State: WA Zip: 98226 L&.I Contractor License Number: EXXELP1073KN Expiration Date: 1/2/2025 International Residential Code (IRC) —Typical Deck If the deck design in not a prescriptive residential wood deck design,you may need to lure a licensed architect or engineer to design a deck where any of the following conditions apply: 1. The deck services snore than one or two fainily dwelling units 2. The deck design includes more than one level 3. The deck will support a hot tub,spa or other heavy object,including heavy deck coverings(such as pavers) 4. The walking surface is more than 10 feet above grade 5. The deck ledger is attached to house overhangs,bay windows,brick,stone or concrete block 6. The deck is bearing on ground with a slope greater than 1-foot horizontal for every 1-foot vertical 7. The deck is self-supporting(not attached to an exterior wall) Arlington Municipal Code (AMC) Fence Requirements 10 feet 42-inch-high fence Standard Lot Fence: Fences and hedges 6-foot-high fence shall not exceed 42-inches for ten feet from Sidewalk the ultimate right-of-way along front and exterior side yard lot bouridaries adjacent to public streets. c a a, 10 feet \ 25-foot site triangle ————— 30-inch-high fence \ 42-inch-high fence \ 6-foot-high fence Corner Lot Fence: Fences and hedges Sidewalk shall not exceed 30-inches in the 25- foot site triangle. Outside of the 25-foot > I \ triangle the fence may be 42-inches. For a \ 6-foot fences the fence needs to set in ° \ ten feet from the ultimate right-of-way ` \ 10 feet along exterior side yard lot boundaries a" \ adjacent to public streets. \_ \ Public or Private Street REV01/2022 Page 2 of 3 International Swimming Pool and Spa Code (ISPSC) 305.1 General. Where spas or hot tubs are equipped with a lockable safety cover complying with ASTM F1346 and swimming pools are equipped with a powered safety cover that complies with ASTM F1346,are exempt from the provisions of this section. 305.2 Outdoor swimming pools and spas. Outdoor pools and spas and indoor pools shall be surrounded by a barrier that complies with Sections 305.2.1 through 305.7 of the ISPSC. 305.5 On-ground residential pool structure as a barrier. An on-ground residential pool wall structure or barrier mounted on top of the on-grotuid residential pool wall structure shall service as a barrier where all of the following conditions are present: 1. Where only the pool wall services as the barrier,the bottom of the wall is on grade and the top of the wall is not less than 48 inches above grade for the entire perimeter of the pool, the wall complies with the requirements of section 305.2 and the manufacturer allows the wall to serve as a barrier. 2. Where a barrier is mounted on top of the pool wall,the top of the barrier is not less than 48 inches above grade for the entire perimeter of the pool,and the wall and the barrier on top of the wall comply with the requirements of section 305.2. 3. Ladders or steps used as means of access to the pool are capable of being secured,locked or removed to prevent access except where the ladder or steps are surrounded by a barrier that meets the requirements of Section 305. 4. Openings created by the securing,locking or removal of ladders and steps do not allow passage of a 4-inch diameter sphere. 5. Barriers that are motuited on top of on-ground residential pool walls are installed in accordance with the pool manufacturer's instructions. I hereby certify that I am the ® Owner ❑ Architect ❑ Engineer ❑ Contractor and authorized to sign this application and that the above infonmation is correct and construction on,and the occupancy and the use of the above--described p pe will be in accordance with the laws,miles and regulation of the State of Washington,and the C' Arling L Signa ure J Print Name Date FOR STAFF USE ONLY PERMIT# ACCEPTED BY: DATE STAMP REV01/2022 Page 3 of 3 SW 1 /4, SW 1 /4, SECTION 23, TOWNSHIP 31 NORTH, RANGE 3 EAST, W.M. _., ENGINEERING CENTENNIAL PARK PARKING ADDITION DMONDS, WASHINGTON 98020 17327 6 7 T H AVE NE CITY OF TON a + PHONE (425) 778-8500 FAX(425) 778-5536 CONSTRUCTION DRAWING REVIEW ACKNOWLEDGMENT Q � THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WITH THE f.-<_; : ----®— CITY OF ARLINGTON CODES AND ORDINANCES.CONFORMANCE OF THE DESIGN WITH ALL ` h ARLINGTON WA 98223 _ _____ �m � I APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE RESPONSIBILITY OF I i �� THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS -,�"_"°,ems=p `"""'°"""°'°'pl I p € SbG G UT LL ' SHEET.ACKNOWLEDGEMENT C CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY E M,e..."°9,�..— _ --o- L J 0 G4. p4 WASQf Ll' CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTY,STATE OR FEDERAL PERMIT REVIEW AND APPROVAL.THE PROPERTY OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE ACQUISITION AND COMPLIANCE OF OWNER CONSULTANTS UTILITIES ALL APPLICABLE PERMITS AND/OR AUTHORIZATION WHICH MAY INCLUDE,BUT ARE NOT p HAUL ROUTE TO I-5 LIMITED TO,WSDFW HYDRAULIC PROJECT APPROVAL(HPA),WSDOE NOTICE OF INTENT r,l, � CENTENNIAL PARK 5J LLC ARCHITECT CIVIL ENGINEER SOIL/GEOTECH ENGINEER WATER/SEWER/STORM NATURALGAS (NOI),ARMY CORP OF ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE "'""""""0 2515 COLBY AVE DYKEMAN ARCHITECTS CG ENGINEERING GEOENGINEERS CITY OF ARLINGTON CASCADE NATURAL GAS (NOI),ENDANGERED SPECIES ACT. K jOPlAL EVERETT,WA 98201 1716 WEST MARINE VIEW DRIVE 2504TH AVE 5,SUITE 200 554 W BAKERVIEW RD 238 N OLYMPIC AVE a 425-750-7926 EVERETT,WA 98201 EDMONDS,WA 98020 BELLINGHAM,WA 98226 ARLINGTON,WA 98223 BY: •. CONTACT:RYAN KILBV 425.259.3161 425.778.8500 FAX 778.5536 360.647.1510 DATE CONTACT:MICHAEL STEVENS CONTACT: TARED UNDERBRINK CONTACT:AARON HARTVIGSEN Development Services Manager -. THESE APPROVED CONSTRUCITON PLANS EXPIRE AFTER 18 MONTHS FROM THE DATE VICINITY MAP SHOWN ABOVE OR UPON EXPIRATION OF PRELIMINARY PLAN RO SITE PLAN APPROVAL. WETLAND ECOLOGIST SURVEYOR POWER TELEPHONE NIs PROJECT SITE 2907NDVIEW HAR ORVIIEWDR., C SUITED 3360 O BYYAVENUENG 210EDIVI ION S SNOHOMISH D COMCAST LEGAL DESCRIPTION GIG HARBOR,WA 98335 EVERETT,WA98201 ARLINGTON,WA 98223 THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 23, 253.514.8952 FAX:514.8954 425.259.3400 FAX:425.258.1616 CONTACT:JON PICKETT TOWNSHIP 21 NORTH,RANGE 4 EAST OF THE WILLAMETTE MERIDIAN; EXCEPT ANY PORTION THEREOF LYING WITHING 172ND STREET BENCHMARK DATUM PARCEL NUMBER BRICKINMIER-S ILLGUA ROAD)AD);ANDND AVENUEN.E.(M LEGEND BRICKENMIER-STILL6UAMIXH ROAD);AND CONCRETE MON IN CASE WITH BRASS DISK NAVD88 310523-003-008-00 DESCRIPTION EXISTING PROPOSED ABBREVIATIONS z LOCATED AT THE INTERSECTION OF 67TH AVE.N.E. EXCEPT ANY PORTION THEREOF LYING SOUTH OF 17TH STREET N.E.;AND 0 m AND 172ND ST.N.E.ELEVATION=139.29' PROPERTY LINE -- -- ABN ABANDONED MIN MINIMUM : h • EXCEPT THAT PORTION CONVEYED TO THE CITY OF ARLINGTON BY DEED - - - - d F- ADJACENTPROPERTYLINE BLDG BUILDING MJ MECHANICAL JOINT C) RECORDED UNDER AUDITOR'S FILE NO.9610250370,RECORDS OF I �_, SNOHOMISH COUNTY,WASHINGTON CENTERLINE BOW BOTTOM OF WALL MON MONUMENT W N8947'30W 619.38 � _ -- J CLEARING LIMITS — CENTERLINE NTS NOT TO SCALE d -- �T — ——�� r _ SITUATE IN THE COUNTY OF SNOHOMISH,STATE OF WASHINGTON C SILT FENCE X X X X CONTOUR LINE CMP CORRUGATED METAL PIPE PC POINT OF CURVATURE CB CATCH BASIN OC ON CENTER m s � SHEET INDEX -----100----- W- d INDEX 00 FENCE ❑ ❑ ❑ ❑ ❑ ❑ CO CLEANOUT PI POINT OF INTERSECTION a C1.1 COVER SHEET&SITE PLAN \_ SANITARY SEWER LINE — --SS----SS— Ss SS— CONC CONCRETE PIV POST INDICATOR VALVE O 58T` j .w \ ( I C1.2 GENERAL NOTES I \ \ I MANHOLE ® O CONST CONSTRUCTION ItPROPERTY LINE Y \ I C2.1 TEMPORARY EROSION CONTROL PLAN&DETAILS C3.1 GRADING&DRAINAGE PLAN&DETAILS Q \ STORM DRAIN MAIN --SD- --SD So SD— CP CONCRETE PIPE PT POINT OF TANGENCY a W I ' I C3.2 GRADING&DRAINAGE DETAILS STORM DRAIN PIPE ---------b CU YD CUBIC YARD PVC POLYVINYL CHLORIDE PIPE 2 I11 CA CHECK POINT VERTICAL DESIGN: JP C3.3 RETAINING WALL DETAILS ROOF DRAIN R- R a DO VALVE ASSEMBLY PVI INTERSECTION DRAWN: ATD FOOTING DRAIN F———F———F— —F—F— DI DUCTILE IRON PIPE PVMT PAVEMENT Q � ! / CHECK: JPU PRESSURE LINE ---P---P---P- Pr DIA DIAMETER PVT I POINT OF VERTICALTANG. i JOB NO: 23069.20 CATCH BASIN(TYPE 1) ❑ ■ DIP DUCTILE IRON PIPE R RADIUS DATE: 04/1 8/23 ao I J _ CATCH BASIN(TYPE 2) 0 ® EA EACH REINF REINFORCEMENT .a^... i SUPPLEMENTAL PARKING LOT CLEANOUT o • EJ EXPANSION JOINT RJ RESTRAINED JOINT `+ I CLEANOUT AND WYE �� �� ELEV ELEVATION RET RETAINING ^i I GRADE BREAK ——————— EOP EDGE OF PAVEMENT RT RIGHT SURFACE$WALE � � EX EXISTING SD STORM DRAIN v - 13 DRAINAGE ARROW FDC FIRE DEPT.CONNECTION SECT SECTION WATER LINE --wn---wn wA wA FFE FINISHED FLOOR ELEVATION SDMH STORM DRAIN MANHOLE PEN 2 n WATER METER ® B FH FIRE HYDRANT SIM SIMILAR Z I ° I FIRE HYDRANT FL FLANGE SQ SQUARE O II ®®II FDC b" yr FT FEET/FOOT SS SANITARY SEWER 0 SANITARY SEWER PIV O • GV GATE VALVE SSMH MANHOLE I' GATE VALVE fi Z HP HIGH POINT STA STATION Q TEE .T. .T. HT HEIGHT STD STANDARD C, 90°BEND .T F7 ID INSIDE DIAMETER STL STEELTI Z ____ THRUST BLOCKING o • IE INVERT ELEVATION TB THRUSTBLOCK FIFF"FUY CAP .. .+ L LENGTH/LINE TOC TOP OF CURBFU M ® I CENTENNIAL PARK PROJECT CONCRETE PAVEMENT e ® ° LOPE LI YD CORRUGATE PIPED TOW TOP OF WALL Z Z (CONSTRUCTION COMPLETED 2022) aDO ASPHALT PAVEMENT LF LINEAL FOOT TOP TOP ELEVATION Y LLI 0 Q CRUSHED SURFACING oao LT LDS C VERTICAL CURVE POINT P TIC Q j LL�ROCKERY SPOT ELEVATION -20.0 r20.0 MAX MAXIMUM W/ WITH = �Zn TELEPHONE LINE ---T---T---T- TT MECH MECHANICAL WM WATER METER Q H- Z V 1 C I i POWER LINE ---E---E---E- —E—E— MH MANHOLE Z S4 2fI I GAS LINE ---G---G---e- 6 G Z 1/R SIGN I I I LLI Z LLB w AN11 DEW Z M J L.I, I• O:� O Z U Q U Q CAUTION! S-�EET CALL BEFORE YOU DIG! ---t-&20Ir O © BURIED UTILITIES EXIST IN THE AREA AND UTILITY /A� N8834'20�W 37278` 52 INFORMATION SHOWN MAY NOT BE COMPLETE.CONTACT / _�.� L_223• Q THE ONE-CALL UTILITY LOCATE SERVICE A MINIMUM OF 48 `v_ 172ND STREET N.E. R=573.32' HOURS PRIOR TO CONSTRUCTION 1 SITE PLAN SCALE: 1" 60' © 1-800-424-5555 = 100 0 50 100 200 SW 1 /4, SW 1 /4, SECTION 23, TOWNSHIP 31 NORTH, RANGE 3 EAST, W.M. GENERAL NOTES ` 4 (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ENGINES RING CITY OF ARLINGTON GENERAL CONSTRUCTION NOTES: CITY OF ARLINGTON GENERAL DRAINAGE NOTES: CITY OF ARLINGTON WATER SYSTEM CONSTRUCTION NOTES: 250 4TH AVE. S., SUITE 200 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT EDITION OF THE CITY OF ARLINGTON PUBLIC WORKS 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS AND CURRENT EDITION OF THE CITY OF ARLINGTON EDMONDS, WASHINGTON 98020 STANDARDS AND SPECIFICATIONS,AND THE CURRENT EDITION OF THE WASHINGTON STATE DEPARTMENT OF STANDARDS AND SPECIFICATIONS.ANY DEVIATION FROM THESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, STANDARDS AND SPECIFICATIONS.ANY CHANGES TO THE DESIGN REQUIRE CITY APPROVAL. PHONE (425) 778-8500 TRANSPORTATION(WSDOT)STANDARD SPECIFICATIONS FOR ROAD,BRIDGE,AND MUNICIPAL CONSTRUCTION.A COPY OF THE CITY ENGINEER,AND OTHER APPROPRIATE PUBLIC AGENCIES. FAX(425) 778-5536 THESE DOCUMENTS SHALL BE ON SITE DURING CONSTRUCTION. 2. ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND SPECIFICATIONS AND SHALL BE APPROVED BY THE CITY 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY STANDARDS AND SPECIFICATIONS.ACCEPTABLE STORM PRIOR TO DELIVERY TO THE JOB SITE.MATERIAL SUBMITTALS ARE REQUIRED AND MUST BE APPROVED PRIOR TO 2. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO OBTAIN A GRADING PERMIT,RIGHT-OF-WAY PERMIT,AND DRAINAGE PIPE MATERIALS INCLUDE CONCRETE,PVC,HDPE,AND DUCTILE IRON.CORRUGATED METAL PIPES(GALVANIZED SCHEDULING A PRE-CONSTRUCTION CONFERENCE. UTILITY PERMITS,FROM THE CITY.ALL REQUIRED PERMITS FROM OTHER AGENCIES MUST ALSO BE OBTAINED BY THE ALUMINUM OR STEEL)ARE NOT ACCEPTED BY THE CITY.ALL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT DEVELOPER/CONTRACTOR. UNLESS OTHERWISE DIRECTED BY THE CITY. 3. WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE CLASS 52 UNLESS OTHERWISE APPROVED BY THE CITY. G UUIL 3. PRIOR TO ANY CONSTRUCTION ACTIVITY,THE DEVELOPER/CONTRACTOR SHALL ATTEND A PRECONSTRUCTION CONFERENCE 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL FOR ALL PIPE TYPES,EXCEPT DUCTILE IRON.BEDDING 4. ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE CITY PRIOR TO INSTALLATION. .44'og WAgQf'ZLA WITH THE CITY.THE CONTRACTOR SHALL SCHEDULE THE PRE-CONSTRUCTION CONFERENCE BYCALLING(360)403-3500.PRIOR MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITY'S STANDARDS AND SPECIFICATIONS(CHAPTER S. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE UNDERGROUND UTILITIES BY CALLING ONE-CALL UNDERGROUND TO SCHEDULING,THE CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC CONTROL PLAN,CITY PERMITS, 4). TEMPORARY EROSION AND SEDIMENT CONTROL PLAN,PERFORMANCE BOND,COPY OF OTHER AGENCY PERMITS,A COPY OF UTILITY LOCATOR(1-800-424-5555)48 HOURS PRIOR TO CONSTRUCTION. THE CONTRACTOR'S LICENSE,AND PROOF OF INSURANCE COVERAGE. 4. ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTURAL LOADING SHALL BE COMPACTED TO AT LEAST 95%OF THE 6. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS REQUIRED BY OSHA uus MAXIMUM DRY DENSITY.ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST 90%OF MAXIMUM DRY DENSITY. R�rs'TEa�1 4. A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. AND WISHA. 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH.IF IN THE OPINION OF THE CITY INSPECTOR,THE EXISTING TRENCH FOUNDATION jONAL 5. ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE APPROVED PLANS.ANY DEVIATION FROM THE APPROVED ISUNSATISFACTORY,THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO 7. THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED GRADE PROFILE WHEREVER POSSIBLE.THE DEPTH OF PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER,THE CITY ENGINEER,AND OTHER APPROPRIATE PUBLIC AGENCIES. SUPPORT THE PIPE. COVER SHALL BE TYPICALLY 36 INCHES(3 FEET),AND MAY BE UP TO 60 INCHES(5 FEET)WITH THE APPROVAL OF THE -- CITY ENGINEER.WATER MAINS UNDER THE STATE(OR COUNTY)HIGHWAYS SHALL MEET THE MINIMUM COVER DEPTHS 6. ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN THE PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR 6. LOT DRAINAGE SYSTEMS,STUB-OUTS AND ANY DRAINS BEHIND THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO REQUIRED BY WSDOT(OR SNOHOMISH COUNTY). OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED APPROXIMATE AND NOT NECESSARILY SIDEWALK CONSTRUCTION.STUB-OUTS SHALL BE MARKED WITH A 2"X4"WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED COMPLETE.IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY "STORM".LOCATIONAND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PLANS SUBMITTED TO THE CITY. B. PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURER'S RECOMMENDED MAXIMUM LOCATIONS. DEFLECTIONS.BENDS MAYBE REQUIRED TO MAINTAIN PROPER WATER MAIN ALIGNMENT WITHIN EASEMENTS OR 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON THE PLANS AND APPROVED BY THE CITY.THE USE AND PUBLIC RIGHT-OF-WAY. 7. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND UTILITIES DURING CONSTRUCTION AND SHALL CONTACT INSTALLATION OF INLETS IS DISCOURAGED. THE UNDERGROUND UTILITIES LOCATE SERVICE(1-800-424-5555 OR$11)AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK,CURBS,GUTTERS,OR ANY PERMANENT STRUCTURES WITHOUT S. ALL CATCH BASINS WITH A DEPTH OF 5 FEET(RIM TO INVERT)OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH THE PRIOR APPROVAL OF THE CITY ENGINEER. 8. INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHED BY REPRESENTATIVES OF THE CITY OF ARLINGTON.IT 3/4-INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY STANDARD DETAILS. SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE APPROPRIATE INSPECTIONS,ALLOWING 10. NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL THE NEW CONSTRUCTION PASSES PRESSURE AND PROPER ADVANCE NOTICE.THE INSPECTOR MAY REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT DO NOT MEET CITY 9. ALL GRATES SHALL BE MARKED"OUTFALL TO STREAM-DUMP NO POLLUTANTS".ALL SOLID COVER SHALL BE MARKED"DRAIN". PURITY TESTS,AND HAS BEEN APPROVED AND ACCEPTED BY THE CITY. STANDARDS OR WERE CONSTRUCTED WITHOUT INSPECTION. ALL CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. 11. PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM,CONTRACTOR SHALL FIELD VERIFY THE LOCATION,DEPTH 9. THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE STREETS CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND MATERIAL OF EXISTING WATER MAINS AT THE POINT OF CONNECTION. Z AND/OR VACUUM TRUCK.WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL FROM THE CITY 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE(INLET AND CATCH BASIN)SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT 12. ALL WATER LINES SHALL BE A MINIMUM OF 10 FEET HORIZONTAL CLEARANCE FROM SANITARY SEWERS.WHEN WATER O m INSPECTOR. LEVEL. LINES CROSS SEWER LINES,THE MINIMUM VERTICAL CLEARANCE SHALL BE 18 INCHES. a h 10. THE CONTRACTOR SHALL MAINTAIN TWO(2)SETS OF"AS-BUILT"PLANS SHOWING ALL FIELD CHANGES AND MODIFICATIONS. 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE,INLET AND CATCH BASIN FRAMES AND 0_ ~ IMMEDIATELY AFTER CONSTRUCTION COMPLETION,THE CONTRACTOR SHALL DELIVER BOTH COPIES OF RED-LINED PLANS TO GRATES/COVERS TO GRADE JUST PRIOR TO CURB INSTALLATION AND/PAVING. 13. TO FILL THE MAIN FOR FLUSHING,PRESSURE AND PURITY TESTS,THE CONTRACTOR IS REQUIRED TO USE AN APPROVED U THE CITY.THE CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN ENGINEER. METER AND DCVA.THE HYDRANT SHALL REMAIN IN THE FULL OPEN POSITION TO PREVENT BACK-SIPHONAGE W w 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIOR TO,OR IN CONJUNCTION WITH,ALL THROUGH THE DRAIN HOLE.AFTER SUCCESSFUL TESTING,THE CONTRACTOR WILL TIE INTO THE EXISTING SYSTEM, a CITY OF ARLINGTON TESC NOTES: CONSTRUCTION ACTIVITY,UNLESS OTHERWISE APPROVED BY THE CITY. USING DISINFECTED SLEEVES AND SPOOL PIECES. ONLY AUTHORIZED REPRESENTATIVES OF THE THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE OPERATION. m 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL(TESC)PLAN DOES NOT CONSTITUTE AN APPROVAL OF 13. DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 14. N PERMANENT ROAD OR STORM DRAINAGE DESIGN. FEET SHALL BE ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. CITY CAN OPERATE VALVES IN THE CITY WATER SYSTEM. Q 00 15. THE CONTRACTOR IS HEREBY NOTIFIED THAT,SINCE FILLING AND FLUSHING WILL BE DONE THROUGH A a 2. ATESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE 14. BIO-FILTRATIONSWALESAND/OR FILTER STRIPS SHALL BE CONSTRUCTED,BEDDED OR SEEDED AND IN OPERATION PRIOR TO, CROSS-CONNECTION CONTROL DEVICE,LOW VELOCITY FLOWS MAY BE ENCOUNTERED.THEREFORE,EVERY ATTEMPT CITYFOR APPROVAL PRIOR TO ANY WORK ON THE SITE.AN APPROVED COPY MUST BE MAINTAINED ON-SITE AND BE READILY OR SODDED IN CONJUNCTION WITH,ASPHALT PAVING.THE VEGETATION IN THE BIO-SWALE MUST BE WELL ESTABLISHED SHALL BE MADE TO KEEP THE PIPE CLEAN DURING INSTALLATION.THIS MAY INCLUDE SWABBING THE PIPE WITH AVAILABLE TO THE CITY INSPECTOR AT THEIR REQUEST. BEFORE PAVING BEGINS. 1' CHLORINATED WATER. 0_ 3. THE TESC BMP'S SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO ALL OTHER CLEARING AND GRADING ACTIVITIES,AND IN Q 15. STORM WATER RETENTION/DETENTION FACILITIES,STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND 16. THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND SEDIMENTATION CONTROL,DUST CONTROL, SUCH A MANNER AS TO ENSURE THAT SEDIMENT-LADEN WATER DOES NOT ENTER THE DRAINAGE SYSTEM,LEAVE THE SITE,OR CLEANED BY THE DEVELOPER PRIOR TO THE CITY'S ACCEPTANCE OF THE PROJECT. NOISE CONTROL,AND TRAFFIC CONTROL AS REQUIRED BY THE CITY OR OTHER APPLICABLE AGENCIES. VIOLATE APPLICABLE WATER QUALITY STANDARDS.MAINTENANCE,REPLACEMENT,AND UPGRADING OF THE TESC PLAN IS THE DESIGN: JPU RESPONSIBILITY OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED BY THE CITY. 16. WHEN INFILTRATION FACILITIES ARE CONSTRUCTED,COMPACTION OF SOIL IS NOT ALLOWED,AS THE DESIGN IS BASED ON 17. CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE REQUIREMENTS OF THE RIGHT-OF-WAY PERMIT OF NATURAL SOIL IN THE ORIGINAL LOCATION.VEHICLES SHALL NOT BE DRIVEN OVER THE INFILTRATION AREA DURING THE CITY OR OTHER APPLICABLE AGENCY. DRAWN: ATD 4. THE BOUNDARIES OF THE CLEARING LIMITS,SHOWN ON THE TESC PLAN,SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD CONSTRUCTION. PRIOR TO STARTING CONSTRUCTION.NO DISTURBANCE BEYOND THE FENCED OR FLAGGED CLEARING LIMITS SHALL BE 18. ALL IN-LINE PIPE JOINTS SHALL BE RESTRAINED WITH FIELD LOCK GASKETS. CHECK: JPU PERMITTED.THE FENCING AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR THE DURATION OF THE 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS CONSTRUCTION PROJECT. DURING INFILTRATION SYSTEM INSTALLATION,THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR. JOB NO: 23069.20 19. ALL FITTINGS SHALL BE RESTRAINED JOINTS AND HAVE THRUST BLOCKING. 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DATE: 04/18/23 DURING THE CONSTRUCTION PERIOD,THESE TESC FACILITIES SHALL BE UPGRADED AND ADDED TO AS NEEDED,FOR ADA NOTES:THE FOLLOWING NOTES SHALL APPLY TO HARDSCAPE FACILITIES WITHIN THE PUBLIC RIGHT-OF-WAY. UNEXPECTED STORM EVENTS AND TO REFLECT CHANGED CONDITIONS,AS REQUIRED BY THE CITY. 1. UNLESS OTHERWISE SPECIFIED ON THE PLANS,OR DIRECTED BY THE CITY ENGINEER,CROSS SLOPES OF SIDEWALKS 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY CONTACT PHONE NUMBER OF THE CONTRACTOR'S SHALL BE NOMINAL 1.5%.CROSS SLOPES SHALL NOT BE LESS THAN 1%NOR EXCEED 2%. CERTIFIED EROSION CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. 2. MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM ALLOWABLE SLOPES PERMITTED BY CURRENT 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE ADA REQUIREMENTS.THE CONTRACTOR SHALL TAKE INTO CONSIDERATION CONSTRUCTION TOLERANCES WHEN CONTINUED FUNCTION AND OPERATION. PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT EXCEEDED. 8. BETWEEN OCTOBER 1 AND APRIL 30,DISTURBED AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN TWO(2)DAYS 3. COMPLETED SIDEWALKS OR OTHER HARDSCAPE ELEMENTS THAT EXCEED MAXIMUM SPECIFIED SLOPES OR ARE LESS SHALL BE IMMEDIATELY COVERED BY MULCH,SOD OR PLASTIC COVERING.BETWEEN MAY I AND SEPTEMBER 30,DISTURBED THAN MINIMUM SPECIFIED SLOPES SHALL BE REMOVED AND REPLACED BY THE CONTRACTOR AT THE CONTRACTOR'S Z AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN SEVEN(7)DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR EXPENSE. Q OTHER APPROVED METHODS. 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS,PRE-TREATMENT/SEDIMENT POND,AND SEDIMENTTRAPS 0 UPON REACHING A DEPTH OF 12 INCHES. Q 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES,SHALL PROVIDE ADEQUATE STORAGE CAPACITY,AND SHALL BE CLEANED OUT ENTIRELY ONCE THE SITE IS STABILIZED.IF THE PERMANENT FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION Z SYSTEM,THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTLING BASIN. Y 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED,FAST GERMINATING GRASSES SHALL BE APPLIED AT AN � M APPROXIMATE RATE OF 120 LBS PER ACRE. Q W N 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED,IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF Z N w 31NCHES,OR 3,000 POUNDS PER ACRE. 00 Y LLJ 0) �-- 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS.WHEN ACTIVELY WORKING WITH THE SOIL STOCKPILE,STABILIZATION Q > Q O BY GROUND COVER BMPS SHALL OCCUR AT THE END OF EACH WORK DAY. 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR 0_ Q THE DURATION OF THE PROJECT.ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT J CLEAN FOR THE DURATION OF THE PROJECT. Q ~ Z J 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION Z (0 O Q OF A PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED. Z Of 16. UPON COMPLETION OF THE PROJECT,ALL BMP'S SHALL BE REMOVED FROM THE SITE AND RIGHT OF WAY.IF BMP'S ARE W I� 0 W REQUIRED TO REMAIN IN PLACE FOR FURTHER PROTECTION,ARRANGEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY ~ N Z Z W INSPECTOR. Z M J W I�l w (..) - Q 0 � c S-1EET C1.2 SW 1 /4, SW 1 /4, SECTION 23, TOWNSHIP 31 NORTH, RANGE 3 EAST, W.M. `\ ( TOP OF DITCH _ _144--\ \ TOE OF DITCH ENGINES RING - r � ��__-�'-� _(�_ _ 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 IE=135.36(24"ADS) \ \ _ O�7WOFNGTL)N-STORM Dft�AINAGE EASEMENT - _- __ _-� PHONE (425) 778-8500 FAX(425) 778-5536 G GU7L 44 a WAS,4 4 X \ X X - vow f�O INSTALLINLET PROTECTION PER \ �� -/- DOE BMP C220 \`� / I / I x 3 FILTER FABRIC MATERIAL 36"MIN WIDErs�TEa�1 ROLLS.USE STAPLES OR WIRE RINGS TO jONAL ATTACH FABRIC TO WIRE.JOINTS IN FILTER 3 FABRIC SHALL BE SPLICED AT POSTS. FILTER FABRIC 2"x2"BY 14 GA.WIRE MATERIAL I \ I I FABRIC OR EQUIVALENT 2"x2"BY 14 GA WIRE FABRIC OR EQUIV IF STANDARD STRENGTH FABRIC IS USED 3 EXISTING WETLAND 6 ;e TO BE FILLED, 3 6 \I \ \ I\ USE EXISTING DRIVE AISLE FOR \ \\ LIMI I SEEITHIN EARING i IQ - MA N n m 6"x6"MIN TRENCH CONSTRUC ION ACCESS,INSTALL ECOLOGIST REPORT BURY BOTTOM OF FILTER BACKFILL TRENCH WITH CONSTRUCTION I z NATIVESOIL OR 3/4" r TERIAL IN 6"x6"TRENCH \�� \ BMP C1051F REQUIRED BY INSPECTOR 1 I I 3 I -- - -------------- --- � WASHED ROCK � I - DEMO/ABANDON \ \` \\ ( 6'MAX 6 TYP Z EXISTING ROCKERY TO `� \ BE FILLED AGAINST \ \ 3 - �`\ \\ \ \ x 2"x4"WOOD POSTS,STANDARD 2"x4"WOOD POST ALT: 0- OR BETTER OR EQUAL STEEL FENCE POSTS ALTERNATE:STEEL FENCE POSTS N ❑ E d SILT FENCE NOTES: Ed --- 1.THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID N I \` INSTALL INLET PROTECTION I USE OF JOINTS.WHEN JOINTS ARE NECESSARY,FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT W ,\ \` PER DOE BMP C220 POST,WITH A MINIMUM 61NCH OVERLAP,AND BOTH ENDS SECURELY FASTENED TO THE POST. Q00 `\� I 2.THE SILT FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS(WHERE FEASIBLE).THE FENCE POSTS SHALL BE EE= SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND(MINIMUM OF 18 INCHES). O ------- 3.ASHALLOW TRENCH SHALL BE EXCAVATED,ROUGHLY 61NCHES WIDE AND 61NCHES DEEP,UPSLOPE AND ADJACENT Y \ \ l \ IE=13664(18"ADS) TO THE WOOD POSTS TO ALLOW THE LOWER EDGE OF THE FILTER FABRIC TO BE SECURED WITH GRAVEL. ((UNDERGROUND 18"ADS PIPE r 4.WHEN FILTER FABRIC NOT AS STRONG AS MIRAFI 700X 15 USED,A WIRE MESH SUPPORT FENCE SHALL BE FASTENED Q \ / e SILT FENCE `, �~ i -� / SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY-DUTY WIRE STAPLES AT LEAST 11NCH LONG,TIE WIRES f OR HOG RINGS.THE WIRE MESH SHALL EXTEND INTO THE SHALLOW TRENCH A MINIMUM OF 41NCHE5 AND SHALL \ i NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. - DESIGN: JPU X_X I \� I I S. THE MIRAFI 700X FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE,AND AT LEAST 18 INCHES OF THE FABRIC SHALL BE BURIED IN THE SHALLOW TRENCH.THE FILTER FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE DRAWN: ATD LIMITS OF CLEARING THE ORIGINAL GROUND SURFACE AND SHALL NOT BE STAPLED TO TREES. AND GRADING 6.WHEN EXTRA-STRENGTH FILTER FABRIC(MIRAFI 700X OR EQUAL)AND FOUR(4')POST SPACING 15 USED,THE WIRE CHECK: JPU / \ MESH SUPPORT FENCE MAY BE ELIMINATED.IN SUCH A CASE,THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO V� V THE POSTS WITH ALL OTHER PROVISIONS OF NOTE 5 APPLYING. JOB NO: 23069.20 7.THE TRENCH SHALL BE BACKFILLED WITH NATIVE SOIL OR 3/4"-1.5"WASHED ROCK. DATE: 04/1 8/23 \- - .- -- 8.FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE,BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED.THE NEWLY DISTURBED AREAS RESULTING FROM SILT FENCE REMOVAL SHALL BE IMMEDIATELY SEEDED AND MULCHED,OR OTHERWISE PERMANENTLY STABILIZED TO THE SATISFACTION OF THE CIVIL INSPECTOR. 9.SILT FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL.ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. 7 l0.MAINTENANCE:ANY DAMAGED OR CLOGGED FENCE SHALL BE REPAIRED/REPLACED IMMEDIATELY.SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT DEPTH IS 6INCHES OR GREATER.IF CONCENTRATED FLOWS ARE EVIDENT UPHILL J OF THE FENCE,THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. O Z TEMPORARY EROSION CONTROL PLAN © SILT FENCE 1 SCALE: 1"=20' SCALE: 1/2"=1'-O" Z TEMPORARY EROSION CONTROL PLAN NOTES: 20 0 10 20 40 0 O � U 1. BEFORE BEGINNING LAND-DISTURBING ACTIVITIES,INCLUDING CLEARING AND GRADING,CLEARLY MARK ALL Q CLEARING LIMITS. 2. ALL DISTURBED AREAS ON AND OFF-SITE SHALL BE COMPOST-AMENDED PER THE REQUIREMENTS OF BMP Z Z T5.131N THE STORMWATER MANUAL VOLUME V,CHAPTER 11. O i/S 3. SOILS MUST BE STABILIZED AT THE END OF THE SHIFT BEFORE A HOLIDAY OR WEEKEND IF NEEDED ON THE M J WEATHERFORECAST. O 4. CONCRETE TRUCKS MUST NOT BE WASHED OUT ONTO THE GROUND,OR INTO STORM DRAINS,OPEN DITCHES, Z N N STREETS,OR STREAMS.EXCESS CONCRETE MUST NOT BE DUMPED ON-SITE. Y 00 w w 5. TEMPORARY SEDIMENT TRAPS SHALL BE INSTALLED IN ALL EXISTING CATCH BASINS ON-SITE PRIOR TO THE Q ; Q REMOVAL OF THE CATCH BASINS. Q Q 6. MAINTAIN AND REPAIR ALL BMP'S AS NECESSARY TO ASSURE CONTINUED PERFORMANCE OF INTENDED 0- Q FUNCTION. J 7. ADDITIONAL BMPS MAY BE REQUIRED DURING CONSTRUCTION. Q ^ Z < B. ADDITIONAL BMPS LISTED IN THE CONSTRUCTION SWPPP&THE CITY OF XXXXXXX SURFACE WATER Z O O MANAGEMENT MANUAL MUST BE UTILIZED AS NEEDED. W 9. CONTRACTOR TO HAVE EROSION CONTROL SUPPLIES ON SITE. N Z C 10. CONTRACTOR/APPLICANT SHOULD APPLY FOR DISCHARGE PERMITS AS NEEDED. La r-, c LIJ J 11. INSTALL CATCH BASIN INLET PROTECTION PER DOE BMP C220 FOR ALL EXISTING INLETS ON-SITE AND WITHIN L) Q c 500'OF CONSTRUCTION SITE IN ROW AND AS PROPOSED DRAINAGE STRUCTURES ARE INSTALLED. SHEET C2.1 SW 1 /4, SW 1 /4, SECTION 23, TOWNSHIP 31 NORTH, RANGE 3 EAST, W.M. `\ ( TOP OF DITCH \ / __ TOW:144.75 TCH TOP:144.38 IE:135.74 __ ( \ \ row:143.75 TpE:141 1&' \ CATCH BASIN SCHEDULE ENGINEERING - --- - -_ \ TaW:142.75 -J--- -- TOE:143.30 �TdW:145.75_ - _ 250 4TH AVE. S., SUITE 200 \ TOP:142.75 - � TOE:140.0 Top 144.38 G=i%\ 54"O TYPE II W/SOLID LID EDMONDS, WASHINGTON 98020 RAILING OR FENCE_13536(2"DS) \ \ TOW:142.75 \ �ZO�`F'"1 'Q"""aZ STORM DR INAGE EASEMENT - _ TOE:-. O RIM:143.16 PHONE CENTERED ON WALL- TOW:143.25 / \� -_ - - - \ (425) 778-8500 OP:142.18 TOP:142.64 - TOW:144.75 390 LF 48"0 DUROMAXX DETENTION PIPE, _ _ IE:136.64(18"E) FAX(425) 778-5536 }38� TOE:135.0 -TO :143.25 TOP:143.80 135 LF,AND 130 LF RUNS W/(4)3 LF CONNECTORS IE:136.64(18"NW) / e -- -\ TOE:136.0 OW:143.25 \ TOP:142.76 TOE:140.0 TOW:145.75 I \ 124"ADS PIPE C3.3 RETAINING WALL \_ TOW:142.75 ,TOP:142.33 I TOW:146X75 -- TOW:142.75 TOE:142.0 \ TOP:144.75 TOE: 142.21 TOE:137.0 143.03 TOP:146.30 O s4"0 TYPE II W/SOLID LID a`� TOE:135.0 TOE:136.0 - 1 TOW:143.75--� TOE:142.s0 TOE:1 4.5 Z RIM:141.95 IE:135.74=-__ _� 142.50 I TOE:143.26 143.66 �, �DW:1`46.75 \ TOW:147.7 IE:136.0(36"E) TOW:143.25 \ 142.22 I TOE:142.0 \ 143.39 TOP:145.70 GUI TOP:142.75 142.21 142.76 \ TOp:146.30 IE:136.0(12"SW) G L TOE:140.0 ` 142.03 / TOE:142.50 "TOE:144.0- FLOW CONTROL STRUCTURE GQ4'p4 Wesgf'ZLA Fw o 142.75 --- - F F_ 147.14 ---- a: TOW:140.25 \/ _143 30 \ 3 I SDCO,TYP 354"TYPE II W/SOLID LID TOE:136.25 3 1 �3� �142 58 I RIM:141.95 142.04�� 3 147.70 - IE:135.98(18SE) g�uus 1 14215 \ /14 69 IE:135.98(18"NW) rs'1'Ea 1 TOW:140.1 \\ \ I TOE:136.5 \\ 142 32 /1q5 6 \ IE:135.98(12"NE) OVAL 140. \ 142.14 ® O 145/19 40 LF"18"ADS @ 0.5% 4 LF^'12"PVC @ 0.5% / \ 14�.10 I 147.10 - ®rypE I CB ` ® Q \ 144.83 \ I RIM:141.40(RAIN GARDEN OVERFLOW) ALTER EXISTING ROCKERY 142 25 3 �,\\ \\ 141.89 141.95 142.92 143.16 ACCESS \ I IE:138.50(6"PERF PVC E&W) AS REQUIRED FOR NEW 05% / Q Q \ RISER,TYP I CONSTRUCTION ,FJC L'° 141.80 \� \ I �147.20 IE:138.50(12"N) a 6 TOW: 42.2 25 F'12 PVC - 144.13\ 1 TOW:141.0 `\ N5 F.. 141.79 �� TOP: 42.2 @ .5%M N TOW 143.2 \ TOE:137.25 \\ TOW:142.2 \ ` TOE: 40. 14175 TOP: 41.7 1 - \ 14.06 TOP:141.4 \ \ 145.6 I 341.4 41.6 TOE: 40. \ TOE:140.40 \ \� 142.7 F 144.33 \ I I i�147.0 12"YARD DRAIN 141.72 RIM:140.30 - --- ------ --- TOW:143.25 143.36 - FLOW ENTRANCE 4 ` - - - - - - - - 144.79 I Q IE(6"S):138.30 W/ROCK SPILL C3. �\ 1- - ---44-. .' '.'U4. .-.-I r TOP:1g2.72 1 I ��PAVEMENT IE(6"E):138.20 142.33 WAY PAD,TYP TOE:140.40 145.20 I I III SECTION TOW:141.0 _ 141.72 ILIN OR FE CE I I Z TOE:137.5 142.06 ` 14272 \' RETAINING \ NTE D ON ALL 13 e 141.0 WALL OW: 42.25�� 4 143.3 144.33 _ O = OP: 41AD A 14s.Os V d 142.15 3 TO 0.40 \ 1 1.75 TOW: 43.2 U J C3.3 �' \\ TOP: 42.72 i q.40 T W:1 .25 r 144.27 I D 70 LF`6"PVC L.0.5% TOE:140.40 Q d 142.42 �, \\ \\ \ roP:1a1.7s I � O I � I w LL, ALTER EXISTING ROCKERY i 141.6 TOE:140.40 143.16 O _ 142.33 1141.E \ `\ � I 141.95 142.92 1 I 144.13 I I I ASPHALT CONCRETE AS REQUIRED FOR NEW / CONSTRUCTION 132 LF`18"ADS @ 0.59fj� I j WEARING COURSE TOW:141.75 142.09 \�X \ 142TOE:137.75 I _ 145.0 I 145.7 1 HMA CLASS 1/2"PG 64-22 .5 143.29� r 143. (WSDOT STD SPEC 5-0.1) Ld 142357 4.142.09 aoo 142.6\ r \ SD CO, \ i CO TYP CRUSHED SURFACING \ �� �� �� �� - - BASE COURSE(WSDOT 1 14 \ \\ I � �- ------ - oo° oo° Oo° o° STD SPEC 9-03.9(3)) Y i i ALTER EXISTING ROCKERY AS o 0 0 0 0o K 12"YARD DRAIN \ • `�� 0 4° Kcboo �° 4°a REQUIRED FOR NEW CONSTRUCTION ' ' oe ob Q STRUCTURAL FILL(SEE NOTE 7)RIM:141.35 \ �� / 0143.5E \ 144.52 TOW:143�II I � IE(6"S):139.35 142.3E - 142.E TOE:142.0 i z_ GRAVEL BORROW(WSDOT STD TOW:141.75 14274 142.36 143.75 ( F n - DESIGN: JPU IE(6"N):139.25 SPEC 9-03.14(1)) TOE:137.75 142.0 50 LF'"6"PVC @ 0.5% TOW:145.0 1 i _ A/V\I ( ( SO LF"6'PVC @1.9% TOP:144.52 x DRAWN: ATD TOW:142.0- 142.05 PERMEABLE BALLAST o \ 142.15�� �� TOE:143.0 45 LF"6'PVC @0.5% TOE:138.0 1 1 DRAINAGE LAYER(SEE NOTE 7) CHECK: JPU / TOW:143.25 142.15 / TO 143.s i (WSDOT STD SPEC9-03.9(2)) \ TOE:139.25 TOE:141.75 z JOB NO: 23069.20 \ TOW:143.25 TOW:1430 RETAININGC3 ql�y L MIRAFI 14ON NON-WOVEN \ _ ice__ TOE:139.5 TOE:14EI) u----__LI - GEOTEXTILE FABRIC OR DATE: 04/18/23 142.25 \ TOW:143.25 WALL APPROVED EQUAL TOW: TOW:143.E 142.75 TOE:140.25 12 TOE:138.75 TOE.139.6 "YARD DRAIN 142.25 RIM:141.55 1RI YARD DRAIN 14, IE IS"E):140.05 RIM:143.0 12"YARD DRAIN IE(4"WE.141.10_18"0 DRAIN LINE TO III- -� -� -� NATIVE MATERIAL,TO BE RIM:141.25 IE IS"W):139.95 BE TIED INTO CB#1 IE(6"W):141.0 - - -� -� -� APPROVED BY GEOTECHNICAL IE(6"E):139.70 - -_III-_III-_III-_III- ENGINEER IE(6"W):139.60 1 I I I I I I III=III=III=III=1 I I Z GRADING AND DRAINAGE PLAN © TYPICAL PAVEMENT SECTION 1 SCALE: 1"=20' GRADING AND DRAINAGE PLAN NOTES: 20 0 10 20 40 0 1. SOILS REPORT Q V REPORT NUMBER: 22450-002-01 Q PREPAREDGEOENGINEERS PAVING LEGEND (� DATED: APRIL s,2023 NEW ASPHALT/UTILITY SAWCUT Z Z BY: 2. ALL DISTURBED AREAS ON AND OFF-SITE SHALL BE COMPOST-AMENDED PER THE REQUIREMENTS OF BMP OVERLAY EXISTING ASPHALT Y Q J T5.131N THE STORMWATER MANUAL VOLUME V,CHAPTER 11. M 3. TOW REFERS TO THE TOP OF THE CONCRETE WALL.TOP AND TOE REFER TO FINISHED GRADE AT THE TOP AND NEW CONCRETE Q LL.I cV Q Q BOTTOM OF THE WALLS,RESPECTIVELY. 00 Z 4. A TYPE II CATCH BASIN 15 REQUIRED WHENEVER RIM TO INVERT EXCEEDS 5'. Y LLJ cy) Q W 5. A MINIMUM OF 2'OF COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER DRIVEABLE SURFACES AND 1'OF GRADING QUANTITIES Q Q Q Z COVER UNDER LANDSCAPE SURFACES. TOTAL EXCAVATION(CUT)- 2,600 CU VDS TOTAL d Q 6. NEW/REPLACED IMPERVIOUS SURFACE:24,437 SF.RUNOFF ROUTED TO BIORETENTION/DETENTION SYSTEM EMBANKMENT(FILL)- 7,000 CU VDS J THROUGH SHEET FLOW. TOTAL 9,600 CU YDS Q ^ Z V 7. CONTRACTOR SHALL PROVIDE FOOTING AND PAVEMENT SUBSTRATE PREPARATION,FILL,COMPACTION,AND THE QUANTITIES SHOWN ABOVE ARE FOR THE PERMIT PROCESS O Z Q DRAINAGE PER GEOTECHNICAL REPORT.GEOTECHNICAL ENGINEER SHALL OBSERVE EXCAVATED SOIL ONLY.THESE VALUES ARE APPROXIMATE.DO NOT USE FOR Z CONDITIONS DURING CONSTRUCTION(AND GROUNDWATER CONDITIONS)AS REQUIRED,AND PROVIDE BIDDING,PAYMENT,OR ESTIMATING PURPOSES. ADDITIONAL RECOMMENDATIONS IF NECESSARY BASED ON ACTUAL SITE CONDITIONS. LLJ N Z Q Z M -1 J W U Q 0 0 No SHEET C3.1 SW 1 /4, SW 1 /4, SECTION 23, TOWNSHIP 31 NORTH, RANGE 3 EAST, W.M. ENGINEERING STD LOCKING MH FRAME& 250 4TH AVE. S., SUITE 200 COVER MARKED"DRAIN EDMONDS, WASHINGTON 98020 STD LOCKING MH FRAME& ELEV=PER PLAN PHONE (425) 778-8500 COVER MARKED"DRAIN" FINISHED GRADE STD TYPE II CB FAX(425) 778-5536 CONCRETE TOP SLAB SHEAR GATE -I j•• - LIFT HANDLE 0.16'0 AIR VENT PIPE •^ •q,. ,e •<, Q4'p4 WA LLI' WELDED TO TANK \ Cs Fw f,,c `wCOMPACTED OVERFLOW PIPE BEDDING IE=140.0 ELEV=140.0 „ 3.0'0 CMP 1.23"0 ORIFICE 3.0'0 CMP RISERe rSTEB�1 jONAL ORIFICE IE=138.5 DMH STEPS @ 1.0'OC WELD OR BOLT TO FRAME LOCKING LID _ —I 0.5'SEDIMENTSTANDARD TYPE 11 OB 390 LF"4.0.0 CMP f DETENTION TANK (MARKED"DRAIN) COMPACTED i• CONCRETE TOP SLAB STORAGE DETENTION TANK ry MOUNTED OVER 2.0-0 PIPE BEDDING '_ (- OUTLET DETENTION TANK ECCENTRIC OPENING 3.0 RISER,3.0'0 MIN,SAME IE=136.0 IE=136.0� MATERIAL&GAGE AS TANK z / \\\ 3.0'CMP RISER WELDED OR FUSED TO TANK 12 0 SHEAR GATE 2,p :+ 11 DETENTION TANK DETENTION TANK MINIMUM 1'FOUNDATION �' WELD OR BOLD Q 12"0 CMP FLOW — MATERIAL CONSISTING OF CSBC STANDARD MANHOLE CONTROL ASSEMBLY (WSDOT STD SPEC 9-03.9)3)) STEPS @ 1.0'OC Z z O m RESTRICTOR PLATE 2 NOTES: NOTES: a N T.RESTRICTOR ORIFICES TO BE SHOP DRILLED,SHARP EDGED. 0,7' _ W/1.05"O ORIFICE 1.USEADIUSTING BLOC KS AS REQUIRED H 2.RESTRICT OR ELBOW LOCATIONS ARE SHOWN FOR ILLUSTRATIVE - 0_ - PURPOSES ONLY.ACTUAL ORIENTATION OF ELBOWS SHALL BE TO BRING FRAME TO GRADE. O PER PLAN VIEW OF FLOW CONTROL STRUCTURE. PLAN VIEW 2.ALL MATERIALS MUST BE CORROSION SECTION W w RESISTANT. o a 3.MUST BE CONVENIENTLY LOCATED FOR MAINTENANCE VEHICLE ACCESS. M W FLOW CONTROL STRUCTURE WITH DETENTION TANK-SECTION DETENTION TANK ACCESS Q 00 7 SCALE: 1/2"=V-0" 2 SCALE: 1/4"=V-0" O Y 0_ Q f ao PARKING LOT DESIGN: JPU BIORETENTION VEGETATION CURB/PLANTER WALL, TOW ELEVATION PER PLAN PER LANDSCAPE ARCH MIN HEIGHT PER PLAN DRAWN: ATD SLOPE TO CURB CHECK: JPU TOP ELEVATION PER PLAN NOTCHES PER PLAN JOB NO: 23069.20 141.40 Q DATE: 04/18/23 w a°oo °oo�°� ❑ I�1—I�1I 140.40 —III—III—III- a ROCK APRON z 6"DEEP RETAINING WALL C3.3 z TOE ELEVATION PER PLAN \ \y/ W ❑x ry1 Z ;o z STRUCTURAL WALL w PER DETAIL LPB " IP RAP O o e3 S�MINTO C3.3 TION w.138.90 z_ 0 /� 67�, I Y Q V 6"PERF Q ca UNDERDRAIN PIPE w (� Te >w � � � Z Z t°a IMPERMEABLE LINER BRING TOP OF w Y Q WAL TO ASPHALT 137.40 GRADE LATT NOTCHES A- I Q W N Q BIORETENTION Z N EDGE OF ASPHALT PLANTER 00 ISOMETRIC VIEW PLAN VIEW LLJ 0 Q BIORETENTION PLANTER 4 CURB NOTCHES W ROCK SPILL PAD a a 3 Z SCALE: 1"=1' SCALE: NTS J a ^ z o z co 0 Z J w ir�, m Q H N Z z M J ry W 0 U Q CD m 9 la SHEET C3.2 SW 1 /4, SW 1 /4, SECTION 23, TOWNSHIP 31 NORTH, RANGE 3 EAST, W.M. RAILING OR FENCE TOW PER GRADING PLAN WHERE REQ'D ENGINEERING 250 4TH AVE. S., SUITE 200 PAVING OR FINISHED GRADE NOTE: EDMONDS, WASHINGTON 98020 _ z (TOP PER GRADING PLAN) SEE DETAIL 4 FOR PHONE (425) 778-8500 1p� TYPICAL STEPPED FAX(425) 778-5536 FOOTING DETAIL (2)#4 BARS p RAILING OR FENCE °g0°° BACKFILL WITH FREE TOW PER GRADING PLAN WHERE REQ'D #4 @ 12"OC b 0 DRAINING MATERIAL PAVING OR FINISHED GRADE G GUILL RETAINING WALL SCHEDULE (TOP PER GRADINGP AN) I2)#48AR5 W"SQLy� o o FOOTING DRAIN WALL GEOMETRY WALL REINFORCING #4 @ 12'OC F o s "S"BARS �j° oa8° PER DETAIL 5 MAX ;°z VERT,CENTERED „H„ "[" "B" "D" "S"BARS T"BARS FINISHED GRADE TOE rs( z F #4 @ 12"OC HORIZ �S'1'Ea�1 PER GRADING PLAN) 2'-0" 8" 1'-0" SO" #4 @ 12" NOT REDID i O 0O o a 4'-0" 8" 1'-30" 10" #5 @ 15" #5 @ 15" S2 O FINISHED GRADE jONAL _ a5 x� O o°°'O (TOE PER ^�z a m 6'-0" 8" 3'-4" 10" #5 @ 12" #5 @ 12" w DRAIN ,O 000 0 GRADING PLAN) o• 0 3 z§ �°� °p° °o 8'-0.. 8" 5'-8" 12" #5 @ 9" #5 @ 9" w ro o'o° °o 1="'- 11 - NOTES: °�° O OOoO°o ;°Z 0 1.FOUNDATIONS SHALL BEAR ON COMPACTED FILL AS SPECIFIED - "F"BARS BYTHEGEOTECHNICALENGINEER. 2.BEARING CAPACITY=1500 PSF. BACKFILL WITH = 3.EQUIVALENT FLUID PRESSURE=35 PCF(ACTIVE). FREE DRAINING = 4.SOIL PASSIVE PRESSURE PCF. MATERIAL _ 44 12"OC -i "5"BARS O° 5.CONCRETE STRENGTH F'c=4000 P51. \ 1- TOP&BOTTOM 6.STEEL REINFORCEMENT STRENGTH F'y=60 KSI. 7.SURCHARGE=100 PSF. a #4 @ 12"OC EA WAY TOP Q RETAINING WALL DETAIL RETAINING WALL SECTION o m SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" a K - U � W w o a m w co o a TOW PER GRADING PLAN RAILING OR FENCE O WHERE REQ'D Y (2)#4 BARS PAVING OR FINISHED GRADE Q #4 @ 12"OC (TOP PER GRADING PLAN) f DESIGN: JPU DRAWN: ATD SOIL MIX "S"BARS E 1.SH LAP SPLICE 4"0 PERFORATED PVC PIPE PER CHECK: JPU 000 BACKFILL WITH FREE MIN TYP LOCAL CODES WITH 6"OF 1" JOB NO: 23069.20 O� T/2 MINUS GRAVEL ALL AROUND, o DRAINING MATERIAL DATE: 04/18/23 71 80b WRAPPED IN NON-WOVEN FOOTING DRAIN GEN 1/8"PER FABRIC.SLOPE TO s �0 99 DRAIN 1/8"PER ON MIN.TURN GRAVEL Cp � opUo PER DETAILS RETAINING WALL SCHEDULE DOWN PERFORATIONS AS SHOWm (AGGREGATE) o �$ O O z WALLGEO METRY WALL REINFORCING q TOP OF d� °• - - FOOTING PER ° �^00 O a a MHi "[" "B" "S"BARS "F"BARS ��DETAIL 3/C3.2 V do °'.oO°°o000 ° �•° = 4,-0„ 8„ 1'-2" #5 @ 15" #5 @ 15" r�a°� '° O5'-6" 8„ 2'-4" #5 @ 12" #5 @ 12" BENT BARS TO MATCH 1.FOUNDATIONS SHALL BEAR ON COMPACTED FILL AS SPECIFIED BOTTOM REINF O "F"BARS BY THE GEOTECHNICAL ENGINEER. '^ 2.BEARING CAPACITY=1500 PSF. COMPACTED FILL AS / =IIIIII=IIIII I 3.EQUIVALENT FLUID PRESSURE=35 PCF(ACTIVE). /� SPECIFIED BY THE /�1 J 7n #4 @ 12"OC 4.SOIL PASSIVE PRESSURE PCF. _ GEOTECHNICAL ENGINEER LINE OF MAX EXCAVATION. 1 Q U "S"BARS TOP&BOTTOM 5.CONCRETE STRENGTH F'c=4000 PSI. - � �- 3TYPR IF SOIL IS OVER EXCAVATED, Q 6.STEEL REINFORCEMENT STRENGTH F'y=60 KSI. REPLACE WITH LEAN MIX 7.SURCHARGE=100 PSF. T CONCRETE. COMPACTED STRUCTURAL T=FTG THICKNESS PER PLAN, FILL AS SPECIFIED BY THE z W SCHED,AND DETAILS GEOTECHNICAL ENGINEER Y Q RETAINING WALL @ BIORETENTION TYPICAL STEPPED WALL FOOTING TYPICAL FOOTING DRAIN a w N J 3 SCALE: 3/4''-V SCALE: 1/2''=1'-0" 5 GALE 1"=1'-0" Z 04 2 00 a > a 2 � a _j C� a ^ z Z z co O0 Z_ z LaNz Q z M J ~ LIJ I'l w W u U Q 9 la SHEET C3.3 2 3 4 5 17327 67th Ave BUILDING B ADJACENT 16'8"Ht. 1 Story RESIDENTIALAREA 1 Once+3 Car Garage Utility Building PROPERTY 0 LINE - DYKEMAN 42"BLACK POWDER CARPORT,TYP. Project Summary:1":40' COATED CHAIN LINK TO BE PERMITTED FENCE SEPARATELY Building Composition Parking Stalls Provided ARCHITECTURE + DESIGN '� -- a-- --r - --- Total Buildout Total BUildoul Parking TF Building Studios SBR 28R 31311 Total Units Standard ADA Total D ff 17327 67th Ave _ c c _`I� 1721567th Ave Bldg 1 4 5 9 dykear.ret 17 6 West Marine Vie,Dri,eU BUILDING A I a7 1723167th Ave Bldg 2 2 8 2 12 F Forecourt Fronts a 17327 67th Ave SUPPLEMENTAL PARKING � 1732767 th Ave 40'3 1/2"Ht. BUILDING C LOT(84 PARKING SPACES) 2, BUILDING 17313 67th Ave Bldg 3 2 6 2 10 3 Stories 42'7"Ht. 10 Units 3 Stories Porch Projecting 17204 67th Ave Bldg 4 4 5 9 - -Frontage 17327 67th Ave BldgA 2 6 2 1000NSULTANT: a) Flex Building __ 6 Units _ ° - 0 36'4 1/2"HL c - Multiplex Medium --- __3 Stories 17327 67th Ave Bldg C 6 6 t j 12 Units 17327 67th Ave Bldg D 2 6 2 10 1�"Multiplex Large 17327 67th Ave Bldg E 2 6 2 10 POOL 17327 67th Ave Bldg F 6 6 6 18 _ 17327 67th Ave Bldg G 6 6 12 42"BLACK POWDER COATED- 17327 67th Ave Bldg H 6 6 12 1 — CHAIN LINK FENCE AND GATE i _ - 17327 67th Ave Bldg I 4 4 2 2 12 MAIN s, 1732767th Ave Bldgl 4 4 2 2 12 ENTRY/EXI 17327 67th Ave Bldg K 4 4 2 2 12 - t- - 17327 67th Ave Bldg L 6 6 12 • _ 11 11 1 11 17327 67th Ave Bldg M 6 6 6 18 ----\ DOG RUN- u 17327 67th Ave Bldg N 6 6 6 18 OPEN SPACED 17327 67th Av Grand Total 30 78 S2 42 202 256 11 267 9552 BUILDING J REGISTERED Porch Projecting ARCHITECT 17327 67th Ave Frontage 17313 67th Ave BUILDING D-1- 36'4 1/2"Ht. BUILDING 3 Porch Projecting Frontage,) 3 Stories Proposed Supplemental Parking A L AA ON STEVENS Forecourt Frontage 36'9"Ht. 12 Units STATE OF WASRINGTDN 40'31/2"Ht. �3 Stonesl "Multiplex Large Standard ADA Total 3 Stories I�, 10 Units o', _ gq p 10 Units gfu Multiplex Medium Grand Total 340 11 351 Flex Buildin C PROJECTC of Centennial Park in c 17327 67th Ave -_- N BUILDING F PHASE 1 COMMUNITY GREEN the Cityof Arlington Porch 42'2 1/2 Fronta e 9 1 9 9 0) U 42'2 1/2"Ht. 17327 67th Ave -' 3 Stories BUILDING __-- FOR 17327 67th Al 18 Units Porch Projecting Fronta a ----- o BUILDING Centennial Park 5 J Multi lex Large 42'0"Ht. p E3 Stories',H J �iI Porch Projecting 17231 67th Ave __ Frontage BUILDING 2�� 12 UnitsLa II Y o 33StodesHt. LLC Forecourt Frontage 17327 67th Ave Multiplex Large 40'01/2"Ht. BUILDING E 17327 67th Ave _ U 12 Units ATONEMENT FREE Porch Projecting Frontage's BUILDING G m 3 Stories Multiplez Large LUTHERAN CHURCH AT 12 Units 36'9"Ht. Porch Projecting Frontage O 3 Stories 42'6"H. Flex Building 3 Stories 10 Units es - Multiplex Medium 12 Units Ta 17327 67th Ave NE LU z Multiplex Large Arlington, WA 98223 a � 1 c0 - - - - - - 04/19/2023 TRASH/ SECONDARY j PARKING BACK ALLEY RECYCLING ENTRY/EXIT I This drawing is: 1.Copyright 2023 Dykeman,Inc. B 1 �� 2.The Architect's Instrument of Professional Service. I 3.For use on this project only.Obtain Architect's B ------------------------ ___ \•. _.___-__-_. � I mitten permission for any other use or reproduction. 1 I - PROJECT NUMBER: 17ING 67th Ave r17327 67th Ave1 Trl7215 67th Av J -j I J BUILDING N(Split Slab) BUILDING M(Split Slab) BUILDING 1 I Porch Projecting Frontage Porch Projecting Frontage 17327 67th Av Shopfront&Forecourt• < 1 ¢ 42'2 1/2"Ht.(West Side) 42'21/2"Ht.(West Side) - BUILDINGL 2019-030 Fronts ge /( U U 43'2 1/2"Ht.(East Side) 43'8 1/2"Ht.(East Side) Porch Projecting 44'10"Ht.' I - aro ri--- '----1 m 3 Stodes 3 Stodes Frontage 3 Stodes-J - ( / 18 Unds 18 Units 42'0"Ht. 9 Units z j`��_� z MulBplez Large MINI Mull Large 3 Stories • Flex Building - Y 1 4 _i�---E--. PARK ICI L- 12 Units MARK DATE DESCRIPTION Multi Large Us BUFFER ENHANCEMENT I AREA RECREATIONAL Future Address TBDZ AREA BUILDING 4 Shopfront& Forecourt Frontage I 44.10. Ht. OPEN SPACE A 3 Stories PROJECT TEAM:9 Units —Flex Building PRINCIPAL IN CHARGE:I MS PROJECT MANAGER: DH PROJECT ARCHITECT:I DH JOB CAPTAIN: I SZ a-• A A PROPERTY 172nd St NE RELICT STREAM CHANNEL LINE AREA SHADED IN GRAY COMPLETED Site Plan - Supplemental AS PART OF A PRIOR PROJECT Parking 0 20' 40' 80' a a. Scale:1"=40'-0" Site Plan-Proposed North Wetland Parking SHEET CREATED ON 4/6/2023 U 4D'-g" NOT PART OF PREVIOUSLY ISSUED SET 2 3 4 1 5 Ccivil &structural ENGINEERING engineering &planning STRUCTURAL CALCULATIONS Centennial Park Parking Addition Retaining Walls 6711 Ave & 172nd St NE Arlington, WA 98223 G U o WAS�L � Iz ` 9L31 � ONAL 250 4ch Ave S Ste 200 Edmonds,WA 98020 Phone:(425)778-8500 Fax:(425)778-5536 CG Project No.: 23069.20 Project Description This project consists of the design of concrete retaining walls for the Centennial Park Parking Improvement.The northern wall will be an"L"shaped wall and range in height from 2'to 8' along its length.The toe is not included in this wall to avoid intruding into adjacent wetland. The wall in the South East corner of the lot will be an "L"shaped wall as well,at 2'in height. The wall at the Bioretention basin will range from 4'to 5.5'in height,and be a standard retaining wall shape. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Soil Values per GeoEngineers Lateral Earth Pressure 35 pcf Passive Earth Pressure 135 pcf Allowable Bearing 1500 psf Description By SPIVI Date 4/17/2023 Project Summary Checked Date ENGINEERING scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Centennial Park Parking Improvements 23069.20 Edmonds,WA 98020 2'-8' N Retaining Wall SW 1/4, SW 1/4, SECTION 23, TOWNSHIP 31 D%�, NORTH, RANGE 3 EAST, W.M. C _ _ GP 11. laa.> - _ CATCH BASIN SCHEDULE ENGINEERING -- _ roPa aP:S0a.J5 - SOD:IAS.TY=�Vv OglMia3.l6 w/SODU UO EDMONDS.WASHE 20D INGi0NT 98020 CE REDOON .15.x(1 05) '- �O�TyCF�N ( cE NO.r i0E:140.0-- --ll1E:151.SD�^, PHONE(425)1T8-B500 / 64 Ha"EI AI(425)n r'gos FPE eRET JrlAu .DA 01 75 ia3.ss1 _TOPS la3.ss l\ a90 Lf as�ID x o vla6.- -_ IE.136sa(18"RM P e sssfi TOE1413 AI TOP 1,12.7S 1S OE 1a \ 135 UP, L RU IP 146:�IFc "pnv /SCUD UD IF i3s 9o- - oE.vas. igf.i<z us 130�1F \ O �iM:1aL9sw . - T IF:136.D 136•'EI 0 IF:136.0 rv1i80Ln 44"0 GU)1XR To / FLOW co STRUCTURE 5,1M 1jFGRw/1UDUD `II II rOE:is6.zs a �R �9B ISB"sEl.BB I1B"nWl IE.13G.BS 112"NEI /MAC E.13 s 1 1423z • O 1as(19 IE.13s Q UP 1B•ADS@D.5% wcMo.s a y.1D 0 - ®"M` ra \ 1a4.e3 1 .aO( G..IN OVER-A ALTER 3 F``\\\ \ I E:I.L.16'•PEBF P.I&wl AS REOUuiED FOR NEW Saz.zS @OSv°a1 BD )RI ER, \ I 4 J0 IE:138.50112"rvl CONSTIUCTION G'PVR \ 2 35 131 G TOP I II TOP,\ .6 ro613 lav N Gp• L41..6 \TCvE!137.4 42.1 YARD DRAIN aa.3o "4 I4'T - e15•IE1:13830 `wp;ppo;TM; 4'-5.5' Bioretention Wall 142.33 IE I6'1:138.20 T AVEME 145.20 1C ION mE.141.0 141.z \ s Ds \ 5e -- 0'� TO IF 6" C@0.5%� R eL E:nlTO \` \ E 13T4 1aa.2T 1'a ` . osREM REDw EW 4 a2' l '\\` I .9sr 1 ri4D3i 1aa.1 WvxALr coxcNrr6 coNSTRucnox / 141e9DE Ds@O.S9y6�1a2�1 5.0 xMn[IUSS 1/25PG 64-12 41.0 3 1 vas.9142.1 To ALT :13T.a I z 9z se va. 3. _______ TDv:1a1.Ts 1az.o9 roE:1322s I < " Iws90T nDSPFc sua.11 laz.6� -�- �`�-- -- -+P- - -�.a;SE5 /SLIDTP CRU5HII SVIPACNG 1 1 132 IoSPEC ISOB(3)) 9 14 46 la4 I 6 12'vnxD Dw.In \ / $\ 7�� REOUI ED FORALTER NEW CONSTRUCTION a �0 ' O y ° 5 �1311 i\ 3 �rvsrxurn0ry nd IE(1'51:139.3s \ l uz 36 soz 36 - a3 s6 i GRAVEL BORROW(SEE NOTE 21 IE 16•'NI:139.25 41.2 �142 IWGDOT STD GPFR VD3.1a1111 DESIGN: JPU NW TO 1 5 I N @0.5% I pyC@1.9% TO a30 2I PERMEABLE BALVST DRAWN: ATD OS aS LF 6 PJ[@05% ELL �� B.0 �� DRA NAGEIAYER ISEE NOTE TI CHECK: JPU n TO 1a2.15 i0 , TOE,139.2s i iO.143. I �L IWSDOT nDSPFc sD391211 RETAINING - MRAF 140N NON WOV JOB NO: 23069.20 1a2 DISrOE.1a00 11 --_ - G[OTDOL[FOA�'U'oREx DATE: XX/XX/XX IS I MY1a uRAIN U11(A'ID'3a0.0s Mr1�.D�N_BArIED Ixro CBE TO APPPOVEDE IGL IE(1-W):139.9s Ie la^EI:34v10 - MATERIAL, BE RIM (6^E):139.rD APPROVED1a1.0 - -TT�T� ENGINEER TFwry GRADING AND DRAINAGE PLAN D D 1D 2D D© /1 TYPICALDPAVEMENT SECTION GRACE 1 z0 STALE 1 1 Q LLJ GRADING AND DRAINAGE PLAIN NOTES. 1 RE ¢ (� 11BURIT NUMBER: 245L-00- DATEDBY. PAVING LEGEND (J Z `° APAI s`za 3"G NE N Mr HALr WRu z_ _ 2 z l3SruRIED AREAS ON AND OFF-SnES-1 RE COMPOST-AMENDED PIRTBE REOUIREMEFTTSOF IMP r O Y Q J IN THE STORMINATER MANUAL CHAPTER II Ov6RUY ExImNGASP M O. 3. TOP AND ME REFSEEE ' n wrvcRETE Q W N m Q D cV 4. ATVPE TICATCx IA5 xa5 REIQUER[Dwx[xEVERE WMrO xvE�RT 0X 0�5E WAlLG,RFSPFCTVELV. Y Z � w 5REWIREDFORALLPIPESLOCATEDUNDERDRMEABLESURFACE,AND11OF 2' L Wall � W Z uj cov[n UND IFLANDSCCAAPE SURFA s. GRADING QUANTITIES Q Q Q 6 NEWOREBOICEDIMPERIDD5'URFACE:24z665F.RUNOFFRIOTEDTDIIDRETENTIDN/DET"TIDN55TEM nDN(CUT)- a 3 Q 0 IHR UGH GHFFT flow. rvr IFIW- J 2 CONTIACTORSHAN 110 IIIIOITIIGANIMA MENTSURSr6ATEPIEPARAION,ENLp C..IAcrIDN,AND BANxME 9,600 CU YDG F- Z THE QU T11SHOWN ABOVE ARE FORTxEPERMO PROCESS Z to O Z Q DDITICNALRECOMECONSTRUCTION(ND HOUN wa Rl oNo:oaIiasaroDlBID,A oP-CE FOR z r ESSARYBASEDONARTUALSITE CONDITIONS. z n cD Z F_ N z Q z M J Q U � Q 0EL SHEET: C3.1 2 KEY PLAN l 141v"�' A, 4F C Description i 1 /� �/ By Date =1i/ /1/ �/1/ 7 Checked /v I Date /`/ 117, ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 ( Job No. Edmonds,WA 98020 Project /� r I"��/ <1 fed i �^ 1 ' i�� �a 3 425,778.8500 www.cgengineering.com Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' N Retaining Wall Code Reference: Calculations per IBC 2018 1807.3, CBC 2019,ASCE 7-16 Criteria Soil Data Retained Height = 2.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 35.0 psf/ft = Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 135.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.420 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Spread Footing Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 4 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' N Retaining Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftc ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 2.35 OK Design Method = SD SD Sliding = 1.55 OK Thickness = 8.00 Global Stability = 4.54 Rebar Size = # 4 Rebar Spacing = 12.00 Total Bearing Load = 728 Ibs Rebar Placed at = Center ...resultant ecc. = 4.18 in Design Data Eccentricity outside middle third fb/FB+fa/Fa = 0.050 Soil Pressure @ Toe = 1,002 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs= Allowable = 2,000 psf Strength Level Ibs= 213.8 Soil Pressure Less Than Allowable Moment....Actual ACI Factored @ Toe = 1,403 psf Service Level ft-#= ACI Factored @ Heel = 0 psf Strength Level ft-#= 176.5 Footing Shear @ Toe = 0.0 psi OK Moment.....Allowable = 3,467.3 Footing Shear @ Heel = 2.9 psi OK Shear.....Actual Allowable = 82.2 psi Service Level psi= Sliding Calcs Strength Level psi= 4.5 Lateral Sliding Force = 230.6 Ibs Shear.....Allowable psi= 94.9 less 100%Passive Force - 52.5 Ibs Anet(Masonry) in2= less 100%Friction Force =_ - 305.8 Ibs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in= 4.00 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS frn psi= NOT considered in the calculation of soil bearing Fs psi= Solid Grouting = Load Factors Modular Ratio'n' _ Building Code Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 5 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' N Retaining Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0107 in2/ft (4/3)'As: 0.0142 in2/ft Min Stem T&S Reinf Area 0.384 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One laver of: Two lavers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.867 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 1.67 Factored Pressure = 1,403 0 psf Total Footing Width = 1.67 Mu': Upward = 0 78 ft-# Footing Thickness = 10.00 in Mu': Downward = 0 287 ft-# Mu: Design = 0 OK 208 ft-# OK Key Width = 0.00 in phiMn = OK-Flush 1,753 Key Depth = 0.00 in Actual 1-Way Shear = 0.00 2.86 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 43.82 43.82 psi fc = 3,000 psi Fy = 60,000 psi Toe Reinforcing = Flush toe condition. No reinforcing required. Footing Concrete Density = 150.00 pcf Heel Reinforcing = None Spec'd Min.As% = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion,Tu = 0.00 ft-Ibs Footing Allow.Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: Flush toe condition.No reinforcing required. Heel: phiMn=ph`5'lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.36 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 6 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' N Retaining Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 140.5 0.94 132.7 Soil Over HL (al water tbl) 219.9 1.17 256.4 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 1.17 256.4 Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 90.2 1.42 127.7 Surcharge Over Heel = 99.9 1.17 116.6 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = 'Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 200.0 0.33 66.7 Earth @ Stem Transitions= Total = 230.6 O.T.M. = 260.4 Footing Weighi = 208.3 0.83 173.5 Key Weight = Resisting/Overturning Ratio = 2.35 Vert.Component = Vertical Loads used for Soil Pressure= 728.0 Ibs Total= 728.0 Ibs R.M.= 613.1 *Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.033 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 7 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' N Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#4 bar specified in this stem design segment(25.4.2.3a)= 15.60 in Development length for#4 bar specified in this stem design segment= 12.00 in Hooked embedment length into footing for#4 bar specified in this stem design segment= 6.63 in As Provided= 0.2000 in2/ft As Required= 0.1728 in2/ft Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' N Retaining Wall 8"w/#4 @ 12" ppwp Clear Cover: 3.75" 2'-0" • • 10" 1'-8" 1'-8" 9 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' N Retaining Wall 100.00psf Pp= 52.50#� 231# CR 0 0 ■ Lateral earth pressure due to the soil BELOW water table 10 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' N Retaining Wall Code Reference: Calculations per IBC 2018 1807.3, CBC 2019,ASCE 7-16 Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 35.0 psf/ft = Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 135.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.630 Soil height to ignore • • for passive pressure = 12.00 in • • Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Spread Footing Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 11 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' N Retaining Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftc ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 2.47 OK Design Method = SD SD Sliding = 2.20 OK Thickness = 8.00 Global Stability = 2.80 Rebar Size = # 5 Rebar Spacing = 15.00 Total Bearing Load = 1,883 Ibs Rebar Placed at = Center ...resultant ecc. = 4.34 in Design Data Eccentricity within middle third fb/FB+fa/Fa = 0.235 Soil Pressure @ Toe = 1,272 psf OK Total Force @ Section Soil Pressure @ Heel = 90 psf OK Service Level Ibs= Allowable = 1,500 psf Strength Level Ibs= 651.6 Soil Pressure Less Than Allowable Moment....Actual ACI Factored @ Toe = 1,781 psf Service Level ft-#= ACI Factored @ Heel = 126 psf Strength Level ft-#= 1,004.6 Footing Shear @ Toe = 0.0 psi OK Moment.....Allowable = 4,259.9 Footing Shear @ Heel = 5.4 psi OK Shear.....Actual Allowable = 82.2 psi Service Level psi= Sliding Calcs Strength Level psi= 13.6 Lateral Sliding Force 562.6 Ibs Shear.....Allowable psi= 94.9 less 100%Passive Force - 52.5 Ibs Anet(Masonry) in2= less 100%Friction Force =_ - 1,186.3 Ibs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in= 4.00 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS frn psi= considered in the calculation of soil bearing pressures. Fs psi= Solid Grouting = Load Factors Modular Ratio'n' _ Building Code Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 12 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' N Retaining Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0606 in2/ft (4/3)'As: 0.0809 in2/ft Min Stem T&S Reinf Area 0.768 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One laver of: Two lavers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.867 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 2.50 Factored Pressure = 1,781 126 psf Total Footing Width = 2.50 Mu': Upward = 0 891 ft-# Footing Thickness = 10.00 in Mu': Downward = 0 1,938 ft-# Mu: Design = 0 OK 1,046 ft-# OK Key Width = 0.00 in phiMn = OK-Flush 8,308 Key Depth = 0.00 in Actual 1-Way Shear = 0.00 5.35 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 0.00 82.16 psi fc = 3,000 psi Fy = 60,000 psi Toe Reinforcing = Flush toe condition. No reinforcing required. Footing Concrete Density = 150.00 pcf Heel Reinforcing = #5 @ 15.00 in Min.As% = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion,Tu = 0.00 ft-Ibs Footing Allow.Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: Flush toe condition.No reinforcing required. Heel:#4@ 11.11 in,#5@ 17.22 in,#6@ 24.44 in,#7@ 33.33 in,#8@ 43.88 in,#9@ 55.55 in,#10@ 70.55 in Key: No key defined Min footing T&S reinf Area 0.54 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 13 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' N Retaining Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 408.8 1.61 658.7 Soil Over HL (al water tbl) 806.7 1.58 1,277.2 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 1.58 1,277.2 Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 153.8 2.42 371.7 Surcharge Over Heel = 183.3 1.58 290.3 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = 'Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 400.0 0.33 133.3 Earth @ Stem Transitions= Total = 562.6 O.T.M. = 1,030.3 Footing Weighi = 312.5 1.25 390.6 Key Weight = Resisting/Overturning Ratio = 2.47 Vert.Component = 180.5 2.50 451.2 Vertical Loads used for Soil Pressure= 1,883.0 Ibs Total= 1,883.0 Ibs R.M.= 2,542.6 Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.057 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 14 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' N Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment:Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment(25.4.2.3a)= 18.50 in Development length for#5 bar specified in this stem design segment= 14.23 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 6.68 in As Provided= 0.2480 in2/ft As Required= 0.1728 in2/ft 15 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' N Retaining Wall 8"W/#5 @ 15" Clear Cover:3.6875" 4'-0" • i T 2" • • 10" 2'-6" #5@ 15" 2'-6" @ Heel 16 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' N Retaining Wall 100.00psf 1 � t Pp= 52.50#� 563# C a a rn NCC) Lateral earth pressure due to the soil BELOW water table 17 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 6' N Retaining Wall Code Reference: Calculations per IBC 2018 1807.3, CBC 2019,ASCE 7-16 Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 35.0 psf/ft = Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 135.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.630 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Spread Footing Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 18 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: UN Retaining Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftc ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 3.28 OK Design Method = SD SD Sliding = 2.48 OK Thickness = 8.00 Global Stability = 2.48 Rebar Size = # 5 Rebar Spacing = 12.00 Total Bearing Load = 3,994 Ibs Rebar Placed at = Center ...resultant ecc. = 4.35 in Design Data Eccentricity within middle third fb/FB+fa/Fa = 0.557 Soil Pressure @ Toe = 1,402 psf OK Total Force @ Section Soil Pressure @ Heel = 415 psf OK Service Level Ibs Allowable = 1,500 psf Strength Level Ibs= 1,313.5 Soil Pressure Less Than Allowable Moment....Actual ACI Factored @ Toe = 1,963 psf Service Level ft-#= ACI Factored @ Heel = 580 psf Strength Level ft-#= 2,932.4 Footing Shear @ Toe = 0.0 psi OK Moment.....Allowable = 5,261.1 Footing Shear @ Heel = 4.4 psi OK Shear.....Actual Allowable = 94.9 psi Service Level psi= Sliding Calcs Strength Level psi= 27.4 Lateral Sliding Force 1,034.6 Ibs Shear.....Allowable psi= 94.9 less 100%Passive Force - 52.5 Ibs Anet(Masonry) in2= less 100%Friction Force =_ - 2,516.2 Ibs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in= 4.00 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS frn psi= considered in the calculation of soil bearing pressures. Fs psi= Solid Grouting = Load Factors Modular Ratio'n' _ Building Code Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 19 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: UN Retaining Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.177 in2/ft (4/3)'As: 0.236 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One laver of: Two lavers of: Required Area: 0.177 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.867 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 4.00 Factored Pressure = 1,963 580 psf Total Footing Width = 4.00 Mu': Upward = 0 5,358 ft-# Footing Thickness = 10.00 in Mu': Downward = 0 8,046 ft-# Mu: Design = 0 OK 2,688 ft-# OK Key Width = 0.00 in phiMn = OK-Flush 10,406 Key Depth = 0.00 in Actual 1-Way Shear = 0.00 4.40 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 0.00 94.87 psi fc = 4,000 psi Fy = 60,000 psi Toe Reinforcing = Flush toe condition. No reinforcing required. Footing Concrete Density = 150.00 pcf Heel Reinforcing = #5 @ 12.00 in Min.As% = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion,Tu = 0.00 ft-Ibs Footing Allow.Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: Flush toe condition.No reinforcing required. Heel:#4@ 11.11 in,#5@ 17.22 in,#6@ 24.44 in,#7@ 33.33 in,#8@ 43.88 in,#9@ 55.55 in,#10@ 70.55 in Key: No key defined Min footing T&S reinf Area 0.86 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 20 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 6' N Retaining Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 817.2 2.28 1,861.3 Soil Over HL (al water tbl) 2,200.0 2.33 5,133.3 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 2.33 5,133.3 Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 217.4 3.42 742.9 Surcharge Over Heel = 333.3 2.33 777.8 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = 'Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 0.33 200.0 Earth @ Stem Transitions= Total = 1,034.6 O.T.M. = 2,604.2 Footing Weighi = 500.0 2.00 1,000.0 Key Weight = Resisting/Overturning Ratio = 3.28 Vert.Component = 360.7 4.00 1,442.8 Vertical Loads used for Soil Pressure= 3,994.0 Ibs Total= 3,994.0 Ibs R.M.= 8,553.9 Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.058 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 21 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: UN Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment:Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment(25.4.2.3a)= 18.50 in Development length for#5 bar specified in this stem design segment= 14.23 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 6.00 in As Provided= 0.3100 in2/ft As Required= 0.1770 in2/ft 22 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: UN Retaining Wall 8"w/#5 @ 12" Clear Cover:3.6875" 6'-0" T 2' • • 10" 4'-0" 4'-0" @ Heel 23 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: UN Retaining Wall 100.00psf 1� Pp= 52.50#� 1035# C C n n � o vLateral earth pressure due to the soil BELOW water table 24 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 8' N Retaining Wall Code Reference: Calculations per IBC 2018 1807.3, CBC 2019,ASCE 7-16 Criteria Soil Data Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 35.0 psf/ft = Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 135.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.520 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Spread Footing Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 25 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 8' N Retaining Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftc ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 4.70 OK Design Method = SD SD Sliding = 2.44 OK Thickness = 8.00 Global Stability = 2.53 Rebar Size = # 5 Rebar Spacing = 9.00 Total Bearing Load = 7,835 Ibs Rebar Placed at = Center ...resultant ecc. = 3.40 in Design Data Eccentricity within middle third fb/FB+fa/Fa = 0.932 Soil Pressure @ Toe = 1,467 psf OK Total Force @ Section Soil Pressure @ Heel = 840 psf OK Service Level Ibs= Allowable = 1,500 psf Strength Level Ibs= 2,199.3 Soil Pressure Less Than Allowable Moment....Actual ACI Factored @ Toe = 2,054 psf Service Level ft-#= ACI Factored @ Heel = 1,176 psf Strength Level ft-#= 6,407.8 Footing Shear @ Toe = 0.0 psi OK Moment.....Allowable = 6,873.0 Footing Shear @ Heel = 0.4 psi OK Shear.....Actual Allowable = 94.9 psi Service Level psi= Sliding Calcs Strength Level psi= 45.8 Lateral Sliding Force = 1,703.9 Ibs Shear.....Allowable psi= 94.9 less 100%Passive Force 84.4 Ibs Anet(Masonry) in2= less 100%Friction Force =_ - 4,074.1 Ibs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in= 4.00 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS frn psi= considered in the calculation of soil bearing pressures. Fs psi= Solid Grouting = Load Factors Modular Ratio'n' _ Building Code Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 26 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 8' N Retaining Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.3868 in2/ft (4/3)'As: 0.5157 in2/ft Min Stem T&S Reinf Area 1.536 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One laver of: Two lavers of: Required Area: 0.3868 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.4133 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.867 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 6.25 Factored Pressure = 2,054 1,176 psf Total Footing Width = 6.25 Mu': Upward = 0 22,405 ft-# Footing Thickness = 12.00 in Mu': Downward = 0 27,349 ft-# Mu: Design = 0 OK 4,944 ft-# OK Key Width = 0.00 in phiMn = OK-Flush 17,452 Key Depth = 0.00 in Actual 1-Way Shear = 0.00 0.35 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 0.00 94.87 psi fc = 4,000 psi Fy = 60,000 psi Toe Reinforcing = Flush toe condition. No reinforcing required. Footing Concrete Density = 150.00 pcf Heel Reinforcing = #5 @ 9.00 in Min.As% = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion,Tu = 0.00 ft-Ibs Footing Allow.Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: Flush toe condition.No reinforcing required. Heel:#4@ 9.25 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.77 in,#8@ 36.57 in,#9@ 46.29 in,#10@ 58.79 in Key: No key defined Min footing T&S reinf Area 1.62 in2 Min footing T&S reinf Area per foot 0.26 in2 A If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in 27 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 8' N Retaining Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 1,417.5 3.00 4,252.5 Soil Over HL (al water tbl) 4,913.3 3.46 16,991.9 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 3.46 16,991.9 Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 286.4 4.50 1,288.6 Surcharge Over Heel = 558.3 3.46 1,930.9 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = 'Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 800.0 0.33 266.7 Earth @ Stem Transitions= Total = 1,703.9 O.T.M. = 5,541.1 Footing Weighi = 937.5 3.13 2,929.7 Key Weight = Resisting/Overturning Ratio = 4.70 Vert.Component = 625.7 6.25 3,910.7 Vertical Loads used for Soil Pressure= 7,834.9 Ibs Total= 7,834.9 Ibs R.M.= 26,029.9 Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.052 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 28 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 8' N Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment(25.4.2.3a)= 18.50 in Development length for#5 bar specified in this stem design segment= 14.23 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 7.77 in As Provided= 0.4133 in2/ft As Required= 0.3868 in2/ft 29 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 8' N Retaining Wall 8"W/#5 @ 9" • • Clear Cover:3.6875" 81-01, r .2" • • 1'-0" 6'-3" #5@9" 6'-3" @ Heel 30 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 8' N Retaining Wall 100.00psf I Pp= 84.38#� 1704# Q a rn v o Lateral earth pressure due to the soil BELOW water table v 00 31 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' Bioretention Wall Code Reference: Calculations per IBC 2018 1807.3, CBC 2019,ASCE 7-16 Criteria Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 35.0 psf/ft = Height of Soil over Toe = 36.00 in = Water height over heel = 0.0 ft Passive Pressure = 0.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.630 Soil height to ignore • • for passive pressure = 12.00 in I • • Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Spread Footing Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 32 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' Bioretention Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftc ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 2.14 OK Design Method = SD SD Sliding = 1.79 OK Thickness = 8.00 Global Stability = 5.46 Rebar Size = # 5 Rebar Spacing = 15.00 Total Bearing Load = 1,600 Ibs Rebar Placed at = Center ...resultant ecc. = 6.71 in Design Data Eccentricity outside middle third fb/FB+fa/Fa = 0.235 Soil Pressure @ Toe = 1,456 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs= Allowable = 1,500 psf Strength Level Ibs= 651.6 Soil Pressure Less Than Allowable Moment....Actual ACI Factored @ Toe = 2,039 psf Service Level ft-#= ACI Factored @ Heel = 0 psf Strength Level ft-#= 1,004.6 Footing Shear @ Toe = 3.4 psi OK Moment.....Allowable = 4,259.9 Footing Shear @ Heel = 7.7 psi OK Shear.....Actual Allowable = 82.2 psi Service Level psi= Sliding Calcs Strength Level psi= 13.6 Lateral Sliding Force 562.6 Ibs Shear.....Allowable psi= 94.9 less 100%Passive Force - 0.0 Ibs Anet(Masonry) in2= less 100%Friction Force =_ - 1,008.1 Ibs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in= 4.00 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS frn psi= NOT considered in the calculation of soil bearing Fs psi= Solid Grouting = Load Factors Modular Ratio'n' _ Building Code Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 33 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' Bioretention Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0606 in2/ft (4/3)'As: 0.0809 in2/ft Min Stem T&S Reinf Area 0.768 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One laver of: Two lavers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.248 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.867 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 0.75 ft Toe Heel Heel Width = 1.83 Factored Pressure = 2,039 0 psf Total Footing Width = 2.58 Mu': Upward = 508 74 ft-# Footing Thickness = 10.00 in Mu': Downward = 154 570 ft-# Mu: Design = 355 OK 496 ft-# OK Key Width = 0.00 in phiMn = 7,192 8,308ft-# Key Depth = 0.00 in Actual 1-Way Shear = 3.38 7.71 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 82.16 82.16 psi fc = 3,000 psi Fy = 60,000 psi Toe Reinforcing = #5 @ 15.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = #5 @ 15.00 in Min.As% = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion,Tu = 0.00 ft-Ibs Footing Allow.Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: #4@ 11.11 in,#5@ 17.22 in,#6@ 24.44 in,#7@ 33.33 in,#8@ 43.88 in,#9@ 55.55 in,#10@ 70.55 in Heel:#4@ 11.11 in,#5@ 17.22 in,#6@ 24.44 in,#7@ 33.33 in,#8@ 43.88 in,#9@ 55.55 in,#10@ 70.55 in Key: No key defined Min footing T&S reinf Area 0.56 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 34 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' Bioretention Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 408.8 1.61 658.7 Soil Over HL (al water tbl) 513.2 2.00 1,026.3 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 2.00 1,026.3 Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 153.8 2.42 371.7 Surcharge Over Heel = 116.6 2.00 233.2 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = 'Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 247.5 0.38 92.8 Surcharge Over Toe = Stem Weight(s) = 400.0 1.08 433.3 Earth @ Stem Transitions= Total = 562.6 O.T.M. = 1,030.3 Footing Weighi = 322.9 1.29 417.0 Key Weight = Resisting/Overturning Ratio = 2.14 Vert.Component = Vertical Loads used for Soil Pressure= 1,600.2 Ibs Total= 1,600.2 Ibs R.M.= 2,202.7 Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.063 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 35 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' Bioretention Wall Rebar Lap & Embedment Lengths Information Stem Design Segment:Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment(25.4.2.3a)= 18.50 in Development length for#5 bar specified in this stem design segment= 14.23 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 6.68 in As Provided= 0.2480 in2/ft As Required= 0.1728 in2/ft 36 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' Bioretention Wall 8"w/#5 @ 15" Clear Cover : 3.6875"4'-0" 3'-0" i • 2n #5@15in 10' @ Toe 3" 9" 1'-10" #5@15" 2'-7" @ Heel44 37 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 4' Bioretention Wall 100.00psf 1yy Pp= 0.00# 563# Q a o_ LOu� Lateral earth pressure due to the soil BELOW water table 38 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 5.5' Bioretention Wall Code Reference: Calculations per IBC 2018 1807.3, CBC 2019,ASCE 7-16 Criteria Soil Data Retained Height = 5.50 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 35.0 psf/ft = Height of Soil over Toe = 54.00 in = Water height over heel = 0.0 ft Passive Pressure = 0.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.630 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Spread Footing Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 39 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 5.5' Bioretention Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftc ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 3.13 OK Design Method = SD SD Sliding = 2.22 OK Thickness = 8.00 Global Stability = 6.27 Rebar Size = # 5 Rebar Spacing = 12.00 Total Bearing Load = 3,190 Ibs Rebar Placed at = Center ...resultant ecc. = 6.99 in Design Data Eccentricity within middle third fb/FB+fa/Fa = 0.441 Soil Pressure @ Toe = 1,494 psf OK Total Force @ Section Soil Pressure @ Heel = 101 psf OK Service Level Ibs Allowable = 1,500 psf Strength Level Ibs= 1,127.0 Soil Pressure Less Than Allowable Moment....Actual ACI Factored @ Toe = 2,092 psf Service Level ft-# ACI Factored @ Heel = 141 psf Strength Level ft-#= 2,322.8 Footing Shear @ Toe = 6.1 psi OK Moment.....Allowable = 5,261.1 Footing Shear @ Heel = 8.5 psi OK Shear.....Actual Allowable = 82.2 psi Service Level psi= Sliding Calcs Strength Level psi= 23.5 Lateral Sliding Force 903.5 Ibs Shear.....Allowable psi= 94.9 less 100%Passive Force - 0.0 Ibs Anet(Masonry) in2= less 100%Friction Force =_ - 2,009.7 Ibs Wall Weight psf= 100.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in= 4.00 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS frn psi= NOT considered in the calculation of soil bearing Fs psi= Solid Grouting = Load Factors Modular Ratio'n' _ Building Code Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 40 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 5.5' Bioretention Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.1402 in2/ft (4/3)'As: 0.187 in2/ft Min Stem T&S Reinf Area 1.056 in2 200bd/fy:200(12)(4)/60000: 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.192 in2/ft 0.0018bh:0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One laver of: Two lavers of: Required Area: 0.16 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area : 0.867 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 3.00 Factored Pressure = 2,092 141 psf Total Footing Width = 4.00 Mu': Upward = 965 1,416 ft-# Footing Thickness = 10.00 in Mu': Downward = 372 2,820 ft-# Mu: Design = 593 OK 1,404 ft-# OK Key Width = 0.00 in phiMn = 8,905 10,300ft-# Key Depth = 0.00 in Actual 1-Way Shear = 6.10 8.45 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 82.16 82.16 psi fc = 3,000 psi Fy = 60,000 psi Toe Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = #5 @ 12.00 in Min.As% = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion,Tu = 0.00 ft-Ibs Footing Allow.Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: #4@ 11.11 in,#5@ 17.22 in,#6@ 24.44 in,#7@ 33.33 in,#8@ 43.88 in,#9@ 55.55 in,#10@ 70.55 in Heel:#4@ 11.11 in,#5@ 17.22 in,#6@ 24.44 in,#7@ 33.33 in,#8@ 43.88 in,#9@ 55.55 in,#10@ 70.55 in Key: No key defined Min footing T&S reinf Area 0.86 in2 Min footing T&S reinf Area per foot 0.22 in2 A If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in 41 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 5.5' Bioretention Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 701.9 2.11 1,481.9 Soil Over HL (al water tbl) 1,411.7 2.83 3,999.7 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 2.83 3,999.7 Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 201.5 3.17 638.1 Surcharge Over Heel = 233.3 2.83 661.1 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = 'Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 495.0 0.50 247.5 Surcharge Over Toe = Stem Weight(s) = 550.0 1.33 733.3 Earth @ Stem Transitions= Total = 903.5 O.T.M. = 2,120.0 Footing Weighi = 500.0 2.00 1,000.0 Key Weight = Resisting/Overturning Ratio = 3.13 Vert.Component = Vertical Loads used for Soil Pressure= 3,190.0 Ibs Total= 3,190.0 Ibs R.M.= 6,641.7 Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.057 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 42 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 5.5' Bioretention Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment(25.4.2.3a)= 18.50 in Development length for#5 bar specified in this stem design segment= 14.23 in Hooked embedment length into footing for#5 bar specified in this stem design segment= 6.00 in As Provided= 0.3100 in2/ft As Required= 0.1600 in2/ft 43 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 5.5' Bioretention Wall 8"w/#5 @ 12" • • Clear Cover: 3.6875" 5'-6" 4'-6" 2" #5@12in @ Toe 3" 1'-0" 3'-0" Illo- #5@12" 4'-0" @ Heel 44 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 5.5' Bioretention Wall 100.00psf PP= 0.00# 903# C C Q Q 00 N v o Lateral earth pressure due to the soil BELOW water table rn o v �- 45 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' L Wall Code Reference: Calculations per IBC 2018 1807.3, CBC 2019,ASCE 7-16 Criteria Soil Data Retained Height = 2.50 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Active Heel Pressure - 35.0 psf/ft = Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure = 135.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingIlSoil Friction = 0.630 Soil height to ignore for passive pressure = 12.00 in • • Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Load Type = Wind(W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Spread Footing Base Above/Below Soil _ 0.0 ft Axial Dead Load = 0.0 Ibs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load = 0.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in 46 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' L Wall Design Summary Stem Construction Bottom Stem OK Design Height Above Ftc ft= 0.00 Wall Stability Ratios Wall Material Above"Ht" = Concrete Overturning = 1.84 OK Design Method = SD SD Sliding = 1.91 OK Thickness = 6.00 Global Stability = 3.54 Rebar Size = # 4 Rebar Spacing = 12.00 Total Bearing Load = 813 Ibs Rebar Placed at = Center ...resultant ecc. = 5.44 in Design Data Eccentricity outside middle third fb/FB+fa/Fa = 0.118 Soil Pressure @ Toe = 1,425 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs= Allowable = 1,500 psf Strength Level Ibs= 302.3 Soil Pressure Less Than Allowable Moment....Actual ACI Factored @ Toe = 1,994 psf Service Level ft-#= ACI Factored @ Heel = 0 psf Strength Level ft-#= 304.9 Footing Shear @ Toe = 0.0 psi OK Moment.....Allowable = 2,567.3 Footing Shear @ Heel = 4.7 psi OK Shear.....Actual Allowable = 82.2 psi Service Level psi= Sliding Calcs Strength Level psi= 8.4 Lateral Sliding Force = 288.3 Ibs Shear.....Allowable psi= 94.9 less 100%Passive Force - 38.0 Ibs Anet(Masonry) in2= less 100%Friction Force =_ - 512.0 Ibs Wall Weight psf= 75.0 Added Force Req'd = 0.0 Ibs OK Rebar Depth 'd' in= 3.00 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS frn psi= NOT considered in the calculation of soil bearing Fs psi= Solid Grouting = Load Factors Modular Ratio'n' _ Building Code Equiv.Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= 4,000.0 Seismic, E 1.000 Fy psi= 60,000.0 47 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' L Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0253 in2/ft (4/3)'As: 0.0337 in2/ft Min Stem T&S Reinf Area 0.360 in2 200bd/fy:200(12)(3)/60000: 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.144 in2/ft 0.0018bh:0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options: One laver of: Two lavers of: Required Area: 0.1296 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area: 0.2 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area : 0.6503 in2/ft #6@ 36.67 in #6@ 73.33 in Footing Data Footing Design Results Toe Width = 0.00 ft Toe Heel Heel Width = 1.67 Factored Pressure = 1,994 0 psf Total Footing Width = 1.67 Mu': Upward = 0 77 ft-# Footing Thickness = 9.00 in Mu': Downward = 0 426 ft-# Mu: Design = 0 OK 349 ft-# OK Key Width = 0.00 in phiMn = OK-Flush 5,899 Key Depth = 0.00 in Actual 1-Way Shear = 0.00 4.75 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 0.00 82.16 psi fc = 3,000 psi Fy = 60,000 psi Toe Reinforcing = Flush toe condition. No reinforcing required. Footing Concrete Density = 150.00 pcf Heel Reinforcing = #4 @ 12.00 in Min.As% = 0.0018 Key Reinforcing = None Spec'd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion,Tu = 0.00 ft-Ibs Footing Allow.Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable,provide supplemental design for footing torsion. Other Acceptable Sizes&Spacings Toe: Flush toe condition.No reinforcing required. Heel:#4@ 12.34 in,#5@ 19.13 in,#6@ 27.16 in,#7@ 37.03 in,#8@ 48.76 in,#9@ 61.72 in,#10@ 78.39 in Key: No key defined Min footing T&S reinf Area 0.32 in2 Min footing T&S reinf Area per foot 0.19 in2 A If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 12.35 in #4@ 24.69 in #5@ 19.14 in #5@ 38.27 in #6@ 27.16 in #6@ 54.32 in 48 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' L Wall Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HL Act Pres(ab water tbl) 184.8 1.08 200.2 Soil Over HL (al water tbl) 320.9 1.08 347.7 HL Act Pres(be water tbl) Soil Over HL (bel.water tbl) 1.08 347.7 Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Heel = Surcharge over Heel = 103.4 1.63 168.0 Surcharge Over Heel = 116.7 1.08 126.4 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = 'Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 187.5 0.25 46.9 Earth @ Stem Transitions= Total = 288.3 O.T.M. = 368.3 Footing Weighi = 187.5 0.83 156.3 Key Weight = Resisting/Overturning Ratio = 1.84 Vert.Component = Vertical Loads used for Soil Pressure= 812.7 Ibs Total= 812.7 Ibs R.M.= 677.4 *Axial live load NOT included in total displayed,or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.059 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 49 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' L Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#4 bar specified in this stem design segment(25.4.2.3a)= 15.60 in Development length for#4 bar specified in this stem design segment= 12.00 in Hooked embedment length into footing for#4 bar specified in this stem design segment= 6.00 in As Provided= 0.2000 in2/ft As Required= 0.1296 in2/ft 50 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' L Wall 6"w/#4 @ 12" Clear Cover:2.75" 2'-6" • T 1'-8" #4@ 12" 1'-8" @ Heel 51 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File:Centennial Park Retaining Walls.ec6 LIC#:KW-06015244,Build:20.23.2.14 CG ENGINEERING (c)ENERCALC INC 1983-2022 DESCRIPTION: 2' L Wall 100.00psf m Pp= 37.97#� 288# LO w a LQ N Lateral earth pressure due to the soil BELOW water table 52 SW 1 /4, SW 1 /4, SECTION 23, TOWNSHIP 31 NORTH, RANGE 3 EAST, W.M. ENGINEERING CENTENNIAL PARK PARKING ADDITION - --S+ 250 4TH AVE. S., SUITE 200 ""- EDMONDS, WASHINGTON 98020 CITY OF ARLINGTON PHONE (425)778-8500 17327 67TH AVE N E CONSTRUCITION DRAWING REVIEW ACKNOWLEDGMENT „... p FAX (425) 778-5536 ., WA 98223CITY OF ARLINGTON C)DES AND T= THIS PLAN HAS BEEN I tEVIEWED AND EVALUATED FOR GENERAL COMPLIANCE CONFORMANCE OF THE DESIGN WITH ARLINGTON ---- ---� SHEET RACK OWgED EMENT OF REGULATIONS DRAWING REVIEW DOES NOT,WITH L__J . THE LICENSED DESIG ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS 01 I Q EG GUJtt 7 WA CITY APPROVAL FOR ONSTRUCTION ACTIVITIES THAT REQUIRE OTHER COUNTY,STATE E .> *' C, of �cst' /� OR FEDERAL PERMIT EVIEW AND APPROVAL THE PROPERTY OWNER AND LICENSED < <' OWNER CONSULTANTS UTILITIES DESIGNLICABEERSH LL BEREBPAUTHOE AUTHORIZATION THEWHICH AND ,BUT COMPLIANCE OF ALL APPLICABLE PER ITS AND/OR AUTHORIZATION WHICH MAY INCLUDE,BUT ARE NOT HAUL ROUTE TO I-5 LIMITED TO,WSDFW F YDRAULIC PROJECT APPROVAL(HPA),WSDOE NOTICE OF INTENT � Y5 °1 CENTENNIAL PARK 5.1 LLC ARCHITECT CIVIL ENGINEER SOIL/GEOTECH ENGINEER WATER/SEWER/STORM NATURALGAS (NOI),ARMY CORP OF NGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE 1 2515 COLBY AVE DYKEMAN ARCHITECTS CIS ENGINEERING GEOENGINEERS CITY OF ARLINGTON CASCADE NATURAL GAS (NOI),ENDANGERED IECIES ACT. `rYONAL� EVERETT,WA 98201 1716 WEST MARINE VIEW DRIVE 250 4TH AVE S,SUITE 200 554 W BAKERVIEW RD 238 N OLYMPIC AVE 425.750.7926 EVERETT,WA 98201 EDMONDS,WA 98020 BELLINGHAM,WA 98226 ARLINGTON,WA 98223 BY: DATE: "N • a CONTACT:RYAN KILBY 42S.259.3161 425.77B,8S00 FAX 778.5536 360.647.1510 , CONTACT:MICHAEL STEVENS CONTACT: JARED UNDERBRINK CONTACT:AARON HARTVIGSEN evelopment Services Manager THESE APPROVED CC NSTRUCITON PLANS EXPIRE AFTER 18 MONTHS FROM THE DATE SHOWN ABOVE OR U ON EXPIRATION OF PRELIMINARY PLAN RO SITE PLAN APPROVAL. VICINITY M A P WETLAND ECOLOGIST SURVEYOR POWER TELEPHONE N7s PIvoJLCI sce 2907 HAR ORVIEW DR.,SUITED 605 OBDVAVENUENG 210EDVI ION ST COMCAST LEGAL DESCRIPTION GIG HARBOR,WA 98335 EVERETT,WA 98201 ARLINGTON,WA 98223 THE SOUTHWEST QUARTER OF THE SOUTHWEST QUARTER OFSECTION 23, 253.514.8952 FAX:514.8954 425.259.3400 FAX:425.258.1616 CONTACT:JON PICKETT TOWNSHIP 21 NORTH,RANGE 4 EAST OF THE WILLAMETTE I IERIDIAN; EXCEPT ANY PORTION THEREOF LYING WITHING 172ND STR T BENCHMARK DATUM PARCEL NUMBER N.E.(KINNER GREENWOOD ROAD)AND 67TH AVENUE N.E.( LEGEND Fa 13RICKENMIER-STILLGUAMIXH ROAD);AND r_ CONCRETE MON IN CASE WITH E MSS DISK NAVD 88 310523-003-008-00 DESCRIPTION EXISTING PROPOSED ABBREVIATIONS 7 2 LOCATED AT THE INTERSECTION OF 67TH AVE.N.E. EXCEPT ANY PORTION THEREOF LYING SOUTH OF 17TH STRE T N.E.;AND 0 m AND 172ND ST.N.E.ELEVATION 139.29' \ EXCEPT THAT PORTION CONVEYED TO THE CITY OF ARLINGT NBY DEED PROPERTY LINE- -" - - ABN ABANDONED_ --� MIN MINIMUM a N ADJACENT PROPERTY LINE - BLDG BUILDING Ml MECHANICALJOINT - RECORDED UNDER AUDITOR'S FILE N0.9610250370,RECOR S OF - ~ SNOHOMISH COUNTY,W ASHINGTON CENTERLINE - BO .BOOM QF WALL MON MONUMENT W w W TT '- _ `-- (L CENTERLINE NTS NOT TO SCALE 894T�b"W 619.38 _ J SITUATE IN THE COUNTY OF SNOHOMI ATE OF WAS ON CLEARING LIMITS - Q a SH,ST HI GT I L. SILT FENCE X CB CATCH BASIN OC -ON CENTER I \---� '+. _._.. CONTOUR LINE _. - - ice; CMP CORRUGATED METAL PIPE PC POINT OF CURVATURE w 1IF SHEET INDEX - — — - - - - F ,I • ~�.� ... FENCE -f_7—{1--�- ❑ ❑ ❑ CO ICLEANOUT_ PI POINT OF INTERSECTION I' 61 ....... _ p C2.1 TEMPORARY EROSION CONTROL PLAN&DETAILS MANHOLE CONST CONCRETE PV POST INDICATOR VALVE C1.1 COVER SHEET&SITE PLAN II SANITARY SEWER LINE ss 1 ` 00 -�� ..\; ,, I i- i C1.2 6ENEMLNOTES -�- © Q CONSTRUCTION - R PROPERTY LINE Y I' STORM DRAIN MAIN --• --SD--.--so --.--so SD- CP CONCRETE PIPE _ PT POINT OF TANGENCY C3.1 GRADING&DRAINAGE PLAN&DETAILS .. _ W r l _ .... ._ _..".... ...... STORM DRAIN PIPE .._.__.___ .._ CU YD CUBIC YARD PVC POLYVINYL CHLORIDE PIPE J I_ C3.2 GRADING&DRAINAGE DETAILS _ 2 .C_ _ 11 _. _.... _. _.._-_..._. _ -.. - - 7 - _ C3.3 RETAINING WALL DETAILS ROOF DRAIN .__ R ff --R- R R - DDCVA Y .— �-"---- \•` ___ DOUBLE DETECTOR CHECK OP INT OF VERTICAL DESIGN: JPU I' VALVE ASSEMBLY PVI INTERSERION DRAWN: ATD FOOTING DRAIN -- F F F DI LDUCTILE IRON PIPE _ PVMT PAVEMENT - \',, _ -- PRESSURE LINE P P- P-T P—P _ DIA DIAMETER PVT POINT OFVERTICAL TANG. CHECK: JPU - JOB NO: 23069.20 ( ) ._.__ ❑ ■ DIP -li DUCTILE IRON PIPE R RADIUS / CATCH BASIN TYPE 1 _ L ...... _.. ..- 'TI CATCH BASIN TYPE 2 EA EACH - --- - DATE: 04 1 8 23 .._� � ( ) .._ ...__. ...._. ...... _ -.. .-__. 4REINF REINFORCEMENT _ CLEANOUT • EJ EXPANSION JOINT RJ RESTRAINED JOINT SUPPLEMENTAL PARKING LOT . ... . __- H �Q "RET�RETAINING CLEANOU7 AND WYE ELEV ELEVATION GRADE BREAK - -- 0 ---- EOP EDGE OF PAVEMENT RT '.RIGHT_ _ SURFACE SWALE >-- >- >- >- EX EXISTING 1 ,SD STORM DRAIN i DRAINAGE ARROW —� FDC FIRE DEPT 1 -" - 1--r- WATERLINE WA WA-- -WA-�W� FEE FINISHEDFOOR ELEVATION 'SECT SECTIONSECTION �- _Wp( `_. -_ -._; •I ..... r-{ WATER METER - -- FH FIRE HYDRANT STORM RAIN MA st L�V�I E9V J ( L j II..-J W ® B DRgNT 51M SIMILAR Z -JMANHOLE ........_ - ....... ._-._.. -. _. .. FIRE HYDRANT _.,".. FL FLANGE SQ 'SQUARE - FDC TT y' FT FEET/FOOT SS SANITARY SEWER �I PIV • GV GATE VALVE SSMH SANITARY ANHOLESEWER Q ..._I - I' GATE VALVE _ - g "_-- j I HE HIGHPOINT STA STATION I I I - • - ^,_._I -_-�- 90E BEND ~ �" !HT HEIGHT STD (STANDARD z -�_- a,. �S ;ID INSIDE DIAMETER STL STEEL �� Z THRUST BLOCKINGn ♦ :IE ,INVERT ELEVATION TB THRUST BLOCK X • • -_...... -._ .... ---- - „ - CAP L (LENGTH/LINE TOC TOP OF CURB CENTENNIAL PARK PROJECT I / CONCRETE PAVEMENT CPE Lj (CONSTRUCTION COMPLETED 2022) ASPHALT PAVEMENT may, 4 b LINED CORRUGATED _ �� ' ASPHALT SURFACING g LP POLYETHYLENE PIPE TOW TOP EL WALL Z CVO Z • LF LINEAL FOOT TOP TOP ELEVATION y W O Q LOW POINT TVP TYPICAL ...__- J w • T_J L T____. -_._� '.�` Y -"_. LT ....LEFT VC VERTICAL CURVE < Q a LLI a- ROCKERY SPOT ELEVATION •/ 00 -200 MAX MAXIMUM W/ WITH f LLJ TELEPHONE LINE - -7 T - 1--- T—T MECH MECHANICAL WM WATER METER Q �— Z y, i - _ r, $4 21•75' I-- GAS LINEINE E I _ E- E E MH MANHOLE z Cfl Q _ _SIGN � -_ zW � Z w _.._....__.r- � DEED �� Z M J 1 Cl U � Q O Q CAUTION! CITY(TARLINGTON SHEET: _ "69ro522 BUILDING NTCALL BEFORE OG ROVED 22201' ® BURIED UTILITIES EXIST IN THE AREA AND UTILITY DATE 7/� BY__I!.[J N88J4'2 W 372.18 _P4352 9 NFORMATION SHOWN MAY NOT BE COMPLETE.CONTACT %% --�T- Cl■� 17MD STREET N.E. -573.32 THE ONE-CALL UTILITY LOCATE SERVICE A MINIMUM OF 48 NO CHANGES AUTHORIZED Receiver] (V A HOURS PRIOR TO CONSTRUCTION UNLESf APPROUED,SY THE BUILDING•IN6F'�'r.'TOR APR 19 2023 1 SITE PLAN © 1-800-424-5555 SCALE: 1"=60' 100 0 56 100 24 SW 1 /4 SW 1 /4, SECTION 23, TOWNSHIP 31 NORTH, RANGE 3 EAST, W.M. GENERAL NOTES C C (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE 011 DRAWINGS) ENGINEERING CITY OF ARLINGTON GENERAL CONSTRUCTION NOTES: CITY OF ARLINGTON GENERAL DRAINAGE NOTES: CITY OF ARLINGTON WATER SYSTEM CONSTRUCTION NOTES: 250 4TH AVE. S., SUITE 200 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT EDI ION OF THE CITY OF ARLINGTON PUBLIC WORKS 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONTTR CTED IN ACCORDANCE WITH THESE APPROVED PLANS AND CITY 1. ALL WORK SHALL BE IN ACCORDANCE WITH THE APPROVED PLANS AND CURRENT EDITION OF THE CITY OF ARLINGTON EDMONDS. WASHINGTON 98020 STANDARDS AND SPECIFICATIONS,AND THE CURRENT EDITION OF1 HE WASHINGTON STATE DEPARTMENT OF STANDARDS AND SPECIFICATIONS.ANY DEVIATION FROM HESE PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER, STANDARDS AND SPECIFICATIONS.ANY CHANGES TO THE DESIGN REQUIRE CITY APPROVAL. PHONE (425) 778-8500 TRANSPORTATION(WSDOT)STANDARD SPECIFICATIONS FOR ROADBRIDGE,AND MUNICIPAL CONSTRUCTION.ACOPY OF THE CITY ENGINEER,AND OTHER APPROPRIATE PUBLIC AG NCIES. FAX (425) 778-5536 THESE DOCUMENTS SHALL BE ON SITE DURING CONSTRUCTION. 2. ALL MATERIALS SHALL CONFORM TO THE CITY STANDARDS AND SPECIFICATIONS AND SHALL BE APPROVED BY THE CITY 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF I HE CITY STANDARDS AND SPECIFICATIONS.ACCEPTABLE STORM PRIOR TO DELIVERY TO THE JOB SITE.MATERIAL SUBMITTALS ARE REQUIRED AND MUST BE APPROVED PRIOR TO 2. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TI I OBTAIN A GRADING PERMIT,RIGHT-OF-WAY PERMIT,AND DRAINAGE PIPE MATERIALS INCLUDE CONCRETE,PVC,HDP,AND DUCTILE IRON.CORRUGATED METAL PIPES(GALVANIZED SCHEDULING A PRE-CONSTRUCTION CONFERENCE. UTILITY PERMITS,FROM THE CITY.ALL REQUIRED PERMITS FROM O HER AGENCIES MUST ALSO BE OBTAINED BY THE ALUMINUM OR STEEL)ARE NOT ACCEPTED BY THE CITY.AL PIPE JOINTS MUST HAVE GASKETS AND SHALL BE WATER TIGHT DEVELOPER/CONTRACTOR. UNLESS OTHERWISE DIRECTED BY THE CITY. 3, WATER MAINS SHALL BE CEMENT-LINED DUCTILE IRON PIPE CLASS 52 UNLESS OTHERWISE APPROVED BY THE CITY, Grjjz 3. PRIOR MANY CONSTRUCTION ACTIVITY,THE DEVELOPER/CONTRA OR SHALL ATTEND A PRECONSTRUCTION CONFERENCE 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUS D GRAVEL FOR ALL PIPE TYPES,EXCEPT DUCTILE IRON.BEDDING 4. ALL SERVICE LOCATIONS SHALL BE FIELD APPROVED BY THE CITY PRIOR TO INSTALLATION. of x4✓ JltJ' WITH THE CITY.THE CONTRACTOR SHALL SCHEDULE THE PRE-CON RUCTION CONFERENCE BY CALLING(360)403.3S00.PRIOR MATERIAL FOR DUCTILE IRON PIPE SHALL MEET THE REQUI EMENTS OF THE CITY'S STANDARDS AND SPECIFICATIONS(CHAPTER TOSCHEDU LING,THE CONTRACTOR MUST SUBMIT AND RECEIVER PROVAL FOR THE TRAFFIC CONTROL PLAN,CITY PERMITS, 4). 5. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE UNDERGROUND UTILITIES BY CALLING ONE-CALL UNDERGROUND a .\ TEMPORARY EROSION AND SEDIMENT CONTROL PLAN,PERFORMA ICE BOND,COPY OF OTHER AGENCY PERMITS,A COPY OF UTILITY LOCATOR(1-800-424-5555)48 HOURS PRIOR TO CONSTRUCTION. % THE CONTRACTOR'S LICENSE,AND PROOF OF INSURANCE COVERAG 4. ALL TRENCH BACKFILL IN AREAS OF PAVEMENT OR STRUCTI IRAL LOADING SHALL BE COMPACTED TO AT LEAST 95%OF THE MAXIMUM DRY DENSITY.ALL OTHER AREAS SHALL BE COM ACTED TO AT LEAST 90%OF MAXIMUM DRY DENSITY. S. ADEQUATE TRENCH SHEETING AND/OR SHORING SHALL BE PROVIDED BY THE CONTRACTOR AS REQUIRED BY OSHA p)py�p 4. A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THI JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. AND WISHA. laf&)" ti S. ALL PIPE SHALL BE PLACED ON STABLE EARTH.IF IN THE OPI NION OF THE CITY INSPECTOR,THE EXISTING TRENCH FOUNDATION TONAL S. ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THI APPROVED PLANS.ANY DEVIATION FROM THE APPROVED IS UNSATISFACTORY,THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACKFILLED WITH GRAVEL BEDDING MATERIAL TO 7. THE PIPE SHALL BE INSTALLED BY FOLLOWING THE FINISHED GRADE PROFILE WHEREVER POSSIBLE.THE DEPTH OF PLANS WILL REQUIRE PRIOR APPROVAL FROM THE OWNER,THE CI ENGINEER,AND OTHER APPROPRIATE PUBLIC AGENCIES. SUPPORT THE PIPE. COVER SHALL BE TYPICALLY 36INCHES(3 FEET),AND MAY BE UP TO 60INCHES(5 FEET)WITH THE APPROVAL OF THE OhI I8/2b CITY ENGINEER,WATER MAINS UNDER THE STATE(OR COUNTY)HIGHWAYS SHALL MEET THE MINIMUM COVER DEPTHS 6. ALL OF THE LOCATIONS OF THE EXISTING UTILITIES SHOWN IN THE I LANS HAVE BEEN ESTABLISHED BY FIELD SURVEYOR 6. LOT DRAINAGE SYSTEMS,STUB-OUTS AND ANY DRAINS BE IND THE SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO REQUIRED BY WSDOT(OR SNOHOMISH COUNTY). OBTAINED FROM AVAILABLE RECORDS AND SHALLTHEREFORE BE C NSIDERED APPROXIMATE AND NOT NECESSARILY SIDEWALK CONSTRUCTION.STUB-OUTS SHALL BE MARKED NITH A 2"X4"WITH 3 FEET VISIBLE ABOVE GRADE AND MARKED COMPLETE.IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TC INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY "STORM".LOCATION AND DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT PLANS SUBMITTED TO THE CITY. 8. PIPE JOINT DEFLECTIONS SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURER'S RECOMMENDED MAXIMUM LOCATIONS. DEFLECTIONS.BENDS MAY BE REQUIRED TO MAINTAIN PROPER WATER MAIN ALIGNMENT WITHIN EASEMENTS OR 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE S WN ON THE PLANS AND APPROVED BY THE CITY.THE USE AND PUBLIC RIGHT-OF-WAY. 7. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND UTILITIES DURING CONSTRUCTION AND SHALL CONTACT INSTALLATION OF INLETS IS DISCOURAGED. THE UNDERGROUND UTILITIES LOCATE SERVICE(1-800-424-5555 01 811)AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. WATER MAIN SHALL NOT BE PLACED UNDER SIDEWALK,CURBS,GUTTERS,OR ANY PERMANENT STRUCTURES WITHOUT B. ALL CATCH BASINS WITH A DEPTH OF 5 FEET(RIM TO INVE )OR GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH THE PRIOR APPROVAL OF THE CITY ENGINEER. S. INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISH D BY REPRESENTATIVES OF THE CITY OF ARLNGTON.IT 3/4-INCH DIAMETER SAFETY MANHOLE STEPS OR A MANHC LE LADDER PER CITY STANDARD DETAILS. SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE AN I SCHEDULE APPROPRIATE INSPECTIONS,ALLOWING 10. NO CONNECTION TO THE CITY WATER SYSTEM IS ALLOWED UNTIL THE NEW CONSTRUCTION PASSES PRESSURE AND PROPER ADVANCE NOTICE.THE INSPECTOR MAY REQUIRE REMOVA AND REPLACEMENT OF ITEMS THAT DO NOT MEET CITY 9. ALL GRATES SHALL BE MARKED"OUTFALL TO STREAM-DU P NO POLLUTANTS".ALL SOLID COVER SHALL BE MARKED"DRAIN". PURITY TESTS,AND HAS BEEN APPROVED AND ACCEPTED BY THE CITY, STANDARDS OR WERE CONSTRUCTED WITHOUT INSPECTION. ALL CATCH BASINS AND MANHOLES SHALL BE EQUIPPED W rH LOCKING FRAMES AND LIDS OR GRATES PER CITY STANDARD Q DETAILS. 11. PRIOR TO MAKING CONNECTIONS TO THE EXISTING SYSTEM,CONTRACTOR SHALL FIELD VERIFY THE LOCATION,DEPTH 9. THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE STREETS LEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND MATERIAL OF EXISTING WATER MAINS AT THE POINT OF CONNECTION. AND/OR VACUUM TRUCK.WASHING OF THESE STREETS WILL NOT E ALLOWED WITHOUT PRIOR APPROVAL FROM THE CITY 10. ALL GRATES LOCATED IN THE GUTTER FLOW LINE(INLET A CATCH BASIN)SHALL BE DEPRESSED 0.1 FOOT BELOW PAVEMENT 12. ZO j ALL WATER LINES SHALL BE A MINIMUM OF 30 FEET HORIZONTAL CLEARANCE FROM SANITARY SEWERS.WHEN WATERco INSPECTOR. LEVEL. LINES CROSS SEWER LINES,THE MINIMUM VERTICAL CLEARANCE SHALL BE 18 INCHES. F- o) 10. THE CONTRACTOR SHALL MAINTAIN TWO(2)SETS OF"AS-BUILT"PI ANS SHOWING ALL FIELD CHANGES AND MODIFICATIONS. 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING%U.MANHOLE,INLET AND CATCH BASIN FRAMES AND F, H IMMEDIATELY AFTER CONSTRUCTION COMPLETION,THE CONTRACI OR SHALL DELIVER BOTH COPIES OF RED-LINED PLANS TO GRATES/LOVERS TO GRADE JUST PRIOR TO CURB INSTALLA ION AND/PAVING. 13. TO FILL THE MAIN FOR FLUSHING,PRESSURE AND PURITY TESTS,THE CONTRACTOR IS REQUIRED TO USE AN APPROVED U THE CITY.THE CITY WILL FORWARD ONE OF THE COPIES TO THE DE GN ENGINEER. METER AND DCVA.THE HYDRANT SHALL REMAIN IN THE FULL OPEN POSITION TO PREVENT BACK-SIPHONAGE 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLE AND IN OPERATION PRIOR TO,OR IN CONJUNCTION WITH,ALL THROUGH THE DRAIN HOLE.AFTER SUCCESSFUL TESTING,THE CONTRACTOR WILL TIE INTO THE EXISTING SYSTEM, 0 d CITY OF ARLINGTON TESC NOTES: CONSTRUCTION ACTIVITY,UNLESS OTHERWISE APPROVED Y THE CITY. USING DISINFECTED SLEEVES AND SPOOL PIECES. 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL(TE )PLAN DOES NOT CONSTITUTE AN APPROVAL OF 13. DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPE THAN 3:1 OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 14. THE CONTRACTOR SHALL CONTACT THE CITY FOR VALVE OPERATION.ONLY AUTHORIZED REPRESENTATIVES OF THE N PERMANENT ROAD OR STORM DRAINAGE DESIGN. FEET SHALL BE ENCLOSED WITH A VINYL COATED CHAIN LI FENCE. CITY CAN OPERATE VALVES IN THE CITY WATER SYSTEM. Q 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MA UAL ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE 14. BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE NSTRUCTED,BEDDED OR SEEDED AND IN OPERATION PRIOR TO, 15. THE CONTRACTOR IS HEREBY NOTIFIED THAT,SINCE FILLING AND FLUSHING WILL BE DONE THROUGH A CITY FOR APPROVAL PRIOR TO ANY WORK ON THE SITE.AN APPRO D COPY MUST BE MAINTAINED ON-SITE AND BE READILY OR SODDED IN CONJUNCTION WITH,ASPHALT PAVING.TH VEGETATION IN THE BID MUST BE WELL ESTABLISHED CROSS-CONNECTION CONTROL DEVICE,LOW VELOCITY FLOWS MAYBE ENCOUNTERED.THEREFORE,EVERY ATTEMPT SHALL BE MADE TO KEEP THE PIPE CLEAN DURING INSTALLATION.THIS MAY INCLUDE SWABBING THE PIPE WITH . AVAILABLE TO THE CITY INSPECTOR AT THEIR REQUEST. BEFORE PAVING BEGINS Y CHLORINATED WATER. � 3. THE TESC BMP'S SHOWN ON THE PLAN MUST BE INSTALLED PRIOR O ALL OTHER CLEARING AND GRADING ACTIVITIES,AND IN 15. STORM WATER RETENTION/DETENTION FACILITIES,STORM DRAINAGE PIPE AND CATCH BASINS SHALL BE FLUSHED AND SUCH A MANNER AS TO ENSURE THAT SEDIMENT-LADEN WATER D ES NOT ENTER THE DRAINAGE SYSTEM,LEAVE THE SITE,OR CLEANED BY THE DEVELOPER PRIOR TO THE CITY'S ACCEPT NICE OF THE PROJECT. 16. THE CONTRACTOR SHALL PERFORM TEMPORARY SOIL EROSION AND SEDIMENTATION DUST CONTROL, VIOLATE APPLICABLE WATER QUALITY STANDARDS.MAINTENANCE REPLACEMENT,AND UPGRADING OF THE TESC PLAN IS THE NOISE CONTROL,AND TRAFFIC CONTROL AS REQUIRED BY THE CITY OR OTHER APPLICABBLELE AGENCIES. RESPONSIBILITY OF THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED BY THE CITY. 16. WHEN INFILTRATION FACILITIES ARE CONSTRUCTED,COMP CTION OF SOIL IS NOT ALLOWED,AS THE DESIGN IS BASED ON DESIGN: JPU NATURAL SOIL IN THE ORIGINAL LOCATION.VEHICLES SHAL NOT BE DRIVEN OVER THE INFILTRATION AREA DURING 17. CUTTING AND PATCHING OF ROAD WAYS SHALL CONFORM TO THE REQUIREMENTS OF THE RIGHT-OF-WAY PERMIT OF THE CITY OR OTHER APPLICABLE AGENCY. DRAWN: ATD 4. THE BOUNDARIES OF THE CLEARING LIMITS,SHOWN ON THE TESC N,SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD CONSTRUCTION. PRIOR TO STARTING CONSTRUCTION.NO DISTURBANCE BEYOND T FENCED OR FLAGGED CLEARING LIMITS SHALL BE 18. ALL IN-LINE PIPE JOINTS SHALL BE RESTRAINED WITH FIELD LOCK GASKETS. CHECK: JPU PERMITTED.THE FENCING AND/OR FLAGGING SHALL BE MAINTAINI BY THE CONTRACTOR FOR THE DURATION OF THE 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR 501 L CONDITIONS DIFFERENT FROM THAT SHOWN IN THE PLANS CONSTRUCTION PROJECT. DURING INFILTRATION SYSTEM INSTALLATION,THE CONTRACTOR SHALL NOTIFY THE CITY INSPECTOR. 19. ALL FITTINGS SHALL BE RESTRAINED JOINTS AND HAVE THRUST BLOCKING. JOB NO: 23069.20 S. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM RE UIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. ADA NOTES:THE FOLLOWING NOTES SHALL APPLY TO HARDSCAPE FACILITIES WITHIN THE PUBLIC RIGHT-OF-WAY. DATE: 04/18/23 DURING THE CONSTRUCTION PERIOD,THESE TESC FACILITIES SHALLBE UPGRADED AND ADDED TO AS NEEDED,FOR UNEXPECTED STORM EVENTS AND TO REFLECT CHANGED CONDITIC 4S,AS REQUIRED BY THE CITY. 1. UNLESS OTHERWISE SPECIFIED ON THE PLANS,OR DIRECTED BY THE CITY ENGINEER,CROSS SLOPES OF SIDEWALKS 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGEN CONTACT PHONE NUMBER OF THE CONTRACTOR'S SHALL BE NOMINAL 1.5%.CROSS SLOPES SHALL NOT BE LESS THAN 1%NOR EXCEED 2%. CERTIFIED EROSION CONTROL SUPERVISOR PRIOR TO STARTING COI ISTRUCTION. 2. MAXIMUM SLOPES SHOWN ON THE PLANS REPRESENT THE MAXIMUM ALLOWABLE SLOPES PERMITTED BY CURRENT 7. THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR AND MAINTAINED AS NECESSARY TO ENSURE ADA REQUIREMENTS.THE CONTRACTOR SHALL TAKE INTO CONSIDERATION CONSTRUCTION TOLERANCES WHEN CONTINUED FUNCTION AND OPERATION. PLACING SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT EXCEEDED. 3. COMPLETED SIDEWALKS OR OTHER HARDSCAPE ELEMENTS THAT EXCEED MAXIMUM SPECIFIED SLOPES OR ARE LESS 8. BETWEEN OCTOBERSAND APRIL 30,DISTURBED AREAS THAT ARE BE LEFT UNWORKED FOR MORE THAN TWO(2)DAYS THAN MINIMUM SPECIFIED SLOPES SHALL BE REMOVED AND REPLACED BY THE CONTRACTOR AT THE CONTRACTOR'S Z SHALL BE IMMEDIATELY COVERED BY MULCH,SOD OR PLASTIC COV RRING.BETWEEN MAY 1 AND SEPTEMBER 30,DISTURBED EXPENSE. AREAS THAT ARE TO BE LEFT UNWORKED FOR MORE THAN SEVEN()DAYS SHALL BE IMMEDIATELY COVERED BY SEEDING OR _O OTHER APPROVED METHODS. t- 9. SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS PRE-TREATMENT/SEDIMENT POND,AND SEDIMENT TRAPS UPON REACHING A DEPTH OF 12 INCHES. cl 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED ASATEM IORARY SETTLING BASIN SHALL BE MODIFIED WITH THE Q NECESSARY EROSION CONTROL MEASURES,SHALL PROVIDE ADEQU kTE STORAGE CAPACITY,AND SHALL BE CLEANED OUT U• ENTIRELY ONCE THE SITE IS STABILIZED.IF THE PERMANENT FACILI IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM,THE FACILITY SHALL NOT BE USED AS A TEMPORARY SETTL NGBASIN. Z 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED,FAST GERMINATING GRASSES SHALL BE APPLIED AT AN Y APPROXIMATE RATE OF 120 LBS PER ACRE. Q LjjN 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS RE UIRED,IT SHALL BE APPLIED ATA MINIMUM THICKNESS OF Z N V) 3 INCHES,OR 3,ODO POUNDS PER ACRE. t70 W 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS.WHEN A,IVELY WORKING WITH THE SOIL STOCKPILE,STABILIZATION BY GROUND COVER BMPS SHALL OCCUR AT THE END OF EACH WOF DAY. < Q Q O 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT T BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT.ADDITIONAL MEASURES MAYBE I EQUIRED TO INSURE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. Q ~ Z J 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES ALL BE CONDUCTED IMMEDIATELY UPON RECOGNITION Q OF A PROBLEM OR WHEN THE TESC MEASURES BECOME DAMAGED O Z Z 16. UPON COMPLETION OF THE PROJECT,ALL BMP'S SHALL BE REMOVI D FROM THE SITE AND RIGHT OF WAY.IF 8MP'S ARE W r LLI REQUIRED TO REMAIN IN PLACE FOR FURTHER PROTECTION,ARRAI GEMENTS FOR REMOVAL SHALL BE MADE WITH THE CITY N Z Z W W INSPECTOR. Z M JLd � U Q 0 sHE F r: Plan Review By City of Arlington SW 1 /4, SW 1 /4, SECTION 23, TOWNSHIP 31 NORTH, RANGE 3 EAST, W.M. I \ w ENGINEERING — — — — — _ \ _ — — 250 4TH AVE. S., SUITE 200 — — - EDMONDS, WASHINGTON 98020 JE=13.�x 6(24"ADS) ��?0'.!�'A"OF ARLMGTOAL STORM �4INAGE EA ENi� - ��li ' ' PHONE (425) 778-8500 FAX (425) 778-5536 GUIL nayg��.( —X— —T -� —X— — ----- a __ \� INSTALL INLET I PROTECTION PER ,f DOE BMP C220 FILTER FABRIC MATERIAL 36"MIN WIDE R�rsreK` ROLLS.USE STAPLES OR WIRE RINGS TO 'YrONAL ATTACH FABRIC TO WIRE.JOINTS IN FILTER - `\ ` I FABRIC SHALL BE SPLICED AT POSTS. FILTER FABRIC W 18/23 2"x2"BY 14 GA.WIRE MATERIAL FABRIC OR DIVALENT 2"z2"8V.14 GA WIRE \ \\ I FABRIC OR EQUIV IF STANDARD STRENGTH i FABRIC IS USED 3 '� EXISTING WETLANDZD TO BE FILLED, WITHIN CLEARING ;tv _ 6"z6"MIN TRENCH USE EXISTING RIVE AISLE FOR \ LIMITSSEE _ CONSTRUCTION CCESS,INSTALL ` ECOLOGIST REPORT ----- BURY BOTTOM OF FILTER BACxFILL TRENCH WITH CONSTRUCTION EN RANCE PER DOE ' _ z NATIVE SOILOR 3/4" J ` I I MATERIAL IN 6'XI"TRENCH r _ WASHED 1 __ __ ____ _ ROCK BMP C1051F REQUIR D BY INSPECTOR 6 MAX I DEMO/ABANDON I 6",TYP Z EXISTING ROCKERY TO ` p On BE FILLED AGAINST \ -- ��\ \ \ x 2"x4"WOOD POSTS,STANDARD 0_ w 2"x4"WOOD POST ALT: F- � I STEEL FENCE POSTS OR BETTER:S EQUAL - o H � ALTERNATE:STEEL FENCE POSTS N 2 ai _ —_-- I SILT FENCE NOTES: CJ d I / \ I THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUTTO THE LENGTH OF THE BARRIER TO AVOID m INSTALL INLET PROTECTION ��. _______ USE OF JOINTS.WHEN JOINTS ARE NECESSARY,FILTER CLOTH SHALL BE SPLICED TOGETHER ER ONLY AT A SUPPORT W \�\ / PER DOE BMP C220 I, POST,WITH A MINIMUM 61NCH OVERLAP,AND BOTH ENDS SECURELY FASTENED TO THE POST. Q -- 2.THE SILT FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS(WHERE FEASIBLE).THE FENCE POSTS SHALL BE p _ SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND(MINIMUM OF 18INCHES). p 3.A SHALLOW TRENCH SHALL BE EXCAVATED,ROUGHLY 6 INCHES WIDE AND 6 INCHES DEEP,UPSLOPE AND ADJACENT \ \ 1E=136 64(18 ADS) /' L TO THE WOOD POSTS TO ALLOW THE LOWER EDGE OF THE FILTER FABRIC TO BE SECURED WITH GRAVEL. 1' WHEN FILTER FABRIC NOT AS STRONG AS MIRAFI 70OX IS USED,A WIRE MESH SUPPORT FENCE SHALL BE FASTENED Q SILT FENCE `1\ � '� _ 'I'�% SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY-DUTY WIRE STAPLES AT LEAST 1 INCH LONG,TIE WIRES f ''I�� r OR HOG RINGS.THE WIRE MESH SHALL EXTEND INTO THE SHALLOW TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. Q —- DESIGN: JPU S.THE MIRAFI 700X FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE,AND AT LEAST 181NCHE5 OF THE FABRIC K SHALL BE BURIED IN THE SHALLOW TRENCH.THE FILTER FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE DRAWN:. ATD �� I I THE ORIGINAL GROUND SURFACE AND SHALL NOT BE STAPLED TO TREES. LIMITS OF CLEARING �F 16.WHEN EXTRA-STRENGTH FILTER FABRIC(MIRAFI 700X OR EQUAL)AND FOUR(4')POST SPACING IS USED,THE WIRE CHECK: JPU AND G DING --�\ i I ' MESH\ SUPPORT FENCE MAYBE ELIMINATED.IN SUCH A CASE,THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF NOTE 5 APPLYING. JOB NO: 23069.20 7.THE TRENCH SHALL BE BACKFILLED WITH NATIVE SOIL OR 3/4"-1.5"WASHED ROCK. -_----� I DATE: 04/18/23 8.FILTER FABRIC FENCES SHALL 8E REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE,BUT NOT BEFORE THE \ - UPSLOPE AREA HAS BEEN PERMANENTLY.STABILIZED.THE NEWLY DISTURBED AREAS RESULTING FROM SILT FENCE I REMOVAL SHALL BE IMMEDIATELY SEEDED AND MULCHED,OR OTHERWISE PERMANENTLY STABILIZED TO THE SATISFACTION OF THE CIVIL INSPECTOR. 9.SILT FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL.ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. 10.MAINTENANCE;ANY DAMAGED OR CLOGGED FENCE SHALL BE REPAIRED/REPLACED IMMEDIATELY.SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT DEPTH IS 61NCHES OR GREATER.IF CONCENTRATED FLOWS ARE EVIDENT UPHILL J OF THE FENCE,THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. O i TEMPORARY EROSION CONTROL PLAN © 2 SILT FEN CE Z • SCALE: 1"=20 TEMPORARY EROSION CONTROL PLAN NOTES: 20 0 10 20 40 Q O 1..BEFORE BE 'INNING LAND-DISTURBING ACTIVITIES,INCLUDING CLEARING AND GRADING,CLEARLY MARK ALL Q CLEARING IMITS. 2. ALL DISTU BED AREAS ON AND OFF-SITE SHALL BE COMPOST-AMENDED PER THE REQUIREMENTS OF BMP - z Z T5.131N T E STORMWATER MANUAL VOLUME V,CHAPTER 11. - Z f 0 3. SOILS MUS BE STABILIZED AT THE END OF THE SHIFT BEFORE A HOLIDAY OR WEEKEND IF NEEDED ON THE Y v, WEATHER ORECAST. Q N N J 4. CONCRETE TRUCKS MUST NOT BE WASHED OUT ONTO THE GROUND,OR INTO STORM DRAINS,OPEN DITCHES, �- Z IN O Q STREETS, R STREAMS.EXCESS CONCRETE MUST NOT BE DUMPED ON-SITE. 00 5. TEMPORA Y SEDIMENT TRAPS SHALL BE INSTALLED IN ALL EXISTING CATCH BASINS ON-SITE PRIOR TO THE - REMOVAL F THE CATCH BASINS Q > Q 6. MAINTAIN AND REPAIR ALL BMP'S AS NECESSARY TO ASSURE CONTINUED PERFORMANCE OF INTENDED Q FUNCTION J f" Q Z 7. ADDITION L BMPS MAY BE REQUIRED DURING CONSTRUCTION. to Q ^ Z 8. ADDITION L BMPS LISTED IN THE CONSTRUCTION SWPPP&THE CITY OF XXXXXXX SURFACE WATER Z O 0 MANAGE ENT MANUAL MUST BE UTILIZED AS NEEDED.. ~ O 9. CONTRA OR TO HAVE EROSION CONTROL SUPPLIES ON SITE. N 10. CONTRA OR/APPLICANT SHOULD APPLY FOR DISCHARGE PERMITS AS NEEDED.. - wN m WJ W�W 11. INSTALL TCH BASIN INLET PROTECTION PER DOE BMP C220 FOR ALL EXISTING INLETS ON-SITE AND WITHIN V SOD'OF C NSTRUCTION SITE IN ROW AND AS PROPOSED DRAINAGE STRUCTURES ARE INSTALLED. SHEET: Plan Review By City of Arlington SW 114 , SW 1 /4, SECTION 23, TOWNSHIP 31 NOkTH, RANGE 3 EAST, W.M. _ JIE:135.74 � � - -_.. TOW:144 75 TOP:144.38 TOW:142.75 - _ _ TOW:143.75 TOE.141.50 ``' \ CATCH BASIN SCHEDULE ENGINEERING OR FENCE \ iOP:142 75 - -_ - TOE:143.30- _.._ 70W:145.75 -- RAILINGD ON WALL 7J5.36(2'DS) TOW:143.25 .,TOW:142.75 ITD1;.2370-.•.J70N Sro SAIIVML. u v� „-,TOE:140.0 TOP:144.38 -! - - - O IM 14316 W/SOLID LID E 0 _ 250 4TH AVE. S., SUITE 200 TOE:141.50 CENTERED �. 0 D W HINGTON 980 / OP:142.18 TOP;142.64 -- TOW:144.75 390 LF 46 DUROMAXX DETENTION PIPE, _ _ E 136.64 18"E) D P FAX E(425))778855360 2 124i(OS PIPE 3 RETAINING WALL \ TOE:136.0 TOE:135.0 TOW:143.25 TOW:143.25 TOP:143.80 135 LF,AND 130 LF RUNS W/(4)3 LF CONNECTORS IE:136.64(18"NW) TOW:142:75 TOW:1421 TOP:142.76 - -- \t TOP:142.33 TOE:140.0 TOP:142.18 TOP:142.21 - TOE:1420 TOW:145.75 IE 135 74`._. '-� ,. TOE:137.0 I 143.03 TOP:144.75 TOW:146.75 _ TOE:13! TOE:136.0 \ TOW;143.75-� TOE:142.50 TOP 146.30 1(�1 O54"�TYPE II W/SOLID LID TOW 14325 142,22 142.50 TOE:143.26 143.66TOE 1445 !llll1l1i111 RIM:141.95 TOP:142.75 - DW:146.75 L 142.21 TOE 142.0 143.39 TOW:147.� IE:136.0(36"E) TOE:140.0 i TOP:145.70 GUI TOW 140,25 P` I F F\ 14F.03 � F Y 142 76 Fr^� - F _ [[/T4.E 14250 i TOP 144 30 - - FLIE:W CONTROL STRUCTURE C,F o 6ry�' TOE:136.25 142.75 \ 4214(1.�3;I�\42158 -./143*30`�1 i j 1 I \/ 70E:144. \ S471 P O5gM:14195 E 11 W/SOOO 4 e Ras TOW;140.2 oad 3 147.70 -' IE:135.98 18'SE TOE:136.5 I 1g215 I Y4 69 \��. /�\ >1>' I ( ) 'F�kis �p ,. IE:135.98 18"NW 142.32 'ham I ( ) g 14. 145, I IE:135.98(12"NE) ZONAL 1425% 145j19 0418123 40 LF"'18"A S 0.5% 4 LF^12"PVC @ 0.53 a 145.10 147.10 j O TYPE I CB ALTEREXISTIQUIRE ROCKERY `73 141.89 41.95 14 14483 4 RIM:141.40(RAIN GARDEN OVERFLOW) AS REQUIREFOR NEW 142.25 p5ao:.. \\ 14.16 ACCESS IE:138.50(6"PERF PVC E&W) CONSrrRUC71OO 137.25 vC @ TOW 0142.25 TOP; 42 25i'' A tl S%M'N VC TOWi 143.2 RISER,TVP -147.20 IE:138.50(12"N) P 70W:141..0 4 A lF 14179 14413 \\\ TOEi 40.40 j[�\ I 1 D6 .TOP:14146' ( 141.75 TOP:14174 \ TOE:140.40 141.4 41.6$ TOE: 40. \.. 145.6 - I �-- F 144.33 'a 12 YARD DRAIN ,., ��,.� p_ 142.7 L �,�___ .... RIM:140.30 141.72 - �. 144.79 1 147.0 IE(6 S):138.30 �.,,,...._. FLOW ENTRANCE 4 .'.-. - �'� ,•--,• TOW:143.25 143.36 I _ W AYPAD,PILL C3. uo �._.'. w 142.06 r TOE Nd ORF -- ._. .. tE(6"E):138.20 uo- TOP:142.72 �- 142.33 WAY PAD,TYP LL 3 PAVEMENT !TOW:141.0 - (- TOE 1379 '141.72 _... a SECTION RETAINING 142 72 CE 141.0 NTER�D ON ALL 3 e I z co WALL OW 24225 �I 4 $4335 144.33 _ 3 _ _ Q m it 112.15 3 OP 4140 1e175 { 'TOW 143.2 145.05 d 70 LF"'6'PVC 0.5% ---. C3.3 TOE. .40 l 1 iTOP j42.72 - 142 42 49..40 T W 1 25 �--144.27 ALTER EXIST NG ROCKERY 141.E \ \ TOP 141.75 TOE:140.40 0 IU -----'- A5 REQUI ED FOR NEW 142.33 14180� 19570E 14040 142 143.16 144.13 ❑ j ASPHALT CONCRETE a C NSTRUCTION 41.89 : 132 LF^18"ADS @ 0 59Yg _- 145 -_- \ 142,09 � \� \14257 143.29 143.48_ s.._� � � - WEARING ID SPEC 142.6� % \ / \ - /i_. - ��i� HMA CLASS I/2'PG 64-22 m +(` -_ / ' �v� r142381 7 7 .-__ _ _ � (WSDOT STD SPEC 5-041) W� URSE TOW:137.75 d / its r '•' I-a0 TOE:13Z.75 I 145.0 142.09 a 144.25 _ o 14 \ > /.r / SDCO,TYP "'::.. -__ CRUSHED SURFACING IE YARD DRAIN \ _ �, *> _F' =� -t kGR01 . ) I ��\ ALTER REQUIRED RDC BASECOURSE.9(3)) O rp FOR �. ` \� 1 'p' / �{ VAS o b bow �o oa obo o STD SPEC 9 03 9(3)) Y RIM.139.35 - - l' i �5 CONSTRUCTION � o o of < ( ) 1.35 _ > u- >N:: Cb CL W <L° o IE(6'N):139.25 TOW:441,75 142 74 142.36 142.36 142.66 143.56 - 144.52 1 TOW:143.0 STRUCTURAL FILL(SEE NOTE 7) v, 143.75 ( F III TOE:142.0 /• j z GRAVEL BORROW(WSDOT STD TOE:13775 142.0 50 LF-6"PVC@0.5% TOW:145.0 f SPEC 9-03.14(1)) DESIGN: JPU 50 LF^'6'PVC @ 1.9% c \ TOW:142.0� 142.05 ( TOP:144.51 \% 45 LF^'6"PVC @0.5% \ TOE:138.6 TOW:1.12.15 Tay325 •• - / TOW 14LS 7\ I y ~ PERMEABLE BALLAST DRAWN: ATD nrrr, � TOE:143.0 142.15 2 S I DRAINAGE (WSDOT E LAYER (SEE NOTE 7) \ TOE:139.25 / ----1-q�D- i i S CHECK: JPU I'OE 141.7" I TOW.143.0 S ---- -- z JOB NO: 23069.20 142.25 \\ TOE:139.5 TOE:140.0 --- RETAINING 2 \ g MIRAFI 140N NON-WOVEN TOW:143.25 WALL C3. I --TOW:142.75 TOW;143.6-__.._-- ''ol GEOTEXTILE FABRIC OR DATE: 04/18/23 TOE:138.75 TOE:139.6 -- TOE:140.25 APPROVED EQUAL 4 22 5 12"VARD DRAIN CARPORT,TYP I ---�-_ RIM:141.55 - -__12 YARD DRAIN- iq 2S- 12"YARD DRAIN IE(6"E):140.05 RIM:1'2 j(Ir�I�TfT III_ -� RIM:141.25 IE(6"W);139.95-T�-IE(4"E):141.10 16"13 DRAIN LINE TO - 1J1,LLLI ILLLmLLL� LL IE(6"W):141.0 BE TIED INTO CB#1 -JII'.fi_lT(TLLLTr(f.fhT ��T� NATIVE MATERIAL,TO BE IE(6"W:139.E 1_LL ll_1II I11t lll ll1 LLL APPROVED BY GEOTECHNICAL IE(6"W):139.60 � I �rri�j�7!J_L� III ENGINEER S11 11_l I GRADING AND DRAINAGE PLAN z 1 TYPICAL PAVEMENT SECTION O SCALE: 1" V-O"SCALE: 1"=20' A � G = GRADING AND DRAINAGE PLAN NOTES: 20 0 10 20 4© 0 1. SOILS REPORT Q w REP TE BYOR UM: GEOENGINEERS END BER: 22450-002.01 Q PREPAR PAVING LEG DATED: APRIL 5,2023 Z NEW ASPHALT/UTILITY SAWCUT Z 2. ALL DISTU BED AREASAT AND MANUAL VOLUME SHALL ,COMPOST-AMENDED PER THE REQUIREMENTS OF BMP z T5.131N T E STORMWATER MANUAL VOLUME V,CHAPTER 11. OVERLAY EXISTING ASPHALT .J NEW CONCRETE M _ 3. TOW RM S TO THE TOP OF THE CONCRETE WALL.TOP AND TOE REFER TO FINISHED GRADE AT THE TOP AND aQ L1J N Q A BOTTOM 0 THE WALLS,RESPECTIVELY. Z N `l 4. A TYPE II G�TCH BASIN IS REQUIRED WHENEVER RIM TO INVERT EXCEEDS 5'. Q ' � � Q S. A MINIMUM OF 2'OF COVER IS REQUIRED FOR ALL PIPES LOCATED UNDER DRIVEABLE SURFACES AND 1'OF GRADING QUANTITIESLj COVER UNDER LANDSCAPE SURFACES. Q TOTAL EXCAVATION(CUT)- ,00 CU YDS TOTAL Q Q 6. NEW/REPLACED IMPERVIOUS SURFACE:24,4375F.RUNOFF ROUTED TO BIORETENTION/DETENTION SYSTEM EMBANKMENT(FILL)- 7,0 <00 CU YDS ?> THROUGH SHEET FLOW. TOTAL 9,600 CU YDS Q Z `^ Z 7. CONTRACTOR SHALL PROVIDE FOOTING AND PAVEMENT SUBSTRATE PREPARATION,FILL,COMPACTION,AND THE QUANTITIES SHOWN ABOVE ARE FOR THE PERMIT PROCESS V DRAINAGE ER GEOTECHNICAL REPORT.GEOTECHNICAL ENGINEER SHALL OBSERVE EXCAVATED SOIL ONLY.THESE VALUES ARE APPROXIMATE.DO NOT USE FOR Z r Q Q CONDITIONS DURING CONSTRUCTION(AND GROUNDWATER CONDITIONS)AS REQUIRED,AND PROVIDE BIDDING,PAYMENT,OR ESTIMATING PURPOSES. ADDITION L RECOMMENDATIONS IF NECESSARY BASED ON ACTUAL SITE CONDITIONS. z _ ^ 0 04 Z Z r J J U Q UI C SHEET: Plan Review By City ofArlington SW 1 /4, SW 1 /4, SECTION 23, TOWNSHIP 31 NORTH, RANGE 3 EAST, W.M. ENGINEERING STD LOCKING MH FRAME& 250 4TH AVE. S.. SUITE 200 COVER MARKED"DRAIN" EDMONDS, WASHINGTON 98020 STD LOCKING MH FRAh E& ELEV=PER PLAN PHONE (425) 778-8500 COVER MARKED"DR IN" STD TYPE II CB FAX(425) 778-5536 FINISHED GRADE CONCRETE TOP SLAB --—SHEAR GATE 1 I=1 I=1 —I 1P=mff rrr=I I—III— 1=1 I I—I I-III='--I LIFT HANDLE -I ` 0.16'0 AIR VENT PIPE a $C' GU LC I WELDED TO TANK ° ' ' c4 of W.gy cyt+ OVERFLOW COMPACTED �IE=140.0 ELEV=140.0 PIPE BEDDING 3.0'0 CMP 1.23"0 ORIFICE 3.0'0 CMP RISER e 9g ONANAL ORIFICE 101E C4/18/23 =138.5 DMH STEPS @ 1.0'OC WELD OR BOLT TO FRAME LOCKING LID ii� III—I STANDARD TYPE II CB 0.TSEDIMENT �390!-F-4.0'ocmp DETENTION TANK (MARKED"DRAIN) COMPACTED I' STORAGE ( CONCRETE TOP SLAB DETENTION TANK iv MOUNTED OVER 2.0'0 PIPE BEDDING - 1 OUTLET DETENTION TANK ECCENTRIC OPENING 30 RISER,3.0'0 MIN,SAME �O TLET I DETENTION ��- MATERIAL&GAGE AS TANK z / \U 3.0'CMP RISER WELDED OR FUSED TO TANK F 1 '0 SHEAR GATE 2,p DETENTION TANK H_ 11 DETENTION TANK MINIMUM V FOUNDATIO WELD OR BOLD Q 12"0 CMP FLOW MATERIAL CONSISTING O CSBC STANDARD MANHOLE CONTROL A55EMBLY (WSDOT STD SPEC 9-03.9()) STEPS @ 1.0 OC z 0 ca O m RESTRICTOR PLATE NOTES: NOTES: H Z) R 1. RESTRICTOR ORIFICES TO BE SHOP DRILLED,SHARP EDGED. p,7' d W/1.05"0ORIFICE 1.USE ADJUSTING BLOCKS AS REQUIRED 2.RESTRICTOR ELBOW LOCATIONS ARE SHOWN FOR ILLUSTRATIVE - U F PURPOSES ONLY.ACTUAL ORIENTATION OF ELBOWS SHALL BE TO BRING FRAME TO GRADE. PER PLAN VIEW OF FLOW CONTROL STRUCTURE. PLAN VIEW 2.ALL MATERIALS MUST BE CORROSION SECTION w w RESISTANT. 3.MUST BE CONVENIENTLY LOCATED FOR a MAINTENANCE VEHICLE ACCESS. m FLOW CONTROL STRUC URE WITH DETENTION TANK-SECTION DETENTION TANK ACCESS Q 1 SCALE: 1/2"=1'-0" �' SCALE: 1/4"=V-0" O O Q ao P RKING LOT DESIGN: JPU °� CURB/PLA TER WALL, _ BIORETENTION VEGETATION TOW ELEVATION PER PLAN PER LANDSCAPE ARCH MIN HEIG T PER PLAN DRAWN: ATD SLOPE TO CURB CHECK: JPU 70P ELEVATION PER PLAN NOTCHES PER PLAN JOB NO: 23069.20 141.40 DATE: 04/18/23 4 g 4 �o°g° °Oo f $oilimEIR11m, .ITI -IV4 140.4 . i I I- e ROCK APRON x 6"DEEP RETAINING WALL z TOE ELEVATION PER PLAN O x \Vpt/J/ ry1 io w f STRUCTURAL WALL 2"ROCK RIP RAP W Z PER DETAIL A �_ S MIN //////���SPILL PAD TO W 4 C3.3 \\\Wwr////�PLANTBIORE ELATION L ~ PLANTER 0 138.90 z i W � ♦wr1 UNDERDRAIN PIPE 6"PERT � W Z IMPERMEABLE LINER BRING TOP OF WALL TO ASPHALT ., M = 137.40 GRADEATNOTCHES Q W (N EDGE OF ASPHALT BIORETENTION Z N PLANTER 00 ISOMETRICVIEW PLAN VIEW W QT Q BIORETENTION PLANTER n CURB NOTCHES W/ROCK SPILL PAD < ,z Q 3 SCALE: 1"=1'-0" 4 SCALE: NTS J = g � z CAN Z cD 0 Z J H N Z M J ry WLd w v ^ Q 0lid SHEET: xxxxxrx+xw.xxxx+xxxaxxxx:.xe+Plan Review v(/'�_3■^/ By City of Arlington SW 1 /4 SW 1 /4, SECTION 23, TOWNSHIP 31 NORTH, RANGE 3 EAST, W.M. C � RAILING OR FENCE ENGINEERING TOW PER GRADING PLAN WHERE REQ'D 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 LL PAVING OR FINISH D GRADE NOTE: PHONE (425) 778-8500 = z (TOP PER GRAD' N PLAN) E TAIL FOR e TYPICAL STEPPED FAX (425)778-5536 FOOTING DETAIL (2)#4 BARS RAILING OR FENCE ° b o� BACKFI L WITH FREE TOW PER GRADING PLAN P WHERE REQ'D #4@12"OC Q1° oo� DRAINI IS MATERIAL RETAINING WALL SCHEDULE PAVING OR FINISHED GRADE (2)#4 BARS �'O 114ILL (TOP PER GRADING PLAN) 4 OE �7 UV" FOOTI DRAIN WALL GEOM ETRY WALL REINFORCING #4@12"OC BARS �° qOD PER DE AIL 5 MAX VERT,CENTERED o MAX "t" "B" "D" "S"BARS "R'BARS ___. ZI FINISHED GRADE(TOE o.... 3 2'-0" 8" V-0" 10" #4 @ 12" NOT REQ'D PER GRADING PLAN) O o°0'O FINISHED GRADE f01VAL 4'-0" 8' 1.30 10" #5 15" #5 15" _ o O Oo°O Q (TOE PER Oh/18/23 • °� '^z w• DRAIN O o0 00 GRADING PLAN) O o .g•. ry d o_ 6 A„ 8„ 3'-4 10" #5 12" #5 12" z 4 0 0* 0 O _ ary °ro p'oQ':$• _111 -1 ii, io ,"-"II Ir.rlllmlllm� 8'.0' 8" 5'-8" 12" #5 @ 9" #5 @ 9" � r Q0 8 0 _LEI NOTES: °0 --t,z c 1.FOUNDATIONS SHALL BEAR ON COMPACTED FILLAS SPECIFIED "F BARS BY THE GEOTECHNICAL ENGINEER. BACKFILL WITH 2.BEARING CAPACITY=1500 PSF. FREE DRAINING m -- 4.5 3.EQUIVALENT FLUID PRESSURE=35 PCF(ACTIVE). MATERIAL _ `^u #4 12"OC 4.SOIL PASSIVE PRESSURE=135 PCF. "5"BARSBOTTOM S.CONCRETE STRENGTH F'c=4000 PSI. N Tr I 6.STEEL REINFORCEMENT STRENGTH F'Y=60 KSL 7' "B" 7.SURCHARGE=100 PSF. a 1'•2" 6" EA WAY TOP Q RETAINING WALL SECTION o 1 RETAINING WALL DETAIL 2 11ALE: 3/4"=r-o" d Ln Cc SCALG 3/4" 1'-0" N (A a a N TOW PER GRADING PLAN RAILING OR FENCE °g WHERE REQ'D Y (2)#4 BARS PAVING OR FINISHED GRADE f z To #4@12"OC (TOP PER GRADING PLAN) - DESIGN: JPU DRAWN: ATD SOIL MIX "S"BARS - 4" PERFORATED PVC PIPE PER CHECK: JPU 9 °g MIN LAP SPLICE ICE LOCAL CODES WITH 6"OF 1" JOB NO: 23069.20 oo0 BACKFILL WITH FREE MINUS GRAVEL ALL AROUND, DRAINING MATERIAL T/2 GEOTEXTRE FABRIC NON-WOVEN .SLOPE TO DATE: 04/18/23 x �° 44oq Po FOOTINGADSAIN RETAINING WALL SCHEDULE DRAIN I/8"PER V-0"MIN.TURN GRAVEL Cp. ° o°O�"' ~ DOWN PERFORATIONS AS SHOWN (AGGREGATE) a z WALLGEOMETRY ALL REINFORCING III—T�- . TOP OF 0d1 Q0o°°• m- ry EE o FOOTING PER p Do O�O u MAX "T" "t" "8" "S"BARS "F"BARS 'L F 0 p'0 DETAIL 3/C3.2 o 0 0o�n O N o p o O 00 0 0 °a ° p o •�•, ry J z 4'-0" 0'•10„ 8„ 1,-2„ #5 @ 15" #5 @ 15' p O o O -4Wo oQO O u 5 O.° °� 5'-6" V-W 8„ 2'-4" #5 @ 12" #5 @ 12" _ o BENT BARS TO MATCH O °0 Z III-I I- &LAP FOOTING 00 .°13 O O e NOTES:OUNDATIONS SHALL BEAR ON COMPACTED FILL AS SPECIFIED BOTTOM REINF O U o0°°O T"BARS BYTHE GEOTECHNICAL ENGINEER. • 2.BEARING CAPACITY=1500 PSF. LL COMPACTED FILLAS 3.EQUIVA LINE OF MAX EXCAVATION.LENT FLUID PRESSURE=35 PCF(ACTIVE). "+ SPECIFIED BY THE // @ 12"OC 4.SOIL PASSIVE PRESSURE=135 PCF. _ — " GEOTECHNICAL ENGINEER IF SOIL IS OVER EXCAVATED, /' 1 Q Q BARS TOP&BOTTOM S.CONCRETE STRENGTH F'c R PSI. =III= 3 CUR TYP REPLACE WITH LEAN MIX J/ 6.STEEL REINFORCEMENT STRENGTH F'y=60 K51. 7.SURCHARGE=100 PSF. T CONCRETE, COMPACTED STRUCTURAL T=FTG THICKNESS PER PLAN, FILL AS SPECIFIED BY THE Z W SCHED,AND DETAILS GEOTECHNICAL ENGINEER Y Q RETAINING WALL @ BIORETENTION Id TYPICAL STEPPED WALL FOOTING TYPICAL FOOTING DRAIN a W N J SCALE: 1/2"=VOL' V SCALE: 1'=V-0" E Z CV J Y w rn Q Q Q Q 0_ J = 0 Q Z 7- 0 Z Z I H N Z Z M J L w v � 0_ I 0 a cy- SHEET: .,k Plan Review.. eview..�...... C 3.3 By City of Arlington I 2 3 4 5 T17327 67th Ave BUILDING ADJACENT 16'8"Ht. RESIDENTIALAREA 1 Story 1 Office Car Garage Utility Building PROPERTY. — -/ LINE AN DYKEM C ` {` v IFv 42"BLACK POWDER CARPORT,TYP I--� Project Summary:1":40' FENCEGOA D CHAIN LINK TO BE PERMITTEDSEPARA SEPARATELY rY BuildingComposition Parking SWIIsProvided ARCHITECTURE + DESIGN Total Buildout Total SUildout Parking Building Studios 18R 20R 38R Total Units Standard ADA Total D `>rR: 7327 67th Ave \I 'I- _ 1-_- :'i ! = l �� i 27215 67th Ave Bidg 1 4 5 9 - - - D j BUILDING A�--, �� - I 1723167th Ave Bldg2 2 8 2 12 - II r0 r Forecourt Fronts e : sY+,, ',.' 173271 Ave r SUPPLEMENTAL PARKING . 17327 67th Ave H - / t 'f t BUILDING C LOT(84 PARKING SPACES) } BUILDING I 17313 67th Ave Bldg 3 2 6 2 10 40'3 1/2 Ht m I - / x T3"_ "' 42'7"Ht_ 3 Stories Mx¢ t i 1 Porch Projecting 17204 671h Ave Bldg 4 4 5 9 -- 10 Units ' 3 Stories r r a 1 f 4 i E I Frontage'.. 17327 67th Ave BldgA 2 6 2 10 N Flex Building 6 Units r` ____ 3 �, I I --- 38'4 1/2 Ht.r CONSULTANT: .,,jl Multiplex Medium r \. `'�" - `-t-- 3 Stones 17327 67th Ave Bldg C 6 6 -__ ,�r 12 Umts 17327 67th Ave Bldg D 2 6 2 10 I� V � \' 'i` i s ( f ! ; `g 'Multiplex Large 17327 67th Ave Bldg E 2 6 2 10 - - //' v .POOL I i I .,'✓ __ „r � i 42"BLACK POWDER COATED 17327 67th Ave Bldg F 6 6 6 18 1 j j w,ex - 17327 67th Ave Bldg G 6 6 12 CHAIN LINK FENCE AND GATE----'-'--' c 173Z7 67th Ave Bldg H 6 6 12 17327 67th Ave Bldg I 4 4 2 2 12 # _ 17327 67th Ave Bldg J 4 4 2 2 12 MAIN ENTRY/EXIT 17327 67th Ave Bldg K 4 4 2 2 12 a r x ' `~ !. �`.. ! n t \, -`--`•=�=�- 17327 67th Ave Bldg L 6 6 12 • 17327 67th Ave Bldg M 6 6 6 i8 i _ .. ( s V DOG RUNS 17327 67th Ave Bldg N 6 6 6 18 J " 17327 67th Ave Grand Total 30 78 52 42 202 256 s OPEN SPACED \_ - 11 2fi7 s552 BUILDING Jj - REGISTERED Porch P actng- ARCHITECT I' 1732767th ,C 6 sl °oh E, k Fro loge 1731367th Ave BUILDINGD ' - °. � I s 36412 Ht iTPorch Projecting Frontage,� _ 3 Stories i I BUILDING3i J ll c. g, .,g . ,.. ,,. `m-� ,p." '` h _. Pro osed Su lemental Parkin c a t nn oR SrevERs -Forecourt Frontage 36 9 Ht 12 Units i STATE or WASHINGroN 40'3 1/2 Ht `3 Stones) x k3 "'Multiplex Large Standard ADA Total 3 Stories 10 Units + 84 ° ai Multiplex Medium 10 Units �J _ r { flex Building) v �: — — �.. Grand Tote 340 351 I �, L PROJECT IDENTIFICATION: C I l - - v �� GI Ce 7327 67th Avi ntennial nial Park in tr 4.� BUILDING F PHASE 1 COMMUNITY GREEN--, P t p n "�r. �r _ 4 w~; �_ .,Porch Projecting Fir ntage .zWr"3+t .: J 1= the City ��Arlington I � � s.x f � I , m U 4 -_—� lft • 1732767th Ave `i - p .. Multi Units r:. ,�` �/Porch Projecting Frontage T , 1 IILDING732 67th AK._J._ �� F�II 18 Units r P g �� ? Porch Projectingu E3Stores,H W Centennial Park 5J - 17231 67th Ave + '- j L 12 Units�: Frontage BUILDING 2i �r _ j ¢ 36 41/2 Ht Forecourt Frontage I�17327I Ave Multiplex Large "� 36tones ' BUILDING E t '^` IZ2,7 67th Ave ¢ 12 Un is ATONEMENT FREE 40'0 1/2 Ht porch Projecting Front e+ �� j 9 BUILDING G= 'F< m Mu t p ex Large LUTHERAN CHURCH T 3 Stories ' 36'9 Ht 3 E„mr 1 Porch Projectin Frontage A 12 Umts 3 Stones ..t Yet Flex Bwldmg Y, 42 6 Ht 10 Units ._ `'3 Stones t, p17327 67th Ave NE W h Multiplex Medium r am_ 12 Umts T a I Z x I� Multiplex Large . Arlington, WA 98223 // —--- x a R 04/19/2023 III TRASH) " r - s' PARKING BACK ALLEY s J£s I ( RECYCLING SECONDARY �. : ,, 1- '-.r. 2 7 7.a;r; ENTRYIEXIT IIr /� ,,, a7 s r -r v.. a „ iP. *�:e ,. �i This drawing is: }� 5 .Copyright 2023 Dykeman,Inc. 2.The Architect's Instrument of Professional Service. B —� ? = 1 �^e^at Y ,+ 1" q4,. .1y,=l c +'+ ,,,,,v, ____ L�'____ _ 3.For use on this project only.Obtain Architect's B d r- written permission for any other use or reproduction. 77327 7th Ave € ;r $ 1 _: 17327 67th Ave ' �4 j 17215 67th Av -.w w r�7 t BUILDING , G M(Split Slab) ( PROJECT (Split Slab) 1 BUILDING BUILDING 1 -' ..'+" 3 �,.,, Porch Proje ng Frontage , r P Porch Projecting Frontage 1 T 17327 67th Av Shopfront&Forecourt• G %1 F.r Q .x'xt ,: 42'2 112"H (West Side) 42 2 1l2"HL(West Side) BUILDING L qq Frontage' U •'�, U ,'°"` n, >a ur° 43'2 1/2" .(East Side) 438112'Ht.(East S de) Pr f. I Porch Projecting - 20 -0`70 44 10'Ht m kz .: .rk 'p 3 S ries 3 Stories .4 ' Frontage f- III', O 1 r 18 nits .•... - 1n Units i C._1 3 Stories - ` p x L o v^ _ ''` MINI 42'0"Ht. m 9Units I z g, f z a 2 : . r,. ,« Muttipl xLarge �" PARK Mu le a e x�„",,,.r—= f3 Stones m Flex Building - } ;tr.a "'12 Units Lar a MARK• DATE DESCRIPTION 7777 ENHANCEMENT-, r t ) t^£ \ AREA \ �\� , \\ s ------------ \\ RECREATIONAL 4 AREA Future Address A ",* I- Forecourt Frontage � PROJECT • PRINC 2 9 Units uY ,.vj`� / £x, FlexBmldm{p t ,� i MS PROJECTILMANAGER:IN EI DH . PROJECT ARCHITECT: DH JOB CAPTAIN: Sz DRAWING A PROPERTY 172nd St NE R LICT STREAM CHANNEL A LINE AS PART OF A PRIOR PROJECT AREA SHADED IN GRAY ETED Site Plan - Supplemental Parking ° 2°' 48' 80' r;Pe 19 2023 �313 aDRAWING NUMBER: Scale:1"=40'-0" ^ Site Plan- ro osed North wetland Parkin 66 j SHEET CREATED ON 4/6/2023 - 1 40` NOT PART OF PREVIOUSLY ISSUED SET a 2 3 4 5 CITY OF ARLINGTON 18204 59th Avenue NE,Arlington,WA 98223 INSPECTIONS: 360-403-3417-Permit Center: 360-403-3551 BUILDING PERMIT 17327 67TH AVE NE Permit#: 5313 PERMIT EXPIRES 180 DAYS AFTER Parcel#: 31052300300800 DATE OF ISSUANCE. Scope of Work: New retaining wall for Centennial Park parking lot addition.Wall Valuation:40000.00 will be located at the north edge of the new parking lot. OWNER APPLICANT CONTRACTOR EDGECOMB STATION 5J LLC Edgecomb Station 5J LLC Exxel Pacific 19801 50TH AVE W 2517 Colby Ave 323 Telegraph Road LYNNWOOD,WA 98036 Everett,WA 98201 Bellingham,WA 98226 4257507926 360-734-2872 LIC: EXP: MECHANICAL CONTRACTOR PLUMBING CONTRACTOR LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: COMMERCIAL ADDITION CODE YEAR: 2018 STORIES: CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: OCC LOAD: PERMIT APPROVAL The issuance or granting of this permit shall not be construed to be a permit for,or approval of,any violation of this Code or any other ordinance or order of the City,of any state or federal law,or of any order,proclamation,guidance advice or decision of the Governor of this State.To the extent the issuance or granting of this permit is interpreted to allow construction activity during any period of time when such construction is prohibited or restricted by any state or federal law,or order,proclamation,guidance advice or decision of the Governor of this State,this permit shall not authorize such work and shall not be valid.The building official is authorized to prevent occupancy or use of a structure where in violation of this Code,any other City ordinances of this jurisdiction or any other ordinance or executive order of the City,or of any state or federal law,or of any order,proclamation, guidance advice or decision of the Governor.The building official is authorized to suspend or revoke this permit if it is determined to be issued in error or on the basis of incorrect,inaccurate or incomplete information,or in violation of any City ordinance,regulation or order,state or federal law,or any order,proclamation,guidance or decision of the Governor. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY,NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 101IRCI 10. SALES TAX NOTICE: Sales tax relating to construction and construction materials in the City of Arlington must be reported on your sales tax return form and coded City of Arlington#3101. iO 07/28/2023 Applicant Signature Date Building Official Date CONDITIONS Adhere to approved plans.Approved plans shall be onsite during construction. Call for inspections. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY.ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS, SIDEWALKS,DRIVEWAYS, MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 07/28/2023 ProcessingrFechnology $25.00 07/28/2023 Retaining Wall $100.00 07/28/2023 Building Plan Review $529.65 Total Due: $654.65 Total Payment: $654.65 Balance Due: $0.00 CALL FOR INSPECTIONS Call by 3:30 pm for next day inspection,allow 48 hours for Fire Inspections When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon INSPECTION INFORMATION I Pass/Fail Date: 06/09/2026 Permit#: 5313 Permit Date: 04/20/2023 Review Date: 04/20/2023 Permit Type: COMMERCIAL ADDITION Review Type: COMMERCIAL ADDITION Target Date: 05/18/2023 Scheduled Time: 00:00 Completed Date: 05/23/2023 Description: No land use issues for wall. Permits pending SEPA approval. Review Status: Approved with Conditions Assigned To: PLANNING Time In: 00:00 Time Out: 00:00 Hours: 0.0 Property Information Parcel#: 31052300300800 EDGECOMB STATION 5J LLC EDGECOMB STATION 5J LLC 19801 50TH AVE W 17327 67TH AVE NE LYNNWOOD,WA 98036 Zoning: 140 MIXED-USELot: Block: Permit#: 5313 Permit Date: 04/20/23 Permit Type: COMMERCIAL ADDITION Project Name: Centennial Park Parking Lot-North Wall Applicant Name: Edgecomb Station 5J LLC Applicant Address: 2517 Colby Ave Applicant, City, State, Everett, WA 98201 Zip: Contact: Ryan Kilby Phone: 4257507926 Email: ryan@williamsinvest.com Scope of Work: New retaining wall for Centennial Park parking lot addition. Wall will be located at the north edge of the new parking lot. Valuation: 40000.00 Square Feet: 0 Number of Stories: 0 Construction Type: Occupancy Group: ID Code: Permit Issued: 08/24/2023 Permit Expires: 04/24/2024 Form Permit Type: Status: COMPLETE Assigned To: Ameresia Lawlis Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31052300300800 17327 67TH AVE NE EDGECOMB 140 MIXED-USE STATION 5J LLC Contractors Contractor Primary Contact Phone Address Contractor Type License License # Exxel Pacific Matt 360-734-2872 323 Telegraph Road CONSTRUCTION CONTRACTOR Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 10/25/2023 Inspection reinforcing inspection- 10/26/2023 10/26/2023 BUILDING Approved pouring at 11 am 10/03/2023 Inspection foundation,footing and 10/04/2023 10/04/2023 BUILDING Approved rebar Plan Reviews Date Review Type Description Assigned To Review Status 04/20/2023 COMMERCIAL BUILDING Approved ADDITION COMMERCIAL No land use issues for wall.Permits pending SEPA Approved with 04/20/2023 ADDITION approval. PLANNING Conditions 04/20/2023 COMMERCIAL No comments,LT&KS PW-ADMIN-GIS Approved ADDITION COMMERCIAL No Comment 04/20/2023 ADDITION PW-SEW-REV Received COMMERCIAL No Comment 04/20/2023 ADDITION PW-WAT-REV Received Fees Fee Description Notes Amount Processing/Technology $25.00 Retaining Wall Permit Fee $100.00 Building Plan Review Table 4-2 $529.65 Total $654.65 Attached Letters Date Letter Description 07/28/2023 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 06/28/2023 Centennial Park 5J,LLC 4522 Kristin Foster $654.65 Outstanding Balance $0.00 Notes Date Note Created By: 03/20/2024 sent expiration notice Hannah Hardwick 03/20/2024 permit is finalized per BG Hannah Hardwick 02/23/2024 sent expiration notice Hannah Hardwick 04/20/2023 Double Check Fees Ameresia Lawlis 04/20/2023 Do not issue until Civil is approved Ameresia Lawlis Uploaded Files Date File Name 08/24/2023 16637957-20230824 BLD5313 IssuedPermit.pdf 04/20/2023 15115212-20230420 5313 Application.pdf 04/20/2023 15115209-20230420 5313 Drawings.pdf 04/20/2023 15115210-20230420 5313 SitePlan.pdf 04/20/2023 15115211-20230420 5313 Structural Calcs.pdf