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HomeMy WebLinkAbout3723 168th St NE_PWD1824_2026 NW 28 T31 N R 5E CITY OF ARLINGTON CONSTRUCTION DRAWING REVIEW ACKNOWLEDGEMENT m THIS PLAN HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WIT THE CITY OF ARLINGTON CODES AND ORDINANCES. CONFORMANCE OF THE DESIG WITH ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE REPSONSIBILITY OF THE LICENSED DESIGN ENGINEER WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET. ACKNOWLEDGEMENT OF CONSTRUCTION DRAWING REVI DOES NOT IMPLY CITY APPROVAL FOR CONSTRUCTION ACTIVITIES THAT REQUIREz z OTHER COUNTY, STATE OR FEDERAL PERMIT REVIEW AND APPROVAL. THE PROPER 00 OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE o S S ACQUISTION AND COMPLIANCE OF ALL APPLICABLE PERMITS AND/OR AUTHORIZTIO WHICH MAY INCLUDE, BUT ARE NOT LIMITED TO, WSDFW HYDRAULIC PROJECTr APPROVAL (HPA), WSDOE NOTICE OF INTENT (NOI), ARMY CORP OF ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. a a a 1'1Ih SI IdF n ti tiF `n d BY: JYLtr"Est DATE: Pl Nova Heaton, PE, Develo ment Se irylt,PI Nf totem^ R p rvices Manager v v THESE APPROVED CONSTRUCITON PLANS EXPIRE AFTER 18 MONTHS FROM THE DATE 0¢ m U SHOWN ABOVE OR UPON EXPIRATION OF PRELIMINARY PLAT OR SITE PLAN APPROVAL. tl4t,l PI NL 4 a, v 1T3rU PI W _ '73'U PI NE S mokey n a PR, t LEGEND PROJECT CONTACTS PROJECT SITE INFORMATION d I,zn,lS,Nt "` ;Urt,PINE OWNER SURVEY REFERENCE SITE SPLASH BLOCK FLOW PATH ERIC FLOETING SURVEY INFORMATION PROVIDED BY BENCHMARK SURVEYING. TERRAVISTA N SMOKEY POINT WAREHOUSE, LLC NW, Ilc ASSUMES NO RESPONSIBILITY 3'd o GRADE CREAK 360 653-9899 EXT 24 ILITY FOR THE ACCURACY OF THIS o�y •"'"" ERIC) 653-9899 OUP. 4 INFORMATION. CONTRACTOR SHALL VERIFY EXISTING CONDITIONS PRIOR TO ,v LEVEL SPREADER CONSTRUCTION. i CONTRACTOR PARCEL NUMBER LL m�Go i ,k� —� - -- +-►— INTERCEPTOR DYKE AND SWALE d 5 TREVOR GASKIN v �S N. ,911 INE 31052800203300, 31052800203400 0 COAST CONSTRUCTION GROUP 328 N OLYMPIC AVE SILT FENCE ARLINGTON, WA 98223 LEGAL DESCRIPTION HI-VISIBILITY FENCE / CHAIN LINK FENCE AS PER STATUTORY WARRANTY DEED A.F. NO. 201 71 21 40772 EASEMENTS -x--x-X -x-W (360) 474-0600 TREVOR®COAST-GROUP.COM INDICATED BY SAID DEED MAY NOT BF SHOWN AS A CURRENT TITLE REPORT WAS NOT FURNISHED BY CLIENT. CLEARING LIMITS C ARCHITECT LOTS 9 AND 10, RECORD OF SURVEY FOR BINDING SITE PLAN, RECORDED o+ PROPERTY LINE JIM TRUEBLOOD UNDER AUDITOR'S FILE NO. 8407195007 AND IN VOLUME 19 OF SURVEYS W Cry B & T DESIGN AND ENGINEERING INC. MAPS, AT PAGE 187, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, BEING IM so STORM DRAIN PIPE P.O. BOX 595 (Cj C A PORTION OF THE SOUTH 3/STHS OF THE NORTHWEST QUARTER OF 250 E. SUNSET WAY �+:: h i VICINITY MAP ------PSo-- PERFORATED STORM PIPE SECTION 28, TOWNSHIP 31 NORTH, RANGE 5 EAST OF THE WILLAMETTE ee ISSAQUAH, WA 98027 MERIDIAN. Alk FIRE HYDRANT / FDC (425) 557-0779 ] c an° JIM®BNTENGR.COM SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. / (Cj u Q H GATE VALVE CIVIL ENGINEER DATUM s i C220 BMP REFERENCE NUMBER ERIC SCOTT - PRINCIPAL NAVD88, CONSTRAINED TO TEH WASHINGTON STATE REFERENCE NETWORK QJ c TERRAVISTA NW CONSULTING ENGINEERS CATCH BASIN 3204 SMOKEY POINT DRIVE, SUITE 207 BENCHMARK: SOUTHEAST PROPERTY CORNER (REBAR AND CAP IN ASPHALT) AS w ARINGTON, WA 98223 SHOWN ON THE SURVEY. ELEV = 118.70 DOWNSPOUT 422-0840 ZONING5 SHEET INDEX ERICS®TERRAVISTANW.COM GI-GENERAL INDUSTRIAL SURVEYOR HMA PAVEMENT TYPE 1 U Z BRIAN DEBOER AIRPORT PROTECTION DISTRICT SUBDISTRICT: B SHT NO DESCRIPTION BENCHMARK SURVEYING LOT —� \ �\ 612 KIRKLAND AVE TOTAL SIZE: 69,272 SF (1.59 C1.1 GENERAL INFO ������ HMA PAVEMENT TYPE 2 SUITE A-4 ( . 9 ACRES) Ld KIRKLAND, WA 98033 DEVEL IMPERVIOUS AREA: 58,322 SF (1.34 ACRES) (84%) (f� C1.2 GENERAL NOTES (206) 459-7010 ai BRIAN®BENCHMARKSURVEYINGLLC.COM CUT/FILL ESTIMATED QUANTITIES ;;,:;;. ';; CONCRETE WALKWAY z O C1.3 SWPPP NOTES CESCL SITE CUT AND FILL QUANTITIES ARE CALCULATED FROM AVAILABLE m STEVE RUSHTdN INFORMATION PROVIDED BY THE OWNER PRIOR TO CONSTRUCTION. ACTUAL O = ro C2.1 SWPPP COAST CONSTRUCTION GROUP QUANTITIES WILL VARY. QUANTITIES SHOWN ARE FOR PERMITTING PURPOSES N CONSTRUCTION ENTRANCE 328 N OLYMPIC AVE ONLY AND SHALL NOT BE USED FOR BIDDING. BIDDERS SHALL PERFORM w 0No ° C2.2 PAVING PLAN ARLINGTON, WA 98223 THEIR OWN QUANTITY TAKEOFFS. Q °i C2.3 GRADING PLAN (425) 315-4799 Q 3 H 2,600 CY: TOPSOIL REMOVAL STEVER®COAST-GROUP.COM � z BIOSWALE 230 CY: SITE CUT (EXCLUDES FOUNDATIONS AND UTILITIES) o 3 C2.4 DRAINAGE PLAN 3,900 CY: SITE FILL (EXCLUDES PAVEMENT GRAVEL AND TOPSOIL) z z C3.1 SWPPP DETAILS STRAW WATTLE N C3.2 PAVING DETAILS z M Z ABBREVIATIONS C3.3 STORM DETAILS g J TYP - TYPICAL , Q W C3.4 STORM & WATER STANDARD DETAILS SIM - SIMILAR Im LLJ N a UNO- UNLESS NOTED OTHERWISE W Y C4.1 SECTIONS z O W C4.2 PROFILE Know whaftbelow. UJ N 1-1.1 LANDSCAPE PLAN Call beWe you dig. 0 (n M wn a C1 . 1 el� 0 o InPe.;eived JOB NO. *Iov20ZOS 180201 a pwi t NW28T31NR5E m ARLINGTON STANDARD GENERAL NOTES ARLINGTON STANDARD TESC NOTES ARLINGTON STANDARD DRAINAGE NOTES ADA NOTES UNLESS NOTES OTHERWISE UNLESS NOTES OTHERWISE UNLESS NOTES OTHERWISE UNLESS NOTES OTHERWISE 1. ALL WORK AND MATERIALS SHALL CONFORM TO THE CURRENT EDITION 1. APPROVAL OF THE TEMPORARY EROSION/SEDIMENT CONTROL (TESC) 1. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE CONSTRUCTED IN 1. WORK SHALL BE ACCORDANCE WITH THE Cn rn OF THE CITY OF ARLINGTON PUBLIC WORKS STANDARDS AND PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR ACCORDANCE WITH THESE APPROVED PLANS AND CITY STANDARDS AND PROPOSED GUIDELINES FOR PEDESTRIAN FACILITIES SPECIFICATIONS, AND THE CURRENT EDITION OF THE WASHINGTON STORM DRAINAGE DESIGN. SPECIFICATIONS. ANY DEVIATION FROM THESE PLANS WILL REQUIRE IN THE PUBLIC RIGHT-OF-WAY o HT-OF-WAY (PROWAG), AS o 5 In STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, AND OTHER PUBLISHED BY THE UNITED STATES ACCESS SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. A 2. A TESC PLAN MEETING THE DOE STORM WATER MANAGEMENT MANUAL APPROPRIATE PUBLIC AGENCIES. BOARD. S COPY OF THESE DOCUMENTS SHALL BE ON SITE DURING ADOPTED BY THE CITY SHALL BE SUBMITTED TO THE CITY FOR w F F APPROVAL PRIOR TO ANY WORK ON THE SITE. AN APPROVED COPY 2. LIMITS OF SIDEWALK TRANSITIONS SHALL BE CONSTRUCTION. 2. ALL PIPE MATERIALS SHALL MEET THE REQUIREMENTS OF THE CITY m m MUST BE MAINTAINED ON-SITE AND BE READILY AVAILABLE TO THE STANDARDS AND SPECIFICATIONS. ACCEPTABLE STORM DRAINAGE PIPE BEYOND THE MINIMUM LIMITS SHOWN ON THE a a a REPLACED TO THE NEAREST CONCRETE JOINT 2. IT IS THE SOLE RESPONSIBILITY OF THE DEVELOPER/CONTRACTOR TO CITY INSPECTOR AT THEIR REQUEST. MATERIALS INCLUDE CONCRETE, PVC, HDPE, AND DUCTILE IRON. OBTAIN A GRADING PERMIT, RIGHT-OF-WAY PERMIT, AND UTILITY CORRUGATED METAL PIPES (GALVANIZED ALUMINUM OR STEEL) ARE PLANS. S 5 5 PERMITS, FROM THE CITY. ALL REQUIRED PERMITS FROM OTHER 3. THE TESC BMP'S SHOWN ON THE PLAN MUST BE INSTALLED PRIOR TO NOT ACCEPTED BY THE CITY. ALL PIPE JOINTS MUST HAVE GASKETS 3. UNLESS OTHERWISE SPECIFIED ON THE PLANS, OR 2 2 2 AGENCIES MUST ALSO BE OBTAINED BY THE DEVELOPER CONTRACTOR. ALL OTHER CLEARING AND GRADING ACTIVITIES, AND IN SUCH A DIRECTED BY THE CITY, CROSS SLOPES OF / MANNER AS TO ENSURE THAT SEDIMENT-LADEN WATER DOES NOT CAND SHALL BE WATER TIGHT UNLESS OTHERWISE DIRECTED BY THE SIDEWALKS SHALL CI A NOMINAL 1P%. CROSS z a m 3. PRIOR TO ANY CONSTRUCTION ACTIVITY, THE DEVELOPER/ CONTRACTOR ENTER THE DRAINAGE SYSTEM, LEAVE THE SITE, OR VIOLATE SHALL ATTEND A PRECONSTRUCTION CONFERENCE WITH THE CITY. THE APPLICABLE WATER QUALITY STANDARDS. MAINTENANCE, REPLACEMENT, SLOPES SHALL NOT BE LESS THAN 1% NOR rn CONSTRACTOR SHALL SCHEDULE THE PRECONSTRUCTION CONFERENCE AND UPGRADING OF THE TESC PLAN IS THE RESPONSIBILITY OF THE 3. PIPE BEDDING MATERIAL SHALL BE 5/8-INCH MINUS CRUSHED GRAVEL EXCEED 2%. BY CALLING (360) 403-3500. PRIOR TO SCHEDULING, THE CONTRACTOR UNTIL ALL CONSTRUCTION IS COMPLETE AND APPROVED FOR ALL PIPE TYPES, EXCEPT DUCTILE IRON. BEDDING MATERIAL FOR rq a N CONTRACTOR MUST SUBMIT AND RECEIVE APPROVAL FOR THE TRAFFIC BY THE CITY. DUCTILE IRON PIPE SHALL MEET THE REQUIREMENTS OF THE CITY'S 4. MAXIMUM SLOPES SHOWN ON THE PLANS a an CONTROL PLAN, CITY PERMITS, TEMPORARY EROSION AND SEDIMENT STANDARDS AND SPECIFICATIONS (CHAPTER 4). REPRESENT THE MAXIMUM ALLOWABLE SLOPES o M 4. THE BOUNDARIES OF THE CLEARING LIMITS, SHOWN ON THE TESC PERMITTED BY CURRENT ADA REQUIREMENTS. THE a, CONTROL PLAN, PERFORMANCE BOND, COPY OF OTHER AGENCY PLAN, SHALL BE CLEARLY FENCED OR FLAGGED IN THE FIELD PRIOR CONTRACTOR SHALL TAKE INTO CONSIDERATION PERMITS, A COPY OF THE CONTRACTOR'S LICENSE, AND PROOF OF 4. ALL TRENCH BAC E C IN AREAS OF PAVEMENT OR STRUCTURAL INSURANCE COVERAGE. TO STARTING CONSTRUCTION. NO DISTURBANCE BEYOND THE FENCED CONSTRUCTION TOLERANCES WHEN PLACING � OR FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FENCING LOADING SHALL L COMPACTED TO AT LEAST MP T THE MAXIMUM SIDEWALKS TO INSURE MAXIMUM SLOPES ARE NOT �� 3, N DRY DENSITY. ALL OTHER AREAS SHALL BE COMPACTED TO AT LEAST EXCEEDED. c4e,,/ 4. A COPY OF THE APPROVED CONSTRUCTION PLANS MUST BE ON THE AND/OR FLAGGING SHALL BE MAINTAINED BY THE CONTRACTOR FOR 90% OF MAXIMUM DRY DENSITY. co y JOB SITE WHEN CONSTRUCTION IS IN PROGRESS. THE DURATION OF THE CONSTRUCTION PROJECT. 5. COMPLETED SIDEWALKS OR OTHER HARDSCAPE 5. ALL SITE WORK SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE 5. THE TESC FACILITIES SHOWN ON THE PLANS ARE THE MINIMUM 5. ALL PIPE SHALL BE PLACED ON STABLE EARTH. IF IN THE OPINION OF ELEMENTS THAT EXCEED MAXIMUM SPECIFIED U W A�Go APPROVED PLANS. ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIREMENTS FOR THE ANTICIPATED SITE CONSTRUCTION. DURING THE THE CITY INSPECTOR, THE EXISTING TRENCH FOUNDATION IS SLOPES OR BL ARE LESS THAN AD AND MINIMUM SPECIFIED B REQUIRE PRIOR APPROVAL FROM THE OWNER, THE CITY ENGINEER, CONSTRUCTION PERIOD, THESE TESC FACILITIES SHALL BE UPGRADED UNSATISFACTORY, THEN IT SHALL BE EXCAVATED BELOW GRADE AND SLOPES SHALL AND OTHER APPROPRIATE PUBLIC AGENCIES. AND ADDED TO AS NEEDED, FOR UNEXPECTED STORM EVENTS AND TO BACKFILLED WITH GRAVEL BEDDING MATERIAL TO SUPPORT THE PIPE. THE CONTRACTOR AT THE CONTRACTOR'S EXPENSE 6. ALL OF THE LOCATIONS OF REFLECT CHANGED CONDITIONS, AS REQUIRED BY THE CITY. 6. LOT DRAINAGE SYSTEMS, STUB-OUTS AND ANY DRAINS BEHIND THE PLANS HAVE BEEN ESTABLISHED BY FIELD SURVEY OR OBTAINED FROM 'ATHE EXISTING UTILITIES SHOWN IN THE 6. THE CONTRACTOR SHALL PROVIDE THE CITY A 24-HOUR EMERGENCY SIDEWALK MUST BE INSTALLED AS REQUIRED PRIOR TO SIDEWALK S AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED CONTACT PHONE NUMBER OF THE CONTRACTOR' CERTIFIED EROSION CONSTRUCTION. STUB-OUTS SHALL BE MARKED WITH A 2"X4" WITH 3 d APPROXIMATE AND NOT NECESSARILY COMPLETE. IT IS THE SOLE CONTROL SUPERVISOR PRIOR TO STARTING CONSTRUCTION. FEET VISIBLE ABOVE GRADE AND MARKED "STORM". LOCATION AND C RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE 7, THE TESC FACILITIES SHALL BE INSPECTED DAILY BY THE CONTRACTOR DEPTH OF THESE INSTALLATIONS SHALL BE SHOWN ON THE AS-BUILT �'o+ ACCURACY OF ALL UTILITY LOCATIONS. AND MAINTAINED AS NECESSARY TO ENSURE CONTINUED FUNCTION AND PLANS SUBMITTED TO THE CITY. C Cry 7. THE CONTRACTOR SHALL LOCATE AND PROTECT ALL CASTINGS AND OPERATION. C rn Qgi 7. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE SHOWN ON eke UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE 8. BETWEEN OCTOBER 1 AND APRIL 30, DISTURBED AREAS THAT ARE TO THE PLANS AND APPROVED BY THE CITY. THE USE AND INSTALLATION 3hs UNDERGROUND UTILITIES LOCATE SERVICE (1-800-424-5555 OR 811) BE LEFT UNWORKED FOR MORE THAN TWO (2) DAYS SHALL BE OF INLETS IS DISCOURAGED. AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. N 2°h IMMEDIATELY COVERED BY MULCH, SOD OR PLASTIC COVERING. ] C 8. INSPECTION AND ACCEPTANCE OF ALL WORK WILL BE ACCOMPLISHED BETWEEN MAY 1 AND SEPTEMBER 30, DISTURBED AREAS THAT ARE TO 8. ALL CATCH BASINS WITH A DEPTH OF 5 FEET (RIM TO INVERT) OR 0 11 }� BY REPRESENTATIVES OF THE CITY OF ARLINGTON. IT SHALL BE THE BE LEFT UNWORKED FOR MORE THAN SEVEN (7) DAYS SHALL BE GREATER SHALL BE TYPE 2 CATCH BASINS EQUIPPED WITH 3/4-INCH L CONTRACTOR'S RESPONSIBILITY TO COORDINATE AND SCHEDULE IMMEDIATELY COVERED BY SEEDING OR OTHER APPROVED METHODS. DIAMETER SAFETY MANHOLE STEPS OR A MANHOLE LADDER PER CITY W APPROPRIATE INSPECTIONS, ALLOWING PROPER ADVANCE NOTICE. THE 0• SEDIMENT DEPOSITS SHALL BE REMOVED FROM ALL CATCH BASINS, STANDARD DETAILS. INSPECTOR MAY REQUIRE REMOVAL AND REPLACEMENT OF ITEMS THAT z DO NOT MEET CITY STANDARDS OR WERE CONSTRUCTED WITHOUT PRE-TREATMENT/SEDIMENT POND, AND SEDIMENT TRAPS UPON 9. ALL GRATES SHALL BE MARKED "OUTFALL TO STREAM - DUMP NO w INSPECTION. REACHING A DEPTH OF 12 INCHES. POLLUTANTS". ALL SOLID COVER SHALL BE MARKED "DRAIN". ALL 9. THE CONTRACTOR SHALL KEEP THE ON-SITE AND OFF-SITE STREETS 10. ANY PERMANENT RETENTION/DETENTION FACILITY USED AS A CATCH BASINS AND MANHOLES SHALL BE EQUIPPED WITH LOCKING CLEAN AT ALL TIMES BY CLEANING WITH A SWEEPING AND/OR VACUUM TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY FRAMES AND LIDS OR GRATES PER CITY STANDARD DETAILS. E TRUCK. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT EROSION CONTROL MEASURES, SHALL PROVIDE ADEQUATE STORAGE U PRIOR APPROVAL FROM THE CITY INSPECTOR. 10. THE CONTRACTOR STABILIZEDIFD THE LPERMANENT L BE NFACILITY SED OUT TTOL ULTIMATELY NCE HFUNCTION E SITE IS 10 BASIN)RSHALL BEATES ATDEPRESSED 01ED IN THE �FOOT ER LBELOW PAVEMENT LEVEL.OW LINE (INLET AND CH J SHALL MAINTAIN TWO (2) SETS OF "ASBUILT'PLANS SHOWING ALL FIELD AS AN INFILTRATION SYSTEM, THE FACILITY SHALL NOT BE USED AS A J CHANGES AND MODIFICATIONS. IMMEDIATELY AFTER CONSTRUCTION TEMPORARY SETTLING BASIN. 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL COMPLETION, THE CONTRACTOR SHALL DELIVER BOTH COPIES OF MANHOLE, INLET AND CATCH BASIN FRAMES AND GRATES/COVERS TO W RED-LINED PLANS TO THE CITY. 11. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, PAVING.INSTALLATION AND FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROXIMATE GRADE JUST PRIOR TO CURB / d THE CITY WILL FORWARD ONE OF THE COPIES TO THE DESIGN RATE OF 120 LBS PER ACRE. 3' ENGINEER. 12. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS 12. ALL RETENTION/DETENTION FACILITIES SHALL BE INSTALLED AND IN REQUIRED, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 3 OPERATION PRIOR T0, OR IN CONJUNCTION WITH, ALL CONSTRUCTION ACTIVITY, UNLESS OTHERWISE APPROVED BY THE CITY. =a INCHES, OR 3,000 POUNDS PER ACRE. MN 13. SOIL STOCKPILES SHALL BE STABILIZED WITHIN 24 HOURS. WHEN 13. DETENTION/RETENTION PONDS WITH SIDE SLOPES STEEPER THAN 3:1 W o0 ACTIVELY WORKING WITH THE SOIL STOCKPILE, STABILIZATION BY OR WITH A MAXIMUM WATER DEPTH GREATER THAN 3 FEET SHALL BE O7 Q GROUND COVER BMP's SHALL OCCUR AT THE END OF EACH WORK ENCLOSED WITH A VINYL COATED CHAIN LINK FENCE. Q 3 DAY. 14. BIO-FILTRATION SWALES AND/OR FILTER STRIPS SHALL BE >j z L 14. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE CONSTRUCTED, BEDDED OR SEEDED AND IN OPERATION PRIOR TO, OR W 6 BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF SODDED IN CONJUNCTION WITH, ASPHALT PAVING. THE VEGETATION IN z THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THE BIO-SWALE MUST BE WELL ESTABLISHED BEFORE PAVING BEGINS. ~ z a THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE o PROJECT. 15. STORM WATER RETENTION/DETENTION FACILITIES, STORM DRAINAGE PIPE z 0 4i 15. MAINTENANCE AND REPAIR OF TESC FACILITIES AND STRUCTURES SHALL AND CATCH BASINS SHALL BE FLUSHED AND CLEANED BY THE Z BE CONDUCTED IMMEDIATELY UPON RECOGNITION OF A PROBLEM OR DEVELOPER PRIOR TO THE CITY'S ACCEPTANCE OF THE PROJECT. Q w WHEN THE TESC MEASURES BECOME DAMAGED. A. 16. WHEN INFILTRATION FACILITIES ARE CONSTRUCTED, COMPACTION OF 0 cr LIJ s 16. UPON COMPLETION OF THE PROJECT, ALL BMP'S SHALL BE REMOVED SOIL IS NOT ALLOWED, AS THE DESIGN IS BASED ON NATURAL SOIL IN w Y x FROM THE SITE AND RIGHT OF WAY. IF BMP'S ARE REQUIRED TO THE ORIGINAL LOCATION. VEHICLES SHALL NOT BE DRIVEN OVER THE z O 00 m REMAIN IN PLACE FOR FURTHER PROTECTION, ARRANGEMENTS FOR INFILTRATION AREA DURING CONSTRUCTION. W REMOVAL SHALL BE MADE WITH THE CITY INSPECTOR. Know Whets below. W 5 M s 17. THE DUFF LAYER AND NATIVE TOPSOIL SHALL BE RETAINED IN AN 17. IF THE CONTRACTOR ENCOUNTERS GROUNDWATER OR SOIL CONDITIONS (T a UNDISTURBED STATE TO THE MAXIMUM EXTENT PRACTICABLE. A DIFFERENT FROM THAT SHOWN IN THE PLANS DURING INFILTRATION Callbdoreyoudig. Cn ALL M AREAS SUBJECT TO CLEARING AND GRADING THAT WILL NOT LL SYSTEM INSTALLATION, THE CONTRACTOR SHALL NOTIFY THE CITY CITY OF ARLINGTON COVERED BY IMPERVIOUS SURFACE, INCORPORATED INTO A DRAINAGE BE INSPECTOR. CONSTRUCTION DRAWING APPROVAL a FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVEDC1 . THE PROJECT COMPLETION DEMONSTRATE THE REQUIREMENTS PER THE CONDITIONS ON THE TITLE SHEET. 2 s ESTABLISHED IN 2014 SWMMWW T5.13, POST-CONSTRUCTION SOIL a QUALITY AND DEPTH. Nova Heaton, PE, Development Services Manager o JOB NO. a DATE:4315 THIS APPROVAL VALID FOR 18 MONTHS 180201 FELEMFNT-q OF CONSTRUCTION SWPPP NW 28 T31 N R 5E r ERVE VEGETATION / MARK CLEARING LIMITS EFORE BEGINNING LAND DISTURBING ACTIVITIES, INCLUDING CLEARING AND DURING THE WET SEASON (OCTOBER 1 — APRIL 30): 2 DAYS. BMP's >C151: CONCRETE HANDLING RADING, CLEARLY MARK ALL CLEARING LIMITS, SENSITIVE AREAS AND THEIR STABILIZE SOILS AT THE END OF THE SHIFT BEFORE A HOLIDAY OR WEEKEND IF >C152: SAWCUTTING AND SURFACING POLLUTION PREVENTION BUFFERS, AND TREES THAT ARE E BE PRESERVED WITHIN THE CONSTRUCTION NEEDED BASED ON THE WEATHER FORECAST. STABILIZE SOIL STOCKPILES FROM C153: MATERIAL DELIVERY, STORAGE AND CONTAINMENT AREA. EROSION, PROTECT WITH SEDIMENT TRAPPING MEASURES, AND WHERE POSSIBLE, >C154: CONCRETE WASHOUT AREA BE LOCATED AWAY FROM STORM DRAIN INLETS, WATERWAYS, AND DRAINAGE C250: CONSTRUCTION STORMWATER CHEMICAL TREATMENT RETAIN THE DUFF LAYER, NATIVE TOP SOIL, AND NATURAL VEGETATION IN AN CHANNELS. MINIMIZE THE AMOUNT OF SOIL EXPOSED DURING CONSTRUCTION C251: CONSTRUCTION STORMWAER FILTRATION ACTIVITY. MINIMIZE THE DISTURBANCE OF STEEP SLOPES. o z UNDISTURBED STATE TD THE MAXIMUM DEGREE PRACTICAL. IF IT IS NOT C252: HIGH PH NEUTRALIZATION USING CO2 5 rn PRACTICAL TO RETAIN THE DUFF LAYER IN PLACE, THEN STOCKPILE IT ON—SITE, BMP's >C120: TEMPORARY AND PERMANENT SEEDING C253: PH CONTROL FOR HIGH PH WATER us Ix x COVER IT TO PREVENT EROSION, AND REPLACE IT IMMEDIATELY WHEN YOU FINISH C121: MULCHING S DISTURBING THE SITE. UJI F C122: NETS AND BLANKETS 10. CONTROL DEWATERING 2 BMP's >C123: PLASTIC COVERING DISCHARGE CLEAN, NON—TURBID DE—WATERING WATER, SUCH AS WELL—POINT fi C101: PRESERVING NATURAL VEGETATION a a D. C102: BUFFER ZONES C124: SODDING GROUND WATER, TO SYSTEMS TRIBUTARY TO, OR DIRECTLY INTO SURFACE J J J >C103: HIGH VISIBILITY FENCE C125: TOPSOILING / COMPOSTING WATERS OF THE STATE, AS SPECIFIED IN ELEMENT #8, PROVIDED THE S S 5 C233: SILT FENCE C126: POLYACRYLAMIDE (PAM) FOR SOIL EROSION PROTECTION DE—WATERING FLOW DOES NOT CAUSE EROSION OR FLOODING OF RECEIVING v C126: SURFACE ROUGHENING WATERS OR INTERFERE WITH THE OPERATION OF THE SYSTEM. HANDLE HIGHLY C a CO v TURBID OR CONTAMINATED DEWATERING WATER SEPARATELY FROM STORMWATER. z 2. ESTABLISH CONSTRUCTION ACCESS C131: GRADIENT TERRACES a Q, as LIMIT CONSTRUCTION VEHICLE ACCESS AND EXIT TO ONE ROUTE, IF POSSIBLE. >C140: DUST CONTROL BMP's C203: WATER BARS `° C*4 N STABILIZE ACCESS POINTS WITH A PAD OF QUARRY SPALLS, CRUSHED ROCK, OR 6• PROTECT SLOPES C236: VEGETATIVE FILTRATION o M L0THER CAE EQUIVALENT WASH BMPS, OR TO11RENIMBIAZmSTRACKING ITSEDIMENT HE STA ROADS. ILIZED (RUN—ON) OR GROUND WATER AWAY FROM 11. MAINTAIN BMP's rn DIVERT OFF—SITE STORMWATER _ CONSTRUCTION ENTRANCE IS NOT EFFECTIVE IN PREVENTING TRACKING SEDIMENT SLOPES AND DISTURBED AREAS WITH INTERCEPTOR DIKES, PIPES, AND/OR KEEP QUANTITIES OF EROSION PREVENTION AND SEDIMENT CONTROL MATERIALS ONTO ROADS. IF SEDIMENT IS TRACKED OFF SITE, CLEAN THE AFFECTED SWALES. OFF—SITE STORMWATER SHOULD BE MANAGED SEPARATELY FROM ON THE PROJECT SITE AT ALL TIMES TO BE USED FOR REGULAR MAINTENANCE ROADWAY THOROUGHLY AT THE END OF EACH DAY, OR MORE FREQUENTLY AS STORMWATER GENERATED ON THE SITE. PLACE EXCAVATED MATERIAL ON THE �9 NECESSARY (FOR EXAMPLE, DURING WET WEATHER). REMOVE SEDIMENT FROM UPHILL SIDE OF TRENCHES, CONSISTENT WITH SAFETY AND SPACE AND EMERGENCY SITUATIONS SUCH AS UNEXPECTED HEAVY SUMMER RAINS. �� Pay o ROADS BY SHOVELING, SWEEPING, OR PICK UP AND TRANSPORT THE SEDIMENT CONSIDERATIONS. MAINTAIN AND REPAIR ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT S f TO A CONTROLLED SEDIMENT DISPOSAL AREA. CONDUCT STREET WASHING ONLY CONTROL BMPS AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION IN ACCORDANCE WITH BMP SPECIFICATIONS. REMOVE ALL s AFTER SEDIMENT WASH IS REMOVED IN ACCORDANCE WITH THE ABOVE BULLET. BMP's >C120: TEMPORARY AND PERMANENT SEEDING TEMPORARY EROSION AND SEDIMENT CONTROL BMPS WITHIN 30 DAYS AFTER CONTROL T STREET FROM DISCHARGING INTO SYSTEMS TRATER By PUMPING ON SITE WATERS ERWIISOF E C121: MULCHING ACHIEVING FINAL SITE STABILIZATION OR AFTER THE TEMPORARY BMPS ARE NO C122: NETS AND BLANKETS LONGER NEEDED. PROVIDE PROTECTION TO ALL BMPS INSTALLED FOR THE STATE. MINIMIZE CONSTRUCTION SITE ACCESS POINTS ALONG LINEAR PROJECTS, SUCH AS ROADWAYS. STREET WASHING MAY REQUIRE LOCAL JURISDICTION C123: PLASTIC COVERING PERMANENT CONTROL OF STORMWATER FROM SEDIMENT AND COMPACTION. ALL APPROVAL. C124: SODDING BMPS THAT ARE TO REMAIN IN PLACE FOLLOWING COMPLETION OF y C130: SURFACE ROUGHENING CONSTRUCTION SHALL BE EXAMINED AND PLACED IN FULL OPERATING CONDITIONS. IF SEDIMENT ENTERS THE BMPS DURING CONSTRUCTION, IT SHALL d BMP's >C105: STABILIZE CONSTRUCTION ENTRANCE/EXIT C131: GRADIENT TERRACES BE REMOVED AND THE FACILITY SHALL BE RETURNED TO THE CONDITIONS C106: WHEEL WASH C200: INTERCEPTOR DIKE AND SWALE SPECIFIED IN THE CONSTRUCTION DOCUMENTS. `wCm ry C107: CONSTRUCTION ROAD/PARKING AREA STABILIZATION C201: GRASS—LINED CHANNELS j� U � g� C203: WATER BARS 12. MANAGE THE PROJECT C �3ge 3. CONTROL FLOW RATES C204: PIPE SLOPE DRAINS M y hS C205: SUBSURFACE DRAINS INSPECT, MAINTAIN, AND REPAIR ALL BMPS AS NEEDED TO ASSURE CONTINUEDae PROTECT PROPERTIES AND WATERWAYS DOWNSTREAM OF DEVELOPMENT SITES PERFORMANCE OF THEIR INTENDED FUNCTION. CONDUCT SITE INSPECTIONS AND FROM EROSION AND THE ASSOCIATED DISCHARGE OF TURBID WATERS DUE TO C206: LEVEL SPREADER MONITORING IN ACCORDANCE WITH THE CONSTRUCTION STORMWATER GENERAL c ° INCREASES IN THE VELOCITY AND PEAK VOLUMETRIC FLOW RATE OF STORMWATER C207: CHECK DAMS PERMIT OR LOCAL PLAN APPROVAL AUTHORITY. MAINTAIN, UPDATE, AND RUNOFF FROM THE PROJECT SITE. WHERE NECESSARY, CONSTRUCT C208: TRIANGULAR SILT DIKE (TSD)(GEOTEXTILE—ENCASED CHECK IMPLEMENT THE SWPPP IN ACCORDANCE WITH THE CONSTRUCTION STORMWATER C LZ STORMWATER RETENTION OR DETENTION FACILITIES AS ONE OF THE FIRST STEPS DAM) GENERAL PERMIT. ALL BMPS MUST BE INSPECTED, MAINTAINED, AND REPAIRED Q1 °z IN GRADING. ASSURE THAT DETENTION FACILITIES FUNCTION PROPERLY BEFORE AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED a CONSTRUCTING SITE IMPROVEMENTS (E.G. IMPERVIOUS SURFACES). IF PERMANENT 7. PROTECT DRAIN INLETS FUNCTION. SITE INSPECTIONS MUST BE CONDUCTED BY A PERSON INFILTRATION PONDS ARE USED FOR FLOW CONTROL DURING CONSTRUCTION, KNOWLEDGEABLE IN THE PRINCIPLES AND PRACTICES OF EROSION AND SEDIMENT PROTECT THESE FACILITIES FROM SILTATION DURING THE CONSTRUCTION PHASE. PROTECT ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SO CONTROL. 6 THAT STORMWATER RUNOFF DOES NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR TREATED TO REMOVE SEDIMENT. CLEAN OR REMOVE 13. PROTECT LOW IMPACT DEVELOPMENT BMP's C203: WATER BARS AND REPLACE INLET PROTECTION DEVICES WHEN SEDIMENT HAS FILLED U E C207: CHECK DAMS ONE—THIRD OF THE AVAILABLE STORAGE (UNLESS A DIFFERENT STANDARD IS C209: OUTLET PROTECTION SPECIFIED BY THE PRODUCT MANUFACTURER). INLETS SHOULD BE INSPECTED PROTECT ALL BIORETENTION AND RAIN GARDEN BMPS FROM SEDIMENTATION J C235: WATTLES WEEKLY AT A MINIMUM AND DAILY DURING STORM EVENTS. THROUGH INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMENT CONTROL J C240: SEDIMENT TRAP BMPS ON PORTIONS OF THE SITE THAT DRAIN INTO THE BIORETENTION AND/OR >C220: STORM DRAIN INLET PROTECTION RAIN GARDEN BMPS. RESTORE THE BMPS TO THEIR FULLY FUNCTIONING LJJ s C241: TEMPORARY SEDIMENT POND BMP's CONDITION IF THEY ACCUMULATE SEDIMENT DURING CONSTRUCTION. RESTORING U THE BMP MUST INCLUDE REMOVAL OF SEDIMENT AND ANY SEDIMENT—LADEN 4. INSTALL SEDIMENT CONTROLS 8. STABILIZE CHANNELS AND OUTFALLS BIORETENTION/RAIN GARDEN SOILS, AND REPLACING THE REMOVED SOILS WITH a y INSTALL AND MAINTAIN EFFECTIVE EROSION CONTROLS AND SEDIMENT CONTROLS CHANNELS TO SOILS MEETING THE DESIGN SPECIFICATION. CONSTRUCT AND STABILIZE ALL ON—SITE CONVEYANCE CHANNE PREVENT TO MINIMIZE THE DISCHARGE OF POLLUTANTS. CONSTRUCT SEDIMENT CONTROL EROSION. PROVIDE STABILIZATION, INCLUDING ARMORING MATERIAL, ADEQUATE TO O g BMPS (SEDIMENT PONDS, TRAPS, FILTERS, ETC.) PRIOR TO GRADING. PREVENT EROSION OF OUTLETS, ADJACENT STREAMBANKS, SLOPES, AND PREVENT COMPACTING BIORETENTION AND RAIN GARDEN BMpg BY EXCLUDING = M1 DOWNSTREAM REACHES AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. CONSTRUCTION EQUIPMENT AND FOOT TRAFFIC. PROTECT COMPLETED LAWN AND W N a BMP's C231: BRUSH BARRIER STABILIZE CHANNEL BY PLACING BLANKET PRODUCT FIRST, THEN ADD CHECK LANDSCAPED AREAS FROM COMPACTION DUE TO CONSTRUCTION EQUIPMENT. rr CO N C232: GRAVEL FILTER BERM DAMS AS NECESSARY TO FUNCTION AS AN ANCHOR AND TO SLOW THE FLOW OF 3 C233: SILT FENCE WATER. CONTROL EROSION AND AVOID INTRODUCING SEDIMENT FROM SURROUNDING LAND >`C234: VEGETATED STRIP USES ONTO PERMEABLE PAVEMENTS. DO NOT ALLOW MUDDY CONSTRUCTION BMP's C202: CHANNEL LINING C235: WATTLES i+ z EQUIPMENT ON THE BASE MATERIAL OR PAVEMENT. DO NOT ALLOW o � SEDIMENT—LADEN RUNOFF ONTO PERMEABLE PAVEMENTS. o C240: SEDIMENT TRAP C122: NETS AND BLANKETS z Y C241: TEMPORARY SEDIMENT POND C207: CHECK DAMS W _z C209: OUTLET PROTECTION PAVEMENTS FOULED WITH SEDIMENTS OR NO LONGER PASSING AN INITIAL C250: CONSTRUCTION STORMWATER CHEMICAL TREATMENT INFILTRATION TEST MUST BE CLEANED USING PROCEDURES FROM THE LOCAL Q Z C251: CONSTRUCTION STORMWATER FILTRATION 9. CONTROL POLLUTANTS STORMWATER MANUAL OR THE MANUFACTURER'S PROCEDURES. , z 0 � 5. STABILIZE SOILS INSTALL, IMPLEMENT, AND MAINTAIN EFFECTIVE POLLUTION PREVENTION MEASURES KEEP ALL HEAVY EQUIPMENT OFF EXISTING SOILS UNDER LID FACILITIES THAT w � ® �— W TO MINIMIZE THE DISCHARGE OF POLLUTANTS. HANDLE AND DISPOSE OF ALL HAVE BEEN EXCAVATED TO FINAL GRADE TO RETAIN THE INFILTRATION RATE OF SOILS MUST NOT REMAIN EXPOSED AND UNWORKED FOR MORE THAN THE TIME POLLUTANTS, INCLUDING WASTE MATERIALS AND DEMOLITION DEBRIS THAT OCCUR THE SOILS.PERIODS SET FORTH BELOW TO PREVENT EROSION. ON—SITE IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORMWATER. A Q, Y ~ W DURING THE DRY SEASON (MAY 1 — SEPT. 30): 7 DAYS. O m Know what's below. LEGEND Call before you dig. WCITY OF ARLINGTON M > DENOTES MINIMUM REQUIRED CONSTRUCTION DRAWING APPROVAL ^1 JJJ . BMP's. AS SITE WORK THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED / - PROGRESSES, CONTRACTOR MAY PER THE CONDITIONS ON THE TITLE SHEET. v ° NEED TO INSTALL ADDITIONAL 3 13Y -- a BMP's AS NEEDED. Nova Heaton, PE Development Services Manager 0 � JOB NO. DATE: �g /M�� IS APPROVAL VAUD FOR 18 MONTHS 180201 NW28T31NR5E } m D�Do I � � F�n 1,NOTES: SHEET C1 1 AND C12 FOR Do �O o GENERAL INFORMATION. ` N g o U 2. SEE SHEET C1.3 FOR ELEMENTS OF I DIY — o f w— CONSTRUCTION SWPPP. o z — — — — — — — — — — -- ° — — — — — — �'N` 3. THE 13 ELEMENTS SHOWN ON C1.3 z 0 _. o F � �Ilft""RI"ALIR�CC— — n+- K - MUST BE CONSIDERED IN THE x � o ° iee_9s —°—° ----o-- ° oo ° AREA ° r' DEVELOPMENT OF THE CONSTRUCTION ` "E"A°"`""2"— ° —° ° ""°EE"°fto ""E"` _ L t SWPPP UNLESS SITE CONDITIONS ~ x I I �tj ° --- ILij' I RENDER THE ELEMENT UNNECESSARY. IF o I AN ELEMENT IS CONSIDERED 0- CL Yi Yi g 3 NI n� I PROTECT BIOFILTRATION UNNECESSARY, THE CONSTRUCTION _j - m ` AREA FROM HEAVY SWPPP MUST PROVIDE THE 5 S 5 CONSTRUCTION TRAFFIC : - a v - � JUSTIFICATION. � 0 0 0 0 0 \-H 4• z THE SWPPP ELEMENTS COVER THE a m � I is I CONSTRUCTION FENCE;,TYP C I� ; I GENERAL WATER QUALITY PROTECTION o, m I ` "�==a STRATEGIES OF LIMITING SITE IMPACTS, °i PREVENTING EROSION AND „ 04 N C220 L CLEARING LIMNS _- /��/ SEDIMENTATION, AND MANAGING ACTIVITIES �� AND SOURCES. o M O1 0 ��I FI ��;I S. ADDITIONAL INFORMATION AND °r' �;�( r REQUIREMENTS ARE OUTLINED WITHIN t CONSTRUCTION ACCESS C3.1 °o°� O �� THE SWPPP NARRATIVE INCLUDED WITH 3 moo�G N THE DRAINAGE REPORT. ��y o C105 - G o a off �s r e. THE HIGHLIGHTED BMP's SHOWN ON oo� n W SHEET C1.3 ARE MINIMUM mcd� I _ z �' REQUIREMENTS. THE CONTRACTOR LL` SHALL MAINTAIN AND UTILIZE ADDITIONAL - / CONCRETE-WASHOUT C31 A / c ��° i'I i� BMP's AS NECESSARY. ADDITIONAL e / T INFORMATION ON EACH BMP CAN BE .0 / C154 ✓� j U l 11, CHAPTER 4 OF id �� 'v i' '� ' p'z nz c'-- THEND IN STORMWATEREMANAGEMENT MANUAL i I o Z m IN o - OF WESTERN WASHINGTON. y to d 7. AMEND DISTURBED SOIL IN ALL C LANDSCAPE AREAS ACCORDING TO THE > C > I I� N p D z Z o h - FOLLOWING PROCEDURES (BMP T5.13): ` g; �m ti o i C li -7A a. SCARIFY SUBSOIL TO A DEPTH OF 12" n; I' w I" / o 1.1 i+ tis - I I STOCKPILE ��PLASTIC COVERING o 1 I I I �� b. IN PLANTING BEDS, PLACE 3" OF '' C123 �• COMPOST AND TILL IN TO 8" DEPTH C c. IN TURF AREAS, PLACE 2" OF (�V t I a COMPOST AND TILL IN TO 8" DEPTH i d. APPLY 2"-4" OF ARBORIST WOOD Q.1 V II o m I _ CHIPS, COURSE BARK MULCH, OR = m I �i COMPOST MULCH TO PLANTING BE a I m I a AFTER FINAL PLANTING. i z o F r o - I ExrftuDED cures(w DisftEEAiftI I Z J 1 W NI Cn �N 1 l I I I I L EL P ON C3.1 - - - - - - — _� — - - - - - -- � ! — � � � a T O ---as i I // W N ��; , ITS3fh AVE �, a C220 ilk zs.ol —' — la;,-CC— 'o I ail —T —T _ "� O mmg o g g I _ -,z,- --- -- -- -' -- -- -- - -- o m I 9 z mLu - O m m v 0- W � Y g0 20 40 O W mo/wwhaftbelow. � M E Scale in Feet Call before you dig. � Cn M CITY OF ARLINGTON CONSTRUCTION DRAWING APPROVAL N THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED n ■ PER THE COND ONS ON THE TR1.E SHEET. G o _ BY: 7 UNu - .� Nova Heaton, PE, Development SeMcee Manager JOB N0. o DATO/2/ 9 THIS APPROVAL VALID FOR 18 MONTHS 180201 a <� NW 28 T31 N R 5E al 5' ASPHALT 5rRANSTDON . ,�� ►t 7 - NOT m r N w �EXI� RART_70'— — — _ 1. SEE SHEET C1.1 AND C1.2 FOR - - 0 -- -- - - ��, :� L� � P ►�- J, GENERAL INFORMATION. ER STD PLAN R-200, TYP A �r —a o _ E_a - 1, U I — CHASE AT-10'-OO—o—o— 1 - Cn , o r s s TYPE DRN: AY at' // �//�� .� � �FH - i in w w STD P R"` 30 �� M 5 / i rr w LEGEND a a a S 5 S HMA PAVEMENT TYPE 1 0 v U z m c� R ' I � � ;I rn rn rn ADA RAMP 1:12 SLOP -_-- -- - -- I % I{. �'PIYL GHA ` �� HMA PAVEMENT TYPE 2 "I N w ---�------Q----- ----- IN 500 GONG PAD W� BIKE RACK /� / LIZ�FENCE MAILBOXES 2 i� �.( �'„-.t:',; CONCRETE WALKWAY I I I C4.1� ` / w QL) 6 yt / M CURB' GUTTER � I PER iST� LAN I I � 5' CONIC SIDEWALK 1 I / ��r -� `=. L?-1 W/O CURB C3.2 3 iAk C4.1 RECAST(WHEEL"STOP, TYP TYPE 1 CURB PER ' AT LANDSCAPE ISLAND, STD PLAN R-210 ADA RAMP 1:12 MAX LONG TYPE 1 CURB PER STD I SLOPE, 2% MAX ICROSSII j I ADA RAMP 1:12 MAX SLOPE PLAN R-210, UNO I r ,� {;, SID LK PER SLOPE. BOTTO OF P TOE OF RAMP IN PARKING �STD�LAN 17 p1 m ALIGNS WITH CUB FCC �MALL ALIGN WITH STRIPED 1 '; Ch 5' CONC SIDEWALK r 3t uL h I �I � � tEA I i TYPE-2 DRIVEWAY PER-' PARALLEL RA1 QQ�Q STD LAN R-230 W PfR V SDO 'STD, « y3tia CURB AND I /��� PLAN �40.12 03 we r/ V1 s GUTTER PER ST MODIFICATION d 7, I -z 4 1 PLAN R-180 C4.1> riw�jri J'. C � 88 88' 55' 23.27' 6 f PARALLEL RAMP z PER WSDOT ST PLAN 40.12-0 ' I g /% FDC CURBI AND;tf ITTE ER ` , > \\ \, ` URB AND STD LAN R I180 R ��� �� �. ��� �� :� �T�1 �� ,� �� �� �� ����� ������ �� �. �� �� ��� �� UTTER PER S� ' .� E t4l A� A� �V A :AV A A A � � A A� A� A� A� � Ate.�\ . ,A�...�AVM. A�,t0 A A� -.A. U R1-1 STOP SIGN.AND � �� ��� ��`� N 180 o STREET SIG S 1MITt,N'�POT PER STD P H�20 SURVEY MONU�ENi' PER STD PLAN R-13 � ���� ����� �� �< �� '���, � �� ���.. Q STOP BATS. �, �� � A 11 3 a 1 PAINTED �,� �<� a C3.3 GROSSW k r �� ��`�������� ■ y I-T 250 — — —— r ,7777 ADA RAMP 1:112 MAX.LON � � FH r % � /� ' '� � �„r %i:, w - Et�9 /�% i/'% �� � W N SLOPE, 2% MAX CROSS R i r /� / r ' / " j� r/ 1-1 STOP SIGN AND 00 o ? r r r r 'r� %i /i �,�//�r r%/ SLOPE. BOTT M OF!RAM � / i / % ' /r STREET SIGNS WITH POST � ALIGNS WITH URO'FCC r�� �I e r'/ // �r ��� D PLAN R-120 3 e y � o ER`� r o o CL PG64-22 HMA F- z 0 20 40 / / / / / CL �" PG64-22 HMA iq ����������j��/� `� ATB z O a Scale in Feet M �/ �/ �/ �// CRUSHED a w z SURFACING PER CRUSHED 0- W WSDOT 9-03.9(3) ;� SURFACING PER _ — — — `O c �: = _k Y� WSDOT 9-03.91 z iffg ��111���=11� I�I ���—��IIII���II ��I SUBGRADE _ _ „ Q 00 SUBGRADE know whars below. Q N —� - Call before you dig. 0- Cn M CITY OF ARLINGTON CONSTRUCTION DRAWING APPROVAL w THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVEDC22 .HMA TYPE 1 2 HMA TYPE 2 PER THE CO DRIONS ON THE TfTLE SHEET. —— NITS —— NTs BY: Nova Hea n, PE, Development Services Manager JOB NO. a DATE_/j_/$L2 THIS APPROVAL VALID FOR 18 MONTHS 180201 �w. •ar - _ ►�«Ya►YaVa►a►d►�7d/a��j0!�7�V�>d ar(�v.1i►�ViSa�!��•�•rdY«►�►«►.�►�►d►`-a«►��r _ — _— _ —— - �— —— q n a► ap►d►a►a►d► «►►a►«►«►«Y (P„y:.....er,..4 J® dF i w►4P iP 1; _v!dr 4ldw.�Yd►��►d�« ��1►�►U►atC�V►a��►a►�j��Af j•11��'���a�•aa► «v«►au•V�wpY�yr«►�a�i«��Vdly.kr�y►y�iV«����.�, _-1, ©a .►�►oi.►.�►i►:�OwiY�►«�O�>«►Y�►diY►►��a►a►a►V«►O►d►a 1��►<-V«►OCj►a►O►n►«��►a►`�►S«►«►i«►d►�►O,p a►p 1►a►O«�,�d►p Oa► a►a►«►tl►«rav a►d►«►d► «►p a�p d1`p Op «Y I • �gr,..��,.,,.,,i7�.w .mo - w►�a���►a►...�►�►.C"�«G►�►a6►►«Y Oa► «►_ d►a►�►O«►Oaf�►a��►•d;•►d.•j►d��Vr►GfaN�A«4�=�►�►�Y,Vd�r�`l5��V=V«>j�d�►dY,l;F�dVa�►��d►«�Y����Zr>��a�_,. 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J 011 CD Em 81 LJJ , „ • • C4 U) I*- 1 a 1 MI 1 1- 1 NW28T31NR5E r NOTES In 1. Size the Below Inlet Grate Device(BIGD)for the storm water structure It WIRE FABRIC b will service. NEWLY GRADED OR 2. The BIGD shall have a built-in high-flow relief system(overflow bypass). RAN DISTURBED SIDE 6^MAX. 3. The retrieval system must allow removal of the BIGD without spilling the 100'MIN SLOPE collected material. FILTER FABRIC (SEE NOTE 2) MATERIAL DRAINAGE GRATE TRIM 4. Perform maintenance in accordance with Standard Specification 8.01.3(15). z 3 GRATE FRAME O S z -LARGE ROCK 2"OR N W x a DRAINAGE GRATE GREATER IN DIAMETER _. __ d RECTANGULAR S cc AR GRATE SHOWN W ? p —RETRIEVAL SYSTEM tTVPJ gj �IT- H H SEDIMENT AND DEBRIS \ d f COMPACTED AN n.OL OVERFLOW BYPASS COMPACTED CL 0�. J J BELOW INLET GRATE DEVICE z N { 8" P1G Z Q m U FILTERED PLAN WATER 7 O O T RNV SECTION A-A �+ N z 0 NI Of BELOW INLET GRATE DEVICE i 3 FILTER FABRIC MATERIAL d 0 OVERFLOW BYPASS(TVPJ 1 MIRAFI 10oX OR A r' o - EQUIVALENT WIRE RINGS 2"x4"x14 GAUGE - > (TYPICAL) EQUAL FABRIC OR ,� 3 N .-....... UJ O e < e P•'K W n SECTION d 0 If ISOMETRIC VIEW � NOTES: SECTION VIEW NOT TO SCALE OiiiiiI PERMEABLE gA(•/Igr 0 SEE FIGURE 4.21N THE 2005 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON FOR DETAILS.NOTE:THE MINIMUM 10OLF OF ENTRANCE SHALL BE REDUCED TO THE MAXIMUM PRACTICABLE STORM INLET PROTECTION OT E CT I 0 N SIZE WHEN THEN SIZE OR CONFIGURATION OF THE SITE DOES NOT ALLOW THE FULL LENGTH(10OLF). 1 Q3 EXISTING DRIVEWAY RAMP,OR SITE ACCESS ROAD 20'WIDE MIN,MATERIAL MUST BE EQUAL TO OR BETTER THAN SPECIFIED IN NOTE i, 'I NTS ® A SEPARATION GEOTEXTILE SHALL BE PLACED UNDER THE SPALLS TO PREVENT FINE SEDIMENT FROM C C • 1 PUMPING UP INTO THE ROCK PAD.THE GEOTEXTILE SHALL MEET THE FOLLOWING STANDARDS: a1 GRAB TENSILE STRENGTH(ASTM D4761) 200 PSI MIN. GRAB TENSILE ELONGATION(ASTM D4632) 30%MAX. `W MULLEN BURST STRENGTH(ASTM D3788-80A) 400 PSI MIN. A ELEVATION AOS(ASTM D4751) 20-45(U,S.STANDARD SIEVE SIZE) STEEL POSTS C C. �Q j 1A2 2 CONSTRUCTION ENTRANCE �3 SILT FENCE �/ f c 3m Minimum NTS �+�• NTS \ r� Q w Lath and Bagging Straw bale on 3 sides a 0 O 10 mil plastic lining Binding wire Sandbag Staples (2 per bale) Native material Berm Sandbag (optional) 10 mil plastic lining Wood or Plywood O metal stakes 1200 mm x 610 mm Wood post v Z Varies O A A (2 per bale) painted white (89 mm x 89 mm J o Lag screws x 2.4 m) 1 J 1 m (12.5 mm) J Section B-B CONCRETEI Black letters Berm A WASNouT 150 mm height LV a 915 mm 0 0 0 Section A-A s15 mm U) d 10 mil plastic lining1. T Q Plan Notes; Wa1 Actual layout 3mMinimum Concrete shout Sign determined In the field. Stake(typ) = r7 Type"Below Grade" 2. A concrete washout Detail(or equivalent) a a sign shall be installed W a o within 10 Inof the Go 3m Minimum temporary concrete ■ Of a washoutfacility. • 3 B • • B o' Stalk ood frame Z d B B ecurely fastened Varies 50 mm U 3 round entire ■ 200 mm n��3.05 mm dia.imeter with two � steel wire zjes ■ : G�`r Varies 10 mil ■ plastic Ilning Staple Detail 0 La E . . . • w Z N • Stake(typ.) Straw bale 10 mil plastic lining Notes; 0 Section B-B (typ) Actual dN Plan determined in the field UJ ?? 10 mil plastic lining 2. The concn shallrete wate shed L1 o Two•stacked within 10 10 m of thelled F 2x12 rough Plan temporary concrete O wood frame w washout facility. Tvpe"Above Grade"with Wood Planks Type"Above Grade"with Straw Bales KflOW What'S below. M E Call before you dig. cn U) M CITY OF ARLINGTON CONSTRUCTION DRAWING APPROVAL N q CONCRETE WASH AREA THIS PLAN SHEET HAS NS T REVIEWED AND APPROVED PER THE C/ONDff10NSON THE TRLE SHEET. C3 . 1 NM eT: Nova Heaton, PE, Development Services Manager a JOB N0. DATE: ?i1q6`THIS APPROVAL VALID FOR 19 MONIHS 180201 NW 28 T31 N R 5E } m 1 1/2'R 2 1/2"R (TYP 2PL) 1/2^R SCOP 1"R SEE 10" _' E VqR/� 6 1'R DETAIL W W W p OP _ i_ -' Eyp$it`cs BELOW 0 0 a. .a 2.1/2' 5' W 0 S W W W n 1 2 ? n Ld d G 6' (TY1 2PL) F D/W CUT a 6.5 PAVEMENT 1" m v 2 a a AS i a SPECIFIED '� J J J °° 1• � S 5 5 SEE NOTE 9 iE3 BARS la" EXTRUDED CEMENT CONatm QJRB m V a TYPE E I CURB TYPE E-2 CURB R=30 JJ TYPicaL SECTION CEMEM CONCRETE W QA TYPE 1 1 SIDEWALK CURB 12" 2. N 15• / GM NOTESS; 6" _ 1. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 2 I---2' 2-3/4' 6 2-3/4 2 / '/2.LIP >p N 2. DUMMY JOINTS SHALL BE PLACED 15 FEET ON CENTERS.DUMMY JOINTS SHALL BE 1/2"x 1-1/2'. I/R=30' 3. THRU JOINTS SHALL BE PLACED ADJACENT TO CATCH BASINS,INLETS AND AT POINTS OF TANGENCY ON STREETS,ALLEY AND DRIVEWAY RETURNS..MAXIMUM SPACING SHALL BE 30 FT.PRE-MOLDED JOINT #3 BARS CUT/SAWED JOINT CEMEN'CCNCRETE CURB FILLER SHALL BE 1/2^WADE AND CONFORM TO AASHTO DESIGN M213. �T 2 '�RB TQANSITI��TAII' 4. ALL JOINTS SHALL BE CLEAN AND EDGED. SPACING OF AN OM BARS I 18' V ' 5. CONCRETE SHALL BE CEMENT CONCRETE.CLASS 1000. ('J' 6. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS.WOOD FORMS MAY BE USED ON CURVED L NOTES; SECTIONS. 10" NVO 1 M CJ; Ot WIDTH OF DRNEWAV AT P'I�ER'V L'vE 7. FINISH SHALL BE LIGHT BROOM FINISH. 1. DUMMY JOINTS SHALL BE PLACED NOT TO EXCEED 15'ON CENTER.THRU JOINTS SHALL BE PLACED ONLY S. THE FINISHED CURB SHALL BE SPRAYED WITH A ANSPARENT CURING COMPOUND AND COVERED BY AT POINTS OF TANGENCY ON STREET ALLEY AND DRIVEWAY RETURNS AND WHERE THRU JOINTS OCCUR IN 11-1/2" OZ 1/2"WIDE FULL D -R H FX.An SIGN JOINT. WATERPROOF PAPER OR PLASTIC MEMBRANE IN THE EVENT OF RAIN OR OTHER INCLEMENT WEATHER. THE PAVEMENT SLAB. TYPE E'3 CURB (� FULL DEPTH EXPAh ..N JOINT IF O1 IS 15'OR GREATER. CURING TIME SHALL BE A MINIMUM OF 72 HOURS 2. CONCRETE SHALL B=C'.ASS 1100 OR COMMERCIL WITH AR INTRAINMENT. DRIVEWAY TO BE SURFACE)WITH ASPHALT OR CONCRETE. y 9. ALL CURB AND GUTTER SHALL BE PLACED ON A MIN OF 2"OF CRUSHED SURFACING TOP COURSE. TYPE E4(3JRB 3. AT THE CONTRACTOR'S CPT Ou CCNCRCTE CURBS MAV DE NCPGR,J 0 THE SIDE OF EVERY JOINT,OR BY �$ CO MERY CEMENT, ND IS SHA'EL B A C 10.DUMMY JOINT 1/2'x t 1/2"BETWEEN TYPE 1 CURB AND GETTER AND THE SIDEWALK. USING AN ADHESIVE. T E ADHESIVE SHALL MEET THE KE _MENTS OF SECTION 9-20 OF THE MIN OF 6"THICK IN RESIDENTIAL AREAS,8'THICK IN COMMERCIAL AREAS,AND IS TO EN PLACED ON A MINIMUM OF 2"CRUSHED SURFACING TOP COURSE WSDOT/APWA STANDARD SPECIFICATIONS FOR TYPE I EPCX RES,h. COMPACTED TO 95X MAXIMUM DENSITY. 0 2 ,Ey aut DIDdRT1®'a'OA PDBDiC YDR� STANDARD DETAIL SY D$pAR13®Y't DP PUBMC•00@ W �ry fig(C241 sraKwRD DETUL TY °� JSTANDARD DETAIL t STANDARD DETAILS NUMBER _ ae c� of STANDARD DETAILS NUMBER ° ..nw.. STANDARDA DETAILS NUMBER tY �� DISdR19T®VA OAPUDLC IMR&9 STANDARD DETAIL wn�ti. STANDARD DETAILS NUMBER c sc t yt ��� ,..vm CEMENT CONCRETE CURB AND R-180 ®� .. I®� � TYPE 2 R-230 N `�hit vL EXTRUDED CONCRETE CURB R-200 ; CEMENT CONCRETfi CURB R_210 CEMENT CONCRETE DRIVEWAY APPROACH q�t Q,�o GUTTER TYPfi 1 42trvc'�o 4t ,Eo TYPE E-1.E-2, E-3 &E-4 4Ltrvoto \ s J W 3/8"FULL DEPTH EXPANSION MONOLITHIC THICKENED EDGE NOTES OU UM 'XPANSIO% C NTS o CURB AND SIDEWALK 0 L N XPTS IN c w JOINT 30'MAX INTERVAL MATCH 1. SIDEWALKS SHALL BE A MINIMUM OF 4"THICK,AND B -GROOVE WITH JO NT_IN SIDEWALK 1/4"DEEP a CURB FULL DEPTH JOINTS 1 R SHALL BE COMMERCIAL MIX CONCRETE AS CALLED /4'DEEP /2"DEEP HALF DEPTH HMA OR CONC 6" OUT IN WSDOT STD SPECS,WITH AIR ENTRAINMENT TYR) s 3/81 290 MAX (MIN 4.5% MAX 6.5 0°/p). s, na DUMMY JOINT EXPANSION JOINT PAVEMENT �-_ 3 15'INTERVALS _ 2. SIDEWALK FULL DEPTH EXPANSION JOINTS SHALL /ouM 5m T .J BETWEEN FULL DEPTH • GENERALLY BE PLACED TO MATCH THOSE IN _J ADJACENT CURB&GUTTER(WITHOUT PLANTER STRIP).MAXIMUM SPACING OF 30 FEET,FINAL W Zo 1 SPACING DETERMINATION SHALL BE DECIDED BY THE INSPECTOR IN THE FIELD CURB&GU TER 1/2"x 1 1/2" FULL DEPTH EXPANSION JOINT EVERY 30' Q.aI V-GROVE CONTROL $" jr 3. SUBGRADE SHALL BE COMPACTED TO NOT LESS THAN PLAN O JOINT 1f4"DEEP 6" �s 95%OF MAXIMUM DENSITY. s'TYPICAL " FROM FACE OF CURB o MONOLITHIC CURES � -g 4. SIDEWALK SHALL BE LEAST 6'THICK IN DRIVEWAYS /DUMMY J151NT (SEE NOTE 7 BELOW) CEMENT CONCRETE W ti & SIDEWALK SECTION AND BEHIND ROLL-CURB(STANDARD DRAWING 308). 2% SIDEWALK TYPE 1 CURB IL BETTE SEE STD DETAIL R 11010 3 a 5. THE FINISHED SIDEWALK SHALL BE SPRAYED WITH A „ V-GROVE CONTROL JOINT 1/4" TRANSPARENT CURING COMPOUND COVERED BY i 0 DEEP S'INTERVALS BETWEEN WATERPROOF PAPER OR PLASTIC SHEETING IN THE 2"CRUSHED SURFACING 2! N TOP96�RUDENSITCIttMPACTED � O FULL AND HALF DEPTH MONOLITHIC EVENT OF RAIN OR OTHER INCLEMENT WEATHER. �..� i EXPANSION JOINTS TYP CURING TIME SHALL BE FOR A MINIMUM OF 72 TYPICAL SECTMN a CURB&SIDEWALK HOURS. NOTES: Q z Y 1. SIDEWALKS SHALL BE A MINIMUM OF 4'THICK,AND SHALL BE CLASS 3000 CEMENT CONCRETE.WITH AIR F O 6. ALLJOINTS SHALL BE CLEANED AND EDGED WITH AN ENTRAINMENT(MIN 4.5%-MAX 6.5R). Z E TYPE E-1 CURB & SW , W p_ 1n EDGER HAVING A 3/8'RADIUS AFTER FINAL BROOM 2. FULL EXPANSION JOINTS SHALL GENERALLY BE PLACFD'O MATCH :,OSF -_A IT g Q ` ,N GUTTER,WITH MAXIMUM SPACING OF 30 FEET,FINAL SPACNG CELERY-04 S. .,. DEC FINISH IS COMPLETED. INSPECTOR IN THE FIELD. 3. SUBGRADE SHALL BE COMPACTED TO NOT LESS THAN 95%OF MAXIMUM DENII 7. SIDEWALKS ARE S'MIN WIDE,EXCEPT 6'ALONG Y � 4. SIDEWALK SHALL BE AT LEAST 6 THICK IN DRIVEWAYS. � .^ ARTERIALS,IN COMMERCIAL AREAS,OR AS Q S. THE FINISHED SIDEWALK SHALL BE S.RAYE NIH A TRAM1SIAREM C..R'.YC �:: -RFC N ' O a APPROVED BY THE CITY ENGINEER. WATERPROOF PAPER OR PLASTIC SHE NG h EVENT OF RAIN OR OTHER IN WEATHER.CURII.=- r TIME SHA_BE FOR A MINIMUM OF 72 HOUR_ w 8. CURB REVEAL MUST MATCH EXISTING TOP OF CURB 6. ALL JOINTS SHALL BE GLEANED AND EDGED WITH AN EDGER HAVING A 1/4'RADIUS. Know what's below. Q N FOR REPLACEMENT PROJECTS.THIS MEANS THAT THE 7. SIDEWALKS ARE TYPICALLY 5 WIDE,WIDER SIDEWALK MAY BE REQUIRED BY THE CITY. Call before U dig. O- ( In CURB IS PLACED IN AS SHOWN IN THE TYPICAL g SECTION BUT THE ASPHALT STREET WILL COVER FACE `1TY o DBPARiaM DP POBWC 0B6 ST-AR_^D:-AL CITY OF ARLINGTON OF CURB SO LESS THAN 6"MAYBE REVEALED. mn STANDARD DETAILS N�NE_R CONSTRUCTION DRAWING APPROVAL t a CEMENT CONCRETE SIDEWALK R 170 .Ptt m THIS PEAR THE Dm BEEN oNs ON THE CONCRETE SIDEWALK C3 . 2 By: � -- a C 2.2 NTB Nova Heaton, PE, Development Services Manager pp / JOB NO. aDATE:/2/�(�9 THIS APPROVAL VALID FOR 18 MONTHS 180201 NW28T31N R5E }ROADWAY m LANE SHOULDER AREA 1'WIDE FOR 4'SHOULDERS I�I 2 11'.l ' 2'WIDE FOR SHOULDERS OVER 4'WIDE I� (TYP.) INSTALL CROSSWALK LINES IN SHOULDER AREAS ONLY WHEN IMP I \ � N 4-!8'R ADJACENT TO A SIDEWALK OR II A SEPARATE WALKWAY(TYP J b 2 III , CROSSWALK LINE \ EDGE OF PAVEMENT,OR FACE OF 8'MAX. ",. CURB(WITHOUT GUTTER),OR EDGE (TYP') PLAN �PLAN 0. CL OF GUTTER PAN(WHEN THERE IS q COVER REMOVED COVER SECTION 5 S S CURB S GUTTER)(TYPJ """'' ,�' VARIES EDGE OF TRAVELED WAY EDGE OF TRAVELED WAY OR 3') � C.1 LANE TYPICAL INSTALLATIONS 10-t 2' a-1 G SHOULDER AREA 2'MIN m U !-1 4'R Z a ASPHALT CONCRETE 4-J/{"R 4'R � � � POST-2 3/S"U-CHANNEL 2LB ro GALVANIZED 12'LONG DETAIL I_ s�_ F- -7 n r� <M CD A 4'S0 I' . E)MSION SECTION CROSSWALK 5/1e"S.S.BOLT,Nm AND LOCK WASHER F; COMMERCIAL CONCRETE SLEEVE -U-CHANNEL 2LB 3 4- MONUMENT CASE N 3�y ^/ N�+ jr// DAILY 30'LONG 1 p NO O C2.2 3 2-1/2'CIA DOMED 1 MONUMENTS IN NON-PAVED CONCRETE BASE BRASS CAP AREAS SHALL BE 3'ABOVE GRADE. 40 �WF,r (CLASS 00) 2.ALL MONUMENTS SNALL BE 7¢ N J PRECAST CO NC.WITH ROAR AND L I yr 2-1/2"DW BRASS CAP. L) G2 ry 12'MIN dB ROAR 3.MONUMENT CASE AND RISER SECTON SHAD.BE CAST IRON PER ASMM-MB,CLASS 30,WIN 0 BITUMINOUS COATING. 7.STANOASRD STOP SIGNS SHALL BE 4.COVER 6HALL BE DUCTILE IRON PER ASTM-A5J5,GRADE WNW"PRIZMATIC SPECIFICATION SO-55-06,WITH BIIUMINOVS UNLESS OTHERWISE APPROVED OR 4 PRECASE CONCRETE cCAP G. MONUMEM DIRECTED BY THE CITY ENGINEER. !.LEGEND ON COVER SHALL A N B'SO (CLASS 4000) � 12" 1/e'IS I" IS WITH CASM 4) 2.STREET NAME SIGNS MAY T. FACE WI 1"HIGH 16'A MIN 41 INSTALLED AT TOP OF POST. ��^N FACE WIDTH OF J/18', e �^w'CEMN' V 1 ry 5_ V�LJ Vr' OSTV OA .nano a,. D6PARTMRNT OF PUBLIC IRES STANDARD DETAIL BMW D6PAR1M6NT OF PUBLIC aDRS9 STANDARD DETAIL T Sry amm STANDARD DETAILS HUMOER anrnar STANDARD DETAILS NUMBER 'V C � $ O R aPN q TRAFFIC REGULATORY • ++ QI qo SIGN INSTALLATION R-120 .a.... SURVEY MONUMENT R-130 �; � y.e NO <INO \ N 2 41 ti s ` i Lu NOTES ti W "a MIN. (,1,) 4'-O'MIN.- A O SEE CONTRACT PLANS �� SEE CONTRACT PlANB r.. 1. At merketl Crosswalks,the Connection between the Iandin and the UJ 9/9"EXPANSION PEDESTRIAN CURB- 3I8'(IN)EXPANSION 9 > JOINT(TYP.)-SEE- SEE NOTES JOINT(TYRI-SEE PEDESTRIAN CURB- roadway must be Contained within the width Of the Crosswalk r efkings. STANDARD PLAN F-30.10 SEE NOTE 9 Qa STANDARD PLAN FJ0.10 LANDING 2. Where"GRADE BREAK"is called out,the entire length flush, the grade � wNDINO break between the two adjacent surface planes shall be Auah. U B -SIDEWALK 3. Do not place Gratings,Junction Boxes,Access Covers,or other appune- CURB AND GUTTER *// * *./ C nances an any part of the Curb Ramp or Landing,or in the Depressed SIDEWALK / Curb and Gutter Where the Lending connects to the roadway. 4. See Contract Plans for the Curb design specified.See Standard Plan CURB AND GUTTER I F-10.12 for Curb,Curb and Gutter,Depressed Curb and Gutter,and 'o Pedestrian Curb details. J CURB RAMP CURB RAMP CURB RAMP DETECTABLE WARNING SURFACE- 5, See Standard Plan F-30.10 for Cement Concrete Sidewalk Details. 4'-D'MIN- SEE CONTRACT PLANS ` ��DETECTABLE WARNING SURFACE- 4'•d'MIN.- SEE STANDARD PLAN F-N.10 See Contract Plane for Width and placement of sidewalk. rn \ SEE STANDARD PLAN F�45.10 SEE CONTRACT PLANS 1 1 1 v FACE OF CURB FACE OF CURB DEPRESSED CURB AND GUTTER S. The Bid Item"Cement Concrete Curb Ramp Type_"does not include W DEPRESSED CURB AND GUTTER the adjacent Curb,Curb and Gutter,Depressed Curb and Gutter, '^ CROSSWALK CROSSWALK Pedestrian Curb,or Sidewalks. V) U - 7. The Curb Ramp length is not required to exceed 15 feet(unless otherwise al O PLAN VIEW DETECTABLE WARNING SURFACE- PLAN VIEW shown in the Contract Plans).When applying the 15-foot max.length, 3 SEE STANDARD PLAN F<a.10 the running slope of the curb ramp i9 allowed a exceed 8.3%.Use a Single a TYPE PARALLEL A TYPE PARALLEL B constant slope from bottom of ramp to top of ramp to match Into the sidewalk O N 4'-C'MIN. over a horizontal distance of 15 feet Do not Illdlude abutting landings)in a SEE CONTRACT PtAN3 GRADE BREAK the15-foot max.measurement,When a ramp is Constructed on a radius,the 15-foot max.length is measured on the inside radius along the back of the M d �CONTRACTION JOINT(TYP)-6EE STANDARD PLAN F-J0.1 SLOPE 04 WSIkWay. W LV FOR CURB RAMP LENGTHS GREATER THAN B'-0 PROVIDE ¢ COUNTER TOP OF o CONTRACTION JOINT EQUALLY SPACED 4'-a-MIN.OC. J-e C * 6 ROADWAY 8. Curb Ramps and Landings shall receive a broom flnjsh,See Standard 01 Spool 01 flcatlons 8.14. CEMENT CONCRETE PEDESTRIAN LANDING DEPRESSED CURB AND GUTTER- 0. Pedestrian Curb may be Omitted if the ground Surface at me back of the GI 3 N CURB-SEE NOTE S SEESTANDARD PLAN F_10.12 Curb Ramp andlot Landing will be at the same elevation as the Curb It OA AND NOTE 6 Ramp or Landing and there will be no material to retain. > t SEE CONTRACT PLANS 18 SEE NO 7 LEGEND v - SLOPE IN EITHER DIRECTION �/J 2i '15'-d'MAX,(TYP.) q'-O'MIN. 7�F ' " GRADE BREAK, SIDEWALK * 15%OR FIATTER RECOMMENDED FOR Z c SEE NOTE] 6EE CONTRACT PIAN6 GRADE BREAK ** OESIGNIFORMWORK(2%MAX.) d III.- ]5%OR FLATTER RECOMMENDED FOR DE61GNl eIDEWALK GRADE BREAK FORMWORK IB.3%MAX)-6EE NOTE] * \ CURB RAMP 'I I O Z N PEDESTRIAN CURB- &S'(IN)EXPANSION JOINT(TVP)- OT'y �/, , `- " ` SEE NOTES LANDING 1 SEE STANDARD PLAN P40.10 y\ ( Q F k CURB RAMP ,V Oh VA Hklk�F ltl o CURB RAMP LANDING LU m LB"EXPANSION JOINT(TYP.)- 1 SECTION OC r 1 1 SEE STANDARD PLAN P.N.10 ® v W SECTION O (ALONG INSIDE RADIUS AT BACK OF WALKWAY) a (ALONG INSIDE RADIUS AT BACK OF WALKWAY) "CEMENT CONCRETE CURB RAMP TYPE B Sol STERN' I. PARALLEL Sr PAY LIMIT-SEE NOTE B BgyONAL O N'�G u "CEMENT CONCRETE CURB RAMP TYPE W PARALLEL A"PAY LIMIT-SEE NOTE! ix/Jnj Zeller,Seot1 Jun 24 2016 7:19 AM snow what's below m ' PARALLEL CURB RAMP a„ Call before you dig. STANDARD PLAN F-40.12-03 CITY OF ARLINGTON CONSTRUCTION DRAWING APPROVAL SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATITHIS PLANSHEET HAS BEEN REMEMIED AND APPROVEDC3 .3 V1 xRmis:,:,rM � PER THE C�O�NDITI�ONS�ON THE TITLE SHEET. OISOMETRIC VIEW ISOMETRIC VIEW w..M.rN.sm1.rP.wHm.merT..aRaMMI, BY: -A.,. zAKn/' TYPE PARALLEL A PAY LIMIT TYPE PARALLEL IS PAY LIMIT Nov/ Heaton. PE. DIVIIOp"M Serl ice/ Mlnal if JOB N0. a DATE'/I THIS APPROVAL VAUD FOR 18 MONTHS 1802011 NW28T31NR5E } m * 1' BOTTOM WIDTH AT TRAIL SECTION * 1' BOTTOM WIDTH AT TRAIL SECTION 10' 10' 1' 2'* 1• 1' 2'* 0 0 _0 S 5 1" DROP w m DRIVEWAY . p DRIVEWAY W GRLj ASS tO w 2 a nW a —II -- — _ 1 III .♦� I� � I �III1=1♦�♦'`� _ — I—III I I I=1 I —I I' -1 I —I _I 11 11 =1 I_ ROCKERY Z 470 rn rn—I 1— —I 3" WOODCHIP MULCH, III— — I- 3" WOODCHIP MULCH, III—III (— AGGREGATE, OR SOD I =1 11= = I=1 I AGGREGATE, OR SOD I —III III- - — M — I III—III—III _ —III—III=III II 1=___ �— _ _ III—I -! 1- III—III— — I— —, I = —III— I —I J? �o I— .III-1 III I I III III_ p�'��—III-I 11=1 11=1 I I_I 11-- I' o W 3" COARSE COMPOST 1 S" BIORETENTION SOIL MEDIA (BSM) 3" COARSE COMPOST 18" BIORETENTION SOIL MEDIA (BSM) cL� DHSS TYPE A TYPE B N d dI: 1. IN ACCORDANCE WITH BMP T7,30 OF THE SWMMWW, BSM SHALL BE COMPRISED OF THE 3) THE COMPOST PRODUCT MUST ORIGINATE A MINIMUM OF 65 PERCENT BY VOLUME C �h FOLLOWING ITEMS (AKA "WWHM SOIL MIX AT TOPSOIL SUPPLIERS): FROM RECYCLED PLANT WASTE COMPRISED OF "YARD DEBRIS," "CROP RESIDUES,"AND "�g3 A.MINERAL AGGREGATE "BULKING AGENTS"AS THOSE TERMS ARE DEFINED IN WAC 173-350-100. A MAXIMUM (Cj = zp OF 35 PERCENT BY VOLUME OF "POST—CONSUMER FOOD WASTE'AS DEFINED IN WAC +' HS 1) PERCENT FINES: A RANGE OF 2 TO 4 PERCENT PASSING THE #200 SIEVE IS IDEAL _ 'e AND FINES SHOULD NOT BE ABOVE 5 PERCENT FOR A PROPER FUNCTIONING 173-350-100, BUT NOT INCLUDING BIOSOUDS, MAY BE SUBSTITUTED FOR RECYCLED N a y SPECIFICATION ACCORDING TO ASTM D422. PLANT WASTE' C kNQ B. AGGREGATE GRADATION 4) STABLE (LOW OXYGEN USE AND CO2 GENERATION) AND MATURE (CAPABLE OF (Cj U SUPPORTING PLANT GROWTH) BY TESTS SHOWN BELOW. THIS IS CRITICAL TO PLANT L 1) THE AGGREGATE PORTION OF THE BSM SHOULD BE WELL—GRADED. ACCORDING TO SUCCESS IN A BIORETENTION SOIL MIXES. j ASTM D 2487-98 (CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES (UNIFIED 5) MOISTURE CONTENT RANGE: NO VISIBLE FREE WATER OR DUST PRODUCED WHEN Qj SOIL CLASSIFICATION SYSTEM)), WELL—GRADED SAND SHOULD HAVE THE FOLLOWING w GRADATION COEFFICIENTS: HANDLING THE MATERIAL N COEFFICIENT OF UNIFORMITY (CU = D60/D10) EQUAL TO OR GREATER THAN 4, AND 6) TESTED IN ACCORDANCE WITH THE U.S. COMPOSTING COUNCIL 'TEST METHOD FOR THE EXAMINATION OF COMPOST AND COMPOSTING"(TMECC), AS ESTABLISHED IN THE • COEFFICIENT OF CURVE (CC = (D30)2/D60 X DID) GREATER THAN OR EQUAL TO 1 COMPOSTING COUNCIL'S "SEAL OF TESTING ASSURANCE"(STA) PROGRAM. MOST v AND LESS THAN OR EQUAL TO 3. WASHINGTON COMPOST FACILITIES NOW USE THESE TESTS. Z 2) GENERAL GUIDELINE FOR MINERAL AGGREGATE GRADATION. WHERE EXISTING SOILS 7) SCREENED TO THE FOLLOWING SIZE GRADATIONS FOR FINE COMPOST WHEN TESTED IN J MEET THE ABOVE AGGREGATE GRADATION, THOSE SOILS MAY BE AMENDED RATHER THAN ACCORDANCE WITH TMECC TEST METHOD 02.02—B, SAMPLE SIEVING FOR AGGREGATE °•� IMPORTING MINERAL AGGREGATE. SIZE CLASSIFICATION. J SIEVE SIZE PERCENT PASSING 8) FINE COMPOST SHALL MEET THE FOLLOWING GRADATION BY DRY WEIGHT 100 Lij > 4 95-100 SIEVE SIZE PERCENT PASSING (n a 10 75-90 2" 100 1. a 40 25-40 99 90 O 100 4-10 #200 2-5 " 75 W N 0 9) PH BETWEEN 6.0 AND 8.5 (TMECC 04.11—A). "PHYSICAL CONTAMINANTS"(AS DEFINED ap C.COMPOST TO AGGREGATE RATIO, ORGANIC MATTER CONTENT, CATION EXCHANGE CAPACITY IN WAC 173-350-100) CONTENT LESS THAT 1% BY WEIGHT (TMECC 03.08—A) TOTAL, CC 0) 1) COMPOST TO AGGREGATE RATIO: 60-65 PERCENT MINERAL AGGREGATE, 35 40 NOT TO EXCEED 0.25 PERCENT FILM PLASTIC BY DRY WEIGHT. J Q 3 H PERCENT COMPOST BY VOLUME. 10)MINIMUM ORGANIC MATTER CONTENT OF 40% (TMECC 05.07—A "LOSS ON IGNITIONSo _ z 2) ORGANIC MATTER CONTENT: 5-8 PERCENT BY WEIGHT. 11)SOLUBLE SALT CONTENT LESS THAN 4.0 DS/M (MMHOS/CM) (TMECC 04.10—A Q 0 3) CATION EXCHANGE CAPACITY (CEC) MUST BE > 5 MILUEQUIVALENTS/100 G DRY SOIL "ELECTRICAL CONDUCTIVITY, 1:5 SLURRY METHOD, MASS BASIS*) Z o NOTE: SOIL MIXES MEETING THE ABOVE SPECIFICATIONS DO NOT HAVE TO BE TESTED 12)MATURITY INDICATORS FROM A CUCUMBER BIOASSAY (TMECC 05.05—A "SEEDLING w Z FOR CEC. THEY WILL READILY MEET THE MINIMUM CEC. O ¢ x EMERGENCE AND RELATIVE GROWTH ) MUST BE GREATER THAN 80% FOR BOTH 0 vaE D.COMPOST EMERGENCE AND VIGOR'S z 1) MEETS THE DEFINITION OF "COMPOSTED MATERIAL"IN WAC 173-350-100 AND 13)STABILITY OF 7 MG CO2—C/G OM/DAY OR BELOW (TMECC 05.08—B "CARBON DIOXIDE w b COMPUES WITH TESTING PARAMETERS AND OTHER STANDARDS IN WAC 173-350-220. EVOLUTION RATE') Q >- w m 2) PRODUCED AT A COMPOSTING FACILITY THAT IS PERMITTED BY THE JURISDICTIONAL , 14)CARBON TO NITROGEN RATIO (TMECC 05.02A "CARBON TO NITROGEN RA110"WHICH USES ® Q w rn o HEALTH AUTHORITY. PERMITTED COMPOST FACILITIES IN WASHINGTON ARE INCLUDED ON 04.01 "ORGANIC CARBON'AND 04.02D 'TOTAL NITROGEN BY OXIDATION? OF LESS THAN ' " z x A LIST AVAILABLE AT HTTP://WWW.ECY.WA.GOV/PROGRAMS/SWFA/ORGANICS/SOILHTML a 25:1. THE C:N RATIO MAY BE UP TO 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF O au ~ PUGET SOUND LOWLAND NATIVE SPECIES AND UP TO 40:1 FOR COARSE COMPOST TO < C (O w BE USED AS A SURFACE MULCH (NOT IN A SOIL MIX). Know Whars below. CC- C N Call before you dig. 0 U) M CITY OF ARLINGTON B I O S WA L E CONSTRUCTION DRAWING APPROVAL C3 .4 r� THIS PLAN SHEET HAS BEEN RETHEVTI AND EET. FJ)CG.4 SCALE 1"=1' PER THE CONDmONS ON THE TITLE SHEET.O BY: � Nova Heaton, PE, Development Services Manager 0 a DATE a/AZOTHIS APPROVAL VALID FOR 18 MONTHS '01802011 NW28T31NR5E r m Q�DoQ Do 2 1 6 N fn FRAME AND GRATE(OR SOLID COVER), NOTES, V 4 \, 2 5: (ASEE APPLICABLE STANDARD DETAILS 1. CONCRETE INLET TO BE CONSTRUCTED IN Ky � (/I ACCORDANCE WITH ASTM C478&C890 /' r! UNLESS 01 RWISE SHOWN ON THE PLANS )w OR NOTED IN-HE STANDARD A ( - A L1J F F F CLASS F 4000N5.ALL CONCRETE SHALL BE 2'-2'R NN F1 2L REINFORCING SHALL BE EQUIVALENT TO w a a WELDED WIRE FABRIC(WWF)HAVING A W I d MINIMUM AREA OF 012 SQUARE INCH PER I I J J J ' FOOT_WWF SHALL COMPLY TO ASTM A4B7. 'fi^ 2"X4"XB"SOLID BRICK USED FOR FINAL WWF SHA_L NOT BE PLACED IN KNOCKOUTS. I F—{ V U ADJUSTMENT TO GRADE,6"HIGH MAX. 3 THE BOTTOM OF THE PRE-CAST BASE LLL------{{{ o my SECTION MAY BE ROUNDED, 4 PRE CAST BASES SHALL BE FURNISHED I �-; O Z 6 ' zq� WITH CH AVE A OR KNOCKOUTS.KNOCKOUTS 1 ` ASHALL P HAVE A WALL THICKNESS OF C MIN. �! ALL PIPE SHALL RE INSTALLED IN FACTORY 4 r" PRODDED KNOCKOUTS.UNUSED KNOCKOUTS 1 NOT BE GROUTED If WALL IS LEFT 2 I-)-0" B I 2 INTACT. N INTacr. T i SECTION Q1 l" S. KNOCKOUT OR CUTOUT HOLE SIZE IS EQUAL PLAN a M " 6 TO PIPE OUTSIDE DIAMETER PLUS CATCH - BASIN WALL THICKNESS.KNOCKOUTS MAY n a BE ROUND OR"D"SHAPED AND MAY BE .. RISER SECTION ON ALL 4 SIDES WITH MAXIM.:M DIAMETER �� 3/40 BORRMAL 1/8"R(TYI 0 Of 20". „• 6. THE MAXIMUM DEPTH FROM ....E FINISHED [ I I -' a "',GRADE To THE PIPE INVERT.s s'-o'. J •M\N 7. THE TAPER ON THE SIDES OF THERA P�U-W A ty9) PRE-CAST BASE SECTION AND RISER Po o r SECTION SHALL NOT EXCEED 1/2-PER 2 ! 2 FOOT. 3 U v ^G= 8. FRAME ANDCE T CR E SHALLWSDO E IN SECTION A'AACCOR SPECIFICATIONS.MATING SURFACES SHALL NOTES: BE FINISHEC-0 ASSURE NON-ROCKING FIT WITH ANY CCVER POSITION. (a) FOUNDRY NAME,THIS SIDE TO CURB W/ARROW AND(DI) ®LOCKING GRATE CASTED HOLES SHALL BE 9. FRAME AND GRATE MAY BE INSTALLED WITH FOR DUCTILE IRON SHALL BE EMBOSSED ON TOP OF CASTES TO ALLOW FOR TWO 5/8"DIA e FLANGE DOWN OR CAST INTO RISER. GRA IF.WITH 1/IS-RECESSED LETTERS. STAINLESS STEEL SCGKFT HEAD CAP SCREWS SO THAT NO PAR 0'F—PRCTRJDES 10.EDGE OF RISER OR BRICK SHALL NOT BE 2l� SEALING OF GRATE SHALL BE ACCOMPLISHED BY ONE OF ABOVE TOP OF CASTING. � N MORE THAN 2"FROM VERTICAL EDGE OF THE FOL SWING:A B N'EGRAL-Y CAST PAD$ - d OUTS DE A 1T%DA - MACHINE EOTTCM SURFACE SQ SIA L TO DE AILED WR.4=SAME SHOWN IN � CATCH BASIN WALL. (1 1 2 /4 DA SI<VC^�.RJ DETAIL SD-090. / °a 3 MgTERIA j1EJ SHALL BI OJCILE PON PER A$TM-A536, IM PRE CAST BASE SECTION O GRACE BO 5-.--06.A-L CASTINGS SHALL HAVE A (MEASUREMENT AT THE TOP OF THE BASE) BITUMINOUS COATING. W DBPAR9BOQiT OF PUBLIC IroBBB G1TY OA °M STANDARD DETAL GytY p arrt DBPARaD3Nf OH PUBLIC YDR&4 STANDARD DETAIL `\J = 13 Qj ti wrn� STANDARD DETAIL w6MBER �D mnv>me STANDARD DETAIL NUMBER Me CATCH BASIN TYPE 1 SD-O2O v+`®o4 .,o.mm STANDARD GRATE CATCH BASIN INLET SD-OF>O H L' V h� Op v O FRAME AND GRATE(OR SOLID p CCVER),SEE APPLICABLE N STANDARD DETAILS YYL�tlI 2 R_ _j L) 2"X4"XB"SOLID BRICK USED FOR FINAL aj ADJUSTMENT TO GRADE.6"HIGH MAX \ E NOTES CAPGASKETEO�� �V) N 6"OR B"PVC CAST IRON LOCKING Z 1 CONCR TE INLET O 9E CONSTRUCTED IN wlll� ACCORDANCE WIT-ASTM C478&-890 FACTORY TEE I•VENT HOLE WHEN RING AND COVERp f NOTCONNECTED TO SS ONE SIZE LARGERW UNLE OTHERWISE SHOWN ON THE PLANS THAN PIPE DIA.OR N N;hiA STANDARD iLABELED`SEWER" QCI-ASS 4000 S.ALL CONCRETE SHALL BE CUSS 4000 ��----{{T�\CLASS 4000 CONCRETE 30"SO PAVED ui 2. REINFORCING SHALL BE EQUIVALENT TO 6"OR 8" 12"� SURFACE L_{f/ QWELDED WIRE FABRIC(WWF)-.NC A 24" PVC PLUG 'UNPAVED AREA$7 MINIMUM AREA OF 0.12 SQUARE INCH PER w 3- FOOT.WWF SHALL COMPLY TO ASTM A497. 0 OIL � WE SHALL NOT BE PLACED IN 2�1 6"CONCRETE RISER SECTION o KNOCKOUTS. (- 2'MAX{�. � MECHANICAL END Q a 3. THE BOTTOM OF THE PRE-CAST BASE OF PIPE PLUG. Q O CHE FLG. VJ S-CTION MAY BE ROUNDED. 4'. WITH PLO TYPE 7 04 4. RE-CAST RACER SHALL BE FURNISHED GROUT z M a WITH KNockOu STS OR I A L KNOCKOUTS EWA..I INLET OUTLET WYE ° o W N (SEE NOTE 2) S IN TOVY PROVDFD SHALL BE NOT C O E 6 l B VUAED KNOC,(O,;TS NEED BIT E IR o O o 3 Q BIT BE GR L D WALL EFi INTACT, ADAPTOR OR N 5, RNOCKDUT OR CUTOUT. HILLSIZE S PIPE JOINT -0 AL TO PP OUTSIDE DIARETER PL' o CAT H BAS I h L THICKOESS KNOCKOUTS 6"OR 8"PVC PIPE PAVED AREAS MAY BE RO ND DR' SHAPED AND MAY L f `Y2^ BE ON ALL -DES W WITH MAXIMUM W 1 ZO CIA MEER O z AC COLLAR .p 4 � 6. THE MAXIV.,M 3EP.4 FROM THE FINISHED 12 � z ED GRADE TO TIT ,BE(OVER-IS 5'-0 20" /r 7. THE TAPER ON THE SIDES 0�THE \` O PRE-CAS'SASI S CTION AND RISER Ir CAST IRON LOCIQ COR NG RING AND ER Z O w a E "' SECTION SLI L_N T EXCEED 1/2"PER n" • 6"OR 8` PVC PI,HE OLYM PIC M1025 OR APPROVED EQUAL FZ y ry ^ FOOT AS REOU:RED • W E - 8 FRAME AND G A BHA.-L BE \ 32"ACCORDANCE WITH NSDGT/APWA TYPE 1L CB NDS ATRIUM , / w SPECIFICATOV MATING SUR:-ACES SHALL BE FINISHED C A..'..RE NON-ROCKING FIT GRATE CAP NOTES: 'V C W �l WITH ANY COA7R POSITON, C N 1. CLEAN-OUT PIPE AND FITTINGS SHALL BE THE SAME MATERIAL AS THE SEWER MAIN. -J d 9. FRAME ANC G A. MAY BE INSTALLED WITH /L-.+Lr }, FLANG-DOWN SR AS-INTO RISER. 2. A SANITARY TEE,SWEEP,OR STRWGHT TEE IS NOT ACCEPTABLE. - O 00 ~ ^ 10 EDGE OF REDU IN S-CTION OR BRICK 3. SEWER STUB WILL BE EXTENDED 10'BEYOND PROPERTY LINE AND 5'BEYOND UTILITY EASEMENTS TO PRE-CAST BASE SECTION SHALL HOT aF M R TrIAN 2"FROM PREVENT DAMAGE TO CLEAN-OUT AND MINIMIZE CONFLICTS WITH OTHER UTILITIES WHEN SERVICE TO Know what's below. In (MEASUREMENT AT THE TOP OF THE BASE) InW VERTICAL EDGE OF CATCH BASIN WALL BUILDING IS ACCOMPLISHED.E Call before you dig. (n (n I"N ,SY wr. DBPARaBUFf OF PUBLIC YOBRB nl-'k OF PUBLTCqY DXPABiYBRf W PUBLIC YUAB9D DETAL STANDARD DETAIL p� STANDARD DETAIL v+� STANDARD DETAIL NUMBERTANDARD DETAIL NuuBER mmrm. STANDARD DETAIL NUMBERCRY OF ARLINGTON CONSTRUCTION DRAWING APPROVAL CATCH BASIN TYPE 1L SD-030 STANDARD OIL/WATER SEPARATOR SD-120 '+tt�'� � SEWER CLEANOUT SS-080 THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVEDC3 . 5 N �PE��R//THE C ND ONS ON THE TITLE SHEET. BY: .� Nova Heaton, PE, Development Services Manager I JOB NO. a DATE:Off( I THIS APPROVAL VALID FOR IS MONTHS 180201 NW28T31NR5E R } 00 R 10'f I 12' 19.5' 31' BIOSWALE PARKING DRIVE AISLE to In I VARIES o 0 30' MIN 18 t0 W W I ASPHALT PAVEMENT W r ~ ROCKERY EXISTING ROAD AND SIDEWALK LANDSCAPING WALKWAY — — — a a a INFILTRATION TRENCH cs� v ---------------------Z a m c� �==== TYPE B BIOSWALE z rn rn rn M N NliJ� CD SOUTH SECTION 2 WEST SECTION oMCb —^ 1'=5' —— 1'=5' N �� 3391 0 25.89' 24.11 VARIES 12' MIN DRIVE AISLE PARKING BIOSWALE J NEW SIDEWALK WCh ASPHALT PAVEMENT c ig = 2p,X N Vh C h w WO TYPE A BIOSWALE C � Z EXISTING ROAD BY OTHERS 0 w v� 4 3 NORTH SECTION U E z -- 1._5' J o J 3 R R W U a I 50' I O h RIGHT OF WAY DEDICATION I = r7 N a 0) a 5.5' 20.5' 15' 12' 15' VARIES Q 3 WALKWAY PARKING I LANE BIOSWALE LANE I PARKING z 0 0 o OW E Z CURB AND GUTTER ASPHALT PAVEMENT CURB , z w a` U O W ----�-INFILTRATION TRENCH Know what's below. W 2 N —EXIST POWER TYPE A C111 before you dig. (n CnCITY OF WATER MAIN BIOSWALE CONSTRUCTION DRAWINGOAPPROVAL N THIS PLAN SHEEP HAS BEEN REVIEWED AND APPROVED C4 . EAST S ECTI 0 N BY. � ND ,HE TTT,E SHEEP. 4 Nova Heaton, Development Services Manager JOB NO. z 1"=5' a __ DATE;' THIS APPROVAL VALID FOR 18 MONTHS 180201 NW28T31NR5E m _..:_.........................:. _...................._.....:.........................................................:.............................................. -..._._..............................................................._......--,w _ . . .. .... .. . . Z i I -430 .. .: I I. . .. .... ...: .... . .... I. 5 .,. ., .. .., .. _ r... ....... . ..... .. ..:.. .... ........ ......... .... �'........_... r 1 --- - - - - - - - . ---_T . .. EXISTING: RADE:: 5 � c55 • CE . UNE FlNI GRADE :... ...... •+eo 10M0 ,o+so 10+40 ,o+eo 10+80 „+oo „+Io „++o „+eo 11+e0 ,s+oo 12+40 ,s++o ,s+eo 12+1m 13+00 13+30 13+40 13+60 3+80 a a, M N N r 38TH AVE PROFILE C2.2 1"=20' H 1"=10' V N _ � w 'e u Lu e m i W 0 a N r E v Z J o J W Cn ai O a T yj o It O1 c ZZ oo O m 3 z z a° x O la E ^ Z N • � ) LL � VJ W � FL Know whars below. r N E Call before you dig. CL U) M CITY OF ARLINGTON CONSTRUCTION DRAWING APPROVAL C4 . /�T9 BY.HIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED ■ PER THE OND OpNS�O�N�THE TITLE SHEET. L o Nova n. PE.-Mtr,,r, Development Services Manager JOB N0. a DATE rYHIS APPROVAL VALID FOR ,8 MONTHS 180201 I _ — ,, ❑ _ NOTES: m I o — 1. PLACE A MINIMUM OF 4" TOPSOIL IN ALL PLANTING BEDS, ❑ ,! E Z EXCEPT FOR BIORL,TRATION. PLANTING SOIL MIX FOR BACKFILL E FOR ALL TREES, SHRUBS AND GROUNDCOVER SHALL BE MIXTURE OF 2 3 TOPSOIL AND 1 3 ORGANIC MATTER, OR COMMERCIALLY / % — / AVAILABLE 3 WAY r TOPSOIL / /% z z 0 20 40 2• PLANTING AND TOPSOIL STANDARDS SHALL MEET CITY OF 0 0 ARLINGTON CODE. — US 0 w w -x, _ 3. BIOFILTRATION SOIL MEDIA (BSM) FOR BIORLTRATION FACILITIES vi 1J W / / Scale in Feet � �' / ;� SHALL BE PER D � E7AIL 1, SHEET C3.3. w 4. CONTRACTOR SHAD FOLLOW STANDARDS FOR W W � N R NURSERY STOCK W W W T a a AND HE AN] "AM I • , ERICAN STANDARDS FOR NURSERY STOCK. D. J J ffi 5. PLAN SHALL BE FOLLOWED. NO SUBSTITUTIONS SHALL BE MADE S 5 S WITHOUT THE AP c� v PROVAL OF THE GENERAL CONTRACTOR. Z5 I / 6. ALL PLANT PITS SHALL BE INSPECTED TO INSURE PROPER ism w L-- -----�-- - — ------ .,'� �r DRAINAGE. rn rn 7. SUBCONTRACTOR SHALL GUARANTEE PLANT MATERIAL AND � % /�� U" WORKMANSHIP FOR A PERIOD OF ONE YEAR AFTER FINAL N ACCEPTANCE. REPLACE PLANTS UNDER GUARANTEE WITH SAME a M o� / VARIETY AND ROOT CONDITION AS MATERIALS ORIGINALLY SPECIFIED. A NEW GUARANTEE PERIOD WILL BE ESTABLISHED FOR I� r� ///�/� •. . o THESE REPLACED MATERIALS. 8. SUBCONTRACTORS HALL PLACE UNIFORM 2" MULCH OVER y I li i Lr PROPERLY CLEANED AND GRADED PLANT BEDS. E E I / 9. ALL TREES SHALL HAVE 24" PLASTIC ROOT BARRIER PLACED << GQ E y gp BETWEEN THE ROOT BALL AND CURBING, PAVEMENT, OR �6 SIDEWALKS. AMC 20.76.130 SHADING CA LCULATIONS = 28,200 S PARKING AREA F TREE SHADING —— 5,750 SF 5,750 SF 28,200 SF = 20% SHADING I I E d a, Q N 4�a+ ,~y3ryS I o � 2 M MEDIUM TREES((35' 50' fq LARGE TREREESS50 HT.AND Q LA RGE J' - / / \\� I I: LOW SHRJaS,LAWN,OR 36"FOR LARGE TREES I�. y 4 \\ \\\ \\ M ' \ \ \\\ \\ \\ a \\ \ \ \ \' \ 24"FOR MEDIUM TREES GROVNDCOJE4 2e�� ) (� AND LESS E cuRe o' zSIDIEWALK 24 DEPTH J \\V vAVA\\VA\V�v\VA\\�.AVA\�.��vVA\ V Av V •,�� AVM\V Av A� AV AV v.�:' \ ��\yV�AV A\\�AV AAV AV AV A AVI z TYPE B ' \V A VA/, v A\V A\VA\V AV.� AV AV,,,,.vV A\\�.AAV v •:;A <`. ,.A�\\�A, .A�.A\�A\\��,���V. ..AAA\VA vV.A��A.'.AA\\��\\�,A��\VwA��A\�Ayw en '� (INSTALL RooT j �V A1V. V•� v�< ��\V�\\v �\�A.��.�� /yAV AV vv .v AV: A V A\\� V`Av AV AV AV AV vV:AV 'A� A yV AVy vV A\ Pr BARRIER 18 TOPSOIL �I I I. Ir DMEPPRTOHV EMizE NE S . W U O ,AL�ROADWAY a 2501 rn COMPACTE D NATIVE SOIL t y TRAFFIC LANES BIKE 4.5' 5'MIN.SIDEWALK , m >,• - - �` m MEDIUM AND LARGE TREES BEHIND SIDEWALK 12 C4 o PLANT SCHEDULEo Z VIBURNUM DAVIDII — DAVID'S VIBURNUM 2 GAL (37) W O L N CARPINUS CAROLINIANA — AMERICAN HORNBEAM 2" CALIPER (14) ' PRUNUS LAUROCERASUS — "OTTO LUYKEN" LAUREL 2 GAL (13) , U �— ® w a VJ CORNUS STOLONIFERA — RED OSIER DOGWOOD "KELSEYI" 2 GAL (78) 0 O W 5 Know what's below. qz M N W W` W GRASS TAXODIUM DISTICHUM 'PETE MINARET' — DWARF BALD CYPRESS 2 GAL (4) Call before you dig. J i i W i CTTY OF ARLINGTON W � HESPERANTHA COCCINEA — CRIMSON FLAG 2 GAL (8) CONSTRUCTION DRAWING APPROVAL THIS PLAN SHEET HAS BEEN REVIEWED AND APPROVED PER THE 9ONQITIONS ON THE TITLE SHEET. COBBLES o ARCTOSTAPHYLOS UVA URSI — BEARBERRY KINNIKINICK 2 GAL (8) l :i _— Ll Is1 BY: L f c/�e `�� JOB N0. _ o Nova Heaton, E, Development Services Manager a 2—MAN BOULDER (6) DATE:/ / 1 THIS APPROVAL VALID FOR 18 MONTHS 180201 NW28T31NR5E m E> r (n Q) N :) SMOKEY POINT WAREHOUSE 0 0 0 °> S 'r Ir a: Ix W 3723 1 68TH STREET NE, ARLINGTON, WA 98223 ~� W O'W W W a .3. aa MD Z — 01 0f \01 r• r, Q " \N N O\ \ CO 0 PROJECT CONTACTS PROJECT SITE INFORMATION � 05 OWNER SURVEY REFERENCE ERIC FLOETING SURVEY INFORMATION PROVIDED BY BENCHMARK SURVEYING. TERRAVISTA - SMOKEY POINT WAREHOUSE, LLC NW, IIc ASSUMES NO RESPONSIBILITY FOR THE ACCURACY OF THIS (360) 653-9899 EXT 24 INFORMATION. CONTRACTOR SHALL VERIFY EXISTING CONDITIONS PRIOR TO v ERIC®DABESTANIGROUP.COM CONSTRUCTION. CONTRACTOR PARCEL NUMBER LU ' TREVOR GASKIN 31052800203300, 31052800203400 01 COAST CONSTRUCTION GROUP (C c �31e SPa°RxY 328 N OLYMPIC AVE 2 ARLINGTON, WA 98223 (360) 474-0600 C � TREVOR®COAST—GROUP.COM (C v --SITE ARCHITECT v JIM TRUEBLOOD B & T DESIGN AND ENGINEERING INC. z° P.O. BOX 595 w _._ _ 250 E. SUNSET WAY ISSAQUAH, WA 98027 (425) 557-0779 E JIM®BNTENGR.COM U Z CIVIL ENGINEER J ERIC SCOTT — PRINCIPAL TERRAVISTA NW CONSULTING ENGINEERS 3204 SMOKEY POINT DRIVE, SUITE 207 w ARINGTON, WA 98223 (425) 422-0840 d ERICS®TERRAVISTANW.COM N VICINITY MAP SURVEYOR z O BRIAN DEBOER = N a BENCHMARK SURVEYING w m 612 KIRKLAND AVE SUITE A-4 < Q 3 N KIRKLAND, WA 98033 (206) 459-7010 o BRIAN®BENCHMARKSURVEYINGLLC.COM O z CESCL U- Z a STEVE RUSHTON COAST CONSTRUCTION GROUP z O L E 328 N OLYMPIC AVE Z SHEET INDEX ARLINGTON, WA 98223 (425) 315-4799 Q STEVER®COAST—GROUP.COM42 PERMff :UA19-0001 Ir W CITY OF MARYSV ILIF SHT NO DESCRIPTION W Y Q 7 a CONSTRUCTION DRAWING REVIEW ACKNOWLEDGEMENT '1LI O E W � THIS PLAN SHEET HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WITH TH 5 W U 1.1 GENERAL INFO APPLICABLE CITY OF MARYSVILLE CODES AND ORDINANCES.CONFORMANCE OF THIS DESIGN WITH R ` N ALL APPLICABLE LAWS AND REGULATIONS IS 1'HE FULL AND COMPLETE RESPONSIBILITY OF THY. �'7 '^ M d ACKNOWLEDGEMENT OF CONSTRUCTION DRAWING REVIEW DOES NOT MFLY CITY APPROVAL FOR LICENSED DESIGN ENGINEER, WHOSE STAMP AND SIONATHRE APPEAR ON THIS SHEL], �•J `/J U1.2 GENERAL NOTES CONSTRUCTION ACTIVITIES THATREQUIREDOTHER COUNTY,STATE ORFEDERAL PERMIT REVIEW ANO APPROVAL.ME PROPERTY OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE: U2.1 UTILITY PLAN ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS OR AUTHORDATIONS WHICH MAY cl INCLUDE,BUT ARE NOT LIMITED ITO,NE RS FILL HYDRAULIC PROJECT APPROVAL TS OF ME EN NOTICE ENDANGERED . ® INTENT INCH,,BUANY NOT LIMITED ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE ENDANGERED SPECIES ACT. U3.1 STANARD DETAILS THIS-7-DAYOP 2011. U3.2 STANDARD DETAILS Y Knowwharsbelow. B DVVGLAS ELD ,PE,ENGINEERINGSERVICESMANAGER JOB NO. d YM"before you dig, ABOVE OR UPON EXPIRATION OF PRELIMINARY PLAT OR N PLANS-PIRE AFTER SITEOPLAN APPROVAL,PER MMC 222A.M.020 S FROM THE DATE nJ 180201 22A.04U.03P. NW28T31NR5E MARYSVILLE STANDARD WATER NOTES MARYSVILLE STANDARD SEWER NOTES CROSS CONNECTION NOTES UNLESS NOTES OTHERWISE UNLESS NOTES OTHERWISE 1. ALL WORKMANSHIP AND MATERIAL SHALL BE IN ACCORDANCE WITH CITY 1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH 17. TEMPORARY STREET PATCHING SHALL BE ALLOWED FOR AS APPROVED 1. PLUMBING SYSTEM IS SUBJECT TO APPLICABLE OF MARYSVILLE STANDARDS AND THE MOST CURRENT COPY OF THE CITY OF MARYSVILLE STANDARDS AND THE MOST RECENT COPY OF THE BY THE CITY ENGINEER. TEMPORARY STREET PATCHING SHALL BE REQUIREMENTS OF MMC CHAPTER 14.10 "WATER SUPPLY rn z Z Z WSDOT STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL STATE OF WASHINGTON STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, PROVIDED BY PLACEMENT AND COMPACTION OF ATB OR CLASS B CROSS CONNECTIONS" AND WAC 246-290-490. Z 0 N N rn CONSTRUCTION. AND MUNICIPAL CONSTRUCTION (WSDOT). ASPHALT CONCRETE. CONTRACTOR SHALL BE RESPONSIBLE FOR 0 in 5 5 MAINTENANCE AS REQUIRED. 2. ON-SITE INSPECTIONS ARE TO BE PERFORMED BY THE us w 2. A PRECONSTRUCTION MEETING SHALL BE HELD WITH THE CITY PRIOR CITY OF MARYSVILLE CROSS CONNECTION CONTROL S 2. CITY OF MARYSVILLE HORIZONTAL DATUM SHALL BE NAD 83, AND THE w i.. t TO THE START OF CONSTRUCTION. SPECIALIST AT ROUGH-IN AND FINAL. 48 HOURS NOTICE ce - 5- - - VERTICAL DATUM SHALL BE NAVD 88 IN WASHINGTON STATE PLANE 18. EROSION CONTROL MEASURE SHALL BE TAKEN BY THE CONTRACTOR � -2 M � 3. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE OR COORDINATES (FEET). WASHINGTON NORTH ZONE 4601. A LIST OF DURING CONSTRUCTION TO PREVENT INFILTRATION AND INFLOW INTO IS REQUIRED, PRIOR TO INSPECTION. ce �w w w HAVE LOCATED BY THE APPROPRIATE COMPANIES ALL UTILITIES PRIOR BENCHMARKS IS AVAILABLE THROUGH THE PUBLIC WORKS DEPARTMENT. EXISTING AND PROPOSED SANITARY SEWER FACILITIES. 3. TESTING OF ALL BACKFLOW PREVENTION ASSEMBLIES, BY a a a a a. TO BEGINNING CONSTRUCTION. A WASHINGTONCKFLOW ASSEMBLY 3, ALL APPROVALS AND PERMITS REQUIRED BY THE CITY OF MARYSVILLE 19. PROVIDE TRAFFIC CONTROL PLAN OE OCCUPANCY USE PER F S) IN ACCORDANCE WITH THE MANUAL STATE CERTIFIED CALL UNDERGROUND LOCATE AT 1-800-553-4344 A MINIMUM OF 48 TESTER, IS REQUIRED PRIOR TO OCCUPANCY F F F SHALL BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD) AS REQUIRED. MMC 14.10.120. TEST REPORT SHALL BE FORWARDED TO 0 F> > > HOURS PRIOR TO ANY EXCAVATIONS. CONSTRUCTION. THE CITY OF MARYSVILLE WATER QUALITY OFFICE, PRIOR 4. WATER PIPE SHALL BE DUCTILE IRON PIPE STANDARD THICKNESS 20.IF SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO HAVE A TO OCCUPANCY. z N M CLASS 52 CEMENT-LINED UNLESS OTHERWISE SPECIFIED AND SHALL 4. IF CONSTRUCTION IS TO TAKE PLACE IN THE COUNTY RIGHT-OF-WAY. COPY OF THESE APPROVED PLANS ON CONSTRUCTION SITE AT ALL a, a, CONFORM TO ANSI/AWWA C151/A21.51. THE CONTRACTOR SHALL CONTACT THE CITY PUBLIC WORKS TIMES. DEPARTMENT TO OBTAIN ALL THE REQUIRED APPROVALS AND PERMITS. f, 5. GATE VALVES SHALL BE RESILIENT WEDGE. NRS (NON RISING STEM) 21.ANY CHANGES TO THE DESIGN SHALL FIRST BE REVIEWED AND o N WITH 0-RINGS SEALS. VALVE ENDS SHALL BE MECHANICAL JOINT OR 5. A PRECONSTRUCTION MEETING SHALL BE HELD WITH THE CITY OF APPROVED BY THE PROJECT ENGINEER AND THE CITY OF MARYSVILLE. ANSI FLANGES. VALVES SHALL CONFORM TO AWWA 509-80. VALVES MARYSVILLE DEPARTMENT OF PUBLIC WORKS/ COMMUNITY DEVELOPMENT SHALL BE MUELLER, M & H, CLOW R/W OR WATEROUS SERIES 500. DEPARTMENT PRIOR TO THE START OF CONSTRUCTION. 22.ALL LINES SHALL BE CLEANED AND PRESSURE TESTED PRIOR TO cPOt PAVING IN CONFORMANCE WITH THE ABOVE REFERENCED .7 6. FITTINGS SHALL BE DUCTILE IRON SHORT BODY COMPACT CONFORMING 6. THE CITY OF MARYSVILLE COMMUNITY DEVELOPMENT DEPARTMENT SHALL SPECIFICATIONS. (SEE NOTE 1) TESTING OF THE SANITARY SEWER MAIN 7 ?y TO AWWA C110, C11 AND C153 AND SHALL BE CEMENT-MORTAR BE NOTIFIED A MINIMUM OF 48 HOURS IN ADVANCE OF A TOP OR SHALL INCLUDE TV-ING OF THE MAIN BY THE CONTRACTOR. oW LINED CONFORMING TO AWWA C104. THE CITY WILL BE GIVEN 72 CONNECTION TO AN EXISTING SANITARY SEWER MAIN. THE INSPECTOR IMMEDIATELY PRIOR TO TV-ING, ENOUGH WAFER SHALL BE RUN DOWN e J HOURS NOTICE PRIOR TO SCHEDULING A SHOWN. WHERE CONNECTIONS SHALL BE PRESENT AT THE TIME OF THE TAP OR CONNECTION. THE LINE SO IF COMES OUT THE LOWER MANHOLE. A COPY OF THE ��o REQUIRE "FIELD VERIFICATION", CONNECTION POINTS WILL BE EXPOSED VIDEO TAPE SHALL BE SUBMITTED TO THE CITY OF MARYSVILLE. pF� BY CONTRACTOR AND FITTINGS VERIFIED 48 HOURS PRIOR TO 7, THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION ACCEPTANCE OF THE LINE WILL BE MADE OFFER THE TAPE HAS BEEN DISTRIBUTING SHUT-DOWN NOTICES.; AND PROTECTION OF ALL EXISTING UTILITIES. THE CONTRACTOR SHALL REVIEWED AND APPROVED BY PUBLIC WORKS. A WAFER TEST OF ALL 7. FIRE HYDRANTS SHALL CONFORM TO AWWA C501 AND SHALL BE OF VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING MANHOLES IN ACCORDANCE WITH MARYSVILLE STANDARD MAY ALSO BE STANDARD MANUFACTURE AND OF A PATTERN APPROVED BY THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF REQUIRED. TESTING SHALL TAKE PLACE OFFER ALL UNDERGROUND J N MARYSVILLE, WITH STORTZ 5"QUARTER TURN FITTING. HYDRANTS SHALL 48 HOURS PRIOR TO ANY EXCAVATION. UTILITIES ARE INSTALLED AND COMPACTION OF THE ROADWAY SUBGRADE v BE M & H RELIANT STYLE 929 OR MUELLER A-423 (MJ). HYDRANTS IS COMPLETED. C SHALL BE BAGGED UNTIL SYSTEM IS APPROVED. 8. GRAVITY SEWER MAIN WITH <5' OF COVER SHALL BE DIP CLASS 52; �'pt 5'-8' OF COVER SHALL BE PVC, ASTM D 3034 SDR 35, OR ASTM F 23.PRIOR TO BACKFILL ALL MAINS AND APPURTENANCES SHALL BE `C Rry 8. ALL LINES SHALL BE DISINFECTED AND FLUSHED IN CONFORMANCE 789 WITH JOINTS AND RUBBER GASKETS CONFORMING TO ASTM D 3212 INSPECTED AND APPROVED BY THE CITY OF MARYSVILLE DEPARTMENT �ig2 WITH WSDOT STANDARDS AND SPECIFICATIONS. ALL PIPE SHALL BE AND ASTM F 477; >18' COVER SHALL BE DIP CLASS 52. OR C-900. OF PUBLIC WORKS. APPROVAL SHALL NOT RELIEVE THE CONTRACTOR (e C ?3 e TESTED AT 250 PSI. THE CONTRACTOR SHALL FURNISH ALL FOR CORRECTION F ANY DEFICIENCIES AND/OR FAILURES AS hs TEMPORARY PLUGS, TESTING DEVICES, ETC. THE CITY SHALL BE DETERMINED BY SUBSEQUENT TESTING AND INSPECTIONS. IT SHALL BE 9. PRECAST MANHOLES SHALL MEET THE REQUIREMENTS OF ASTM C 478. x h PRESENT FOR ALL TESTING. THE CITY WILL TAKE PURITY TESTS, AND ] '^ �ti MANHOLES SHALL BE TYPE 1-48"MANHOLE UNLESS OTHERWISE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE CITY OF MARYSVILLE C CONNECTION WILL BE AUTHORIZED FOLLOWING PASSING OF THE TESTS. O he THE CONTRACTOR SHALL NOT OPERATE ANY VALVE N PART THE SPECIFIED ON THE PLANS. JOINTS SHALL BE RUBBER GASKETED FOR THE REQUIRED INSPECTIONS. U e CITY WATER SYSTEM WITHOUT NOTIFICATION AND SPECIFIC SUPERVISION CONFORMING TO ASTM C 4 AND SHALL BE GROUTED FROM THE B OF THE CITY UTILITY SUPERINTENDENT. THE CONTRACTOR SHALL MAKE INSIDE. LIFT HOLES SHALL BE GROUTED FROM THE OUTSIDE AND INSIDE L ALL CONNECTIONS TO THE SYSTEM REQUIRED AFTER MAKING OF THE MANHOLE. ARRANGEMENTS WITH THE CITY IN ADVANCE. WORK AND PROCEDURES 10. SIDE SEWER SERVICES SHALL BE PVC, ASTM D 3034 SDR 35 WITH 0 0 SHALL CONFORM TO APWA SEC. 7-09.3(23) FLEXIBLE GASKETED JOINTS. SIDE SEWER CONNECTIONS SHALL BE MADE 9. INSTALLATION OF PIPE, FITTINGS AND VALVES, HYDRANTS, AND BY A TAP TO AN EXISTING MAIN OR A TEE FROM A NEW MAIN APPURTENANCES SHALL CONFORM TO WSDOT STANDARD CONNECTED ABOVE THE SPRINGLINE OF THE PIPE. SPECIFICATIONS. COVER SHALL BE 42 INCHES OVER THE TOP OF PIPE 11 ALL SEWER MAINS SHALL BE FIELD STAKED FOR GRADES AND C)UNLESS OTHERWISE NOTED PLANS. IN THE EVENT GRADE REVISION J Z FOLLOWING WATER MAIN CONSTRUCTION ALIGNMENT PRIOR TO CONSTRUCTION BY A LICENSED ENGINEER OR TRUCTION RESULTS IN COVER OVER THE SURVEYING FIRM QUALIFIED TO PERFORM SUCH WORK. PRIOR TO J o WATER MAIN OF LESS THAN 3 FEET OR IN EXCESS OF 5 FEET, THE CONSTRUCTING ANY SEWER, THE LOT CORNERS SHALL BE STAKED AND WATER MAIN SHALL BE RECONSTRUCTED BY THE OWNER TO CONFORM SEWER LINE LOCATION ESTABLISHED BY SURVEY, COST OF WHICH SHALL 3 TO THE SPECIFICATIONS OF THE CITY OF MARYSVILLE UNLESS DEPTH BE BORNE BY THE DEVELOPER. W HAS BEEN PRE--APPROVED BY THE CITY. ALL ADDED COSTS OF (n INSPECTING SUCH WATER MAIN RECONSTRUCTION SHALL BE CHARGED 12 ALL PLASTIC PIPE AND SERVICES SHALL BE INSTALLED WITH TO THE DEVELOPER. �, CONTINUOUS TRACER TAPE INSTALLED L2"TO L&UNDER THE PROPOSED O 10. PRIOR TO CONSTRUCTION OF ANY WATER MAINS, THE LOT CORNERS FINISHED SUBGRADE. THE MARKER SHALL BE PLASTIC N SHALL BE STAKED AND WATER MAIN LOCATIONS ESTABLISHED BY NON-BIODEGRADABLE, METAL CORE OR BACKING MARKED SEWER WHICH = ,� SURVEY, COST OF WHICH IS TO BE BORNE BY THE DEVELOPER. CAN BE DETECTED BY A STANDARD METAL DETECTOR. WC-4 04 a i 1. TO MAINTAIN THE REQUIRED ALIGNMENT, USE SHORT LENGTHS AND rn DEFLECT THE JOINTS OR USE NECESSARY BENDS. 13. EACH SIDE SEWER LATERAL SHALL HAVE A 2"X 4"WOOD "MARKER" OF THE TERMINATION OF THE STUB. THE "MARKER"SHALL EXTEND FROM Q 3 12. BEDDING MATERIAL MEETING THE REQUIREMENTS FOR RIGID PIPE SHALL THE TRENCH TO ABOVE FINISHED GRADE. ABOVE THE GROUND SURFACE, L BE PLACED TO A DEPTH OF 6"UNDER AND AROUND THE PIPE AND TO IF SHALL BE PAINTED "GREEN" WITH SEWER AND THE DEPTH, IN FEET. U) o A DEPTH OF AT LEAST L2 INCHES OVER THE TOP OF THE PIPE. THE STENCILED IN WHITE LETTERS 2"HIGH. W F_ z 3 BEDDING MATERIALS HALL BE RAMMED AND TAMPED AROUND THE PIPE BY THE USE OF SHOVELS OR OTHER APPROVED HAND-HELD TOOLS 14. SIDE SEWERS SHALL BE INSTALLED BY THE DEVELOPER AND z O a SO AS TO PROVIDE FIRM AND UNIFORM SUPPORT OVER THE FULL COORDINATED FOR CLEARANCE WITH POWER. TELEPHONE, AND OTHER s LENGTH OF ALL PIPE, VALVES, AND FITTINGS. CARE SHALL BE TAKEN UTILITIES. Z O z N TO PREVENT ANY DAMAGE TO THE PIPE OR ITS PROTECTIVE COATING. ALL SIDE SEWERS TO BE INSTALLED LO FEET INTO LOT SERVED AND J �i 13. SEPARATION OF WATER AND SEWER MAINS SHALL CONFORM TO STAKED AND MARKED AS SHOWN ON THESE PLANS. ir W W W.D.O.E. STANDARDS OR SPECIAL CONSTRUCTION REQUIREMENTS. 14. SERVICES, BLOW-OFFS, AND MISCELLANEOUS DETAILS SHALL BE 15. PIPE BEDDING SHALL BE IN ACCORDANCE WITH WSDOT STANDARD PLAN PERMIT #:UA19-0001 SHOWN ON THE DRAWINGS OR STANDARD PLANS. B-18C CLASS F. PEA GRAVEL IS AN ACCEPTABLE BEDDING MATERIAL. TFMARvsvn.Le W Y 00 ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION CONSTRUCTION DRAWING REVIEW ACKNOWLEDGEMENT Z QCID ACCORDING TO STANDARD SPECIFICATION 7-02.3(1). THIS SHALL THIS PLAN SHEET HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WITH'FBI W G M APPLICABLE CITY OF MARYSVILLE CODES AND ORDINANCES.CONFORMANCE OF THIS DESIGN WITH G w INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP AI,APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLFTE RESPONSIBILITY OF THE \ N O. OF THE FOUNDATION MATERIALS AS WELL AS PLACEMENT AND LICENSED DESIGN ENGINEER, WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET, 0 V r^) M COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO ACKNOWLEDGENSUCAC OF CONSTRUCTION DRAWING TReview Does NOT IMPLY CITYAERovAL FOR APPROVAL.THE PROPERTY OWNER ANDLICENSED DESIGNENGIN ER O SHALL I BE RESPONSIBLE FOR THE _Q? THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED AN A ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMITS OR AUTHOwzATIONS WHIcx MAY INCLUDI�:. UUTINT(NOT,ARE CORP OF PLED TO,WS FILL HYDRAULIC D TIE REQUIREMENTS TS OF WRITHE OE ENDNOTICE OF 1 . 2 UNIFORMLY DENSE UNYIELDING BASE. INTENT,BU ANY NOT PIMTED TO.FWSFILL PERMITS IC P THE REQUIREMENTSOF THE ENDANGERED SPECIES A� 16. A 6 FOOT SQUARE X 4-INCH THICK CONCRETE PAD SHALL BE THIS�DAYOF per 201� INSTALLED AROUND ALL SSMH'S AND A 3 FOOT SQUARE X 4-INCH THICK CONCRETE PAD SHALL BE INSTALLED AROUND ALL CLEANOUTS Know what's below. BY. UGLSVANGELDER.PE,ENGIFEE GGSERVICESMANAGER JOB NO. o THAT ARE NOT IN A PAVEMENT AREA. D_ Call before you dig. ABOVE OR UPON EXPIRATION OOF PRELIMINARY P AT OR SITE PLAN APPROVAL,PER MMCE22A.04D.20 a d 180201 22AAJ0.03O. W.. o N, o I <A WATER KEY NOTES: ? I. N9 - - - - - - - - - - - ° NW 28 T31N R5E - 0. W } M 4 " p ❑ 1 DI WATER MAIN W ---� O m . CONNECT TO EXIST 8* _ _ __ __ __ � W x� 8X8 HOT TAP W/ 8 GV N m I ❑ THRUST BLOCK °-°- °-0-°-D-°-0-°-°-°-O �D-°-°�°-°-°-°-°-° I I °-°-° 2. FIRE HYDRANT ASSEMBLY �x g� � I - - - - - - - - - - - - - - - a� ^o A THRUST BLOCK rn�� z i v5 a o p A gYo,� SI O2 3. CONNECT TO EXIST 8" DI WATER MAIN Z I N(O-/1 to N o�ov 36 lF w 5 V THRUS�TBLOCK TAP / 8" GV - w w [COORDINATE WITH AFFINITY PROJECT] W t t -M m LOADING BAY DRAINS lb SEWER 4. FIRE CONNECTION w �w w w I _ _ _ _ 01 ATER SEPARATOR) E MECH -�--------- ------ ------ ) a W a a a - SD -==_-- ------ -----_PSD- ------ so ___-PSo- ==-Pso-�---� 8x6 TEE (RJxFL a _ _ J I (1) 6" GV (FLxRJ) THRUST BLOCK F F F F F SEE NOTE 8 > >> > > 5. CONNECT TO EXIST 8" DI WATER MAIN z N M zzg'! N LOADING DOCK BAY I \ A 8X6 HOT TAP "mz"e o THRUST BLOCK o ----- ----- ------ „YE ;, L--- ----- ZL N w (� ------------- ruNUN t �N A 6. 90' BEND (RJ) Q N ro\NN N THRUST BLOCK \ \ al I I z Z�r so I Z CLEANOUT PER COIN �� 3''9� rn STD PLAN 5-145-001 n o I SEE MECH FOR CONTINUATION I N g 5 16 SS I \ I 4ti CONNECT TO EXIST MH AT EXIST CONNECTION. f Smmmm S I IE=115.3t I o ommmm r Fm�A I 2" WATER METER I F d oil ,l u u i_ f C O N A p N ll PER NOTE 9 _ � m e "I I REDUCED PRESSURE g I W 3 I DETECTOR ASSEMBLY I (� c � $ v I SEE NOTE 15 a m m Z ti S INFILTRATION TRENCH, TYP �� RISERDCDV IN ROOM F Li 2 h ql f `�A PER MECH \ ' V ~ zlllfl� - i a so = = -P - -- -- -- -- -- -- -- -- - - _m I m a FDC, S NO 1 j j N m A d 4 "� 32 1 I ao• w W ��v IVw W W W 37 LF QI I W (� A»oom - - - - - - - - - - - - - - - - - - - - - - - - - - - - J c ms m 3 os O as - - - I W °= 38th AVE 'a9 E OTE 3 0 g gFz�z g m OD A ooz zz Q 3 3 NOTES: z z a° 1. SEE SHEET C1.1 AND C1.2 FOR 7. TRENCH SECTION FOR SIDE SEWER 13. REMOVE EXISTING HYDRANT. PLACE MJ z O o Z GENERAL INFORMATION. SHALL CONFORM WITH COM STD PLAN PLUG AT VALVE, CLOSE VALVE AND Z vEi o 20 40 5-175-001. REMOVE VALVE CAN. 0- 2. WATER SHALL COMPLY WITH CITY OF o MARYSVILLE ENGINEERING DESIGN AND 8. (FH) FIRE HYDRANT SHALL CONFORM TO14. ALL HOT TAPS TO EXISTING MAINS } w DEVELOPMENT STANDARDS, CHAPTER 2. COM STD DETAIL 2-060-001. PORTS SHALL BE DONE BY APPROVED TAPPING PERMIT :UA19-0001 Scale in Feet W SHALL BE ORIENTED TOWARD THE CONTRACTOR. � � � 3. SEWER SHALL COMPLY WITH CITY OF crrcoPMARYsvILLE PARKING LOT. a MARYSVILLE ENGINEERING DESIGN AND 15. REDUCED PRESSURE DETECTOR CONSTRUCTION DRAWING REVIEW ACKNOWLEDGEMENT -� Q DEVELOPMENT STANDARDS, CHAPTER 5. 9. (WM) 2" WATER METER SHALL CONFORM ASSEMBLY SHALL BE PER ♦ THIS PLAN SHEET HAS BEEN REVIEWED AND EVALUATED FOR GENERAL COMPLIANCE WITH THE TO COIN STD PLAN Z-O9O-OOZ. COIN STD PLAN Z-151-002. APPLICABLE CITY OF MARYSVILLE CODES AND ORDINANCES.CONFORMANCE OF THIS DESIGN WITH W 75 4. THRUST BLOCKING FOR WATER MAIN N ALL APPLICABLE LAWS AND REGULATIONS IS ME PULL AND COMPLETE RESPONSIBILITY OF THF. r^ n FITTINGS SHALL CONFORM TO COM STD 10. 6" DI FIRE CONNECTION PER COM STD LICENSED DESIGN ENGINEER, "ME RAWIN AND sIO OMNO APPEAR ON Tws sILOR VJ M y� ACRNSED DESIG NT OF CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY CITY APPROVAL FOR PLANS 2-130-001, 002, SL 003. CONSTRUCTION ACTIVITIES THAT REQUIRED OTHER COUNTY,STATE OR FEDERAL PERMIT REVIEW AND PLAN 2-050-001. APPROVAL.THE PROPERTY OWNER AND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR ME Y ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMUTE OR AUTHORIZATIONS WHICH MAY 5. TRENCH SECTION FOR WATER MAINS INTENT(,BUT ARE NORM OF TO,WEDFWED'DRALILIC AND THEWSDOE ENDANGERED U2 . 1 11. WATER PIPE SHALL HAVE FIELD LOCK M INTENT MOM),ANY NOT IM ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE ENDANGERED N SHALL CONFORM WITH COM STD PLAN GASKETS AT ALL JOINTS. SPECIES" N 5-175-002. P,r v¢ 6. BEDDING MATERIAL FOR WATER SERVICE 12. FIRE DEPARTMENT CONNECTION (FDC) -IS oo15 SHALL HAVE A 5" STORZ FACING AWAY LINES SHALL BE SAND. FROM THE STRUCTURE PER ARLINGTON Kn what's below. 5Y ow DOUO SVA (DER,PE,ENGINEERING SERVICES MANAGER JOB NO. a STANDARDS. FROM THE DATE- Call befo you dig, 'ROVE OPR UPON EXPIRATION OF PRELIMINARY PLAT OR SITE PLAN APPROV AFTER PERBO.OF. TA G L,PER MMC 22A W0.020 end 180201 zA.NO.030. FUSION BONDED i EPDXY COATED - m I FDC SHALL BE LOCATED SHACKLE RODS FDC ADDRESS/BUILDING SIGN - BETWEEN 3'TO 10' TYPE A BLOCKING (TYP) { THRUST BLOCK-TABLE TYPE E SYSTEM FROM HYDRANT FOR 11 Y4"&22 Jf"VERTICAL BENDS INCLUDE PRESSURE REQUIRED - - I MIN. BEARING AREA AGAINST UNDISTURBED SOIL IF IT EXCEEDS 150 PSI VB A d L VERT. SQUARE FEET SIZE OF SIGN TO FIT REQUIRED 4 TURNBUCKLES BEND FINISHED GRADE ¢ PIPE A B C D E OR SUBGRAOE. INFORMATION.2"BLOCK Zi w o z w 2 2 2 2 2 LETTERS WHITE ON RED 2-1/2"CLAPPERED CONNECTION ? z wm �w ocii m SIZE (FT. ) (FT. ) (FT. ) (FT. ) (FT. ) BACKGROUND ON METAL SIGN ELKHART MODEL 15-2W,3W,4W �- - OR FIRE DISTRICT APPROVED z w m w w86 ¢ i 3 3 2 2 2 2 - ZNZ O _O O_ x z In -�¢ w ¢i _ �(/\� 6" 4 4 2 2 2 O- EQUAL, SIZED PER PLAN w u a s c� 0 N^wow // UNDISTURBED 8" 7 6 4 2 2 Z N N N INCL.LOCKING KNOX PLUGS. m •••.. N z F w r :•� •`� COMPACTED BAWILL O N S S S In- N w 0 z o a rn 0 A ,5, •t', ?. \�\EARTH 10" 11 10 6 3 2 CONSISTING OF SELECT S W W W z0 rn a0 w� '`•,:.• 12" 16 14 9 5 3 NATIVE PIT-RUN GRAVEL. S 0: D= a: o cc z o0 :•,`�/ 14" 22 19 12 6 3 SKREENINGS,CRUSHED.ROCK, SPECIAL PRECAUTION W F F H F L16" 29 25 16 8 4 OR CDF REQUIRED FOR: TO PROTECT Pl/E' d' - ,� t t .STREET CROSSINGS TO YHfsL£VFk. 4" 11$" 8 2 34 18 """•". %� 18 36 31 20 10 5 W 5LLJ W W W 22 12 2 H 24 20" 45 39 24 13 6 SS HOSE a 6" 11 22 4 27 3 4 % 24 ,^ '� 24" 64 56 35 18 g WARNING TAPE d CL o_ o.CLAMPS 11 A i6 2.5 28 87 76 48 24 12 .I)= 8" 22 Ye" 43 3.5 -y4 24 30" 101 87 55 28 14 - TYPE A F F F F GALOVANIZEDRSER PPE SIGN a 12" 300 11 4 64 4,5 1 36 36" 145 125 78 40 20I (FLXTHREAD),SIZE PER 22 1 5 42" 197 171 107 55 27 - 1'-D" - PLAN.PAINT RUSTOLEUM FUSION BONDED 48" 257 223 140 71 36 W.SEWER PIPE O FM d'N 16" 11 Y4" 70 4.1 1 36 EPDXY COATED Z N RED ABOVE GRADE&WRAP 22 Yz"184 5.7 11/e 48 SHACKLE RODS BELOW GRADE 11 Y4" 91 4.5 1 (TYP) 0) O O 0) ! / -y"�i'1 // �17 /� 20 22 XX"225 6.1 i V4 48 SPRING LINE LLI\ \\ < gghi�� �/�\,yT�l y�j^.�/.T'!,��%j`. 11 Y4" 128 5 1 40 - '�' F- iy i� tp y�„✓.„C.,:� � x;<�55 ��!�:?�r�• 24" i. BEARING AREA OF CONC. THRUST BLOCK BASED ON 200 PSI PRESSURE _ < (V a0\N (V 22$"320 6.8 1 a/e 52 4 TURNBUCKLES 45' AND SAFE SOIL BEARING LOAD OF 2,000 POUNDS PER SQUARE FOOT. 2ND BEDDING LIFT \ RESTRAINED JOINT 0.194S (HAUNCHING) rI _ MEGA-LUG 2. AREAS MUST BE ADJUSTED FOR OTHER PIPE SIZES,PRESSURES AND TYPE B BLOCKING L'• - SOIL CONDITIONS. INITIAL BEDDING LIFT--""'y- ,1 CIDDIP, CL.52 FOR 45'VERTICAL BENDS 9/�// " ^PEA GRAVEL OR N CONC. THRUST BLOCK SIZE PER PLAN ,•'L+/,C��/ 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A MINIMUM FOUNDATION GRAVEL. CITY APPROVED �� 3�y O) PER NFPA 24 SLOPED TO DRAIN VB A d L /UNDISTURBED BEARING SURFACE OF 6"X 6"SQUARE AGAINST THE FITTING. FO NDATREQUI.ON \ EQUAL' P� / A EARTH UNDISTURBED EXcRTH v1 y /� 4. BLOCK SHALL BEAR AGAINST FITTINGS ONLY AND SHALL BE CLEAR OF o W W 1/2 CU.YD. OF ¢ zy :: c n J 1-1/2"DRAIN ROCK / .tt�. o� w whNJ w //In I �� JOINTS TO PERMIT TAKING UP OR DISMANTLING OF JOINT. { VERTICAL AUTOMATIC DRAIN ow w mw 4 o az �3 /� 5. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL VALVE(TYCO MODEL AD-2 OR w D=a a i3 m L`w vii^ w �\ TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATION APPROVED EQUAL) n1z w 0w w 04 a 0w PRESSURE UNDER ALL CONDITIONS OF SERVICE. LYS).SE:_ in �0 pz 0w ¢y BACKFlLL MATE AL AND COMPACTfON SHAtt-BE IN CONFORMANCE'W7 ¢0 ,A :.I GN STANDA SAND/OR THE STATE OR COUNTY PERMIT REQUIREMEN 9- �-" z1 V5 o0 6. ALL BOLTS AND NUTS SHALL BE POLYWRAPPED PRIOR TO POURING a ¢ 00 CONCRETE. (AS MAY$E APPLICABLE)s TYPE B J N 4" 27 3 d APPROVED BY 6" 300 64 4 20 APPROVED BY (� APPROVED BY � / AP VED BY L - � 06/15/18 8" 125 5 7/15/2018 %•ti� �—, 7/15/2018 `'^a; ,�-y �,•� 45 216 6 1 30 / 4 L-, Im PROVIDE BOLLARDS FOR PROTECTION m MARYSVILLE CITY ENGINEER DATE. 16- 225 478 7.8 11ro 48 MARYSVLLE CITY ENGINEER DATE MARYSVILLE CITY ENGINEER DATE MA CITY`ENGINEER TE �IC €h FIRE DEPARTMENT 200 560 8.2. 11/4 4e $2o 94 13/- - VERTICAL THRUST THRUST BLOCK TRENCH o1 aTY QF` CONNECTION BLOCKING DETAIL RIGID PIPE WarySVllle CITY OF aTY'� TABLE ) 4v''Z Marysville'' D`rys Mar svllTON v�lle STANDARD PLAN 2-050-001 LLpST flENSED 06 01 16 STANDARD PLAN 2-130-001 LAST REVISED 07 15 2018 STANDARD PLAN 2-130-003 RCVIBED tOf23/O} STANDARD PLAN 5-175-002 < LAST RENSED OB 15 2016 _ _ � �V - — -- 1 — 7 CONCRETE BLOCKING W 8 BLIND FLANGE EXISTING CI OR DI J' y T„ MJ x FL TEE OR(MJ) FLEX COUPLING OR(MJ)SLEEVE 12'DISCHARGE IN E I_ DISCHARGE V E FL X MJ GATE VALVE 18"DUCTILE IRON NIPPLE CAPPED CROSS 90'BEND PORT 4"PEA Z J GRAVEL CUT-INS TO EXISTING J CUT-INS TO EXISTING C900 OR C905 PVC, A.C.OR STE PIPE REQUIRE C.I.,OR D.I.PIPE REQUIRE PLUG o o e o 2-18"D.I.NIPPLES 1-18"D.I.NIPPLE 2-ROMAC FLEX COUPLINGS B ///""" t v B COVER MIN w 0 1-(MJ)SLEEVE(LONG) CO �f/^� CUT-IN TO MAINS T �T B T. (SCR) vJ 31 CONCRETE BLOCKING CAP NOTCH FOR BLOWOFF FROM METER TO SERVICE O a 1",1-1/2",&2"REDUCED PRESSURE ASSEMBLY EXISTING CI OR DI TEE — 1'.')B LEGEND M a W a m WA.STATE DOH CO MODEL REDUCED PRESSURE PRINCIPLE ASSEMBLY W11H ISOLATION VALVES AND TEST }� ONE PIPE SIZE SMALLER ASSEMBLIEKS SBPREPARED BYSTHE WASHNGTONY OR EQUAL S STATE YDEPARTMENT MUST BENOF HEALTH WINKKII�NDG BWATER OROGR M. (n � 0) THAN DEAD ENDING PIPE 90'BEND,THREADED BRASS �// O U.S.PIPE,SMITH D.I.DUAL SMALLER SIZE PIPE UNIIXJ,THREADED BRASS Q 3 SCHEDULE 80 RIGID BRASS PIPE N COMPRESSION TAPPING SLEEVE T-28 WITH FLANGE OUTLET, .i'd: c!:' ! T., IF INSTALLED OUTDOORS: 0 U.S.PIPE HYDRA GATE # /'. HEATED AND INSULATED FIBERGLASS ENCLOSURE WITH HINGED LOCKABLE UD WHICH EXPOSES TOP AND m TAPPING VALVE#6860 OR MUELLER(MJ)TAPPING - T ®FRONT OF RPBA. SHALL BE EQUIPPED WITH A SCREENED DRAINAGE PORT AT THE BASE AND WITH(NJ)OUTLET OR SLEEVE,OR EPDXY COATED STEEL FLEXIBLE FLAPS TO PREVENT DRAFTS. Z 3 MUELLER TAPPING GATE TAPPING SLEEVE(USE STAINLESS FOR 1"ASSEMBLY: HOT-BOX MODEL#1-27"W x 13"D x 23"H MINIMUM INSIDE DIMENSIONS. w J A VALVE#H-667. STEEL FOR AC.PIPE).TESTED TO FOR 1-1/2"ASSEMBLY: HOT-BOX MODEL/1.5-33"W x 21"D x 23"H MIN.INSIDE DIMENSIONS. Q L a 100 PSI PRIOR TO TAPPING. FOR 2"ASSEMBLY: HOT-BOX MODEL/2-39"W x 13"D x 35"H MINIMUM INSIDE DIMENSIONS. AS MANUFACTURED BY NORTHEAST FLORIDA ENTERPRISES,INC. Y CROSS 45'BEND 6"WIDE X 4"HIGH CAST-IN-PLACE CONCRETE FOOTING AROUND BASE OF ENCLOSURE. W WET TAP MAINS STAINLESS STEEL ANCHOR BOLTS,SIZE AND NUMBER AS RECOMMENDED BY ENCLOSURE MANUFACTURER. Q ^ Z E 120 VOLT,SINGLE PHASE,15 AMP GROUND FAULT INTERRUPTING RECEPTACLE,U.L STANDARD 943, 1 L.L In NOTE: BLOCK DIMENSION(TYP.) N.E.M.A.3R. POWER SERVICE SHALL BE INSTALLED IN ACCORDANCE WITH THE NATIONAL ELECTRIC CODE (Y ALL CONNECTIONS TO EXISTING MAINS WILL BE MADE WITH CITY OF MARYSVILLE SEE THRUST BLOCK TABLE. AND GTY OF MARYSVILLE ORDINANCES. MOUNT RECEPTACLE AT TOP OF THE BACK WALL OF ENCLOSURE. li ` PERSONNEL PRESENT. D E NOTES: < T W '�'''1': 1. ALL PIPE AND FITTINGS SHALL BE SAME SIZE AS RPBA. ALL FITTINGS TO BE SWABBED W/CL2 SOLUTION(50 PPM) ':f," T)',T; 2.RPBA SHALL BE INSTALLED WITH TEST COCKS TOWARDS FRONT OF ENCLOSURE(FOR OUTDOOR PERMIT #:UA19-0001 Q STEEL PIPES SHALL BE RECOATED WHERE WRAPPING HAS BEEN DISTURBED. _ INSTALLATIONS). F I Y OF MARYSVILLE � , Q - 3.RPBA MAY BE INSTALLED INDOORS FOR FREEZE PROTECTION ONLY WITH PRIOR APPROVAL CITY. g SIZE ON SIZE REQUIRES MJ TAPPING TEE INDOOR INSTALLATIONS SHALL MEET CITY OF MARYSVILLE PLUMBING CODES AND BE ACCESSIBLE CONSTRUCTION DRAWING REVIEW ACKNOWLEDGEMENT H AND AVAILABLE TO CITY STAFF FOR INSPECTIONS. Q 22 1/2'BEND 11 1/4'BEND 4.RPBA SHALL BE CERTIFIED UPON INSTALLATION AND RECEIVE ANNUAL THIS PUN SHUT HAS BEEN REVIEWED AND EVALUATED FOR GENERAL.COMPLIANCE WITH THE 75 RECERTIFlCATIONS. APPLICABLE CITY OF MARYSVMLE CODES AND ORDINANCES.CONFORMANCE OF THIS DESIGN WITH M W ALL APPLICABLE LAWS AND REGULATIONS IS THE PULL AND COMPLHIH RESPONSIBH.ITY OF THE N APPROVED BY LICENSED DESIGN ENGINEER, WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET. () C/� APPROVED BY (�� APPROVED BY (�_•/J_ v+ V J M E �"�//---� O6/15/1$ `�/./ \/«N(� ACKNOWLEDGEMENT OF S THAT CONSTRUCTION DRAWING REVIEW DOES NOT IMPLY CITY APPROVAL FOR 6 7/15/2018 ��---, 6/20//6 CONSTRUE ON ACTIVITIES THAT REQUIRED OTHER COUNTY,STATE OR FEDERAL PERMIT REVIEW AND MARYSVLLE CITY ENGINEER DATE APPROVAL.THEPROPERTY OWNER AND LICENSED DESIGN ENGINEER SHALL BERESPONSIBLE FOR THE y MARYSVILLE CITY ENGINEER DATE MARYSVILLE CITY ENGINEER DATE ACQNSITION AND COMPLIANCE OF ALL APPLICABLE PERMITS OR AUTHORIZATIONS WHICH MAY NOTES: INCLUDE,BUT ARE NOT LIMITED TO,WSDFW HYDRAULIC PROJECT APPROVAL DH•AN WSDOE NOTICE OF W CUT—INS AND 1�,1 1/2'�RI RENTER PRESSURE INTENT MOT,ANY CORP OF ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE ENDANGERED U3 . 1 N SEE THRUST BLOCK TABLE FOR ALL NOTES. CONCRETE BACKFLOW PREVI?11ER ASSEMBLY SPECKS ACT, LIVE TAPS PROVIDE POLYETHYLENE SHEETING TO COVER N aTY OF 1• BOLTS AND JOINTS FOR DISMANTLING. "qTY OF ^, BLOCKING -11CIn•�<' n �Marysvllle THIR_DAY OF 201_. WASHINGTON Marysville Marysville WASHINGTON _ WASHINGTON I-' Q LAST RENSED 08 5 B `�'^^"-d '=►" 1111ow whats below. BY� JOB NO. _ STANDARD PLAN 2-070-004 �"" "�"��•^'•""� DOUGLA9 VAN GELDER,PE,ENGINEERING 58RVICES MANAGER O LAST RENEW 7 5 2018 STANDARD PLAN 2-130-002 L,gST REVISED 03 24 13 STANDARD PLAN 2-181-002 'ROM THE DATE SMWN ■/�_/� {�ej��•Q Calf re you dig. ABOVE OR MINOFN PLANS RY PUT-REAFTER SITE PLAN APPRONVAL,PER MMC 22A.M0.W0 d 180201 Y41.W.030. ►1 q R 5E } 5 1/4"MVO HYDRANT MUELLER CENTURION OR 1'-0"FROM SIDEWALK ffiw OR BACKSIDE OF DITCH 2„ F o M&H RELIANT STYLE 929) a 5"STORZ 1/4 TURN FITTING(NST ON 4 1/2"PORT) ?coz+x:9. HARRINGTON 125- 5"OR APPROVED EQUAL a 10" 12" rc BREAKER FLANGE, 4"-6"ABOVE FINISHED GRADE cn 3'DIA. a I HYDRANT EXTENSION CAST IRON 2-PIECE N Z zz O LENGTH AS REQ'D VALVE BOX. _ G PAD us �L z N N O S S S M� b o W W n TAR PAPER OR S m D PLASTIC z W F F F a � 1 1/2"WASHED W W' ffi _ ROCK a CONCRETE d a IL a s THRUST �m BLOCKING B - •a � 777 q e F �FFF 6" TOTAL PIT RUN SAND > j> > (3" ALL AROUND) '. 12"x 12"X 4" LENGTH AS REQUIRED 6MEGA LUG RESILIENT SEAT Ol W CP " PI GATE VALVE AUXILIARY �MJ X FL TEE Z N M 6"DUCTILE IRON SPOOL O Of CONCRETE BLOCK \ \\ MORE THAN ONE LENGTH OF Q\ PIPE FIELD LOCK GASKET REQUIRED (FLXMJ) c --y VARIABLE VARIABLE NOTE: PAINT HYDRANT WITH CATERPILLAR YELLOW. BAG HYDRANT UNTL SYSTEM IS OA 1 1/2"OR 2"I.P.SERVICE SADDLE W/DI DOUBLE STRAPS EQUAL TO ROMAC OR APPROVED. REMOVE ALL CHAINS&CONNECTORS FROM ALL PORTS.NO LOCKING SMITH BLAIR.(STAINLESS DOUBLE STRAP FOR AC PIPE). DEVICES ON STORZ FITTINGS. QB 1 1/2"OR 2"I.P.Tx110 BALL VALVE CORPORATION STOP. N FOR TYPE K COPPER SERVICE EQUAL TO MUELLER,FORD BALLCORP, INSTALLED®A 45'ANGLE WITH KEY FACING UP. 3'MINIMUM CLEARANCE 3' �y'�✓` 0) ©1 1/2",2"K COPPER HARD DRAWN OR COIL OR CL.200 POLY.CUT TO FIT, CONTINUOUS LENGTH. AROUND FIRE HYDRANT QD METER SETTER W/BYPASS,MUELLER,FORD,OR APPROVED EQUAL. SPACE BETWEEN ANGLE STOP AND CHECK ANGLE SHALL BE 13 1/2"FOR 1 1/2"SERVICE OR 17 1/2" I FOR 2"SERVICE. SETTER SHALL HAVE THE FOLLOWING FEATURES: 3• / U °'�"`� PADLOCK WINGS ON KEY VALVE ANGLE CHECK ON METER OUTLETS IRON PIPE CONNECTIONS ON SETTER INLET AND OUTLET 1 INSTALL CULVERT W/ 6 COMPRESSION ADAPTOR ON SETTER.INLET 4 TO 1 TAPERED ENDS 1"BY-PASS W/PADLOCK WINGS ON CURB STOP S i � QE (SIZE&TYPE EQUAL TO CARSON BCF 1730-18XL SKU#17302044 NEAREST DOWNSTREAM PC COVER WITH PC READER LID: CARSON PC1730R SKU#17304296(NON-TRAFFIC). O° CULVERT)WHEN HYDRANT V Li 20K PC COVER: CARSON PC1730 SKU #17304239(TRAFFIC) 41 0METER IS TO BE INSTALLED BY CITY. IS BEHIND DITCH. 41 ©1 1/2"OR 2"DIA 15"LONG BRASS OR ,-ry �L COPPER NIPPLE W/PVC CAP. APPROVED BY l /v 6/15/18 APPROVED BY a1 0SPACER TO BE FURNISHED BY THE CITY j ONE MAN 06/15/18 W �h AND INSTALLED BY THE CONTRACTOR MARYSVILLE CITY ENGINEER DATE ROCK MIN. MARYSVILLE CITY ENGINEER DATE SIZE METER LENGTH Im 1 1/z" a 1/a" ,� 1 1/2" AND 2" CUT �1 � HYDRANT 2" 17 1/4" ,�°' ", rw NO GASKETS TO BE INSTALLED WITH CITY OF I "" SINGLE SERVICES ''- INSTALLATION I Q SPACERS MarySV1«e CITY OF I N = � 11ASHIN'. MaCYSVI«e �"�► %• WASHINGTON ({ LAST REVISED OS 13 09 STANDARD PLAN 2 090-002 �,,. AST REVISED 06/15/18 STANDARD PLAN 2-060-Wl / w 3/4" SQUARES F o SPACED-3/4" �F 0// HT. 1/8" tC+�--- w 22 TEST WYE WITH PLUG RAISE_ i 2-O" FINISHED GRADE. o� gg W ❑p.O p 1/2"WIDE. OR SUBGRAOE Az z wi3 E LT BORDER v ❑ 0 z" o " oo'MAC >, �, •�`� GOMPAGTED.BACKFILL -.- - " CONSISTING OF CRUSHED BOLTS (ALL�?I HEAD) ROCK EXCAVATED MATERIAL -I.L -. CLEAN OUT SEEN TE5IMAY BE REQUIRED) STRUCTURE a 5/8„ it X 1 1/2" SS 12"'# i 4 3j4" OR GRAVEL BASE AS WARNING TAPE 6"=13 'REQUIRED/DIRECTED BY CITY- �c (TYP) FIBER JOINT' PLAN - a 'PACKING COMPRESSION - v� FINISHED GRADE PLUG 12 7/8' FINAL BEDDING LIPT (1/8) 45" SP C•A ECIAL PREUTONa O a 11 7/8" 1/B) 6"MIN,ABOVE 'TO PROTECT PIPE rn / BEND' CROWN OF PIPE, m 11 3 4' ^. TO TH15 LEVEL, ca > a F TEST WYE WITH PLUG N a 1 1/B" 71L 3 �� W cq o ? PVC SEWER PIPE Lim 'v1 7 3 w 1,w .25 MINIM Imo..-- W - o J Q 3 2 7/8" 4" SPRING'LINE u �i 4"0 MIN FOR RESIDENTIAL MAX.O" 3: z t AND 6"0 FOR COMMERCIAL. 2 6 2ND BEDDING LIFT-- � � a o a MIN 9«� 13 9/BP $ (HAUNCIHkIG) ,Jt c' ---t- �' �; CLEAN OU'T 22 1,/2"ELBOWS STRUCTURE W z 7 a 18° .., ," INITIAL BEDDING LIFT. tY 4"J ELEVATION 0 rn CAST IRONRING qAs 6€7YER ASUNDATION REQUIREDGRAVEI UNDISTURBED EARTH 2 ELBOWS S SHALL REQUIRED OBGREA EACH THAN 45' 1t. CONSTRUCTION IN RIGHT-OF-WRY SHALL.BE z GPIPE. PERFORMED BE A REGISTERED LICENSED �Y o SPECIFIED BY '2 " ii LENGTH GREATER THAN 100 AND FOR CONTRACTOR LL W m THE ENGINEER PLUG TO BE SEALED IN' _ t EACH 45'ACCUMULATED ELBOW/100'. 12,ALL CONSTRUCTION REQUIRES A PERMIT AND - SAME MANNER AS MAIN !!!! RIGHT-OF WAY RESTORATION SHALL MATCH PAYMENT OF FEES,COMPLETE LEGAL < W " - EWER JOINTS S OR EXCEED THE ORIGINAL CONDITION. DESCRIPTION OF PROPERTY AND DIMENSIONS. PERMIT #:UA19-0001 Q ,'. 4 BACKFILL FOR PAVED AREA SHALL 8E 11 AS-,BUILT DRAWING SHOWING LOCATION OF' 'o - • NOOTE:. 5/8"MINUS CRUSHED SURFACING TOP COURSE, SIDE SEWER IN RELAnON TO THE HOUSE In oe MwRvsvILLe J ._.,.,- .>_�� BgCKF1LL MATERIAL AND COMPACTION SHALL BE!N CONFORMANCE WITH L O a` - COMPACTED IN 12°LIFTS. IS REQUIRED AFTER INStALLATION. CLEANOUTS NOT IN ROADWAY CITY STANDARDS AND/OR THE STATE OR COUNTY PERMIT REQUIREMENTS 5 ALL PLUMBING OUTIE.TS SHALL 8E 14•MINIMUM OF 12"BETWEEN 4S DEGREE CONSTRUCTION DRAWING REVIEW ACKNOWLEDGEMENT ~ II SHALL HAVE A 3'X3'X4" GONC. {AS MAY BE APPLICABLE), CONNECTED TO THE SEWER.NO DOWNSPOUTS FITTINGS. C i THIS PLAN SHEET HAS BEEN REVIEWED AND EVALUATED POR GENERAL COMPLIANCE W1TH THE c M PAD AT GROUND LEVEL. OR STORM DRAINAGE MAY BE CONNECTED APPLICABLE CIn OP MARYSVRLLE CODES AND ORDINANCES.CONFORMANCE OF THIS DESIGN WITH w .-. --_«-�___ 1 - TO THE SEWER SYSTEM. ALL APPLICABLE LAWS AND REGULATIONS IS THE FULL AND COMPLETE RESPONS—TY OF THE '/� 6 18"MINIMUM COVERAGE OF PIPE. LICENSED DESIGN ENGINEER, WHOSE STAMP AND SIGNATURE APPEAR ON THIS SHEET. vJ M E - `- -"ls (� APP D BY' ACKNOWLEDGEMENT OF CONSTRUCTION DRAWING REVIEW DOESS NOT IMPLY CTIY APPROVAL FOR TRENCH 7 5'MINIMUM COVERAGE A7 PROPERTY LINE, «. CONSTRUCTION ACTIVITIES THAT REQuFREDOTHERCOUNTY,STATEORFRDERALPERMIT REVffiW AND 0 rr�� c p F] 6 LAY PIPE IN STRAIGHT LINE BE BENDS. APPROVAL.THE PROPERTY OWNERAND LICENSED DESIGN ENGINEER SHALL BE RESPONSIBLE FOR THE O / 'l� (FLEXIBLE PIPE) MAKE ALL CHANGES IN GRADE OR LINE WITH M y VL (XTY 0 EER ACQUISITION AND COMPLIANCE OF ALL APPLICABLE PERMMTS OR AUTHORIZATIONS WHICH MAY rn LASE REVSED 10 1 (;IIY I \ AN ELBOW OR WYE. 90'CHANGE WITH AN INCLUDE,BUT ARE NOT LIMITED TO,WSDFW HYDRAULIC PROTECT APPROVAL WAX WSDOE NOTICE OF ELB OW AND WYE, INTENT INOD,ANY CORD OF ENGINEERS FILL PERMITS AND THE REQUIREMENTS OF THE ENDANGERED 80 CLEAN OUT APP vED By ^� 1��@> TYPICAL SE�IVER Marysv SPECIES ACT. �} rr� vlASIUNGTDN. 2%MI MIN6 EWER IMUMPE GRADE,45 SIZE IN R.Q.W. hhh LAST REVSED 03/2+/15 MA CITY N EER ATE STANDARD PLAN 5-115-O01 1 .4"SEWER PIPE#dINIMUM%51 IONMPRIVATE TNIeDAYGFzol . U3 .2 N - �MfNsll�e RESIDENTAL PROPERTY 8 SEWER PIPE MIN.. h clTr A2A. tZNEER IM8 SviUe SIZE ON COMMERCIAL PROPERTIES 2%MIN � BY: GRACE, 45'MAXIMUM. .+� � RR�II/A�nRM{�Ii /belo R DOUOLASVANGELDER,PE,ENGMEERMGSERVICESMANAGbR JOB NO. O I '. D STANDARD PLAN. 5�-145.001 LAST REVSED 03 OS 05 STANDARD ELAN 5-150-001 ■��II MtR.Y.Y dI IL YN yw ,g. BA OVE OR UPONDEXPIJRATION OFF PRELIMINARY PLAT OR SITEDPLAN APPROVDOF IAL,PER MMCE2D2A.040902E ard 180201 22A 040,630. City of Arlington Community & Economic Development August 5, 2021 Dabestani Group c/o Eric Floeting 3204 Smokey Point Dr, Suite 202 Arlington, WA 98223 RE: Expiration of Land Use Binding Site Plan (PLN#586), Zoning Permit (PLN#531), and Site Civil Permit (PWD#1824) for Smokey Point Warehouse located on Parcel# 31052800203300 and 31052800203300. Dear Mr. Floeting: I am writing an official expiration for the above listed project permits per our recent email exchange on July 9, 2021. I am sorry to hear about the project currently not being able to move forward but understand the concern of rising construction costs. Binding Site Plan: Per Arlington Municipal Code Chapter 20.16.284, requests for additional information or revised plans necessary to continue processing the permit or determining consistency with the code, the applicant shall submit such information or revised plans within 60 days of the request. The last comments issued for the Binding Site Plan was on April 15, 2020, with no extension requested. Zoning Permit: Per Arlington Municipal Code Chapter 20.16.220, zoning, special use or conditional use permits shall expire automatically within two years after the issuance of the land use approval. The permit was issued on August 14, 2019, with no extension applied for, the zoning permit is set to expire on August 14, 2021. Site Civil Construction Plans: There is an 18-month expiration from the date of signature for the Site Civil Construction Plans that were signed on December 18, 2019. The Site Civil plans expired on June 18, 2021. All previously issued permits regarding this project are null and void and any further consideration of your project shall require submittal of a new application for development. If you have any questions or concerns, please feel free to contact me at 360-403-3550 or aruskoParlingtonwa.gov. Sincerely, Amy R Awo Planning Manager 18204 60 - 0 go CONSTRUCTION PERMIT APPLICATION ,y. Community&Economic Development Qty of Arlington • 18204 59th Avenue NE • Arlington,WA 98223 • Phone(360)403-3551 CIVIL(TYPE I) ❑ GRADING/PAVING/DRAINAGE(TYPE 11) O RIGHT OF WAY(TYPE 111) 71 TYPE I&II ONLY NEW DEVELOPMENT a REDEVELOPMENT Project Name: Smokey Point Warehouse Snohomish County Tax Parcel I.D.#: 310528002030 and 31052800203300 Project Address/Location: 38XX 168th St NE Arlington WA 98223 Description of Project:Site development and construction of new30,000 SF metal building OWNER Name: Smokey Point Warehouse, LLC Address: PO Box 3309 City:Arlin citon State:WA Zi :98223 Phone: 360-653-9899 Etnail:eric@dabestanigroup.com APPLICANT Name: Smokey Point Warehouse, LLC Address: PO Box 3309 city:Arlington State:WA Zj :98223 Plione:360-653-9899 Email: eric@dabestanigroup.com ENGINEER Name: TerraVista NW, LLC Address:3204 Smokey Point Dr #207 City:Arlington State:WA zip:98223 Phone:425-422-0840 Email:erics@terravistanw.com License #:36704 Expiration: 5/15/2021 CONTRACTOR Name: Coast Construction Group Address: 328 N Olympic Ave City:Arlington State:WA Zip:98223 Phone:360-474-0600 Email:trevor@coast-group.com License #:COASTCG865CG Ex iration:2/18/2020 1, hereby certify that I have read and examined this application, City of Arlington Municipal Code, Standard Plan& Specifications. Perfonuance of the proposed work shall follow all applicable laws and regulations.The owner/applicant shall assume full and complete responsibility For said work and sha➢ be responsible for die acquisition and compliance of all applicable permits and/or authorizations which may include, but not limited to,Right of Way Permit,WSDW Hydr�tlicPt�iuject p-oval(HPA),WSDOE Notice of Intent(NOI),National Pollutant Discharge Elimination System (NPDES),Army Corp.of Engineers Penu't ( urem a of the Endangered Species Act and the Forest Practices Application(FPA). Signature Q m� /Jf rl Print Name: d % eyj _D e:__ A_ XP Page 1 of REV 11/201B UL 1 � ZU1;� Complete package constitutes all items Only complete submittals will be accepted Civil-Submittal Requirements,Type I: ❑ Complete Application; ❑ Constriction Plans including cut/fill quantities; ■ 2 fill size plan sets 2 2"x 34" • PDF file of the complete plan set 2 full size set of landscape plans 2 2"x 34" ❑ Marysville Utility plans,if applicable(2 sets); ❑ Drainage Analysis including calculations and downstream analysis (2 sets)and(PDF file);refer to Stormwater Drainage Requirements; ❑ Geotechnical Report(2 sets)and(PDF file); ❑ SEPA is required if 500 or more cubic yards of cut/fill is proposed(not required if included with a Land Use Permit); ❑ Grading cut/fill quantity: ❑ Design Vehicle-demonstrate turning radius include 45'Fire truck,dual axle,256 inch wheel base; ❑ Complete Streets Checklist ❑ Drafts of easement(s)dedication(s),and/or CAPE(s)for review; i Flood Hazard Permit Application and required documentation if project is within 100 year flood plain;refer to Flood Hazard guidance documents; ❑ Construction Calculation Worksheet; ❑ NPDES Permit(if required);See Storm Water Drainage Report;New or Redevelopment Flowcharts, ❑ Assurance Device will be required prior to Permit Issuance (Bond or Assignment of Funds); ❑ Permit Fee due at time of permit submittal. Gradine/Paving/Drainaee Submittal Requirements.Type li: rJ Complete Application; `Q Construction Plans including import/export quantities; • 2 fill size plan sets 22"x 34" • PDF file of the complete plan set-Mk . Drainage Analysis including calculations and downstream analysis(2 sets)and(PDF file);refer to Stormwater Drainage Requirements; Geotechnical Report(2 sets) and(PDF file); ,®-�SEPA is required if 500 or more cubic airls of c ut/fil is propose (not required if included with a Land Use Permit); Grading cut/fill quantity:_� �A Construction Calculation Worksheet; ❑ NPDES Permit(if required);See Storm Water Drainage Report;New or Redevelopment Flowcharts, ❑ Permit fee due at time of permit submittal. Right of Way Submittal Reg uirements.Type III: ❑ Complete Application; ❑ Constniction Plans; ❑ Traffic Control Plan; ❑ Road Closure Request; ❑ Temporary Erosion&Sediment Control(TESC)Plan; ❑ Certificate of Insurance with the City of Arlington named as Additional Insured; ❑ Assurance Device will be required prior to Permit Issuance(Bond or Assignment of Funds); ❑ Engineers Estimated Cost of Construction; ❑ Permit fee due at time of permit issuance. Page 2 of 2 Fl-eliminc3ry Stormwater Management Report January 22, 2019 Smokey Point Warehouse Prepared for: Trevor Gaskin Coast Construction Group 328 N Olympic Ave Arlington,WA 98223 (360) 474-0600 Prepared by: \� j S WA ti tiO� A tiQ A • �O 367 4 F6?SER�c. ff T��NAL 1i22i2o19 Terra Vista NIX/ << c Consulting Engineers 3204 Smokey Point Dr., Suite 207 www.TerraVistaNW.com Arlington,WA 98223 (425)422-0840 Terra Vista NW,LLc Stormwater Management Report Table of Contents Stormwater Management Report........................................................................................................................ 1 ProjectOverview............................................................................................................................................2 SiteLocation...............................................................................................................................................2 CodeCompliance .......................................................................................................................................2 ExecutiveSummary........................................................................................................................................ 3 Pervious/Impervious Areas ............................................................................................................................ 3 Onsite Pervious/Impervious Area.............................................................................................................4 Soils................................................................................................................................................................ 3 Minimum Stormwater Management Requirements........................................................................................4 Overview of Minimum Requirements........................................................................................................ 5 1-Preparation of Stormwater Site Plans ..................................................................................................... 6 2-Construction Stormwater Pollution Prevention Plan(SWPPP).............................................................. 6 3-Source Control of Pollution..................................................................................................................... 6 4-Preservation of Natural Drainage Systems and Outfalls......................................................................... 6 5-Onsite Stormwater Management............................................................................................................. 7 6-Runoff Treatment.................................................................................................................................... 9 7-Flow Control........................................................................................................................................... 9 8-Wetland Protection.................................................................................................................................. 9 9-Operation and Maintenance .................................................................................................................... 9 Appendix A—Stormwater Pollution Prevention Plan Appendix B—Soils Report Appendix C—Operation and Maintenance Appendix D—Roof Infiltration Trench Drainage Calculations Appendix E—West Side Bioswale Drainage Calculations Appendix F North End Bioswale Drainage Calculations Appendix G—38th Ave Bioswale Drainage Calculations *Note:Appendices are not included in this preliminary drainage report, but will be included in the final drainage report. (180102)Smokey Point Warehouse Page 1 January 22,2019 �-Terra Vista ivW,LLc Storm water Management Report Project Overview Site Location The project is located on 1681h St NE, east of Smokey Point Blvd in Arlington,Washington (Parcels#31052800203400, 31052800203300) x 7V b k 114TH pi ? E Q © a •113RU pt-NE ,� Police Cascade Substation on Health nllonce a —SR-531 w z _1•71sT I Q E —iio�INpI NE I6l1I H-rl-hf 16EIHir•NE ser�ys� QD 1 � 165Tk-pi•N>t r• m W- 1 > a4 165iN � E Code Compliance The project will comply with: • [WSDOT] STANDARD SPECIFICATIONS for ROAD, BRIDGE and MUNICIPAL CONSTRUCTION,WSDOT,2018 Edition with amendments • [ADCS] Arlington Design and Construction Standards, dated July 2008 • [AMC] Arlington Municipal Code • [SWMMWW] 2012/14 Stormwater Management Manual for Western Washington (180102)Smokey Point Warehouse Page 2 January 22,2019 �-Terra Vista ivW,LLc Storm water Management Report Executive Summary The proposed project will be a single industrial building with a loading dock and associated parking, constructed on a 1.9-acre site. The site will also include a two lane public roadway. Stormwater mitigation for the parking areas and the public roadway will utilize biofiltration facilities. Stormwater mitigation for the new building will utilize an infiltration trench. The proposed loading dock is within the roof line of the building, and stormwater will be routed through an oil/water separator and then to the public sewer system managed by the City of Marysville. The parcel to the north will be developed by the Affinity Group, including a new 3/4 roadway designated 169th Street. The Smokey Point Warehouse project is required to construct a 5' sidewalk along the northern property line, as well as the drainage facility to treat stormwater from the sidewalk. Stormwater mitigation for the sidewalk along 169th St will utilize an infiltration trench with an underlying sand layer for treatment. Existing Conditions The site is undeveloped and consists of grassy pasture. The site is bordered by commercial buildings along the western property line,undeveloped land to the north, an existing parking lot to the east, and 168th Street to the south. Soils Geologic information for the project site was obtained from the geologic map entitled, Geologic map of the Arlington West 7.5-minute quadrangle, Snohomish County,Washington(Minard, 1985), published by the US. Geological Survey. According to Minard,the subject property is underlain by Marysville Sand Member Recessional Outwash(em) from the Fraser glaciation. For the purposes of this geotechnical report,this soil unit is referred to as `Marysville sand'. This soil unit is generally comprised of well-drained, stratified to massive outwash sand, some gravel, and some areas of silt and clay. The soils encountered in our subsurface explorations are generally consistent with the published geological information and our experience on projects in the nearby vicinity. All six test pits encountered generally consistent subsurface profiles consisting of approximately 0.5 to 1.5 feet of brown, sandy topsoil directly underlying surface grass. Underlying the near- surface topsoil was a native,weathered, medium-dense, orange to brown, slightly silty sand. This weathered horizon was ranged from 0.5 to 1 foot in thickness. Below the weathered soils was medium-dense to dense, grey,poorly graded sand. Geotest interprets the sand to be representative of a local or regional deposit of alluvium known as `Marysville sand'. At approximately 5 to 6 feet BGS, the sand became gravelly. The gravelly sand was encountered to the maximum explored depth of the test pits. Initial subsurface investigations on September 27,2018 indicated that groundwater elevations on the subject property were located between 5.5 and 7.0 feet BGS. Geotest recommends that a preliminary design infiltration rate of 6.0 inches per hour be appropriate for the design of the proposed stormwater facility with the bottom of the facility located 2.0 feet BGS or higher. Based on the results listed in Table 2,the near surface topsoil generally appears suitable for on- site pollutant treatment purposes based on the 2012 Stormwater Management Manual for Western Washington(amended December 2014). However,the underlying weathered and unweathered (180102)Smokey Point Warehouse Page 3 January 22,2019 Terra Vista ivW,LLc Stormwater Management Report Marysville sand soils are not suitable for on-site pollutant treatment purposes due to their low Cation Exchange Capacity. The report prepared by Geotest includes foundation drainage recommendations,which the firm does in all their reports regardless of the circumstances. The report does state that the Owner has the option to eliminate the foundation drains,which the Owner has elected to do. Refer to soils report in Appendix B for additional information. Proposed Conditions The proposed project will be a single industrial building with a loading dock and associated parking, constructed on a 1.9-acre site. The site will also include a two lane public roadway. Stormwater mitigation for the parking areas and the public roadway will utilize biofiltration facilities. Stormwater mitigation for the new building will utilize an infiltration trench. The proposed loading dock is within the roof line of the building, and stormwater will be routed through an oil/water separator and then to the public sewer system managed by the City of Marysville. The parcel to the north will be developed by the Affinity Group, including a new 3/4 roadway designated 169th Street. The Smokey Point Warehouse project is required to construct a 5' sidewalk along the northern property line, as well as the drainage facility to treat stormwater from the sidewalk. Stormwater mitigation for the sidewalk along 169th St will utilize an infiltration trench with an underlying sand layer for treatment. Pervious/Impervious Areas Refer to Figure I for a graphical depiction of tributary areas. For use in determining stormwater mitigation fees the following areas represent the true pervious/impervious area for the entire site. Onsite Pervious / Impervious Area Total impervious surface...................................................................................1.37 ac Total pervious surface...................................................................................... 0.53 ac TOTAL ONSITE AREA... ...............................................................................1.90 ac (180102)Smokey Point Warehouse Page 4 January 22,2019 �-Terra Vista NIX/,LLc Storm water Management Report Minimum Stormwater Management Requirements Overview of Minimum Requirements Minimum requirements 1-9 shall apply to the project. Does the project result in 2,000 square feet,or more, of new plus replaced hard surface area? OR Do and disturbing activity total 7,000 square feet or greater? Yes lNo Minimum Requir 1 through#5 apply to the new and replaced hard Minimum Requirement#2 applies. surfaces and the land disturbed. Next Question Does the project add 5,000 square feet or more of new hard surfaces? OR Convert Y'a acres or more of vegetation to lawn or landscaped areas? OR Convert 2.5 acres or more of native vegetation to pasture? Yes No All Minimum Requirements apply Next Question Is this a road to the new hard surfaces and the related project? No converted vegetation areas. Yes Does the project add 5,000 square feet or more of new hard surfaces? Yes NO Is the total of new plus replaced hard surfaces Do the new hard 5,000 square feet or more, surfaces add 50%or AND more to the exis5 NO No additional No does the value of the requirements. Proposed improvements hard surfaces within -including interior improvements-exceed the project limits? 50%of the assessed value(or replacement value)of the existing site improvements? Yes All Minimum Requirements apply to the new and replaced hard surfaces and converted vegetation areas. UVes Figure 1-2.4.2 im Flog,/ Chart for Determining Requirements for Redevelopment DEPARTMENT OF Revised June2015 ECOLOGYmeas.e we h JAaww.ecy.wa_gov/copynght.h5n!for copyngh-notice including permissions. State of Washirgton limitation of liability,and disclaimer. (180102)Smokey Point Warehouse Page 5 January 22,2019 �-Terra Vista ivW,LLc Storm water Management Report 1-Preparation of Stormwater Site Plans Stormwater site plans were prepared in accordance with Volume I, Chapter 3 of the SWMMWW. 2-Construction Stormwater Pollution Prevention Plan (SWPPPI A SWPPP narrative has been prepared and is included in Appendix A and on the plan set. The erosion potential for the site is very low to non-existent. The onsite soils are highly infiltratable so no runoff during construction is anticipated. 3-Source Control of Pollution The project will not pose any source of pollution for the site. The site is not considered a high use site. The SWPPP provided will address the source control of pollution during the construction phase. 4-Preservation of Natural Drainage Systems and Outfalls Existing regional drainage infiltrates into the soils. Proposed drainage system will also infiltrate, therefore,preservation of natural drainage systems and outfall is being met. (180102)Smokey Point Warehouse Page 6 January 22,2019 �-Terra Vista ivur,LLc Storm water Management Report 5-Onsite Stormwater Management Does the project discharge to Flan Control Exempt Wafers(per Minimum Regtarernert(MR)tim7)? Yes REQUIRED: Implement the following BMPs D where feasible: • BMP T5.13:Post-Construction Sal Quality IF No(the and Depth Does the project project • BMP T5.10A.B,or C:Downspout Full trigger only MRs#1- triggered Infiltration,Downspout Dispersion f6?(Per Figure 3.2 or only MR#2} Systems,or Perforated Stub-out Figure 3.3 in Appendix No additional Connections 1 of the 2013-2018 requirements • BMP T5.11 or T5.12:Concentrated Flow WWA Phase II Permit Dispersion or Sheet Flow Dispersion &Phase I Pemrt� NOT REQUIRED:Achievement of the LID No( proles triggered Performance Standard-Applying the other Yes... MRs#1-#g) BMPs in List#1 or List#2. f Is the project inside the UGA? Did the project devebper choose to meet NO LID Performance Standard? Yes Is the project on a parcel No of 5 acres or larger? REQUIRED:For each JDidrofs��per Nosurface.consider the to meet the LIDBMPs in the order ance��rd' REQUIRED:Meet the LID listed in List#1 for that Performance Standard through type of surface.Use Yet the use of�BMP(s)n the the first BMP that is 2014 SWMMWW except for considered feasble. NO Rain Gardens(the use of Bioretention is acceptable). NOT REQUIRED: Achievemerd of the LIO 11F If the project can't meet the Performance Standard REQUIRED-For each LID Performance Standard,it surface,consider the BMPs must seek and be granted an EQUIRED:Meet the LID Performance in the order listed in List#2 exceptionfvariance_ -indard through the use off BMP(s)in for that type of surface-Use 2014 SWAMufWW except for Rain Gardens the first BMP that is REQUIRED:Apply BMP T5.13 re use of biomterrtion is acceptable). considered feasible. Post-Construction Sal Quality and Depth. REQUIRED for Projects Tripoennp MR#1-B': NOT REQUIRED Appty BMP T5.13 Post Constriction Soil Achievement of the LID NOT REQUIRED:Applying the Quaky and Dept Performance Standard. BMPs in List#1 or List#2 NOT REQUIRED:Applying the BMPs in List #1 or List#2. 'Recommended by Ecology for projects triggering MRs#1 -05. Figure 1-2.5.1 im Flovv Chart for Determining LID MR #5 Requirements DEPARTMENT OF Revised June 2015 ECOLOGY /�lAv*w_ecy.wa gavl6opyrighthtmi for copyngh*.noticeincluding permissions, State of WashingtonF�-f lability,and disclaimer. A Drainage Summary Sheet(will be included with final report) and Figure 1 are enclosed detailing the parameters of each drainage system. The following tables summarize the type and size of each facility. All drainage systems are designed to infiltration 100% of the stormwater therefore meeting and (180102)Smokey Point Warehouse Page 7 January 22,2019 Terra Vista ivW,LLc Stormwater Management Report exceeding the LID stormwater requirements including other minimum requirements. The Purple area is primarily landscape and will infiltrate without the use of further mitigation. Biofiltration Facilities Basin Bottom Width Side Slopes Storage Depth Freeboard Length Cyan 3 ft 3:1 0.5 ft 0.5 ft TBD ft Green 4 ft 3:1 0.5 ft 0.5 ft TBD ft Purple NA NA NA NA NA Yellow 5 ft 3:1 0.5 ft 0.5 ft TBD ft Orange Infiltration Trench Facilities Basin Width Depth Length Treatment Red TBD ft TBD ft TBD ft No Pink TBD ft TBD ft TBD ft No Blue TBD ft TBD ft TBD ft Yes Detailed drainage calculations for onsite and offsite facilities are provided in the appendices. SSC-4 of the SWMMWW requires that infiltration facilities that are utilized for treatment purposes must document that the water quality design storm volume (indicated by WWHM or MGS Flood, or runoff from a 6-month, 24-hour rain event) can infiltrate through the infiltration basin surface within 48 hours. The biolfiltration facilities are designed to infiltrate 100% of the stormwater with a depth of 6" in the bioswale. The design infiltration rate of the BSM is 3 in/hr(12 in/hr initial rate reduced by a safety factor of 4). With a depth of 6" and a design infiltration rate of 3 in/hr,the drawdown time for all required design storms is 2 hours,which is well short of the 48 hour requirement. Additionally, a 6" storage depth is a very minor depth and will most certainly drain within 48 hours given the high infiltration rate of the soils. Upstream Anal The surrounding area has flat topography with high infiltration soils. No stormwater from offsite areas are anticipated to flow onto the project site. Downstream Analysis The proposed storm drain mitigation for the project site will infiltrate 100%of the stormwater. Therefore,no impacts to the downstream system are anticipated. Stormwater mitigation for the frontage improvements along 169th Street will also infiltrate 100% of the strormwater,therefore no impacts to other drainage systems in the area are anticipated. In the event that onsite drainage systems are overwhelmed by excessive rainfall, the stormwater will continue to stay onsite due to the topography of the site. Stormwater will not leave the site nor back up in to the building. If the stormwater system in 169th St overtops, stormwater will flow east and west to the stormwater systems designed by the Affinity team. (180102)Smokey Point Warehouse Page 8 January 22,2019 �-Terra Vista ivW,LLc Storm water Management Report BMP T5.13: Post-Construction Soil Quality and Depth BMP T5.13 is required as part of Minimum Requirement#5, and soil amendments are described on Sheet L-1 of the plan set. Although the Contractor has the option of stockpiling existing topsoil material, the geotechnical report identifies that there is minimal existing topsoil onsite and import would be necessary. It is anticipated that the Contractor will import topsoil material to meet the requirements of BMP T5.13. 6-Runoff Treatment The site will meet the basic level of treatment, as the project does not meet the thresholds for enhanced treatment,phosphorous removal, or oil treatment as described in Section V-3 of the SWMMWW. Pollutant generating impervious areas (PGIS)will drain to a series of bioswales(BMP T9.10)around the perimeter of the site. The bioswales will utilize an 18-in layer of bioretention soil media(BSM)for the treatment layer to meet the standards of this minimum requirement. The treatment system for the infiltration trench in 169th St will utilize the existing soils, as per the Affinity drainage report the onsite soils meet the criteria of SSC-6. 7-Flow Control This is being met with 100% infiltration of the Stormwater onsite. 8-Wetland Protection No wetlands are present on the site or within the adjacent downstream area. 9-Operation and Maintenance Operation and maintenance procedures are included in Appendix A. (180102)Smokey Point Warehouse Page 9 January 22,2019 — moo te� xL ° — o o ° —o ° - TTFFUT� 77-11\ s \ oz I � \ I \ v i i I � \ \ \ \ \ \ \ \ \ \ \ \ I\lN1C \ \ \ \ \ \ \ \ \ MA \ \ \ \ \ MNl\I 1Z P Y as as ■ \ 1 oo+zz v II Figure 1 - Tributary Area 741 Marine Drive PHONE Bellingham,WA 98225 360 733_7318 009 TOLL FR FAX OeoTG 5T Arlrington,WAenue 982 3E 888251E5276 3 0733_7418 November 8, 2018 Project No. 18-0714 Dabestani Group PO Box 3309 Arlington, WA 98223 Attn.: Mr. Al Dabestani Re: Geotechnical Engineering Report Proposed Industrial Building Vacant Lot East of 3707 168th Place NE Arlington, WA 98223 Dear Mr. Dabestani: As requested, GeoTest Services, Inc. (GTS) is pleased to submit this report summarizing the results of our geotechnical evaluation for the proposed industrial building to be constructed at the above referenced address in Arlington, Washington (see Vicinity Map, Figure 1). This report has been prepared in general accordance with the terms and conditions established in our services agreement, dated September 11, 2018, and authorized by Mr. Al Dabestani. PURPOSE AND SCOPE OF SERVICES The purpose of this investigation is to evaluate general subsurface conditions beneath the site from which conclusions and recommendations pertaining to project design can be formulated. Specifically, our scope of services includes the following tasks: • Explore soil and groundwater conditions underlying the site by advancing a total of 6 exploration test pits with a tracked excavator to evaluate subsurface conditions. • Perform laboratory testing on representative samples in order to classify and evaluate the engineering characteristics of the soils encountered. In addition, estimate long-term infiltration rates and determine stormwater treatment potential. • Provide a written report containing a description of subsurface conditions, exploration logs, and our findings and recommendations pertaining to site preparation and earthwork. This report also contains information about fill and compaction, wet weather earthwork, seismic design, foundation recommendations, concrete slab-on-grade construction, foundation and site drainage, utilities, temporary and permanent slopes, pavement sections for driveway and parking areas, and construction monitoring. PROJECT DESCRIPTION GTS understands that the Owner (Dabestani Group) plans to construct a one-story industrial/light manufacturing facility at the above referenced address. GTS was provided with a preliminary civil drawing of the proposed development. Insight Engineering Company prepared this plan, which was dated May 28, 2015. To our knowledge, this is the most current drawing Received Page 1 of 20 JUL 10 2019••II PW D 112.`1 GeoTest Services, Inc. November 8,2018 Vacant Lot East of 3707 168'h Place NE,Arlington,WA Project No. 18-0714 that has been prepared for this project. Based on this drawing and discussions with Mr. Trevor Gaskin of Coast Construction Group, GTS understands that a one-story industrial/light manufacturing building will be constructed on the subject property. The proposed building will have an approximate footprint of 31,000 square feet. Although preliminary drawings of the building were not developed at the time that this report was written, GTS expects that the proposed building will be steel framed and utilize shallow conventional foundations and slabs- on-grade. Asphalt parking and driveways will be provided along the perimeter of the subject property. Stormwater infiltration facilities are also proposed for this project if feasible. The type and configuration of proposed facilities was not determined at the time that this report was written. SITE CONDITIONS This section includes a description of the general surface and subsurface conditions observed at the project site during the time of our field investigation. Interpretations of the site conditions are based on the results and review of available information, site reconnaissance, subsurface explorations, laboratory testing, and previous experience in the project vicinity. Surface Conditions The rectangular-shaped, vacant, approximately 1.42-acre subject property is located directly east of 3707 168th Street NE in the Smokey Point area of Arlington, Washington. The property is generally level and covered with tall grass. The property occupies approximately 200 feet of frontage along the north side of 168th Street NE and measures approximately 320 feet north- south. A review of historical aerial imagery on Google Earth from 1990 to present day appears to suggest that the subject property has generally remained unchanged, apart from a brief period from approximately 2005 to 2011 where the northeast corner of the subject property served as a gravel parking area. No surface water was observed on the subject property at the time of our visit. The site is bordered to the east and west by commercial businesses, to the north by a vacant lot, and to the south by 168th Place NE. Page 2 of 20 GeoTest Services, Inc. November 8, 2018 Vacant Lot East of 3707 1681h Place NE, Arlington,WA Project No. 18-0714 -z r � _ oom :c. Photo 1 —Subject Property,facing north. Photo taken on September 27, 2018. Subsurface Soil Conditions Subsurface conditions were explored by advancing 6 exploratory test pits (TP-1 through TP-6) on September 27, 2018. The test pit explorations were advanced to depths ranging from 6 to 8 feet below ground surface (BGS) using a tracked excavator. The approximate locations of these explorations have been plotted on the Site and Exploration Plan(Figure 2). All six test pits encountered generally consistent subsurface profiles consisting of approximately 0.5 to 1.5 feet of brown, sandy topsoil directly underlying surface grass. Underlying the near- surface topsoil was a native, weathered, medium-dense, orange to brown, slightly silty sand. This weathered horizon was ranged from 0.5 to 1 foot in thickness. Below the weathered soils was medium-dense to dense, grey, poorly graded sand. GTS interprets the sand to be representative of a local or regional deposit of alluvium known as `Marysville sand'. At approximately 5 to 6 feet BGS, the sand became gravelly. The gravelly sand was encountered to the maximum explored depth of the test pits. The sidewalls of all test pits began caving at approximately 4 feet BGS. This caving became increasingly severe with depth, ultimately terminating each exploration at their final depths. The Test Pit logs are included int his report as Figures 5 through 7. Page 3 of 20 GeoTest Services, Inc. November 8, 2018 Vacant Lot East of 3707 168'h Place NE,Arlington,WA Project No. 18-0714 J?La P n� :7 n N d N .r r+' N We 1� W S •tom Photo 2—Typical subsurface profile as seen in test pit TP-2. Profile generally consisted of brown,organic topsoil over reddish brown Marysville sand, over unweathered Marysville sand. Photo taken on September 27,2018. General Geologic Conditions Geologic information for the project site was obtained from the geologic map entitled, Geologic map of the Arlington West 7.5-minute quadrangle, Snohomish County, Washington (Minard, 1985), published by the U.S. Geological Survey. According to Minard, the subject property is underlain by Marysville Sand Member Recessional Outwash (Qvrm) from the Fraser glaciation. For the purposes of this geotechnical report, this soil unit is referred to as `Marysville sand'. This soil unit is generally comprised of well-drained, stratified to massive outwash sand, some gravel, and some areas of silt and clay. The soils encountered in our subsurface explorations are generally consistent with the published geological information and our experience on projects in the nearby vicinity. Page 4 of 20 GeoTest Services, Inc. November 8, 2018 Vacant Lot East of 3707 1681h Place NE,Arlington,WA Project No. 18-0714 Groundwater At the time of exploration of September 27, 2018, rapid groundwater seepage was encountered in all of our explorations at depths ranging from 5.5 feet to 7 feet BGS. A review of available well log information obtained from the Department of Ecology's Well Log Viewer appears to suggest that seasonal high groundwater levels may be on the order of 3 to 5 feet BGS. These levels are generally consistent with projects that GTS has worked on the vicinity of the subject property. The groundwater conditions reported herein are for the specific locations and dates indicated, and therefore may not be indicative of other locaitons and/or times. Groundwater levels are variable and can fluctuate depending on local subsurface conditions, season, precipitation, changes in land use both on and off-site, and other factors. Liquefaction Assessment Based on information obtained from the Washington Geologic Information Portal published by the Washington State Department of Natural Resources, the subject site is rated as having a low to moderate liquefaction susceptibility. However, this map only provides an estimate of the likelihood that soil will liquefy as a result of earthquake shaking and is meant as a general guide to delineate areas prone to liquefaction. Our subsurface explorations encountered medium- dense, sandy soil with a low fines conent. In addition, as discussed previously, historic records of groundwater levels from nearby wells suggest that static groundwater in the vicinity of the subject property appears to be at least 3 to 5 feet BGS. Based on the presence of medium- dense sand, it is GTS's opinion that the potential for liquefactrion underlying the subject property is low. Thus, it is also GTS's opinion that no additional mitigations are required for the proposed development. CONCLUSIONS AND RECOMMENDATIONS It is GTS's opinion that subsurface conditions at the site are suitable for the construction of the proposed building provided that the recommendations contained within this report are incorporated into the project design. The test pits generally exhibited similar subsurface conditions. Native, medium-dense, sand (Marysville sand) was located within approximately 1.5 to 2 feet of existing grade. GTS recommends that the topsoil and near-surface loose fill soils (if encountered) be removed from the building footprint down to the native, medium-dense, gravelly sand. Once competent native soils have been exposed, GTS recommends that the subgrade surface be compacted to a firm and unyielding condition with a smooth-drum roller or other appropriate piece of construction equipment. The foundations can bear directly on the prepared native subgrade or on compacted structural fill placed atop these soils. Further recommendations regarding the placement and compaction of structural fill can be found in the Fill and Compaction section of this report. The stormwater infiltration potential for site soils appears to be favorable for shallow systems. However, maintaining appropriate separation between the base of stormwater systems and groundwater may present challenges. Separations can typically be reduced with a groundwater mounding analysis. In addition, site soils will need to be amended to provide pollutant treatment capacity. Alternative stormwater management systems incorporating aspects of Low Impact Developmment (LID) or traditional detention systems may be most feasible at the project site. GTS has presented a limited groundwater moundino a awsis_ in the Groundwater Mounding Analysis section of this report. Page 5 of 20 GeoTest Services, Inc. November 8, 2018 Vacant Lot East of 3707 1681h Place NE,Arlington,WA Project No. 18-0714 Site Preparation and Earthwork The portions of the site to be occupied by proposed foundations and floor slabs should be prepared by removing any existing topsoil, deleterious material and significant accumulations of organics from the area to be developed. Based on the test pit logs, it appears that approximately 12 inches of stripping will be required to completely remove the near-surface topsoil. Prior to the placement of any foundation elements or structural fill, the exposed subgrade under all areas to be occupied by soil-supported floor slabs and spread or continuous foundations should be recompacted to a firm and unyielding condition and proof rolled with a loaded dump truck, large self-propelled vibrating roller, or similar piece of equipment applicable to the size of the excavation. The purpose of this effort is to identify possible loose or soft soil deposits and, if feasible, recompact the soil disturbed during site excavation activities. Proof rolling should be carefully observed by qualified geotechnical personnel. Areas exhibiting significant deflection, pumping, or oversaturation that cannot be readily compacted should be overexcavated to firm soil. Overexcavated areas should be backfilled with compacted granular material placed in accordance with subsequent recommendations for structural fill. During periods of wet weather, proof rolling could damage the exposed subgrade. Under wet conditions, qualified geotechnical personnel should observe the subgrade to determine if proof rolling is feasible. Fill and Compaction Structural fill used to obtain final elevations for footings and soil-supported floor slabs, must be properly placed and compacted. Suitable, non-organic, predominantly granular soil may be used for fill material provided the material is properly moisture conditioned prior to placement and compaction, and the specified degree of compaction is obtained. Material containing topsoil, wood, trash, organic material, or construction debris is unsuitable for reuse as structural fill and should be properly disposed of off site or placed in nonstructural areas. Soils containing more than approximately 5 percent fines are considered moisture sensitive, and are difficult to compact to a firm and unyielding condition when over the optimum moisture content by more than approximately 2 percent. The optimum moisture content is that which allows the greatest dry density to be achieved at a given level of compactive effort. Reuse of On-Site Soil Underlying the topsoil, the native site soils in the upper 1 to 2 feet of the explorations have somewhat variable, but slightly elevated, `fines' contents (percent passing the U.S. No. 200 sieve). The native, sand (Marysville sand) found below the near-surface topsoil and/or fill contained low to very low fines contents. It is GTS's opinion that the near-surface native mineral soils underlying the topsoil are suitable for reuse as structural fill when placed at or near optimum moisture contents as determined by ASTM D1557 and if allowed for in the project plans and specifications. Materials with elevated levels of organics cannot be reused as structural fill and should be segregated from mineral soils. The contractor and owner should be prepared to manage over optimum moisture content soils. Moisture content of the site soils may be difficult to control during periods of wet weather. Page 6 of 20 GeoTest Services, Inc. November 8,2018 Vacant Lot East of 3707 1681h Place NE,Arlington,WA Project No. 18-0714 Imported Structural Fill GTS recommends that imported structural fill consist of clean, well-graded sandy gravel, gravelly sand, or other approved naturally occurring granular material (pit run) or a well-graded crushed rock. We recommend structural fill for dry weather construction meet Washington State Department of Transportation (WSDOT) Standard Specification 9-03.14(2) for "Select Borrow" with the added requirement that 100 percent pass a 4-inch-square sieve. Soil containing more than about 5 percent fines (that portion passing the U.S. No. 200 sieve) cannot consistently be compacted to a dense, non-yielding condition when the water content is greater than optimum. Accordingly, GTS recommends that imported structural fill for wet weather construction meet WSDOT Standard Specification 9-03.14(1) for "Gravel Borrow" with the added requirement that no more that 5 percent pass the U.S. No. 200 sieve. Due to wet weather or wet site conditions, soil moisture contents could be high enough that it may be very difficult to compact even `clean' imported select granular fill to a firm and unyielding condition. Soils with over-optimum moisture contents should be scarified and dried back to more suitable moisture contents during periods of dry weather or removed and replaced with fill soils at a more suitable range of moisture contents. Backfill and Compaction Structural fill should be placed in horizontal lifts 8 to 10 inches in loose thickness and be thoroughly compacted. All structural fill placed under load bearing areas should be compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D1557. The top of the compacted structural fill should extend outside all foundations and other structural improvements a minimum distance equal to the thickness of the fill placed beneath the footing. GTS recommends that compaction be tested periodically during placement of structural fill. Wet Weather Earthwork If construction is accomplished during wet weather, GTS recommends that structural fill consist of imported, clean, well-graded sand or sand and gravel. If fill is to be placed or earthwork is to be performed under wet conditions, the contractor may reduce soil disturbance by: • Limiting the size of areas that are stripped of topsoil and left exposed • Accomplishing earthwork in small sections • Limiting construction traffic over unprotected soil • Sloping excavated surfaces to promote runoff • Limiting the size and type of construction equipment used • Providing gravel `working mats' over areas of prepared subgrade • Removing wet surficial soil prior to commencing fill placement each day • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber- tired roller at the end of each working day • Providing up-gradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades. Page 7 of 20 GeoTest Services, Inc. November 8, 2018 Vacant Lot East of 3707 168th Place NE,Arlington,WA Project No. 18-0714 Seismic Design Considerations The Pacific Northwest is seismically active and the site could be subject to ground shaking from a moderate to major earthquake. Consequently, moderate levels of shaking should be anticipated during the design life of the project, and the proposed structure should be designed to resist earthquake loading using appropriate design methodology. For structures designed using the seismic design provisions of the 2015 International Building Code, the native soil underlying the site within the upper 100 feet are classified as Site Class D, according to 2010 ASCE -7 Standard —Table 20.3-1, Site Class Definitions. The corresponding values for calculating a design response spectrum for the assumed soil profile type is considered appropriate for the site. Please reference the following values for seismic structural design purposes: Conterminous 48 States— 2015 International Building Code Zip Code 98223 Central Latitude = 48.14859, Central Longitude = -122.1804 Short Period (0.2 sec) Spectral Acceleration Maximum Considered Earthquake (MCE) Value of SS= 1.088 (g) Site Response Coefficient, Fa= 1.065 (Site Class D) Adjusted spectral response acceleration for Site Class D, SMs = SS x Fa = 1.159 (g) Design spectral response acceleration for Site Class D, Sos = 2/3 x SMs= 0.772 (g) One Second Period (1 sec) Spectral Acceleration Maximum Considered Earthquake (MCE) Value of S, = 0.424 (g) Site Response Coefficient, F,= 1.576 (Site Class D) Adjusted spectral response acceleration for Site Class D, Smi = S1 x F, = 0.669 (g) Design spectral response acceleration for Site Class D, Sol = 2/3 x SM, = 0.446 (g) Foundation Support Foundation support for the proposed improvements may be provided by continuous and individual spread footings founded directly on native, medium-dense sand (Marysville sand) soils, or on compacted, structural fill placed over competent, native soils. GTS recommends that qualified geotechnical personnel confirm that suitable bearing conditions have been reached prior to placement of structural fill or foundation formwork. To provide proper support, GTS recommends that existing topsoil (if present) and existing fill be removed from beneath the building foundation areas down to the native soils. The surface should be compacted to a firm and unyielding condition with a smooth-drum roller, hoe-pack, or a similar piece of construction equipment. Once suitable bearing conditions have been confirmed, then foundations can bear directly on native soils, or the footprints constructed with property compacted structural fill. Continuous and isolated spread footings should be founded a minimum of 18 inches below the lowest adjacent final grade for freeze/thaw protection. The footings should be sized in accordance with the structural engineer's prescribed design criteria and seismic considerations. Page 8 of 20 GeoTest Services, Inc. November 8,2018 Vacant Lot East of 3707 168'h Place NE,Arlington,WA Project No. 18-0714 Allowable Bearing Capacity Assuming the above foundation support criteria are satisfied, continuous and individual spread footings founded directly on compacted, medium-dense, native sand (Marysville sand), or on compacted structural fill placed atop these compacted, native soils, may be proportioned using a net allowable soil bearing pressure of 2,000 pounds per square foot (psf). The "net allowable bearing pressure" refers to the pressure that can be imposed on the soil at foundation level resulting from the total of all dead plus live loads, exclusive of the weight of the footing or any backfill placed above the footing. The net allowable bearing pressure may be increased by one-third for transient wind or seismic loads. Foundation Settlement Settlement of shallow foundations depends on foundation size and bearing pressure, as well as the strength and compressibility characteristics of the underlying soil. Assuming construction is accomplished as previously recommended and for the maximum allowable soil bearing pressure recommended above, GTS estimates the total settlement of building foundations to be less than about one inch and differential settlement between two adjacent load-bearing components supported on competent soil to be less than about one half the total settlement. Floor Support Conventional slab-on-grade floor construction appears to be feasible for the planned site improvements. Floor slabs may be supported on properly placed and compacted structural fill placed over properly prepared native soil. Prior to placement of any new structural fill for slab subgrade preparation, the native soil subgrade should be proof-rolled as recommended in the Site Preparation and Earthwork section of this report and approved for continued construction. GTS recommends that interior concrete slab-on-grade floors be underlain by a minimum 6 inch layer of compacted, clean, free-draining gravel with less than 5 percent passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The purpose of this layer is to provide uniform support for the slab, provide a capillary break, and act as a drainage layer. There is not a formal specification for capillary break material, but WSDOT Standard Specification 9-03.9[3] Crushed Surfacing Top Course (CSTC) or 9-03.10 Gravel Base with an added requirement that 100 percent must pass the 3/4 inch sieve screen meet the general intent for a capillary break material. To help reduce the potential for water vapor migration through floor slabs, a continuous 10-mil minimum thickness polyethylene sheet with tape-sealed joints should be installed below the slab to serve as an impermeable vapor barrier. The vapor barrier should be installed and sealed in accordance with the manufacturer's instructions. The American Concrete Institute (ACI) guidelines suggest that the slab may either be poured directly on the vapor barrier or on a granular curing layer placed over the vapor barrier depending on conditions anticipated during construction. GTS recommends that the architect or structural engineer specify if a curing layer should be used. If moisture control within the building is critical, we recommend that the vapor barrier be observed by a representative of GTS to confirm that openings have been properly sealed. Use of a curing layer is generally only recommended during drier months of the year and/or when limited rain is expected during the slab-on-grade construction process. If the slab is to be constructed during wet conditions, we Page 9 of 20 GeoTest Services, Inc. November 8, 2018 Vacant Lot East of 3707 1681h Place NE,Arlington,WA Project No. 18-0714 do not recommend the use of curing layer as excessive moisture emissions through the slab may occur. Exterior concrete slabs-on-grade, such as sidewalks, may be supported directly on undisturbed native or on properly placed and compacted structural fill; however, long-term performance will be enhanced if exterior slabs are placed on a layer of clean, durable, well-draining granular material. Floor Considerations In an industrial warehouse facility such as the one proposed for this site, long spans of slab-on- grade concrete floors may be more susceptible to cracking and floor flatness issues due to normally occurring concrete shrinkage and/or minor floor settlements that would not normally impact smaller facilities. Thus, special considerations may be required in order to mitigate against post-construction cracking and/or settling of the floor slab. These considerations could include, but are not limited to, the inclusion of additional structural steel within the slab, fibers added to concrete mixes, more frequent crack control joints, a reduction in the water-cement ratio of concrete in floor areas, or a specialized and/or enhanced structural fill section below floor slabs. It is our expectation that inclusions or considerations to mitigate post-construction floor cracking and/or settlement will be a collaborative effort from the design team, but that the Structural Engineer will likely have the most influence on the final design of the floor slab. GTS is available to participate in discussions regarding the mitigation of floor slab cracking and/or settlement issues. Resistance to Lateral Loads The lateral earth pressures that develop against retaining walls will depend on the method of backfill placement, degree of compaction, slope of backfill, type of backfill material, provisions for drainage, magnitude and location of any adjacent surcharge loads, and the degree to which the wall can yield laterally during or after placement of backfill. If the wall is allowed to rotate or yield so the top of the wall moves an amount equal to or greater than about 0.001 to 0.002 times its height (a yielding wall), the soil pressure exerted comprises the active soil pressure. When a wall is restrained against lateral movement or tilting (a nonyielding wall), the soil pressure exerted comprises the at rest soil pressure. Wall restraint may develop if a rigid structural network is constructed prior to backfilling or if the wall is inherently stiff. GTS recommends that yielding walls under drained conditions be designed for an equivalent fluid density of 35 pounds per cubic foot (pcf) for structural fill in active soil conditions. Nonyielding walls under drained conditions should be designed for an equivalent fluid density of 55 pcf for structural fill in at-rest conditions. Design of walls should include appropriate lateral pressures caused by surcharge loads located within a horizontal distance equal to or less than the height of the wall. To account for uniform surcharge pressures, a uniformly distributed lateral pressure should be added to the lateral soil pressures. The uniform pressure should be equal to 35 percent of the vertical surcharge yielding walls and 50 percent for non-yielding walls. GTS also recommends that a seismic surcharge pressure of 8H be included where H is the wall height in feet. The seismic surcharge should be modeled as a rectangular distribution with the resultant applied at the midpoint of the wall. Passive earth pressures developed against the sides of building foundations, in conjunction with friction developed between the base of the footings and the supporting subgrade will resist lateral loads transmitted from the structure to its foundation. For design purposes, the passive Page 10 of 20 GeoTest Services, Inc. November 8, 2018 Vacant Lot East of 3707 168'h Place NE, Arlington,WA Project No. 18-0714 resistance of well-compacted fill placed against the sides of foundations may be considered equivalent to a fluid with a density of 300 pcf. The recommended value includes a safety factor of about 1.5 based on the assumption that the ground surface adjacent to the structure is level in the direction of movement for a distance equal to or greater than twice the embedment depth. The recommended value also assumes drained conditions that will prevent the buildup of hydrostatic pressure in the compacted fill. In design computations, the upper 12 inches of passive resistance should be neglected if the soil is not covered by floor slabs or pavement. If future plans call for the removal of the soil providing resistance, the passive resistance should not be considered. Retaining walls should include a drain system constructed in general accordance with the recommendations presented in the Foundation and Site Drainage section of this report. The native, at-rest, and passive pressures are for drained conditions. Site explorations encountered groundwater seepage approximately 5.5 to 7 feet BGS, although nearby well logs appear to suggest shallower groundwater levels on the order of 3 to 4 feet BGS. GTS should be contacted if proposed structures will be situated under the groundwater table. An allowable coefficient of base friction of 0.35, applied to vertical dead loads only, may be used between the base of the footing and the underlying imported granular structural fill and/or suitable native deposits. If passive and frictional resistance are considered together during wall design, one half the recommended passive soil resistance value should be used since larger strains are required to mobilize the passive soil resistance as compared to frictional resistance. A safety factor of about 1.5 is included in the base friction design value. GTS does not recommend increasing the coefficient of friction to resist seismic or wind loads. Foundation and Site Drainage To reduce the potential for groundwater and surface water to seep into interior spaces, GTS recommends that an exterior footing drain system be constructed around the perimeter of new building foundations as shown in the Typical Footing Drain Section (Figure 3). It is generally accepted that the use of exterior footing drains is standard practice in the Puget Sound area, and the use of these drains in conjunction with an on-site storm system provide inherent benefits for overall site drainage. It will, however, ultimately be the Owner's decision as to whether or not to include exterior footing drains on this project. Assuming the Owner elects to include foundation drains, the drain should consist of a perforated pipe measuring 4 inches in diameter at minimum, surrounded by at least 12 inches of filtering media with the pipe sloped to carry the discharge water to an approved collection system. The filtering media may consist of open-graded drain rock wrapped by a nonwoven geotextile fabric such as Mirafi 140N (or equivalent) or with a graded sand and gravel filter. For foundations supporting retaining walls, drainage backfill should be carried up the back of the wall and be at least 12 inches wide. The drainage backfill should extend from the foundation drain to within approximately 1 foot of the finished grade and consist of open-graded drain rock containing less than 3 percent by weight passing the U.S. Standard No. 200 sieve (based on a wet sieve analysis of that portion passing the U.S. Standard No. 4 sieve). The invert of the footing drain pipe should be placed slightly below the elevation of the footing or 12 inches below the adjacent floor slab grade, whichever is deeper, so that water will be contained. This prevents water from seeping through walls or floor slabs. The drain system should include cleanouts to allow for periodic maintenance and inspection. Page 11 of 20 GeoTest Services, Inc. November 8,2018 Vacant Lot East of 3707 1681h Place NE,Arlington,WA Project No. 18-0714 Positive surface gradients should be provided adjacent to the proposed building to direct surface water away from the building and toward suitable drainage facilities. Roof drainage should not be introduced into the perimeter footing drains, but should be separately discharged directly to the stormwater collection system or similar municipality-approved outlet. If present, pavement and sidewalk areas should be sloped and drainage gradients should be maintained to carry surface water away from the building towards an approved stormwater collection system. Surface water should not be allowed to pond and soak into the ground surface near buildings or paved areas during or after construction. Construction excavations should be sloped to drain to sumps where water from seepage, rainfall, and runoff can be collected and pumped to a suitable discharge facility. Temporary and Permanent Slopes The contractor is responsible for the actual construction slope configurations and maintenance of safe working conditions, including temporary excavation stability, as this party is able to monitor the construction activities and has direct control over the means and methods of construction. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored during and after excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. Temporary excavations in excess of 4 feet in depth should be shored or sloped in accordance with Safety Standards for Construction Work, WAC 296-155-66403. According to WAC 296-155-66403, temporary unsupported excavations in the near surface fill and dry, native sand soils encountered at the project site are classified as Type C and may be sloped as steep as 1.5H: 1 V. All soils encountered are classified as Type C in the presence of groundwater seepage. Flatter slopes or temporary shoring may be required in areas where groundwater flow is present and unstable conditions develop. Temporary slopes and excavations should be protected as soon as possible using appropriate methods to prevent erosion from occurring during periods of wet weather. GTS recommends that permanent cut or fill slopes be designed for inclinations of 2H: 1 V or flatter. If used for this project, slopes for detention ponds should be designed for inclinations of 3H: 1 V or flatter. We expect detention ponds to be relatively shallow. If deep ponds are proposed, pond design should take groundwater elevations into account. All permanent slopes should be vegetated or otherwise protected to limit the potential for erosion as soon as practical after construction. Utilities It is important that utility trenches be properly backfilled and compacted to reduce cracking or localized loss of foundation, slab, or pavement support. GTS anticipates that excavations for new shallow underground utilities will expose native Marysville sand. Trench backfill in improved areas (beneath structures, pavements, sidewalks, etc.) should consist of structural fill as presented in the Fill and Compaction section of this report. Outside of improved areas, trench backfill may consist of reused native deposits or clean fill, provided the fill can be compacted to the project specifications. Trench backfill should be placed and compacted in general accordance with the recommendations presented in the Fill and Compaction section of this report. Page 12 of 20 GeoTest Services, Inc. November 8, 2018 Vacant Lot East of 3707 1681h Place NE,Arlington,WA Project No. 18-0714 Surcharge loads on trench support systems due to construction equipment, stockpiled material, and vehicle traffic should be included in the design of any anticipated shoring system. The contractor should implement measures to prevent surface water runoff from entering trenches and excavations. In addition, vibration as a result of construction activities and traffic may cause caving of the trench walls. The contractor is responsible for actual trench configurations. All applicable local, state, and federal safety codes should be followed. All open cuts should be monitored by the contractor during excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. If groundwater or groundwater seepage is present, and the trench is not properly dewatered, the soil within the trench zone may be prone to caving, channeling, and running. Trench widths may be substantially wider than under dewatered conditions. Dewatering Considerations Groundwater elevations seasonally vary and can raise or lower several feet. Typically, groundwater elevations are highest in the late winter and early spring months, and lowest in late summer or early fall. Groundwater elevations vary with season, adjacent site land usage, and recent rainfall. Due to the high groundwater high groundwater table observed during our explorations and our understanding of anticipated high seasonal groundwater levels, GTS recommends all excavations occur in the late summer or early fall, when the water table is at its lowest, to reduce the amount of dewatering required. Even if all earthwork is performed in the late summer and early fall, GTS anticipates that dewatering efforts will still be required for some of the sewer and utility connections for this project and temporary excavation dewatering using appropriate sump pumps is anticipated to be required for shallow utility excavations on this site. If excavations are performed outside of late summer or early fall, a more elaborate dewatering system may be required. Based on GTS's experience, it is likely that groundwater will be controlled by using sump pumps during excavation or using well points placed around the excavation. It is, however, the Contractor's responsibility to provide a suitable dewatering plan based on the type and depth of the excavation and the groundwater elevation during construction. GTS recommends that the design team have an opportunity to review the contractor's dewatering plan prior to the start of construction. Pavement Subgrade Preparation Selection of a pavement section is typically a choice relative to higher initial cost and lower long term maintenance fees or lower initial cost and more frequent maintenance fees. For this reason, GTS recommends that the owner participate in the selection of proposed pavement improvements planned for the site. Site grading plans should include provisions for sloping of the subgrade soils in proposed pavement areas, so that passive drainage of the pavement section(s) can proceed uninterrupted during the life of the project. The proposed pavement areas should be prepared as indicated in the Site Preparation and Earthwork section of this report. GTS anticipates that asphalt pavement will be used for new passenger vehicle access drives and parking areas. We recommend that a standard, or 'light duty,' pavement section consist of 2.5 inches of 1/2-inch HMA asphalt above 8 inches of crushed surfacing base course (CSBC) Page 13 of 20 GeoTest Services, Inc. November 8, 2018 Vacant Lot East of 3707 1681h Place NE, Arlington,WA Project No. 18-0714 meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9[3]. Areas that will be accessed by more heavily loaded vehicles, semi and garbage trucks, etc., such as the main drive paths, will require a thicker asphalt section and should be designed using a paving section consisting 4 inches of Class 'h-inch HMA asphalt surfacing above 8 inches of CSBC meeting criteria set forth in the Washington State Department of Transportation (WSDOT) Standard Specification 9-03.9[3]. GTS is available to further consult, review and/or modify our pavement section recommendations based on further discussion and/or analysis with the project team/owner. The above pavement sections are initial recommendations and may be accepted and/or modified by the site civil engineer based on the actual finished site grading elevations and/or the owner's preferences. Stormwater Infiltration Potential To estimate the infiltration potential of the on-site subsurface soils, eleven representative soil samples were selected and mechanically tested for grain size distribution and interpretation according to the 2012 Stormwater Management Manual for Western Washington (SMMWW) (amended December 2014) soil grain size analysis method, Section 3.3.6. This Stormwater Manual is the manual that is currently enacted by the City of Arlington. A summary of these results are reproduced in Table 1 below. TABLE 1 Design Saturated Hydraulic Conductivity Based on the 2012 SMMWW (amended December,2014) Calculated Sample Ksat Uncorrected Infiltration Rate " Rate Test Pit Classification Geologic Per ASTM D422 Number D�ft� USCS Unit (inches/Hour) Simplified Approach Inches/Hour TIP-1 1.0 SP Weathered 65.9 19.0 Marysville Sand TP-1 2.0 SP Marysville Sand 66.2 19.1 TP-2 3.5 SP Marysville Sand 70.0 20.2 TP-2 6.0 SP Marysville Sand 73.8 21.3 TP-3 3.0 SP Marysville Sand 78.4 22.6 TP-3 5.0 SP Marysville Sand 58.2 16.8 TP-4 1.8 SM Weathered 24.4 7.0 Marysville Sand TP-4 3.0 SP-SM Marysville Sand 43.6 12.6 TP-5 3.0 SP-SM Marysville Sand 51.5 14.8 TP-6 2.0 SP-SM Marysville Sand 38.8 11.2 TP-6 4.0 SP Marysville Sand 57.1 16.5 Notes: - Ksat= Initial Saturated Hydraulic Conductivity - Listed infiltration rates are estimated long-term (design) rates based on the soil grain size analysis method. - Correction Factors Used: CFv= 0.8, CFT= 0.4, CFM = 0.9 Page 14 of 20 GeoTest Services, Inc. November 8,2018 Vacant Lot East of 3707 168th Place NE,Arlington,WA Project No. 18-0714 In the simplified approach (Section 3.3.4) the infiltration rate is derived by applying appropriate correction factors to the measured saturated hydraulic conductivity (Ksat) from the ASTM 422 grain size analysis. Saturated hydraulic conductivity is a quantitative measure of a saturated soil's ability to transmit water when subjected to a hydraulic gradient, the ease with which pores of a saturated soil permit water movement. Saturated Hydraulic Conductivity is expressed as follows: Logio KO = -1.57 + 1.90Dlo + 0.015D60—0.013D90—2.08ffines Where Dto, D60, and D90 are the grain sizes in mm for which 10 percent, 60 percent, and 90 percent are finer and ff;nes is the fraction of the soil (by weight) that passes the U.S. No. 200 sieve. Ksat is measured in cm/sec. With this equation, we can determine the saturated hydraulic conductivity for our representative samples. See example below: Test Pit TP-1 at 2.0 feet BGS: Ksat= 0.0467 cm/sec or approximately 66.2 inches/hour. Applying correction factors for site variability (0.8), test method (0.4) and degree of influent control to prevent siltation and bio-buildup (0.9) gives a corrected long term design rate of 19.1 inches/hour for the example above. For the purposes of design, GTS recommends facilities founded in weathered Marysville sand use a preliminary infiltration rate of 7.0 inches per hour and facilities founded en unweathered Marysville sand use a preliminary infiltration rate of 10. Inches per hour, pending review and mounding analysis, if needed. From previous experience, the higher rates in the table tend to be overstated. If desired, a Pilot Infiltration Test (PIT) can be conducted to confirm in-situ rates. As the elevation of the base of the stormwater facilities is not known at the time of this report, no groundwater mounding analysis has been incorporated into the long-term preliminary infiltration rates above. GTS has performed a limited mounding analysis assuming an infiltration facility with the base approximately 2 feet BGS and assuming 1 foot of separation. This limited mounding analysis is presented in the following section. Preliminary infiltration rates calculated per the 2012 Washington State Department of Ecology Stormwater Management Manual for Western Washington assume loose, unconsolidated soil. It should be noted that stormwater infiltration design is an iterative process and that the City of Arlington may require additional information, such as seasonal groundwater monitoring, a mounding analysis, or PIT testing. GTS can provide these services as part of a separate scope of work. Groundwater Mounding Analysis A groundwater mounding analysis of the proposed infiltration facility on-site was calculated using the United States Geological Survey publication titled Simulation of Groundwater Mounding Beneath Hypothetical Stormwater Infiltration Basins and accompanying software (Carleson, 2010). This model uses the 1967 Hantush equation which incorporates the size of Page 15 of 20 GeoTest Services, Inc. November 8,2018 Vacant Lot East of 3707 1681h Place NE,Arlington,WA Project No. 18-0714 the infiltration basin, infiltration rate, horizontal hydraulic conductivity of the soil, specific yield of the soil, duration of the infiltration period, and the thickness of the underlying aquifer to quantify the height of the groundwater mound underlying the basin. The following inputs were entered into the Hantush equation in order to establish a groundwater mound with a height of 1.0 feet beneath the center of the infiltration facility at the end of a two- day infiltration period. Preliminary Recharge Rate To obtain a preliminary recharge rate, or infiltration rate, was determined based on the Grain Size Analysis method on a representative sample of the native, unweathered Marysville sand taken at the approximate depth of a proposed infiltration facility. For the purposes of this analysis, GTS used the laboratory data from the sample taken from TP-6 (2 feet BGS). GTS determined the uncorrected infiltration rate (Ksat) of the native, unweathered Marysville sand at a depth of approximately 2.0 feet BGS to be 38.8 inches per hour. The correction factors that were applied to the initial Ksat as described in the SWMMWW in order to determine the design infiltration rate rate are grain size analysis test method (CFt=0.4), siltation build-up (CFm=0.9) and site variability (CFI=0.8). GTS established a preliminary recharge rate of 11.2 inches per hour for infiltration facilities located approximately 2.0 feet BGS on the subject property, or 22.4 feet per day. Please note that the calculated recharge rate given in this section is only a preliminary recharge rate to be used for the purposes of this limited mounding analysis. The actual design infiltration rate should be determined by PIT testing based on more accurate knowledge of the high groundwater levels on the subject property. PIT testing and seasonal groundwater monitoring are outside of the scope of work of this report. Specific Yield Specific yield is a dimensionless number that indicates how much water the unsaturated zone under the infiltration facility can store once the recharge reaches the water table. A typical value for fine- to medium-grained sands is 30% or 0.30. Horizontal Hydraulic Conductivity According to the USGS Simulation of Groundwater Mounding Beneath Hypothetical Stormwater Infiltration Basins publication, horizontal hydraulic conductivity is assumed to be equal to ten times the vertical soil permeability. The vertical soil permeability as established above is 22.4 feet per day. Therefore, the horizontal hydraulic conductivity is 224 feet per day. Basin Dimensions The dimensions of the stormwater infiltration facility influences the groundwater mound underlying the basin. For this analysis, we used the dimensions of the proposed rain garden at the northeast corner of the proposed development. The approximate dimensions of this rain garden are approxi mate ly_111ee y- 2,5_4eet,or approximately 1,375 square feet. Page 16 of 20 GeoTest Services, Inc. November 8, 2018 Vacant Lot East of 3707 168th Place NE,Arlington,WA Project No. 18-0714 Duration of Infiltration Period The Washington State Department of Ecology SWMMWW site suitability criteria indicate that a drawdown period of no greater than 48 hours shall be required after a single storm event. Based on this requirement, a duration of infiltration period of 2 days was selected for use in the Hantush equation. Initial Thickness of Saturated Zone The initial thickness of the saturated zone refers to the total depth of the aquifer below the facility prior to infiltration. This is the distance between the bottom of the aquifer and the seasonal high groundwater elevation. GTS utilized boring and well logs published by the Washington State Department of Natural Resources and information from the Snohomish County Groundwater Characterization Study. Based on this information, the initial thickness of the saturated zone at the project location is mapped as between 10 to 150 feet. For the purposes of this preliminary analysis, a value of 30 feet was selected for use in the Hantush equation. Depth to Groundwater Initial subsurface investigations on September 27, 2018 indicated that groundwater elevations on the subject property were located between 5.5 and 7.0 feet BGS. The wet season, as determined by the Washington State Department of Ecology occurs between October 1 and April 30. Therefore, the subsurface investigations were performed just outside of the wet season. As discussed in the Groundwater section of this report, a review of available well log information from the Department of Ecology's Well Log Viewer appears to suggest that seasonal high groundwater levels may be on the order of 3 to 5 feet BGS. Thus, for the purposes of this mounding analysis, GTS has assumed a high groundwater level of 3 feet BGS. Please note that wet season groundwater monitoring is outside of the scope of work of this report. GTS can perform wet season monitoring as part of an expanded scope of services to establish seasonal groundwater highs if it becomes critical to project design. Preliminary Results and Conclusions GTS recommends that a preliminary design infiltration rate of 6.0 inches per hour be appropriate for the design of the proposed stormwater facility with the bottom of the facility located 2.0 feet BGS or higher. The high groundwater elevation is assumed to be located at .0 feet BGS. The groundwater mound is calculated to be 1.0 feet above the groundwater table at 'th-67e-Mer of the facility for the recommended design infiltration rate and facility with a surface r area of 1,375 square feet or less. Please note that the given infiltration rate is preliminary and should be confirmed using PIT testing. PIT testing and seasonal groundwater monitoring is outside of our scope of work for this project. Stormwater Pollutant Treatment Prior to offsite discharge, stormwater may require some form of pollutant pretreatment with an amended soil. It is GTS's opinion that the reuse of onsite topsoil is often the most sustainable and cost effective method for pollutant treatment purposes. Cation exchange capacities and Page 17 of 20 GeoTest Services, Inc. November 8,2018 Vacant Lot East of 3707 16811 Place NE,Arlington,WA Project No. 18-0714 organic contents of site topsoil and shallow subsurface soils were obtained from laboratory testing to establish their pollutant treatment suitability. Cation Exchange Capacity and Organic Content Testing Three composite samples were collected during subsurface explorations for pollutant treatment purposes. Cation exchange capacity (CEC) and organic content (LOI) tests were performed by Northwest Agricultural Consultants. Laboratory test results are presented in Table 2. TABLE 2 CEC &Organic Content Laboratory Test Results Test Pit Sample Cation Exchange Number Depth Capacity Organic Content(%) pH (ft) (meq/100 grams) 1----1 TP-1 0.25 11.4 6.46 5.9 TP-2 2.0 3.7 1.52 6.3 TP-4 0.5 12.8 5.8 Notes: Criteria for on-site pollutant treatment: CEC z 5.0 meq/100 grams and Organic content z 1 % Based on the results listed in Table 2, the near surface topsoil generally appears suitable for on- site pollutant treatment purposes based on the 2012 Stormwater Management Manual for Western Washington (amended December 2014). However, the underlying weathered and unweathered Marysville sand soils are not suitable for on-site �ollutarl);tretrr�ent purposes due to their lower xchange Capacity. Geotechnical Consultation and Construction Monitoring GTS recommends that we be involved in the project design review process. The purpose of the review is to verify that the recommendations presented in this report have been properly interpreted and incorporated in the design and specifications. We also recommend that geotechnical construction monitoring services be provided. These services should include observation by GTS personnel during structural fill placement, compaction activities and subgrade preparation operations to confirm that design subgrade conditions are obtained beneath the proposed buildings. Periodic field density testing should be performed to verify that the appropriate degree of compaction is obtained. The purpose of these services is to observe compliance with the design concepts, specifications, and recommendations of this report. In the event that subsurface conditions differ from those anticipated before the start of construction, GeoTest Services would be pleased to provide revised recommendations appropriate to the conditions revealed during construction. GTS is also available to provide a full range of materials testing and special inspection during building construction as required by the local building department and the International Building Code. This may include specific construction inspections on materials such as reinforced concrete, reinforced masonry, wood framing and structural steel. These services are supported by our fully accredited materials testing laboratory. Page 18 of 20 GeoTest Services, Inc. November 8,2018 Vacant Lot East of 3707 168"'Place NE,Arlington,WA Project No. 18-0714 USE OF THIS REPORT GeoTest Services has prepared this report for the exclusive use of the Dabestani Group and their representatives for specific application to the design of the proposed industrial building to be constructed on the vacant lot east of 3707 1681h Place NE in Arlington, Washington. Use of this report by others is at the user's sole risk. This report is not applicable to other sites. Our services have been conducted in accordance with generally accepted practices of the geotechnical engineering profession; no other warranty, express or implied, is made as to the professional advice included in this report. Our site explorations indicate subsurface conditions at the dates and locations indicated. It is not warranted that these conditions are representative of conditions at other locations and times. The analyses, conclusions, and recommendations contained in this report are based on site conditions to the limited depth of our explorations at the time of our exploration program, a geological reconnaissance of the area, and a review of previously published USGS geological information for the site. If variations in subsurface conditions are encountered during construction that differs from those in this report, we should be allowed to review the recommendations contained in this report and, if necessary, make revisions. If there is a substantial lapse of time between submission of this report and the start of construction, or if conditions change due to construction operations at or adjacent to the project site, we recommend that we review this report to determine the applicability of the conclusions and recommendations contained herein. The earthwork contractor is responsible to perform all work in conformance with all applicable WISHA/OSHA regulations. GeoTest Services, Inc. should not be assumed to be responsible for job site safety on this project, and this responsibility is specifically disclaimed. We appreciate the opportunity to provide geotechnical services on this project and look forward to assisting you during the construction phase. If you have any questions regarding the information contained in this report, or if we may be of further service, please contact the undersigned. Respectfully Submitted, _ _----� GeoTest Services, Inc. . v. eAt, v � o e SS��NALE�� Noah Griffin, G.I.T. Gerry D. Bautista, Jr., P.E. Staff Geologist Project Geotechnical Engineer Page 19 of 20 GeoTest Services, Inc. November 8, 2018 Vacant Lot East of 3707 1681h Place NE,Arlington,WA Project No. 18-0714 Attachments: Figure 1 Vicinity Map Figure 2 Site and Exploration Plan Figure 3 Typical Footing and Wall Drain Section Figure 4 Soil Classification System and Key Figures 5-7 Test Pit Logs Figures 8-10 Grain Size Test Data (1 page) Cation Exchange Capacity and Organic Content Results (3 pages) GeoTest—Report Limitations and Guidelines for its Use References: Geologic Information Portal,Washington State Department of Natural Resources. Minard, J.P., 1985, Geologic map of the Arlington West 7.5-minute quadrangle, Snohomish County, Washington. U.S. Geological Survey, Miscellaneous Field Studies Map MF-1740, scale 1:24,000. Snohomish County Groundwater Characterization Study, Economic and Engineering Services, Inc., July 1991. Stormwater Management Manual for Western Washington, 2012 (amended December 2014), Washington State Department of Ecology. Well Log Viewer(web application),Washington State Department of Ecology. Page 20 of 20 � - .�` �f�' _ �-_�-1` �� �` _ - -,Fry+k,+ �s'� �,�•t-� �Tr�rlitirTf-T3 As 00 44 oil �,• • flingto unici r --t �. 4 Seattle 5-k— Taccn ME GEOTEST SERVICES, INC. Date: 10-10-18 By: NG Scale: AsShown Project 741 Marine Drive VICINITY MAP 18-0714 �, ; -�'► o' I Bellingham, 98225 DABESTAM BUILDING . .1 LOT E. OF 1 •1 =61111 or�Vrrr :w 'MM A-J1E*W AND W PM!LW AEWE Pacroam ik!K.M kw Ittler Jw�d:015, ria ffir M Amwwe Im rd"','wsTr-W"" 3 Armw I �7' It FAWLn C C a 7- X Y IM OWMK bwsamll MIJIV%T w it TP-4 TP-3 "to elf Y�wr.'� Aun?"UC f. I.YWIN A TP-2 ' WO N-TP-5 I vzrn;&%Kw Pew fir rff mn: lzA Iur % LA Awwq, rkl Iw7ft" IV: K�V L-J-111111-Al�ML,FA.-~f J ;­1"2"!-FMwR TP-6 T _Mw rim,bm a(5101 16tt 15as,of �Itfy.' A5M.ALI rKw ML-ft IITS rMEcrs r;Seftm&�T ft FA J_ 4, PLAN 7 ZU17M SRI*lzm MI fIt'"Al sm st"KUO NO %rft NI'm BLW rrt var, ANINK, bw 11 F..60' A!!r am 0"""",7 1.154..2.CYAW-7 A%e­ I It 5-vil- REFERENCE DRAWING FROM IECO DRAWING DATED 5-28-15, TP-#= Approximate Test Pit Location N 60 Feet GEOTEST SERVICES, INC. Date: 10-10-18 By: NG Scale: As shown Project 741 Marine Drive SITE AND EXPLORATION PLAN 18-0714 Bellingham, WA 98225 DABESTANi BUILDING Figure phone: (360)733-7318 VACANT LOT E. OF 3707 168TH PL. NE fax: (360)733-7418 ARLINGTON,WASHINGTON SHALLOW FOOTINGS WITH INTERIOR SLAB-ON-GRADE • Typical Framing Compacted Impervious Soil +•+•�• (12 inch minimum) , , , Floor Slab or Pavement (2 inch minimum) �.�. . . . . . . . . . . . . . . . . . . , , , , , , , , , , , , , , , , , , +'+',' ',' ,',' ,' ,',',' Va or Barrier Slope to drain away from structure. _ - — ,',',' ti•ti•ti ti•'• ti•ti•ti•ti•ti'ti'ti•ti•ti•ti'ti'ti•ti•ti•ti••,•ti•ti'ti•ti•ti•ti•ti•..• _ - �•f•J•r•J•r•J•r•r•J•J•J•J•J••r•J•J•J•J•J•J•J•J•J•J J•J•J•J•J �•�•�• 'L.y,•ti.ti.ti.ti.ti,.s,.ti.ti.ti.ti.ti.','"�y,.ti,.ti,.ti,.ti,.ti.ti.ti.ti,.ti,.ti,••t•�,.•y,•ti. ,•,',' '�ti;�ti ti ti;� �ti ti ti ti ti ti, �ti ti;�ti'�y,'�ti,y ti�ti ti ti• Coarse Gravel Capillary Break / ,',',' `'`• (6 inch minimum typically clear crushed) Suitable Soil ree Draining Sand Approved Non-woven and Gravel Fill' ������+�+'�•� �• Geotextile Filter Fabric ' ' ' ' ' ' ' ' ' (18 inch minimum fabric lap) Suitable Soil Drainage Material (Drain Rock or Clear' Crushed Rock w/no fines) ppropriate Waterproofing Four Inch Diame!er, Perforated,Rigid PVC Pipe Applied to Exterior of Wall (Perforations oriented down,wrapped in non-woven geotextile filter fabric,directed to suitable discharge) Notes: Footings Should be properly buried for frost protection in accordance with International Building Code or local building codes (Typically 18 inches below exterior finished grades) The footing drain will need to be modified from this typical drawing to fit the dimensions of the planned monolithic footing and slab configuration Date: 10-10-18 By: NG Scale: None Project 741 Marine Drive GEOTE SERVICES, INC. TYPICAL FOOTING & WALL DRAIN SECTION 18-0714 Bellingham, WA 98225 DABESTANI BUILDING Figure phone: (360)733-7318 VACANT LOT E. OF 3707168TH PL. NE fax: (360)733-7418 ARLINGTON,WASHINGTON Soil Classification System uscs MAJOR GRAPHIC LETTER TYPICAL DIVISIONS SYMBOL SYMBOL DESCRIPTIONd'11�1 GRAVEL AND CLEAN GRAVEL o 0 0 0 o GW Well-graded gravel;gravel/sand mixture(s);little or no fines 0 m GRAVELLY SOIL (Little or no fines) o 0 O m N o 0 0 0 o GP Poorly graded gravel;gravel/sand mixture(s);little or no fines Z5 m (More than 50%of 0 o GRAVEL WITH FINES GM Silty gravel;gravel/sand/silt mixture(s) W E N coarse fraction (Appreciable amount of Z o retained on No.4 N sieve) fines) GC Clayey gravel;gravel/sand/clay mixture(s) 0 w ? SAND AND CLEAN SAND SW Well-graded sand;gravelly sand;little or no fines t L Little or no fines SANDY SOIL ( ) $P Poorly graded sand;gravelly sand;little or no fines o� m (More than 50%of coarse fraction passed SAND WITH FINES SM Silty sand;sand/silt mixture(s) through No.4 sieve) (Appreciable amount of fines) SC Clayey sand;sand/clay mixture(s) Inorganic silt and very fine sand;rock flour;silty or clayey fine SILT AND CLAY MIL Inorganic or clayey silt with slight plasticity O 6 S CL Inorganic clay of low to medium plasticity;gravelly clay;sandy E 6 (Liquid limit less than 50) clay;silty clay;lean clay t]�bZ� Z M.N jj OL Organic silt;organic,silty clay of low plasticity Q Ew c a5 m MH Inorganic silt;micaceous or diatomaceous fine sand c�t @ N SILT AND CLAY Z o N CH Inorganic clay of high plasticity;fat clay (Liquid limit greater than 50) urg - OH Organic clay of medium to high plasticity;organic silt HIGHLY ORGANIC SOIL PT Peat;humus;swamp soil with high organic content GRAPHIC LETTER OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS PAVEMENT AC Or PC Asphalt concrete pavement or Portland cement pavement ROCK RK Rock(See Rock Classification) WOOD WD Wood,lumber,wood chips DEBRIS O O O DB Construction debris,garbage Notes: 1. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils(Visual-Manual Procedure), as outlined in ASTM D 2488.Where laboratory index testing has been conducted,soil classifications are based on the Standard Test Method for Classification of Soils for Engineering Purposes,as outlined in ASTM D 2487. 2. Soil description terminology is based on visual estimates(in the absence of laboratory test data)of the percentages of each soil type and is defined as follows: Primary Constituent: >50%-"GRAVEL,""SAND,""SILT,""CLAY,"etc. Secondary Constituents: >30%and<50%-"very gravelly,""very sandy,""very silty,"etc. >12%and<30%-"gravelly,""sandy,""silty,"etc. Additional Constituents: > 5%and<12%-"slightly gravelly,""slightly sandy,""slightly silty,"eta < 5%-"trace gravel,""trace sand,""trace silt,"etc.,or not noted. Drilling and Sampling Key Field and Lab Test Data SAMPLE NUMBER&INTERVAL SAMPLER TYPE Code Description Code Description Sample Identification Number a 3.25-inch O.D.,2.42-inch I.D.Split Spoon PP=1.0 Pocket Penetrometer,tsf b 2.00-inch O.D.,1.50-inch I D.Split Spoon TV=0.5 Torvane,tsf `— Recovery Depth Interval c Shelby Tube PID=100 Photoionization Detector VOC screening,ppm t� �~ Sample Depth Interval d Grab Sample W=10 Moisture Content,% e Other-See text if applicable D=120 Dry Density,pcf Portion of Sample Retained 1 300-lb Hammer,30-inch Drop -200=60 Material smaller than No.200 sieve,% for Archive or Analysis 2 140-lb Hammer,30-inch Drop GS Grain Size-See separate figure for data 3 Pushed AL Atterberg Limits-See separate figure for data 4 Other-See text if applicable GT Other Geotechnical Testing Groundwater CA Chemical Analysis 57 Approximate water elevation at time of drilling(ATD)or on date noted. Groundwatei ATD levels can fluctuate due to precipitation,seasonal conditions,and other factors. Dabestani Building Figure GeOTe5T Lot E of 3707 168th PI. NE Soil Classification System and Key �1 Arlington, WA `F TP-1 SAMPLE DATA SOIL PROFILE GROUNDWATER a'o Q .0 -6Tracked Excavator E n a E E Excavation Method: a Z m ~ f6 U) T Undetermined �_ rn Ground Elevation(ft): N L a 0) Q 0 L aCDrn- c� j Excavated By: Coast Construction/Noah Griffin 0 z 1 jt d SM/ Loose,dark brown,dry,gravelly,silty,SAND OL with organics and rootlets(Topsoil) m 2= d GS8 SM Loose to medium dense,mottled grey to orange,moist,poorly graded SAND with 2 2 31 d W=8 SP scattered organics(Weathered Marysville GS Sand) m Medium dense,grey,moist,poorly graded o SAND(Marysville Sand) 4 Moderate to severe caving at-4'BGS 0 m 4= d Increased gravel content at-5'BGS F Q Rapid groundwater seepage encountered at _ z 6 6.0 ft. z 0 J m 8 Test pit terminated due to excessive caving Test Pit Completed 09/27/18 w Total Depth of Test Pit=8.0 ft. m 0 10 v 4 a TP-2 O of 0 SAMPLE DATA SOIL PROFILE GROUNDWATER 2 U) m .0 a) -0 -6 Tracked Excavator o E a E -0 Excavation Method: z Z m ~ f° T Undetermined o �, Z �, m Ground Elevation(ft): c a a) c 0 t v m co a m Excavated By: Coast Construction/Noah Griffin o W oa U) h (9 w 0 w SM! Loose,dark brown,dr y.gravelly,silty,SAND 5 d OL with organics and rootlets(Topsoil) 6 d SP/ Loose to medium dense,mottled grey to D SM orange,moist,poorly graded SAND with 0 2 7= d scattered organics(Weathered Marysville LU Sand) SP Medium dense,grey,moist,poorly graded 4 8= d GS8 SAND(Marysville SAND) Moderate to severe caving at-4'BGS w o a 0 0 6 9= d GS 9 Increased gravel content at—6'BGS Q Rapid groundwater seepage encountered at 0 6.5 ft. 6 w _ cn� g Test pot terminated due to excessive caOno Test Pit Completed 09/27/18 Total Depth of Test Pit=7.5 ft. 0 rr a 10 X m Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 4 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. m Dabestani Building Figure oeoTe5T Lot E of 3707 168th PI. NE Log Of Test Pits 5 Arlington, WA (1 of 3) TP-3 SAMPLE DATA SOIL PROFILE GROUNDWATER .0 o Excavation Method: Tracked Excavator a Z�" ~ ) (n Ground Elevation(ft): Undetermined ~ m Z aL 0 c o7 � L C N Q 6. m m m m � Excavated By: Coast Construction/Noah Griffin 'a 0 (n 06 U) F 0 0 0 i Sivl/ Loose,dark brown,dry,gravelly,silty,SAND z 102 d OL with organics and rootlets(Topsoil) o - m SP/ Loose to medium dense,mottled grey to 2 11 mm d SM orange,moist,poorly graded SAND with — ¢ Sp scattered organics(Weathered Marysville Sand) LU 12 i d �S6 Medium dense,grey,moist,poorly graded q SAND(Marysville Sand) 14 Moderate to severe caving at-4'BGS n 9 W=20 M 13 j_ d GS Increased gravel content at-5'BGS Q Rapid groundwater seepage encountered at F 5.5 ft. z 6 0 Test pit terminated due to excessive caving z Test Pit Completed 09/27/18 S Total Depth of Test Pit=6.0 ft. J D 6 Z w QI 0 10 v n 4 TP-4 a 0 O K Z SAMPLE DATA SOIL PROFILE GROUNDWATER m M CD M o Tracked Excavator o E n E 9 Excavation Method: o2 Z �`, m cc o (n Ground Elevation(ft): Undetermined L (n m 0 Excavated By: Coast Construction/Noah Griffin 0 to.6 rn F- 0 Z) w 0 SM/ Loose,darK brown,dr y,gravelly,silty,SAND W 14= d OL with organics and rootlets(Topsoil) J � W-23 SP/ Loose to medium dense,mottled grey to - 0 2 15= d GS SM orange,moist,poorly graded SAND with w scattered organics(Weathered Marysville m W=8 SP Sand) N 16= d GS Medium dense,grey,moist,poorly graded N q SAND(Marysville Sand) _ w Moderate to severe caving at-4'BGS 0 rr a 0 6 Increased gravel content at-6'BGS g Q Rapid groundwater seepage encountered at W 17= d 7.0 ft. F 8 � Test pit terminated due to excessive caving _ Test Pit Completed 09/27/18 W Total Depth of Test Pit=8.0 ft. or O 10 X m_ r Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. v 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 4 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. 9 Dabestani Building Figure oeoTe5T Lot E of 3707 168th PI. NE Log of Test Pits 6 Arlington, WA (2 of 3) TP-5 SAMPLE DATA SOIL PROFILE GROUNDWATER m -0 o E n E .0 Excavation Method: :3 1�il >1 E m rn Ground Elevation(ft): Undetermined CO t ad n 0 :EW m 0 Excavated By: Coast Construction/Noah Griffin a 0 rn.6 u) H C9 Z) 0 SM/ Loose,dark brown,dry,gravelly,silty,SAND 181 d OL with organics and rootlets(Topsoil) D SP/ Loose to medium dense,mottled grey to m 191 d SM orange,moist,poorly graded SAND with z 2 e gp scattered organics(Weathered Marysville Sand) m 20= d GS12 Medium dense,grey,moist,poorly graded o SAND(Marysville Sand) v 4 Moderate to severe caving at-4'BGS _ n m 21 I d Increased gravel content at--5'BGS F L7 Rapid groundwater seepage encountered at z � 6 6.0 ft. (7 z o Test pit terminated due to excessive caving m 8 Test Pit Completed 09/27/18 z Total Depth of Test Pit=7.0 ft. F m W m 0 10 v a TP-6 O Z SAMPLE DATA SOIL PROFILE GROUNDWATER oo Excavation Method: Tracked Excavator co :3a a E o m z 9 0 rn Ground Elevation(ft): Undetermined L (n a m E- m m m Excavated By: Coast Construction/Noah Griffin 0 Lu 0 SM/ Loose,dark brown,dry,gravelly,silty,SAND 22I d OL with organics and rootlets(Topsoil) SP/ Loose to medium dense,mottled grey to M SM orange,moist,poorly graded SAND with w 2 23= d G315 SP scattered organics(Weathered Marysville Sand) m Medium dense,grey,moist,poorly graded N SAND(Marysville Sand) cn 4 24= d WGS 0 Moderate to severe caving at-4'BGS w 25= d Increased gravel content at-5'BGS 0 6 Q Rapid groundwater seepage encountered at 6.0 ft. 0 0 0 W Test pit terminated due to excessive caving 8 Test Pit Completed 09/27/18 Total Depth of Test Pit=7.0 ft. W O a 10 X m_ n Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. v 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 4 3. Refer to"Soil Classification System and Key'figure for explanation of graphics and symbols. m Dabestani Building Figure O e®Te 5T Lot E of 3707 168th PI. NE Log of Test Pits 7 Arlington, WA (3 of 3) U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 3/4 1/2 3 6 610 1416 20 30 40 50 60 100140 200 100Cn I I I co w 90- N Cn z_ � 80 'a z z 70 5 m z � t m 60 ! < a 0 iz 50 z U U z d 40 0 _J D m Z 30 co i 0 20 a 0 10 c� z w 0 a 100 10 1 0.1 0.01 0.001 N Grain Size in Millimeters z 0 _ Cobbles i Gravel Sand Silt or Clay w coarse fine coarse I medium fine 0 w 0 Point Depth Classification ILL PL PI C,, CL, w W • TP-1 1.0 POORLY GRADED SAND (SP) 1.03 2.18 0 m m TP-1 2.0 POORLY GRADED SAND (SP) 0.93 2.06 0 (V A TP-2 3.5 POORLY GRADED SAND (SP) 1.08 2.40 U o * TP-2 6.0 POORLY GRADED SAND (SP) 0.93 3.31 o O TP-3 3.0 POORLY GRADED SAND (SP) 1.00 2.69 o Coarse %Fine %Coarse i°Medium i°Fine Point Depth D100 D6o D50 D30 D10 Gravel Gravel Sand Sand sand %Fines w 0 TP-1 1.0 9.5 0.333 0.298 0.229 0.153 0.0 1.3 0.6 16.3 79.4 2.4 V2 m TP-1 2.0 9.5 0.31 0.276 0.208 0.15 0.0 0.6 0.3 11.7 85.2 2.1 w o TP-2 3.5 9.5 0.394 0.345 0.264 0.164 0.0 0.2 0.8 33.4 63.5 2.1 Ir d * TP-2 6.0 9.5 0.584 0.467 0.309 0.177 0.0 3.8 5.6 44.7 44.2 1.6 O TP-3 3.0 9.5 0.493 0.413 0.301 0.183 0.0 0.4 0.5 47.4 50.3 1.5 C,= D302(Dso*D1o) To be well graded: 1 <C,< 3 and q Cu = D6dD10 C„ >4 for GWorC, >6 for SW 9 Dabestani Building Figure oeoTe5T Lot E of 3707 168th PI. NE Grain Size Test Data Q Arlington, WA 8 U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 1/2 3 6 810 1416 20 30 40 50 60 100 140 200 100 90 N co _Z 0 80 C7 U Z 70 D m Z H L w -60 m a v .950 LL z_ 7 U U' Z a0 40 0 J D in 30 co 00 a ❑ 20 m a D 0 10 c� z r w 0 0 100 10 1 0.1 0.01 0.001 co Grain Size in Millimeters Z 0 a Cobbles Gravel Sand Silt or Clay wcoarse fine coarse medium fine 0 w ❑ Point Depth Classification LL PL PI C� Cu LL w 0 TP-3 5.0 POORLY GRADED SAND (SP) 1.00 3.74 U M TP-4 1.8 SLIGHTLY GRAVELLY,SILTY,FINE SAND (SM) 0 ♦ TP-4 3.0 SLIGHTLY SILTY,FINE SAND ISM) 1.11 2.36 U o * TP-5 3.0 FINE SAND,TRACE SILT AND GRAVEL (SP-SM) 1.05 2.25 a O TP-6 2.0 SLIGHTLY SILTY,FINE SAND (SP-SM) 1.20 2.82 0 o %Coarse %Fine %Coarse %Medium % me Point Depth D1o0 D60 D50 D30 D10 Gravel Gravel Sand Sand Sand %Fines w 0 TP-3 5.0 19 0.576 0.456 0.299 0.154 I 0.0 10.7 1.1 41.2 44.5 2.5 m TP-4 1.8 19 0.272 0.225 0.155 0.0 4.6 0.7 11.1 69.9 13.7 w o ♦ TP-4 3.0 9.5 0.221 0.195 0.152 0.094 0.0 0.1 0.4 6.3 87.4 5.7 d * TP-5 3.0 19 0.255 0.224 0.174 0.113 0.0 1.7 0.0 2.7 91.6 4.0 O TP-6 2.0 9.5 0.26 0.224 0.17 0.092 0.0 0.2 0.8 12.0 79.1 7.9 C,= D302/(D6o* D10) To be well graded: 1 < C,<3 and 4 Cu= D6dD10 Cu>4 for GW or Cu>6 for SW m Dabestani Building Figure CMG OTG'ST Lot E of 3707 168th PI. NE Grain Size Test Data Arlington, WA U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER 6 4 3 2 1.5 1 314 1/236 3 4 6 810 1416 20 30 40 50 60 100 140 200 100 I I � 90 N U ¢Z_ C c� 80 C9 U' Z 70 m Z F L m '�60 0 v a c 50 ii Z E5 ` r ? a-40 0 J_ D m Z 30 w m 0 20 9 a 0 10 c� z H w 0 0 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Z 0 Cobbles Gravel Sand Silt or Clay Wcoarse fine I coarse medium fine 0 w c7 _ Point Depth Classification ILL PL PI Cc C. w • TP-6 4.0 POORLY GRADED SAND (SP) 1.02 3.00 cj 0 N C0 H U W O Ir 4 0 Point Depth D D D D D %Coarse %Fine %Coarse % eaium % ine o p lo0 60 50 30 10 Gravel Gravel Sand Sand Sand %Fines • TP-6 4.0 12.5 0.4 0.336 0.233 0.133 0.0 1.3 1.8 33.4 60.0 3.5 U w O a 0 X m Cc = D30 2/(D6o" D10) To be well graded: 1 <Cc<3 and q C. = D6dD10 Cu>4 for GW or C,, >6 for SW W Dabestani Building Figure OeOTe5T Lot E of 3707 168th PI. NE Grain Size Test Data �I O Arlington, WA I Northwest Agricultural GeoTest Services Inc. Consultants 741 Marine Drive Bellingham,WA 98225 2545 W Falls Avenue PAP-Accredited Kennewick, WA 99336 509.783.7450 Report:46440-1 Date: October 2, 2018 www.nwag.com Project No: 18-0714 lab@nwag.com Project Name: Dabestani Building Sample ID pH Organic Matter Cation Exchange Capacity TP-1 @ 0.25' 5.9 6.46% 11.4 meq/100g TP-2 @ 2.0' 6.3 1.52% 3.7 meq/100g TP-4 @ 0.5' 5.8 6.67% 12.8 meq/100g Method SM 4500-H+B ASTM D2974 EPA 9081 REPORT LIMITATIONS AND GUIDELINES FOR ITS USE' Subsurface issues may cause construction delays, cost overruns, claims, and disputes. While you cannot eliminate all such risks, you can manage them. The following information is provided to help: Geotechnical Services are Performed for Specific Purposes, Persons, and Projects At GeoTest our geotechnical engineers and geologists structure their services to meet specific needs of our clients. A geotechnical engineering study conducted for a civil engineer may not fulfill the needs of an owner, a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solely for the client. No one except you should rely on your geotechnical engineer who prepared it. And no one — not even you — should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary. Do not read selected elements only. A Geotechnical Engineering Report is Based on a Unique Set of Project-Specific Factors GeoTest's geotechnical engineers consider a number of unique, project-specific factors when establishing the scope of a study. Typical factors include: the clients goals, objectives, and risk management preferences; the general nature of the structure involved its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless GeoTest, who conducted the study specifically states otherwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed, for example, from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed construction, • alterations in drainage designs; or • composition of the design team; the passage of time; man-made alterations and construction whether on or adjacent to the site; or by natural alterations and events, such as floods, earthquakes or groundwater fluctuations; or project ownership. Always inform GeoTest's geotechnical engineer of project changes — even minor ones — and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) "I OeOM5T Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. Do not rely on the findings and conclusions of this report, whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctuations. Always contact GeoTest before applying the report to determine if it is still relevant. A minor amount of additional testing or analysis will help determine if the report remains applicable. Most Geotechnical and Geologic Findings are Professional Opinions Our site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoTest's engineers and geologists review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ—sometimes significantly —from those indicated in your report. Retaining GeoTest who developed this report to provide construction observation is the most effective method of managing the risks associated with anticipated or unanticipated conditions. A Report's Recommendations are Not Final Do not over-rely on the construction recommendations included in this report. Those recommendations are not final, because geotechnical engineers or geologists develop them principally from judgment and opinion. GeoTest's geotechnical engineers or geologists can finalize their recommendations only by observing actual subsurface conditions revealed during construction. GeoTest cannot assume responsibility or liability for the report's recommendations if our firm does not perform the construction observation. A Geotechnical Engineering or Geologic Report may be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. Lower that risk by having GeoTest confer with appropriate members of the design team after submitting the report. Also, we suggest retaining GeoTest to review pertinent elements of the design teams plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having GeoTest participate in pre-bid and preconstruction conferences, and by providing construction observation. Do not Redraw the Exploration Logs Our geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors of omissions, the logs included in this report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable; but recognizes that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, consider advising the contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the GeoTest and/or to conduct 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) _, oem% additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. In addition, it is recommended that a contingency for unanticipated conditions be included in your project budget and schedule. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering or geology is far less exact than other engineering disciplines. This lack of understanding can create unrealistic expectations that can lead to disappointments, claims, and disputes. To help reduce risk, GeoTest includes an explanatory limitations section in our reports. Read these provisions closely. Ask questions and we encourage our clients or their representative to contact our office if you are unclear as to how these provisions apply to your project. Environmental Concerns Are Not Covered in this Geotechnical or Geologic Report The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated containments, etc. If you have not yet obtained your own environmental information, ask your geotechnical consultant for risk management guidance. Do not rely on environmental report prepared for some one else. Obtain Professional Assistance to Deal with Biological Pollutants Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts biological pollutants from growing on indoor surfaces. Biological pollutants includes but is not limited to molds, fungi, spores, bacteria and viruses. To be effective, all such strategies should be devised for the express purpose of prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional biological pollutant prevention consultant. Because just a small amount of water or moisture can lead to the development of severe biological infestations, a number of prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of this study, the geotechnical engineer or geologist in charge of this project is not a biological pollutant prevention consultant; none of the services preformed in connection with this geotechnical engineering or geological study were designed or conducted for the purpose of preventing biological infestations. 'Information in this document is based upon material developed by ASFE,Professional Firms Practicing in the Geosciences(asfe.org) oeoTe n BestWorth- Change Order Change Order Number 1 Date: Issued To: —Friday,June 14 2019 Steve Rushton Project Manager: Coast Group Construction Matt Buehler 328 N Olympic Ave Project Name: Arlington, WA Dantrawl 425-315-4799 BR Job#: stever@coast-group.com 8159-100 —Contract#: Contract# Qty, Description Total ACM to be supplied and installed by Bestworth at second canopy located at 4,998.94 1.00 east elevation. **Tax shown is an estimate-precise tax calculation will take place upon order processing. Subtotal $ 4,998.94 (Estimated)Tax $ Total this Change Order $ 4,998.94 � J �---ti O6/14/19 Bit Authorized Signature Date Customer Acceptance The above prices and specifications of this Change Order are satisfactory and are hereby accepted.All work to be performed under same terms and conditions as specified in original contract, unless noted otherwise. Steve Rushton Coast Group Construction 328 N Olympic Ave Arlington,WA Signature Date Accepted Internal Office use: Date Entered Into Sage100 CO#/Initials CO Status Date Est.Entered Change Order BestWorth- Bcai Change Order Number 4 Date: Issued TO: Thursday,June 27 2019 Steve Rushton Project Manager: Coast Group Construction Matt Buehler 328 N Olympic Ave Project Name: Arlington, WA Dantrawl 425-315-4799 BR3ob#: stever@coast-group.com 8159-100 Contract#: Contract# QW. Description Total Bestworth to re-survey site on areas that were not ready in the original 1.00 1,669.80 survey. **Tax shown is an estimate—precise tax calculation will take place upon order processing. Subtotal $ 1,669.80 (Estimated)Tax $ - Total this Change Order $ 1,669.80 06/14/19 SR Authorized Signature Date Customer Acceptance The above prices and specifications of this Change Order are satisfactory and are hereby accepted.All work to be performed under same terms and conditions as specified in original contract, unless noted otherwise. Steve Rushton Coast Group Construction 328 N Olympic Ave Arlington,WA Signature Date Accepted Internal Office use: Date Entered Into Sage100 CO#/Initials CO Status Date Est.Entered B e s t Wo rt h'°' Change Order BESTWORTH ROMMEL Change Order Number 3 Date: Issued To: Thursday,June 27 2019 Steve Rushton Project Manager: Coast Group Construction Matt Buehler 328 N Olympic Ave Project Name: Arlington, WA Dantrawl 425-315-4799 BR Job#: stever@coast-group.com 8159-100 Contract#: Contract# Qty, Description Total 1.00 Supply and install Dantrawl sign to ACM envelope per drawings received $ 4,635.94 from Doug Hannam on 6/21 **Tax shown is an estimate-precise tax calculation will take place upon order processing. Subtotal $ 4,635.94 (Estimated)Tax S Total this Change Order $ 4,635.94 ti-- 06/14/19 BR Authorized Signature Date Customer Acceptance The above prices and specifications of this Change Order are satisfactory and are hereby accepted.All work to be performed under same terms and conditions as specified in original contract, unless noted otherwise. Steve Rushton Coast Group Construction 328 N Olympic Ave Arlington,WA Signature Date Accepted Internal office use: Date Entered into Sage100 CO#/Initials CO Status Date Est.Entered i COMPLETE STREETS CHECKLIST Community&Economic Development City of Arlington• 18204 59th Avenue NE•Arlington,WA 98223 • Phone (360)403-3551 Project Name: Smokey Pt Warehouse-38th Ave Email: kathy@Coast-group.com Project Manager/Owner: Coast Construction Phone No.: (360) 474-0600 Description of Scope: As part of the Smokey Point Warehouse Development, a new public road extension will be constructed, 38th Ave. The new roadway will connect 168th St NE to the 169th St NE road being constructed as part of the Affinity project to the north. 38th Ave will be a industrial access roadway with a 50-ft ROW and include a center median that will be constructed as a bioswale for stormwater treatment. Pavement sections will be per City of Arlington standards. Roadway Classification: 0 Principal O Minor 0 Collector 0 Non-Arterial 0 Boulevard O Alley Cross Connection Type: O Downtown 0 Urban Center Connector 0 Neighborhood Yield 0 Downtown Neighborhood 0 Industrial Access 0 Mixed Use Overlay 0 Urban Village Main O Neighborhood Corridor O Smokey Point Corridor 0 Urban Village Neighborhood O Neighborhood Curbless Page 1 of 7 Revised 8/18 1. CHANNELIZATION Average Daily Trips: Should re-channelization Contact Public Works 360-403-3512 52 be considered in the Speed Limit: 25 mph project scope? NA for a new roadway Current image or typical existing cross-section of street in project area (showing lane configuration): mart a w.�ccuana uwc erosxwc i aa ro ama � rinri•emrt I aMs �MIL1MtiOM IIORM f68�6a7' a,.�°°sr°°"vr eoswt w.rtn iw. PAVEMENT CONDIT Does the existing road maintain the minimum Overall Condition Index(OCI) as set O Yes O No forth in the Transportation Benefit District? Contact Public Works for current OCI and Standards 360-403-3512. Has the installation of traffic circles been considered? O Yes O No Is this project on the city's Transportation Improvement Plan? O Yes O No Should pavement repair be considered through this project? O Yes 0 No If yes,please explain. 3. PEDESTRIAN INFRASTRUCTUR Is this area identified in the City of Arlington Pedestrian Improvement Plan?If so, 13 Yes 01 No have the recommendations been met? Explain how or why not. People walking or using a mobility device: Is the project fully served by sidewalks, O Yes O No accessible curb ramps,and safe crosswalks?If not,are new/repaired sidewalks, curb ramps,and crosswalks included in the project? Page 2 of 7 Revised 8/18 Explain how or why not. Are existing sidewalk in good condition? 21 Yes O No Has an initial assessment of trees and sidewalk conditions been conducted with O Yes O No and engineer and arborist/landscape architect? Are there missing sidewalk in the project area? 0 Yes O No If yes,explain how this will be corrected? New roadway will provide missing sidewalk connectivity. Crossing Width (number of lanes) 2 Controlled Stop Spacing Does the project propose mid-block crossings to reduce distance between O Yes O No crossings? Is there pedestrian refuge or flashing beacons in the project area? O Yes O No Explain pedestrian existing crossing convenience,visibility and safety;does the project target improvements to accessibility? Have the addition of curb bulb outs been considered to slow traffic and reduce p Yes 0 No crossing width? Describe how the building(s) have been oriented to address the adjacent roadway with visible connected sidewalks that encourage and enhance pedestrian circulation. Building is oriented to align with the proposed roadway. Sidewalk access is along the side of the bldg. Describe pedestrian facilities added such as benches,trash receptacles,visual interest, shade and plantings. Street furniture will not be included in the project. Streets trees will be placed at key locations along the road alignment, thus proving shade. Page 3 of 7 Revised 8/18 4. BICYCLE INFRASTRUCTURE Is this area identified in the City of Arlington Bicycle Improvement Plan? 0 Yes 0 No If so,have the recommendations been met?Explain how or why not. Is the project site fully served by bicycle facilities?If not,are new bicycle facilities 0 Yes 0 No included in the project? Explain how or why not. Multimodal trails are not included in the project, thus bicycles will need to use the travel roadway. No bicycle facilities will be included with the project. Does this project meet the needs of a variety of bicycle users? 0 Yes 0 No (Family vs. Commuter) How? Describe how the building(s) serve and invite bicycle traffic, e.g. covered bike racks,visual interest, smooth transitions,bicycle focused travel ways. Bicycle facilities will not be included in the project. S. TRANSIT INFRASTRUCTURE Transit Classification: 0 Major Transit Route O Minor Transit Route Is the project identified on the City of Arlington Transit Expansion Plan? 0 Yes 0 No • Are there bus stops on the project area? 0 Yes 0 No • Are all bus stops in the project area within close proximity to a controlled 0 Yes 21 No crossing? • Average distance between bus stops in/adjacent to project area? • If bus stops are less than 0.2 miles (1056 ft.) apart, can stops be consolidated? Explain: Bus route operates along Smokey Pt Blvd, approximately 1,000-ft to the west. Stops are more than 0.2 miles apart, and consolidation is not necessary. Page 4 of 7 Revised 8/18 Does the stop provide cover and seating? O Yes 71 No How or why not. Community Transit has not provided cover or seating. Does the project add visual interest,shading, lighting,plantings, or traffic buffers? 71 Yes 71 No Explain how the project improves transit users'comfort and convenience. Not part of project Is the transit stop ADA accessible?If not,how does the project propose to provide 0 Yes O No accessibility? How or why not. Accessible sidewalks are available from the project site to Smokey Point Blvd, thus providing ADA access. 6. FREIGHT INFRASTRUCTURE Is the project on an identified City of Arlington Freight Route? R3 Yes 71 No Does the project area meet the curb radius and clearance standards? 71 Yes 71 No Are there spot improvements needed for the project area? (pavement depth) 71 Yes 71 No 7. STREET TREES AND LANDSCAPING Describe any existing street trees and landscaping assets within the project limits that warrant project investment to sustain (e.g.preservation of street trees): A stormwater bioswale will be located in a center median. Street trees will be provided at locations along the alignment. Is there an opportunity to plant trees or expand landscape? F1 Yes O No Page 5 of 7 Revised 8/18 Will there be long-term street tree and landscaping maintenance required for this 0 Yes O No project? How will the maintenance of plants be addressed? Maintenance bond for the 1 st year. Beyond that, City crews will be responsible for ongoing maintenance. Are street median planting proposed in the project area? 0 Yes O No Does the project include any environmental elements? E.g.: street trees,reduced 0 Yes O No pavement,bio-infiltration,vegetated bump outs,native/drought tolerant vegetation, or other environmental improvements to be implemented with the project? Explain how or why not. Biofiltration, street trees 8. URBAN DESIGN AND PLANNING If an adopted subarea or action plan applies to this project,has its p Yes 0 No recommendations relevant to improved streets/ROW been met? Explain how or why not. Has connectivity been improved for all modes of travel? 0 Yes O No Explain specifically for each mode of travel. The proposed roadway provides additional connectivity with existing and other proposed roadways. Is there an opportunity to implement artistic elements (e.g. sidewalk inlays, 0 Yes El No creative street furniture, or bollards or planters,creative bicycle racks etc.) in the project area?Explain how. Page 6 of 7 Revised 8/18 Describe Public Art or Art Opportunities: 0 Yes 0 No Arlington Art Council may be a resource 360-435-3778 or arlingtonartscouncil.net Not included in the project CITY USE ONLY Approval Determination O This project meets or exceeds the City of Arlington Complete Streets Standards. O This project will meet the City of Arlington Complete Street Standards with the following changes. O This project does not meet the City of Arlington Complete Street Standards. Please revisit the following sections and resubmit. Variance Determination O This project does not meet the City of Arlington Complete Street Standards. Project proponent has applied for a variance through the variance process and variance has been approved. O The variance has been denied,please revisit the following sections and resubmit. Page 7 of 7 Revised 8/18 //\NN Te rra ViS ta N W < < C Consulting Engineers November 6,2019 RE: Smokey Point Warehouse Revised Drainage Calculations for western bioswale(Cyan) This letter is supplemental to the stormwater drainage report dated March 13,2019. The western bioswale has been revised to include a vertical wall on the eastern side of the swale to accommodate a separation requirement with the existing building to the west. This change will reduce the wetted perimeter of the bioswale,therefore TerraVista NW has rerun the WWHM2012 model for the change in geometry. Based on the new calculations,the bioswale will continue to infiltrate 100%of the tributary stormwater. Calculations are attached for the Cyan subbasin which supersede the calculations included in the drainage report. ft Regards, Vww'�_ Erc J. Scott,PE Principal 3204 Smokey Point Drive, Suite 207, Arlington WA 98223 General Model Information Project Name: SPW-Cyan Bio Site Name: Smokey Point Warehouse Site Address: City: Report Date: 1 012 3/2 0 1 9 Gage: Everett Data Start: 1948/10/01 WWHM2012 Data End: 2009/09/30 Timestep: 15 Minute Precip Scale: 1.200 PROJECT REPORT Version Date: 2019/09/13 Version: 4.2.17 POC Thresholds Low Flow Threshold for POC1: 50 Percent of the 2 Year High Flow Threshold for POC1: 50 Year SPW-Cyan Bio 10/23/2019 8:44:40 PM Page 2 Landuse Basin Data Mitigated Land Use Predeveloped Land Use Cyan Basin Cyan Basin Bypass: No Bypass: No GroundWater: No GroundWater: No Pervious Land Use acre Pervious Land Use acre Pervious Total 0 A B, Forest,Flat 0.43 Pervious Total 0.43 Impervious Land Use acre ROADS FLAT 0.43 Impervious Land Use acre Impervious Total 0.43 Impervious Total 0 Basin Total 0.43 Basin Total 0.43 Element Flows To: Element Flows To: Surface Interflow Groundwater Surface Interflow Groundwater Surface Biofiltation Surface Biofiltation SPW-Cyan Bio 10/23/2019 8:44:40 PM Page 3 SPW-Cyan Bio 10/23/2019 8:44:40 PM Page 4 Routing Elements Mitigated Routing Predeveloped Routing Cyan Biofiltation Bottom Length: 308.00 ft. Bottom Width: 2.00 ft. Material thickness of first layer: 1.5 Material type for first layer: SMMWW 12 in/hr Material thickness of second layer: 0 Material type for second layer: Sand Material thickness of third layer: 0 Material type for third layer: GRAVEL Infiltration On Infiltration rate: 2 Infiltration safety factor: 1 Wetted surface area On Total Volume Infiltrated(ac-ft.): 85.693 Total Volume Through Riser(ac-ft.): 0 Total Volume Through Facility(ac-ft.): 85.693 Percent Infiltrated: 100 Total Precip Applied to Facility: 4.136 Total Evap From Facility: 1.762 Underdrain not used Discharge Structure Riser Height: 0.5 ft. Riser Diameter: 18 in. Element Flows To: Outlet 1 Outlet 2 Bioretention Hydraulic Table Stage(feet) Area(ac.) Volume(ac-ft.) Discharge(cfs)Infilt(cfs) 0.0000 0.0473 0.0000 0.0000 0.0000 0.0275 0.0469 0.0001 0.0000 0.0000 0.0549 0.0463 0.0002 0.0000 0.0000 0.0824 0.0457 0.0003 0.0000 0.0000 0.1099 0.0451 0.0004 0.0000 0.0000 0.1374 0.0444 0.0005 0.0000 0.0000 0.1648 0.0438 0.0006 0.0000 0.0010 0.1923 0.0432 0.0007 0.0000 0.0014 0.2198 0.0426 0.0008 0.0000 0.0021 0.2473 0.0420 0.0010 0.0000 0.0028 0.2747 0.0413 0.0011 0.0000 0.0037 0.3022 0.0407 0.0012 0.0000 0.0049 0.3297 0.0401 0.0015 0.0000 0.0062 0.3571 0.0395 0.0017 0.0000 0.0077 0.3846 0.0389 0.0020 0.0000 0.0095 0.4121 0.0383 0.0023 0.0000 0.0115 0.4396 0.0376 0.0026 0.0000 0.0138 0.4670 0.0370 0.0029 0.0000 0.0164 0.4945 0.0364 0.0032 0.0000 0.0193 0.5220 0.0358 0.0035 0.0000 0.0226 0.5495 0.0352 0.0038 0.0000 0.0263 0.5769 0.0346 0.0042 0.0000 0.0303 0.6044 0.0340 0.0045 0.0000 0.0347 0.6319 0.0334 0.0049 0.0000 0.0396 0.6593 0.0327 0.0052 0.0000 0.0449 SPW-Cyan Bio 10/23/2019 8:44:40 PM Page 5 SPW-Cyan Bio 10/23/2019 8:44:40 PM Page 6 0.6868 0.0321 0.0056 0.0000 0.0507 2.1593 0.0625 0.0559 1.0052 0.2281 0.0319 0.7143 0.0315 0.0059 0.0000 0.0570 2.1868 0.0631 0.0577 1.2709 0.2281 0.0332 0.7418 0.0309 0.0063 0.0000 0.0611 2.2143 0.0637 0.0594 1.5529 0.2281 0.0345 0.7692 0.0303 0.0067 0.0000 0.0623 2.2418 0.0644 0.0612 1.8479 0.2281 0.0357 0.7967 0.0297 0.0071 0.0000 0.0636 2.2692 0.0650 0.0629 2.1526 0.2281 0.0370 0.8242 0.0291 0.0075 0.0000 0.0648 2.2967 0.0657 0.0647 2.4637 0.2281 0.0383 0.8516 0.0285 0.0079 0.0000 0.0660 2.3242 0.0663 0.0665 2.7777 0.2281 0.0396 0.8791 0.0279 0.0083 0.0000 0.0673 2.3516 0.0670 0.0684 3.0914 0.2281 0.0409 0.9066 0.0273 0.0087 0.0000 0.0685 2.3791 0.0676 0.0702 3.4013 0.2281 0.0422 0.9341 0.0267 0.0092 0.0000 0.0697 2.4066 0.0682 0.0721 3.7040 0.2281 0.0435 0.9615 0.0261 0.0096 0.0000 0.0710 2.4341 0.0689 0.0740 3.9965 0.2281 0.0448 0.9890 0.0255 0.0101 0.0000 0.0722 2.4615 0.0695 0.0759 4.2756 0.2281 0.0461 1.0165 0.0249 0.0105 0.0000 0.0734 2.4890 0.0702 0.0778 4.5388 0.2281 0.0467 1.0440 0.0243 0.0110 0.0000 0.0747 2.5000 0.0704 0.0786 4.7838 0.2281 0.0000 1.0714 0.0237 0.0114 0.0000 0.0759 1.0989 0.0231 0.0119 0.0000 0.0771 1.1264 0.0225 0.0124 0.0000 0.0784 1.1538 0.0219 0.0129 0.0000 0.0796 1.1813 0.0213 0.0134 0.0000 0.0809 1.2088 0.0207 0.0139 0.0000 0.0821 1.2363 0.0201 0.0144 0.0000 0.0834 1.2637 0.0195 0.0149 0.0000 0.0846 1.2912 0.0189 0.0155 0.0000 0.0859 1.3187 0.0183 0.0160 0.0000 0.0871 1.3462 0.0177 0.0166 0.0000 0.0884 1.3736 0.0171 0.0171 0.0000 0.0896 1.4011 0.0165 0.0177 0.0000 0.0909 1.4286 0.0159 0.0182 0.0000 0.0921 1.4560 0.0153 0.0188 0.0000 0.0934 1.4835 0.0147 0.0194 0.0000 0.0946 1.5000 0.0141 0.0198 0.0000 0.0954 Bioretention Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)To Amended(cfs)lnfilt(cfs) 1.5000 0.0473 0.0198 0.0000 0.1711 0.0013 1.5275 0.0479 0.0211 0.0000 0.1711 0.0025 1.5549 0.0486 0.0224 0.0000 0.1774 0.0038 1.5824 0.0492 0.0237 0.0000 0.1805 0.0050 1.6099 0.0498 0.0251 0.0000 0.1836 0.0063 1.6374 0.0504 0.0265 0.0000 0.1868 0.0076 1.6648 0.0511 0.0279 0.0000 0.1899 0.0088 1.6923 0.0517 0.0293 0.0000 0.1930 0.0101 1.7198 0.0523 0.0307 0.0000 0.1962 0.0114 1.7473 0.0529 0.0322 0.0000 0.1993 0.0127 1.7747 0.0536 0.0336 0.0000 0.2025 0.0139 1.8022 0.0542 0.0351 0.0000 0.2056 0.0152 1.8297 0.0548 0.0366 0.0000 0.2087 0.0165 1.8571 0.0555 0.0381 0.0000 0.2119 0.0178 1.8846 0.0561 0.0396 0.0000 0.2150 0.0190 1.9121 0.0567 0.0412 0.0000 0.2181 0.0203 1.9396 0.0574 0.0428 0.0000 0.2213 0.0216 1.9670 0.0580 0.0443 0.0000 0.2244 0.0229 1.9945 0.0586 0.0460 0.0000 0.2275 0.0242 2.0220 0.0593 0.0476 0.0519 0.2281 0.0254 2.0495 0.0599 0.0492 0.1749 0.2281 0.0267 2.0769 0.0606 0.0509 0.3391 0.2281 0.0280 2.1044 0.0612 0.0525 0.5355 0.2281 0.0293 2.1319 0.0618 0.0542 0.7589 0.2281 0.0306 SPW-Cyan Bio 10/23/2019 8:44:40 PM Page 7 SPW-Cyan Bio 10/23/2019 8:44:40 PM Page 8 Surface Biofiltation Analysis Results Element Flows To: POC 1 Outlet 1 Outlet 2 Cyan Biofiltation i 5 am 0 � 00 LL +Predeveloped x Mitigated Predeveloped Landuse Totals for POC#1 Total Pervious Area: 0.43 Total Impervious Area: 0 Mitigated Landuse Totals for POC#1 Total Pervious Area: 0 Total Impervious Area: 0.43 Flow Frequency Method: Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC#1 Return Period Flow(cfs) 2 year 0.000494 5 year 0.00107 10 year 0.001717 25 year 0.002999 50 year 0.004432 100 year 0.006428 Flow Frequency Return Periods for Mitigated. POC#1 Return Period Flow(cfs) 2 year 0 5 year 0 10 year 0 25 year 0 50 year 0 100 year 0 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC#1 Year Predeveloped Mitigated 1949 0.000 0.000 1950 0.001 0.000 1951 0.001 0.000 1952 0.000 0.000 1953 0.000 0.000 1954 0.002 0.000 1955 0.002 0.000 1956 0.000 0.000 1957 0.000 0.000 1958 0.000 0.000 SPW-Cyan Bio 10/23/2019 8:44:40 PM Page 9 SPW-Cyan Bio 10/23/2019 8:44:40 PM Page 10 1959 0.001 0.000 4 0.0030 0.0000 1960 0.001 0.000 5 0.0024 0.0000 1961 0.002 0.000 6 0.0020 0.0000 1962 0.000 0.000 7 0.0018 0.0000 1963 0.000 0.000 8 0.0017 0.0000 1964 0.001 0.000 9 0.0016 0.0000 1965 0.000 0.000 10 0.0011 0.0000 1966 0.000 0.000 11 0.0010 0.0000 1967 0.001 0.000 12 0.0009 0.0000 1968 0.000 0.000 13 0.0008 0.0000 1969 0.000 0.000 14 0.0008 0.0000 1970 0.000 0.000 15 0.0007 0.0000 1971 0.002 0.000 16 0.0007 0.0000 1972 0.000 0.000 17 0.0007 0.0000 1973 0.000 0.000 18 0.0006 0.0000 1974 0.001 0.000 19 0.0006 0.0000 1975 0.000 0.000 20 0.0006 0.0000 1976 0.001 0.000 21 0.0005 0.0000 1977 0.000 0.000 22 0.0005 0.0000 1978 0.000 0.000 23 0.0004 0.0000 1979 0.001 0.000 24 0.0003 0.0000 1980 0.000 0.000 25 0.0003 0.0000 1981 0.000 0.000 26 0.0003 0.0000 1982 0.001 0.000 27 0.0003 0.0000 1983 0.000 0.000 28 0.0003 0.0000 1984 0.000 0.000 29 0.0003 0.0000 1985 0.001 0.000 30 0.0003 0.0000 1986 0.003 0.000 31 0.0003 0.0000 1987 0.002 0.000 32 0.0003 0.0000 1988 0.000 0.000 33 0.0003 0.0000 1989 0.000 0.000 34 0.0003 0.0000 1990 0.000 0.000 35 0.0003 0.0000 1991 0.000 0.000 36 0.0003 0.0000 1992 0.000 0.000 37 0.0003 0.0000 1993 0.000 0.000 38 0.0003 0.0000 1994 0.000 0.000 39 0.0003 0.0000 1995 0.000 0.000 40 0.0003 0.0000 1996 0.004 0.000 41 0.0003 0.0000 1997 0.011 0.000 42 0.0003 0.0000 1998 0.000 0.000 43 0.0003 0.0000 1999 0.000 0.000 44 0.0003 0.0000 2000 0.001 0.000 45 0.0003 0.0000 2001 0.000 0.000 46 0.0003 0.0000 2002 0.000 0.000 47 0.0003 0.0000 2003 0.000 0.000 48 0.0003 0.0000 2004 0.000 0.000 49 0.0003 0.0000 2005 0.000 0.000 50 0.0003 0.0000 2006 0.011 0.000 51 0.0003 0.0000 2007 0.000 0.000 52 0.0003 0.0000 2008 0.001 0.000 53 0.0003 0.0000 2009 0.000 0.000 54 0.0003 0.0000 55 0.0003 0.0000 Ranked Annual Peaks 56 0.0003 0.0000 Ranked Annual Peaks for Predeveloped and Mitigated. POC#1 57 0.0003 0.0000 Rank Predeveloped Mitigated 58 0.0003 0.0000 1 0.0115 0.0000 59 0.0003 0.0000 2 0.0106 0.0000 60 0.0003 0.0000 3 0.0039 0.0000 61 0.0002 0.0000 SPW-Cyan Bio 10/23/2019 8:45:09 PM Page 11 SPW-Cyan Bio 10/23/2019 8:45:09 PM Page 12 Duration Flows The Facility PASSED Flow(cfs) Predev Mit Percentage Pass/Fail 0.0002 2351 0 0 Pass 0.0003 1324 0 0 Pass 0.0003 438 0 0 Pass 0.0004 112 0 0 Pass 0.0004 102 0 0 Pass 0.0005 89 0 0 Pass 0.0005 77 0 0 Pass 0.0005 66 0 0 Pass 0.0006 61 0 0 Pass 0.0006 58 0 0 Pass 0.0007 54 0 0 Pass 0.0007 50 0 0 Pass 0.0008 49 0 0 Pass 0.0008 47 0 0 Pass 0.0008 43 0 0 Pass 0.0009 40 0 0 Pass 0.0009 36 0 0 Pass 0.0010 36 0 0 Pass 0.0010 32 0 0 Pass 0.0011 31 0 0 Pass 0.0011 31 0 0 Pass 0.0011 29 0 0 Pass 0.0012 29 0 0 Pass 0.0012 27 0 0 Pass 0.0013 26 0 0 Pass 0.0013 26 0 0 Pass 0.0013 26 0 0 Pass 0.0014 25 0 0 Pass 0.0014 23 0 0 Pass 0.0015 23 0 0 Pass 0.0015 23 0 0 Pass 0.0016 23 0 0 Pass 0.0016 23 0 0 Pass 0.0016 21 0 0 Pass 0.0017 19 0 0 Pass 0.0017 18 0 0 Pass 0.0018 17 0 0 Pass 0.0018 16 0 0 Pass 0.0019 16 0 0 Pass 0.0019 15 0 0 Pass 0.0019 15 0 0 Pass 0.0020 14 0 0 Pass 0.0020 13 0 0 Pass 0.0021 13 0 0 Pass 0.0021 13 0 0 Pass 0.0021 13 0 0 Pass 0.0022 13 0 0 Pass 0.0022 13 0 0 Pass 0.0023 13 0 0 Pass 0.0023 13 0 0 Pass 0.0024 13 0 0 Pass 0.0024 11 0 0 Pass 0.0024 11 0 0 Pass SPW-Cyan Bio 10/23/2019 8:45:09 PM Page 13 SPW-Cyan Bio 10/23/2019 8:45:09 PM Page 14 0.0025 11 0 0 Pass Water Quality 0.0025 11 0 0 Pass Water Quality BMP Flow and Volume for POC#1 0.0026 11 0 0 Pass On-line facility volume: 0 acre-feet 0.0026 11 0 0 Pass On-line facility target flow: 0 cfs. 0.0027 11 0 0 Pass Adjusted for 15 min: 0 cfs. 0.0027 11 0 0 Pass Off-line facility target flow: 0 cfs. 0.0027 11 0 0 Pass Adjusted for 15 min: 0 cfs. 0.0028 11 0 0 Pass 0.0028 11 0 0 Pass 0.0029 11 0 0 Pass 0.0029 11 0 0 Pass 0.0030 10 0 0 Pass 0.0030 10 0 0 Pass 0.0030 9 0 0 Pass 0.0031 9 0 0 Pass 0.0031 8 0 0 Pass 0.0032 8 0 0 Pass 0.0032 8 0 0 Pass 0.0032 8 0 0 Pass 0.0033 8 0 0 Pass 0.0033 8 0 0 Pass 0.0034 8 0 0 Pass 0.0034 8 0 0 Pass 0.0035 8 0 0 Pass 0.0035 8 0 0 Pass 0.0035 8 0 0 Pass 0.0036 8 0 0 Pass 0.0036 8 0 0 Pass 0.0037 8 0 0 Pass 0.0037 8 0 0 Pass 0.0038 7 0 0 Pass 0.0038 7 0 0 Pass 0.0038 7 0 0 Pass 0.0039 7 0 0 Pass 0.0039 6 0 0 Pass 0.0040 6 0 0 Pass 0.0040 6 0 0 Pass 0.0041 6 0 0 Pass 0.0041 6 0 0 Pass 0.0041 6 0 0 Pass 0.0042 6 0 0 Pass 0.0042 6 0 0 Pass 0.0043 6 0 0 Pass 0.0043 6 0 0 Pass 0.0043 6 0 0 Pass 0.0044 5 0 0 Pass 0.0044 5 0 0 Pass SPW-Cyan Bio 10/23/2019 8:45:09 PM Page 15 SPW-Cyan Bio 10/23/2019 8:45:09 PM Page 16 LID Report Model Default Modifications LID Technique Used for Total Volume Volume Infiltration Cumulative Percent Water Quality Percent Comment Treatment? Needs Through Volume Volume Volume Waternuaiity Total of 0 changes have been made. Treatment Facility (ac-ft) Infiltration Infiltrated Treated (ac-ft) (ac-fi) Credit Biofiltation POC ❑ 77.98 ❑ 100.00 Total Volume Infiltrated 77.98 0.00 0.00 100.00 0.00 0%No Treat PERLND Changes Crean No PERLND changes have been made. Compliance with LID Duration Standard 8%of 2-yr to 50%of Analysis 2 yr Result= Passed IMPLND Changes No IMPLND changes have been made. SPW-Cyan Bio 10/23/2019 8:45:09 PM Page 17 SPW-Cyan Bio 10/23/2019 8:45:16 PM Page 18 Appendix Mitigated Schematic Predeve/oped Schematic Cyan Basin Cyan Basin 0.43ac SI Cyan Biofiltation L SPW-Cyan Bio 10/23/2019 8:45:16 PM Page 19 SPW-Cyan Bio 10/23/2019 8:45:17 PM Page 20 Predeveloped UCI File PWAT-PARMl RUN <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** GLOBAL 1 0 0 0 0 0 0 0 0 0 0 0 WWHM4 model simulation END PWAT-PARMl START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 PWAT-PARM2 RESUME 0 RUN 1 UNIT SYSTEM 1 <PLS > PWATER input info: Part 2 *** END GLOBAL # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 1 0 5 2 400 0.05 0.3 0.996 FILES END PWAT-PARM2 <File> <Un#> <-----------File Name------------------------------>*** PWAT-PARM3 <-ID-> *** WDM 26 SPW-Cyan Bio.wdm <PLS > PWATER input info: Part 3 *** MESSU 25 PreSPW-Cyan Bio.MES # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 27 PreSPW-Cyan Bio.L61 1 0 0 2 2 0 0 0 28 PreSPW-Cyan Bio.L62 END PWAT-PARM3 30 POCSPW-Cyan Biol.dat PWAT-PARM4 *** END FILES <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR INTFW IRC LZETP *** OPN SEQUENCE 1 0.2 0.5 0.35 0 0.7 0.7 INGRP INDELT 00:15 END PWAT-PARM4 PERLND 1 COPY 501 PWAT-STATE* DISPLY 1 <PLS > * Initial conditions at start of simulation END INGRP ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** END OPN SEQUENCE # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS DISPLY 1 0 0 0 0 3 1 0 DISPLY-INFOl END PWAT-STATEl # - #<----------Title----------->***TRAN PIVL DIG1 FILL PYR DIG2 FIL2 YRND 1 Cyan Basin MAX 1 2 30 9 END PERLND END DISPLY-INFO1 END DISPLY IMPLND COPY GEN-INFO TIMESERIES <PLS ><-------Name-------> Unit-systems Printer *** # - # NPT NMN *** # - # User t-series Engl Metr *** 1 1 1 in out 501 1 1 END GEN-INFO END TIMESERIES Section IWATER*** END COPY GENER ACTIVITY OPCODE <PLS > ************* Active Sections ***************************** # # OPCD *** # - # ATMP SNOW IWAT SLD IWG IQAL *** END OPCODE END ACTIVITY PARM # # K *** PRINT-INFO END PARM <ILS > ******* Print-flags ******** PIVL PYR END GENER # - # ATMP SNOW IWAT SLD IWG IQAL ********* PERLND END PRINT-INFO GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** IWAT-PARM1 # - # User t-series Engl Metr *** <PLS > IWATER variable monthly parameter value flags *** in out *** # - # CSNO RTOP VRS VNN RTLI *** 1 A/B, Forest, Flat 1 1 1 1 27 0 END IWAT-PARM1 END GEN-INFO Section PWATER*** IWAT-PARM2 <PLS > IWATER input info: Part 2 *** ACTIVITY # - # *** LSUR SLSUR NSUR RETSC <PLS > ************* Active Sections ***************************** END IWAT-PARM2 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** IWAT-PARM3 1 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN PRINT-INFO END IWAT-PARM3 <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* IWAT-STATE* 1 0 0 4 0 0 0 0 0 0 0 0 0 1 9 <PLS > * Initial conditions at start of simulation END PRINT-INFO # - # *** RETS SURS END IWAT-STATEl SPW-Cyan Bio 10/23/2019 8:45:17 PM Page 21 SPW-Cyan Bio 10/23/2019 8:45:17 PM Page 22 END IMPLND WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** END EXT SOURCES <Name> # <-factor-> <Name> # Tbl# *** Cyan Basin*** EXT TARGETS PERLND 1 0.43 COPY 501 12 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** PERLND 1 0.43 COPY 501 13 <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL ******Routing****** END EXT TARGETS END SCHEMATIC MASS-LINK NETWORK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> <Name> # #<-factor-> <Name> <Name> # #*** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** MASS-LINK 12 COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** PERLND PWATER IFWO 0.083333 COPY INPUT MEAN <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END MASS-LINK 13 END NETWORK RCHRES END MASS-LINK GEN-INFO RCHRES Name Nexits Unit Systems Printer *** END RUN # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PINK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.2 IMPLND 1 999 EXTNL PREC SPW-Cyan Bio 10/23/2019 8:45:17 PM Page 23 SPW-Cyan Bio 10/23/2019 8:45:17 PM Page 24 Mitigated UCI File # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* RUN END PRINT-INFO GLOBAL PWAT-PARM1 WWHM4 model simulation <PLS > PWATER variable monthly parameter value flags *** START 1948 10 01 END 2009 09 30 # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** RUN INTERP OUTPUT LEVEL 3 0 END PWAT-PARM1 RESUME 0 RUN 1 UNIT SYSTEM 1 PWAT-PARM2 END GLOBAL <PLS > PWATER input info: Part 2 *** FILES # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC <File> <Un#> <-----------File Name------------------------------>*** END PWAT-PARM2 <-ID-> *** WDM 26 SPW-Cyan Bio.wdm PWAT-PARM3 *** MESSU 25 MitSPW-Cyan Bio.MES <PLS > PWATER input info: Part 3 27 MitSPW-Cyan Bio.L61 # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 28 MitSPW-Cyan Bio.L62 END PWAT-PARM3 30 POCSPW-Cyan Biol.dat PWAT-PARM4 *** END FILES <PLS > PWATER input info: Part 4 # - # CEPSC UZSN NSUR INTFW IRC LZETP *** OPN SEQUENCE END PWAT-PARM4 INGRP INDELT 00:15 PWAT-STATEI IMPEND 1 GENER 2 <PLS > *** Initial conditions at start of simulation RCHRES 1 ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** RCHRES 2 # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS COPY 1 END PWAT-STATEI COPY 501 DISPLY 1 END PERLND END INGRP END OPN SEQUENCE IMPLND DISPLY GEN-INFO DISPLY-INFO1 <PLS ><-------Name-------> Unit-systems Printer *** # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND # - # User t-series Engl Metr *** 1 Surface Biofiltation MAX 1 2 30 9 in out *** END DISPLY-INFO1 1 ROADS/FLAT 1 1 1 27 0 END DISPLY END GEN-INFO COPY Section IWATER*** TIMESERIES # - # NPT NMN *** ACTIVITY *********** **************************** 1 1 1 <PLS > * * Active Sections 501 1 1 # - # ATMP SNOW IWAT SLD IWG IQAL *** END TIMESERIES 1 0 0 1 0 0 0 END COPY END ACTIVITY GENER OPCODE PRINT-INFO # # OPCD *** <ILS > ******* Print-flags ******** PIVL PYR 2 24 # - # ATMP SNOW IWAT SLD IWG IQAL ** * *** END OPCODE 1 0 0 4 0 0 0 1 9 PARM END PRINT-INFO # # K *** 2 0 IWAT-PARM1 END PARM <PLS > IWATER variable monthly parameter value flags *** END GENER # - # CSNO RTOP VRS VNN RTLI *** PERLND 1 0 0 0 0 0 GEN-INFO END IWAT-PARM1 <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** IWAT-PARM2 *** in out *** <PLS > IWATER input info: Part 2 END GEN-INFO # - # *** LSUR SLSUR NSUR RETSC *** Section PWATER*** 1 400 0.01 0.1 0.1 END IWAT-PARM2 ACTIVITY <PLS > ************* Active Sections ***************************** IWAT-PARM3 # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** <PLS > IWATER input info: Part 3 *** END ACTIVITY # - # ***PETMAX PETMIN 1 0 0 PRINT-INFO END IWAT-PARM3 <PLS > ***************** Print-flags ***************************** PIVL PYR IWAT-STATEI SPW-Cyan Bio 10/23/2019 8:45:17 PM Page 25 SPW-Cyan Bio 10/23/2019 8:45:17 PM Page 26 <PLS > *** Initial conditions at start of simulation END HYDR-PARM2 # - # *** RETS SURS HYDR-INIT 1 0 0 RCHRES Initial conditions for each HYDR section *** END IWAT-STATEI # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-£t for each possible exit for each possible exit END IMPLND <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 5.0 6.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 SCHEMATIC 2 0 4.0 5.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 <-Source-> <--Area--> <-Target-> MBLK *** END HYDR-INIT <Name> # <-factor-> <Name> # Tbl# *** END RCHRES Cyan Basin*** IMPLND 1 0.43 RCHRES 1 5 SPEC-ACTIONS *** User-Defined Variable Quantity Lines ******Routing****** *** addr IMPLND 1 0.43 COPY 1 15 *** <------> RCHRES 1 1 RCHRES 2 8 *** kwd varnam optyp opn vari sl s2 s3 tp multiply lc is ac as agfn *** RCHRES 2 1 COPY 501 17 <****> <----> <----> <-> <----><-><-><-><-><--------> <><-> <><-> <--> *** RCHRES 1 1 COPY 501 17 UVQUAN vo12 RCHRES 2 VOL 4 END SCHEMATIC UVQUAN v2m2 GLOBAL WORKSP 1 3 UVQUAN vpo2 GLOBAL WORKSP 2 3 NETWORK UVQUAN v2d2 GENER 2 K 1 3 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** *** User-Defined Target Variable Names <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** *** addr or addr or COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 *** <------> <------> GENER 2 OUTPUT TIMSER .0011111 RCHRES 1 EXTNL OUTDGT 1 *** kwd varnam ct vari sl s2 s3 frac oper vari sl s2 s3 frac oper <****> <----><-> <----><-><-><-> <---> <__> <____><-><-><-> <___> <__> UVNAME v2m2 1 WORKSP 1 1.0 QUAN UVNAME vpo2 1 WORKSP 2 1.0 QUAN <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** UVNAME v2d2 1 K 1 1.0 QUAN <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** *** opt £oplop dcdts yr mo dy hr mn d t vnam sl s2 s3 ac quantity to is rp END NETWORK <****><-><--><><-><--> <> <> <> <><><> <----><-><-><-><-><--------> <> <-><-> GENER 2 v2m2 = 946.82 RCHRES *** Compute remaining available pore space GEN-INFO GENER 2 vpo2 = v2m2 RCHRES Name Nexits Unit Systems Printer *** GENER 2 vpo2 vo12 # - #<------------------><---> User T-series Engl Metr LKFG *** *** Check to see if VPORA goes negative; if so set VPORA = 0.0 in out *** IF (vpo2 < 0.0) THEN 1 Surface Biofilta-012 3 1 1 1 28 0 1 GENER 2 vpo2 = 0.0 2 Cyan Biofiltatio-011 2 1 1 1 28 0 1 END IF END GEN-INFO *** Infiltration volume *** Section RCHRES*** GENER 2 v2d2 = vpo2 END SPEC-ACTIONS ACTIVITY FTABLES <PLS > ************* Active Sections ***************************** FTABLE 2 # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 56 5 1 1 0 0 0 0 0 0 0 0 0 Depth Area Volume Outflowl Outflow2 Velocity Travel Time*** 2 1 0 0 0 0 0 0 0 0 0 (ft) (acres) (acre-ft) (cfs) (cfs) (ft/sec) (Minutes)*** END ACTIVITY 0.000000 0.047303 0.000000 0.000000 0.000000 0.027473 0.046928 0.000091 0.000000 0.000000 PRINT-INFO 0.054945 0.046304 0.000185 0.000000 0.000000 <PLS > ***************** Print-flags ******************* PIVL PYR 0.082418 0.045681 0.000283 0.000000 0.000000 # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 0.109890 0.045059 0.000385 0.000000 0.000000 1 4 0 0 0 0 0 0 0 0 0 1 9 0.137363 0.044437 0.000491 0.000000 0.000038 2 4 0 0 0 0 0 0 0 0 0 1 9 0.164835 0.043816 0.000600 0.000000 0.000969 END PRINT-INFO 0.192308 0.043195 0.000713 0.000000 0.001447 0.219780 0.042575 0.000830 0.000000 0.002058 HYDR-PARM1 0.247253 0.041956 0.000950 0.000000 0.002817 RCHRES Flags for each HYDR Section *** 0.274725 0.041337 0.001074 0.000000 0.003743 # - # VC Al A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each 0.302198 0.040719 0.001202 0.000000 0.004853 FG FG FG FG possible exit *** possible exit possible exit 0.329670 0.040102 0.001466 0.000000 0.006164 * * * * * * * * * * * * * *** 0.357143 0.039485 0.001737 0.000000 0.007696 1 0 1 0 0 4 5 6 0 0 0 1 0 0 0 2 1 2 2 2 0.384615 0.038869 0.002015 0.000000 0.009467 2 0 1 0 0 4 5 0 0 0 0 0 0 0 0 2 2 2 2 2 0.412088 0.038253 0.002301 0.000000 0.011498 END HYDR-PARM1 0.439560 0.037638 0.002595 0.000000 0.013808 0.467033 0.037024 0.002896 0.000000 0.016417 HYDR-PARM2 0.494505 0.036410 0.003205 0.000000 0.019347 # - # FTABNO LEN DELTH STCOR KS DB50 *** 0.521978 0.035797 0.003521 0.000000 0.022620 <------><--------><--------><--------><--------><--------><--------> *** 0.549451 0.035185 0.003845 0.000000 0.026255 1 1 0.01 0.0 0.0 0.0 0.0 0.576923 0.034573 0.004176 0.000000 0.030278 2 2 0.06 0.0 0.0 0.0 0.0 0.604396 0.033962 0.004515 0.000000 0.034708 SPW-Cyan Bio 10/23/2019 8:45:17 PM Page 27 SPW-Cyan Bio 10/23/2019 8:45:17 PM Page 28 0.631868 0.033351 0.004861 0.000000 0.039571 0.824176 0.066315 0.046782 2.777747 0.228148 0.038341 0.659341 0.032741 0.005215 0.000000 0.044889 0.851648 0.066958 0.048612 3.091423 0.228148 0.039638 0.686813 0.032132 0.005577 0.000000 0.050687 0.879121 0.067602 0.050461 3.401294 0.228148 0.040937 0.714286 0.031523 0.005947 0.000000 0.056989 0.906593 0.068247 0.052327 3.704036 0.228148 0.042237 0.741758 0.030915 0.006323 0.000000 0.061120 0.934066 0.068892 0.054211 3.996465 0.228148 0.043538 0.769231 0.030307 0.006708 0.000000 0.062345 0.961538 0.069538 0.056112 4.275612 0.228148 0.044841 0.796703 0.029701 0.007100 0.000000 0.063571 0.989011 0.070184 0.058031 4.538807 0.228148 0.046145 0.824176 0.029094 0.007500 0.000000 0.064799 1.000000 0.070443 0.058804 4.783770 0.228148 0.046667 0.851648 0.028489 0.007908 0.000000 0.066028 END FTABLE 1 0.879121 0.027884 0.008323 0.000000 0.067258 END FTABLES 0.906593 0.027279 0.008746 0.000000 0.068489 0.934066 0.026676 0.009176 0.000000 0.069722 EXT SOURCES 0.961538 0.026073 0.009614 0.000000 0.070956 <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** 0.989011 0.025470 0.010060 0.000000 0.072191 <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** 1.016484 0.024868 0.010514 0.000000 0.073427 WDM 2 PREC ENGL 1.2 PERLND 1 999 EXTNL PREC 1.043956 0.024267 0.010975 0.000000 0.074665 WDM 2 PREC ENGL 1.2 IMPLND 1 999 EXTNL PREC 1.071429 0.023666 0.011444 0.000000 0.075904 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP 1.098901 0.023066 0.011921 0.000000 0.077144 WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP 1.126374 0.022467 0.012405 0.000000 0.078385 WDM 2 PREC ENGL 1.2 RCHRES 1 EXTNL PREC 1.153846 0.021868 0.012897 0.000000 0.079628 WDM 1 EVAP ENGL 0.5 RCHRES 1 EXTNL POTEV 1.181319 0.021270 0.013397 0.000000 0.080872 WDM 1 EVAP ENGL 0.76 RCHRES 2 EXTNL POTEV 1.208791 0.020673 0.013905 0.000000 0.082117 1.236264 0.020076 0.014420 0.000000 0.083364 END EXT SOURCES 1.263736 0.019480 0.014944 0.000000 0.084611 1.291209 0.018884 0.015475 0.000000 0.085860 EXT TARGETS 1.318681 0.018289 0.016013 0.000000 0.087110 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** 1.346154 0.017695 0.016560 0.000000 0.088362 <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** 1.373626 0.017101 0.017114 0.000000 0.089615 RCHRES 2 HYDR RO 1 1 1 WDM 1008 FLOW ENGL REPL 1.401099 0.016508 0.017677 0.000000 0.090869 RCHRES 2 HYDR O 1 1 1 WDM 1009 FLOW ENGL REPL 1.428571 0.015915 0.018247 0.000000 0.092124 RCHRES 2 HYDR O 2 1 1 WDM 1010 FLOW ENGL REPL 1.456044 0.015323 0.018824 0.000000 0.093380 RCHRES 2 HYDR STAGE 1 1 1 WDM 1011 STAG ENGL REPL 1.483516 0.014732 0.019410 0.000000 0.094638 RCHRES 1 HYDR STAGE 1 1 1 WDM 1012 STAG ENGL REPL 1.500000 0.014141 0.021736 0.000000 0.095394 RCHRES 1 HYDR O 1 1 1 WDM 1013 FLOW ENGL REPL END FTABLE 2 COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL FTABLE 1 COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL 38 6 END EXT TARGETS Depth Area Volume Outflowl Out£low2 Outflow3 Velocity Travel Time*** MASS-LINK (ft) (acres) (acre-ft) (cfs) (cfs) (cfs) (ft/sec) <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** (Minutes)*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** 0.000000 0.014141 0.000000 0.000000 0.000000 0.001260 MASS-LINK 5 0.027473 0.047927 0.001308 0.000000 0.171111 0.001260 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL 0.054945 0.048553 0.002633 0.000000 0.177379 0.002521 END MASS-LINK 5 0.082418 0.049179 0.003976 0.000000 0.180513 0.003783 0.109890 0.049805 0.005335 0.000000 0.183647 0.005047 MASS-LINK 8 0.137363 0.050432 0.006712 0.000000 0.186781 0.006312 RCHRES OFLOW OVOL 2 RCHRES INFLOW IVOL 0.164835 0.051060 0.008107 0.000000 0.189915 0.007578 END MASS-LINK 8 0.192308 0.051688 0.009518 0.000000 0.193049 0.008845 0.219780 0.052318 0.010947 0.000000 0.196182 0.010114 MASS-LINK 15 0.247253 0.052947 0.012392 0.000000 0.199316 0.011383 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN 0.274725 0.053578 0.013856 0.000000 0.202450 0.012654 END MASS-LINK 15 0.302198 0.054208 0.015336 0.000000 0.205584 0.013927 0.329670 0.054840 0.016834 0.000000 0.208718 0.015200 MASS-LINK 17 0.357143 0.055472 0.018350 0.000000 0.211852 0.016475 RCHRES OFLOW OVOL 1 COPY INPUT MEAN 0.384615 0.056105 0.019882 0.000000 0.214986 0.017751 END MASS-LINK 17 0.412088 0.056738 0.021432 0.000000 0.218120 0.019029 0.439560 0.057372 0.023000 0.000000 0.221254 0.020308 0.467033 0.058007 0.024585 0.000000 0.224388 0.021587 END MASS-LINK 0.494505 0.058642 0.026187 0.000000 0.227522 0.022869 0.521978 0.059278 0.027807 0.051870 0.228148 0.024151 END RUN 0.549451 0.059915 0.029444 0.174930 0.228148 0.025435 0.576923 0.060552 0.031099 0.339117 0.228148 0.026720 0.604396 0.061190 0.032771 0.535530 0.228148 0.028006 0.631868 0.061828 0.034461 0.758877 0.228148 0.029293 0.659341 0.062467 0.036168 1.005166 0.228148 0.030582 0.686813 0.063107 0.037893 1.270936 0.228148 0.031872 0.714286 0.063747 0.039636 1.552922 0.228148 0.033163 0.741758 0.064388 0.041396 1.847893 0.228148 0.034456 0.769231 0.065030 0.043173 2.152583 0.228148 0.035750 0.796703 0.065672 0.044969 2.463663 0.228148 0.037045 SPW-Cyan Bio 10/23/2019 8:45:17 PM Page 29 SPW-Cyan Bio 10/23/2019 8:45:18 PM Page 30 Predeveloped HSPF Message File Mitigated HSPF Message File SPW-Cyan Bio 10/23/2019 8:45:18 PM Page 31 SPW-Cyan Bio 10/23/2019 8:45:18 PM Page 32 Disclaimer Legal Notice This program and accompanying documentation are provided'as-is'without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc.and the governmental licensee or sublicensees disclaim all warranties,either expressed or implied,including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc.be liable for any damages whatsoever (including without limitation to damages for loss of business profits,loss of business information, business interruption,and the like)arising out of the use of,or inability to use this program even if Clear Creek Solutions Inc.or their authorized representatives have been advised of the possibility of such damages. Software Copyright©by:Clear Creek Solutions, Inc.2005-2019;All Rights Reserved. Clear Creek Solutions,Inc. 6200 Capitol Blvd. Ste F Olympia,WA. 98501 Toll Free 1(866)943-0304 Local(360)943-0304 www.clearcreeksolutions.com SPW-Cyan Bio 10/23/2019 8:45:18 PM Page 33 GNFT 1.888.251.5276 Bellingham I Arlington I Oak Harbor www.geotest-inc.com November 6, 2019 Project No. 18-0714 Smokey Point Warehouse, LLC P.O. Box 3309 Arlington, WA 98223 Attn.: Mr. Eric Floeting Re: Technical Memorandum—Infiltration Facility Setbacks Proposed Smokey Point Warehouse 3723 168th Place NE Arlington, WA 98223 Dear Mr. Floeting: For the above referenced project, GeoTest Services, Inc. (GeoTest) previously prepared a Geotechnical Engineering Report dated November 8, 2018; and a Groundwater Mounding Analysis letter dated March 18, 2019. Since our recent letter was written, drawings for the stormwater infiltration system for the project had been prepared by TerraVista NW. Site Suitability Criteria SSC-1 of the 2012 Stormwater Management Manual for Western Washington (amended December 2014) gives a minimum 20-foot downslope setback from building foundations. The latest Civil drawings that we reviewed show a proposed bioswale approximately 10 feet from the edge of an adjacent building bordering the property to the west. From discussions with the Civil Engineer(Mr. Eric Scott of TerraVista NW), GeoTest understands that the City of Arlington is requesting a letter from the geotechnical engineer stating that the location of the proposed bioswale will not adversely impact the adjacent building foundations. In addition, another proposed bioswale is located approximately 20 feet from the eastern edge of the proposed building. Based on our review of the latest Civil drawings, it is GeoTest's opinion that proposed infiltration facilities on the subject property be sited at least 10 feet away from adjacent buildings. The water level in these facilities should also be at or below the bottom of the adjacent building foundations. If these recommendations are followed, it is GeoTest's opinion that the proposed infiltration facilities should not adversely affect the adjacent building foundations. Received NOV 2 0 2019 Twb Itiq GeoTest Services, Inc. November 6,2019 Smokey Point Warehouse—Arlington,WA Project No.18-0714 We appreciate the opportunity to provide geotechnical services on this project and look forward to assisting you during the construction phase. If you have any questions or comments regarding the information provided, or if we may be of further service, please call. Respectfully, GeoTest Services, Inc. �PPOG A. G 1 tivasy�� 0 p R 5 �� S��NAL E� MAL�� Gerry D. Bautista,Jr.,V.E. Edwardo Garcia, P.E. Project Geotechnical Engineer Geotechnical Department Manager Reference Bakeman,S.,Dan,G.,Howie,D.,Killelea,J.,Labib,F.,&Ed,0.(n.d.).2012 Storm water Management Manual for Western Washington, as Amended in December 2014 (The 2014 SWMMWW)(pp. 1-1042) (United States, Washington State Department of Ecology). 2 i COMPLETE STREETS CHECKLIST Community&Economic Development City of Arlington• 18204 59th Avenue NE•Arlington,WA 98223 • Phone (360)403-3551 Project Name: Smokey Pt Warehouse-38th Ave Email: kathy@Coast-group.Com Project Manager/Owner: Coast Construction Phone No.: (360) 474-0600 Description of Scope: As part of the Smokey Point Warehouse Development, a new public road extension will be constructed, 38th Ave. The new roadway will connect 168th St NE to the 169th St NE road being constructed as part of the Affinity project to the north. 38th Ave will be a industrial access roadway with a 50-ft ROW and include a center median that will be constructed as a bioswale for stormwater treatment. Pavement sections will be per City of Arlington standards. Roadway Classification: O Principal O Minor O Collector 0 Non-Arterial 0 Boulevard O Alley Cross Connection Type: O Downtown 0 Urban Center Connector 0 Neighborhood Yield O Downtown Neighborhood 0 Industrial Access 0 Mixed Use Overlay 0 Urban Village Main O Neighborhood Corridor O Smokey Point Corridor O Urban Village Neighborhood O Neighborhood Curbless Page 1 of 7 Revised 8/18 1. CHANNELIZATION Average Daily Trips: Should re-channelization Contact Public Works 360-403-3512 52 be considered in the project scope? Speed Limit: 25 mph NA for a new roadway Current image or typical existing cross-section of street in project area (showing lane configuration): mart a w.�ccuana uwc erosxwc i aa ro ama � rinri•emrt I aMs �MIL1MtiOM IIORM f68�6a7' a,.�°°sr°°"vr eoswt w.rtn iw. PAVEMENT CONDIT Does the existing road maintain the minimum Overall Condition Index(OCI) as set O Yes O No forth in the Transportation Benefit District? Contact Public Works for current OCI and Standards 360-403-3512. Has the installation of traffic circles been considered? O Yes O No Is this project on the city's Transportation Improvement Plan? O Yes O No Should pavement repair be considered through this project? O Yes 0 No If yes,please explain. 3. PEDESTRIAN INFRASTRUCTUR Is this area identified in the City of Arlington Pedestrian Improvement Plan?If so, 13 Yes 01 No have the recommendations been met? Explain how or why not. People walking or using a mobility device: Is the project fully served by sidewalks, O Yes O No accessible curb ramps,and safe crosswalks?If not,are new/repaired sidewalks, curb ramps,and crosswalks included in the project? Page 2 of 7 Revised 8/18 Explain how or why not. Are existing sidewalk in good condition? 21 Yes O No Has an initial assessment of trees and sidewalk conditions been conducted with O Yes O No and engineer and arborist/landscape architect? Are there missing sidewalk in the project area? 0 Yes O No If yes,explain how this will be corrected? New roadway will provide missing sidewalk connectivity. Crossing Width (number of lanes) 2 Controlled Stop Spacing Does the project propose mid-block crossings to reduce distance between O Yes O No crossings? Is there pedestrian refuge or flashing beacons in the project area? O Yes O No Explain pedestrian existing crossing convenience,visibility and safety;does the project target improvements to accessibility? Have the addition of curb bulb outs been considered to slow traffic and reduce p Yes 0 No crossing width? Describe how the building(s) have been oriented to address the adjacent roadway with visible connected sidewalks that encourage and enhance pedestrian circulation. Building is oriented to align with the proposed roadway. Sidewalk access is along the side of the bldg. Describe pedestrian facilities added such as benches,trash receptacles,visual interest, shade and plantings. Street furniture will not be included in the project. Streets trees will be placed at key locations along the road alignment, thus proving shade. Page 3 of 7 Revised 8/18 4. BICYCLE INFRASTRUCTURE Is this area identified in the City of Arlington Bicycle Improvement Plan? 0 Yes 0 No If so,have the recommendations been met?Explain how or why not. Is the project site fully served by bicycle facilities?If not,are new bicycle facilities 0 Yes 0 No included in the project? Explain how or why not. Multimodal trails are not included in the project, thus bicycles will need to use the travel roadway. No bicycle facilities will be included with the project. Does this project meet the needs of a variety of bicycle users? 0 Yes O No (Family vs. Commuter) How? Describe how the building(s) serve and invite bicycle traffic, e.g. covered bike racks,visual interest, smooth transitions,bicycle focused travel ways. Bicycle facilities will not be included in the project. S. TRANSIT INFRASTRUCTURE Transit Classification: 0 Major Transit Route O Minor Transit Route Is the project identified on the City of Arlington Transit Expansion Plan? 0 Yes 0 No • Are there bus stops on the project area? 0 Yes 0 No • Are all bus stops in the project area within close proximity to a controlled 0 Yes 21 No crossing? • Average distance between bus stops in/adjacent to project area? • If bus stops are less than 0.2 miles (1056 ft.) apart, can stops be consolidated? Explain: Bus route operates along Smokey Pt Blvd, approximately 1,000-ft to the west. Stops are more than 0.2 miles apart, and consolidation is not necessary. Page 4 of 7 Revised 8/18 Does the stop provide cover and seating? O Yes 71 No How or why not. Community Transit has not provided cover or seating. Does the project add visual interest,shading, lighting,plantings, or traffic buffers? 71 Yes 71 No Explain how the project improves transit users'comfort and convenience. Not part of project Is the transit stop ADA accessible?If not,how does the project propose to provide 0 Yes O No accessibility? How or why not. Accessible sidewalks are available from the project site to Smokey Point Blvd, thus providing ADA access. 6. FREIGHT INFRASTRUCTURE Is the project on an identified City of Arlington Freight Route? F3 Yes 71 No Does the project area meet the curb radius and clearance standards? 71 Yes 71 No Are there spot improvements needed for the project area? (pavement depth) 71 Yes 71 No 7. STREET TREES AND LANDSCAPING Describe any existing street trees and landscaping assets within the project limits that warrant project investment to sustain (e.g.preservation of street trees): A stormwater bioswale will be located in a center median. Street trees will be provided at locations along the alignment. Is there an opportunity to plant trees or expand landscape? El Yes O No Page 5 of 7 Revised 8/18 Will there be long-term street tree and landscaping maintenance required for this 0 Yes O No project? How will the maintenance of plants be addressed? Maintenance bond for the 1 st year. Beyond that, City crews will be responsible for ongoing maintenance. Are street median planting proposed in the project area? 0 Yes O No Does the project include any environmental elements? E.g.: street trees,reduced 0 Yes O No pavement,bio-infiltration,vegetated bump outs,native/drought tolerant vegetation, or other environmental improvements to be implemented with the project? Explain how or why not. Biofiltration, street trees 8. URBAN DESIGN AND PLANNING If an adopted subarea or action plan applies to this project,has its p Yes 0 No recommendations relevant to improved streets/ROW been met? Explain how or why not. Has connectivity been improved for all modes of travel? 0 Yes O No Explain specifically for each mode of travel. The proposed roadway provides additional connectivity with existing and other proposed roadways. Is there an opportunity to implement artistic elements (e.g. sidewalk inlays, 0 Yes El No creative street furniture, or bollards or planters,creative bicycle racks etc.) in the project area?Explain how. Page 6 of 7 Revised 8/18 Describe Public Art or Art Opportunities: 0 Yes 0 No Arlington Art Council may be a resource 360-435-3778 or arlingtonartscouncil.net Not included in the project CITY USE ONLY Approval Determination O This project meets or exceeds the City of Arlington Complete Streets Standards. O This project will meet the City of Arlington Complete Street Standards with the following changes. O This project does not meet the City of Arlington Complete Street Standards. Please revisit the following sections and resubmit. Variance Determination O This project does not meet the City of Arlington Complete Street Standards. Project proponent has applied for a variance through the variance process and variance has been approved. O The variance has been denied,please revisit the following sections and resubmit. Page 7 of 7 Revised 8/18 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA98223 360-403-3551 Project Name:Smokey Point Warehouse Permit No.: PWD1824 Review Date: 10/21/2019 Contact: Eric Scott Phone No.: 360-653-9899 Review Phase: 2 Report Date: Reviewing Dept.:CED Applicant: Eric Floeting DWG Issue Date: # Rev. Dwg.or Add'l Ref. Comment Response/Resolution City Spec.Ref. Approved 1. NEH Title report is required,including legal description and Title report was provided to the City. 10/21/19 all easements 2. NEH Complete Streets Checklist submittal required:Add Bike rack added at the SW corner of building bike rack 3. NEH What is happening with the fence encroachment? Fence has been relocated 10/21/19 4. NEH Need to provide temporary construction The project property and the property to the 10/21/19 easements/agreements with adjacent property east are owned by the same Owner,Dabestani, owners. so no construction easement is necessary. The area to the north is to be dedicated to the City as ROW,so no easement is required. Work is not proposed to extend into the property to the west,so no easement is needed. S. NEH Monumentation required at the intersections of 38th Added to the site plans 10/21/19 Ave 6. NEH C2.4 No visual representation of the bioswales are showing Shading added up,just a note:Setbacks for infiltration systems must be met. 10'from property lines(west side) 7. NEH An ADA ramp is required on 169th at the corner. Added to the plans 10/21/19 8. NEH Profile is required for 38th Ave Added to the plans 10/21/19 Page 1 of 3 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA98223 360-403-3551 Project Name:Smokey Point Warehouse Permit No.: PWD1824 Review Date: 10/21/2019 Contact: Eric Scott Phone No.: 360-653-9899 Review Phase: 2 Report Date: Reviewing Dept.:CED Applicant: Eric Floeting DWG Issue Date: # Rev. Dwg.or Add'l Ref. Comment Response/Resolution City Spec.Ref. Approved 9. NEH In the southeast corner of the sidewalk connection to Not possible due to the grading of the 10/21/19 the parking area,expand the area of the connection to sidewalks. The sidewalk down to the street is just improve maneuverability through the corners. under the 5%slope requirement and the 5x5 area at the confluence of the sidewalks next to the bldg. is a landing.If I widen the area you highlighted it would create a wonky slope area that would not meet ADA. 10 NEH Road signs must also be put on with the stop signs Added to the plans 10/21/19 11 NEH Based on discussions with FM,going to leave the Fire lane label added to paving plan. Hydrants 10/21/19 proposed road with center infiltration as shown,in are shown at all four corners. The hydrant at favor of showing the driveway around the building as a the SW corner is on the adjacent lot. fire lane.And ensure the building has fire hydrants on all 4 corners. 12 NEH Move FDC to the north side of the driveway Change made 10/21/19 131 NEH Mark driveway as fire lane Change made 10/21/19 14 MM Proposed center median/landscaped area on 38th No change made per comment 11 above. 10/21/19 Avenue does not allow for the minimum required drive aisle width for fire apparatus.Recommend that the center median be removed. 15 MM The proposed remoted FDC shall be on the same side of Change made 10/21/19 the fire apparatus access road as the fire hydrant.This holds for the drive aisle entrance off of 38th Avenue. Require that the FDC and fire hydrant be installed on the same side of the drive entrance off of 38th Avenue. 16 RMJ All sheets Remove the word Preliminary from plan set Change made 10/21/19 17 RMJ All sheets Revise address on title block:3723 168th St.NE Change made 10/21/19 Page 2 of 3 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA98223 360-403-3551 Project Name:Smokey Point Warehouse Permit No.: PWD1824 Review Date: 10/21/2019 Contact: Eric Scott Phone No.: 360-653-9899 Review Phase: 2 Report Date: Reviewing Dept.:CED Applicant: Eric Floeting DWG Issue Date: # Rev. Dwg.or Add'l Ref. Comment Response/Resolution City Spec.Ref. Approved 18 RMJ All sheets Include revision dates on title block Added to the plans 10/21/19 19 RMJ All Sheets Include signature on Engineer stamp with applicable Added to the plans 10/21/19 signature date 20 Page 3 of 3 Y �� CONTRUCTION PLAN REVIEW & INSPECTION FEE WORKSHEET ��lINGS�� Community&Economic Development Department City of Arlington . 18204 59th Avenue NE . Arlington WA 98223 . (360)403-3551 This form is to be completed and submitted with Type I , Type 11 Type III Construction Permit Application. 1) Based on permit type requested (Type I,Type II or Type III), complete the form as follows: . Type I permits complete all sections. . Type 11 permits complete as follows: - Grading Only-Complete Temporary Erosion and Sediment Control (TESC). - Stormwater Drainage Only-Complete the Temporary Erosion and Sediment Control and Stormwater Drainage Section for Public or Private . Type III permits complete the Temporary Erosion and Sediment Control (TESC). 2) The developer shall enter the quantities shown on the construction drawings into the Construction Calculation Worksheet. This document is used to determine the amount of plan reivew and inspection fees due to the city. 3) Excel will auto-calculate the relevant fields and subtotals throughout the document. Only the'Quantity'columns should be completed. 4) The summary page calculates the fees due at intake for Civil and Stormwater Drainage construction permits only. This does not include fees for Grading or those required by other departments or agencies. Grading fees are based on Cubic Yard Quantity and shall be calculated at time of permit submittal. Grading fees shall be paid at permit submittal. 5) If an item that is part of your project does not exist in the spreadsheet complete the Write-In-Items section with the item, quantity and associated unit cost. There are a few unit prices that are blank, please complete them accordingly. 6) Inspection fees shall be calculated for Private Development during the review process and shall be paid upon permit issuance. PROJECT COSTS PUBLIC TOTAL PRIVATE TOTAL TOTAL PROJECT COST $ 215,968.13 $ - $ 215,968.13 Verify formula, totals do not match PLAN REVIEW& INSPECTION FEES PLAN REVIEW&INSPECTION FEE (6%of Project Value) GRADING FEE(4) (Cubic Yard ) $ Review fees due at time of submittal Total Review Fees Due $ An Assurance Device such as a Performance Bond or Assignment of Funds needs to be on file with the City of Arlington prior to permit issuance. The Assurance Device shall be 150% of the Construction Calculation Worksheet which are as follows: Road and Alley (Public) Stormwater Drainage and Grading (Public) Utilities (Public) Temporary Erosion and Sediment Control (Public and Private) ASSURANCE DEVICE Base Calculation of Performance Device $ 215,968.13 PERFORMANCE DEVICE 150% Amount Due $ 323,952.19 Base Calculation of Maintenance Device $ 196,715.63 MAINTENANCE DEVICE 20% Amount Due $ 39,343.13 1 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET TEMPORARY EROSION &SEDIMENT CONTROL Include Public Improvements &Private Development Description Unit Price Unit Quantity Cost Reference# Backfill &compaction-embankment $ 6.50 CY $ - Check dams $ 78.00 EACH $ - BMP C207 Catch Basin Protection $ 35.50 EACH 4 $ 142.00 Crushed surfacing 1 1/4" minus $ 18.00 TON 200 $ 3,600.00 WSDOT 9-03.9(3) Ditching $ 8.00 CY $ - Excavation-bulk $ 3.00 CY 300 $ 900.00 Fence, silt $ 2.00 LF 200 $ 400.00 BMP C233 Fence,Temporary(NGPA) $ 2.00 LF $ - Geotextile Fabric $ 2.50 SY $ - Hay Bale Silt Trap $ 0.50 EACH $ - Hydroseeding $ 4,200.00 ACRE $ - BMP C120 Interceptor Swale/Dike $ 1.00 LF $ - Jute Mesh $ 2.00 SY $ - BMP C122 Level Spreader $ 1.75 LF $ - Mulch, by hand, straw, 3"deep $ 3.00 SY $ - BMP C121 Mulch, by machine, straw, 2"deep $ 1.00 SY $ - BMP C121 Piping,temporary, CPP, 6" $ 12.50 LF $ - Piping,temporary, CPP, 8" $ 19.00 LF $ - Piping,temporary, CPP, 12" $ 24.00 LF $ - Plastic covering, 6mm thick, sandbagged $ 3.00 SY $ - BMP C123 Rip Rap, machine placed; slopes $ 50.00 CY $ - WSDOT 9-13.1(2) Rock Construction Entrance, 50'xl5'xl' $ 1,800.00 EACH 1 $ 1,800.00 BMP C105 Rock Construction Entrance, 100'xl5'xl' $ 3,600.00 EACH $ - BMP C105 Sediment pond riser assembly $ 3,050.00 EACH $ - BMP C241 Sediment trap, 5' high berm $ 21.00 LF $ - BMP C240 Sed.trap, 5'high, riprapped spillway berm section $ 79.00 LF $ - BMP C240 Seeding, by hand $ 1.00 SY $ - BMP C120 Sodding, 1"deep, level ground $ 8.00 SY $ - BMP C120 Sodding, 1"deep, sloped ground $ 9.50 SY $ - BMP C120 TESC Supervisor $ 84.00 HR 40 $ 3,360.00 Water truck, dust control $ 130.00 HR 40 $ 5,200.00 BMP C140 WRITE-IN-ITEMS $ - $ - $ - $ - $ - $ - SUBTOTAL(TESC Only): $ 15,402.00 MOBILIZATION 10%: $ 1,540.20 CONTINGENCY 15%: $ 2,310.30 TOTAL: $ 19,252.50 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STORMWATER DRAINAGE Public Private Public Improvements Private Development Description Unit Price Unit Quantity Cost Quantity Cost Access Road, Retention/Detention $ 26.00 SY $ - $ - *(CBs include frame and lid) Beehive $ 90.00 EACH $ - $ - CB Type 1 $ 1,650.00 EACH 3 $ 4,950.00 $ - CB Type IL $ 1,850.00 EACH $ - $ - CB Type 11,48" Dia $ 2,550.00 EACH $ - $for additional depth over 4' $ 650.00 FT $ - $ - CB Type 11, 54" Dia $ 2,700.00 EACH $ - $for additional depth over 4' $ 600.00 FT $ - $ - CB Type 11, 60" Dia $ 2,900.00 EACH $ - $for additional depth over 4' $ 750.00 FT $ - $ - CB Type 11, 72" Dia $ 4,000.00 EACH $ - $for additional depth over 4' $ 900.00 FT $ - $ - Through-curb Inlet Framework(Add) $ 550.00 EACH $ - $ - Cleanout, PVC, 4" $ 200.00 EACH $ - $ - Cleanout, PVC, 6" $ 250.00 EACH 3 $ 750.00 $ - Cleanout, PVC, 8" $ 300.00 EACH $ - $ - Culvert, Box ft x ft $ - LS $ - $ - Culvert, PVC,4" $ 12.00 LF $ - $ - Culvert, PVC, 6" $ 17.00 LF $ - $ - Culvert, PVC, 8" $ 19.00 LF $ - $ - Culvert, PVC, 12" $ 30.00 LF $ - $ - Culvert, CMP, 8" $ 23.00 LF $ - $ - Culvert, CMP, 12" $ 35.00 LF $ - $ - Culvert, CMP, 15" $ 42.00 LF $ - $ - Culvert, CMP, 18" $ 47.00 LF $ - $ - Culvert, CMP, 24" $ 69.00 LF $ - $ - Culvert, CMP, 30" $ 100.00 LF $ - $ - Culvert, CMP, 36" $ 150.00 LF $ - $ - Culvert, CMP,48" $ 194.00 LF $ - $ - Culvert, CMP, 60" $ 310.00 LF $ - $ - Culvert, CMP, 72" $ 400.00 LF $ - $ - Culvert, Concrete, 8" $ 36.00 LF $ - $ - Culvert, Concrete, 12" $ 43.00 LF $ - $ - Culvert, Concrete, 15" $ 52.00 LF $ - $ - Culvert, Concrete, 18" $ 55.00 LF $ - $ - Culvert, Concrete, 24" $ 85.00 LF $ - $ - Culvert, Concrete, 30" $ 136.00 LF $ - $ - Culvert, Concrete, 36" $ 165.00 LF $ - $ - Culvert, Concrete,42" $ 196.00 LF $ - $ - Culvert, Concrete,48" $ 210.00 LF $ - $ - Culvert, CPP, 6" $ 16.00 LF $ - $ - Culvert, CPP, 8" $ 22.00 LF $ - $ - Culvert, CPP, 12" $ 28.00 LF $ - $ - Culvert, CPP, 15" $ 34.00 LF iF - $ - Culvert, CPP, 18" $ 39.00 LF - $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET Culvert, CPP, 24" $ 49.00 LF $ - $ - Culvert, CPP, 30" $ 62.00 LF $ - $ - Culvert, CPP, 36" $ 69.00 LF $ - $ - Ditching $ 12.00 CY $ - $ - Flow Dispersal Trench (1,436 base+) $ 40.00 LF $ - $ - French Drain (3'depth) $ 39.00 LF $ - $ - Geotextile, laid in trench, polypropylene $ 5.00 SY $ - $ - Infiltration pond testing $ 125.00 HR $ - $ - Mid-tank Access Riser,48"dia, 6'deep $ 2,025.00 EACH $ - $ - Pipe, High Density Water Pipe (HDWP) $ 160.00 LF $ - $ - Pipe, C900 $ 90.00 LF $ - $ - Pond Overflow Spillway $ 18.00 SY $ - $ - Restrictor/Oil Separator, 12" $ 1,500.00 EACH $ - $ - Restrictor/Oil Separator, 15" $ 1,550.00 EACH $ - $ - Restrictor/Oil Separator, 18" $ 1,680.00 EACH 1 $ 1,680.00 $ - Riprap, placed $ 52.00 CY $ - $ - Tank End Reducer(36" Dia) $ 1,280.00 EACH $ - $ - Thru-Inlet at CB $ 150.00 EACH $ - $ - Trash Rack, 12" $ 320.00 EACH $ - $ - Trash Rack, 15" $ 325.00 EACH $ - $ - Trash Rack, 18" $ 350.00 EACH $ - $ - Trash Rack, 21" $ 375.00 EACH $ - $ - WRITE-IN-ITEMS $ - $ - $ - SUBTOTAL: $ 7,380.00 $ - MOBILIZATION 10%: $ 738.00 CONTINGENCY 15%: $ 1,107.00 TOTAL: $ 9,225.00 $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET GENERAL ITEMS Public Improvements Description Unit Price Unit Quantity Cost Backfill &Compaction-embankment $ 8.00 CY $ - Backfill &Compaction-trench $ 11.00 CY $ - Clear/Remove Brush, by hand (acre) $ 2,363.00 ACRE $ - Bollards-fixed $ 325.00 EACH $ - Bollards-removable $ 600.00 EACH $ - Clearing/Grubbing/Tree Removal $ 6,000.00 ACRE 1.59 $ 9,540.00 Excavation -bulk $ 2.50 CY 1000 $ 2,500.00 Excavation -Trench $ 5.00 CY 200 $ 1,000.00 Fencing, cedar, 6'high $ 25.00 LF $ - Fencing, chain link,4' $ 19.50 LF $ - Fencing, chain link, vinyl coated, 6'high $ 18.00 LF 400 $ 7,200.00 Fencing, chain link, gate, vinyl coated, $ 1,563.00 EACH $ - Fencing, split rail, 3'high $ 14.00 LF $ - Fill &compact-common barrow $ 27.00 CY $ - Fill &compact-gravel base $ 30.00 CY 777 $ 23,310.00 Fill &compact-screened topsoil $ 45.00 CY $ - Gabion, 12"deep, stone filled mesh $ 62.00 SY $ - Gabion, 18"deep, stone filled mesh $ 86.00 SY $ - Gabion, 36"deep, stone filled mesh $ 152.00 SY $ - Grading,fine, by hand $ 2.00 SY $ - Grading,fine,with grader $ 1.25 SY 5000 $ 6,250.00 Guard Post $ 90.00 EACH $ - Monuments $ 104.00 EACH $ - Sensitive Areas Sign $ 20.00 EACH I $ - Sodding, 1"deep, sloped ground $ 10.00 SY $ - Topsoil Type A(imported) $ 30.00 CY $ - Traffic control crew(2 flaggers ) $ 98.00 HR $ - Trail,4"chipped wood $ 9.00 SY $ - Trail,4"crushed cinder $ 10.00 SY $ - Trail,4"top course $ 9.50 SY $ - Wall, retaining, concrete $ 66.00 SF $ - Wall, rockery $ 13.00 SF $ - WRITE-IN-ITEMS $ - $ - $ - $ - Subtotal $ 49,800.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET STREET IMPROVEMENT Public Improvements Description Unit Price Unit Quantity Cost AC Grinding,4'wide machine< 1000sy $ 35.00 SY $ - AC Grinding,4'wide machine 1000-200 $ 8.50 SY $ - AC Grinding,4'wide machine>2000sy $ 2.50 SY $ - AC Removal/Disposal/Repair $ 60.00 SY $ - Barricade, Type 1 $ 36.00 LF $ - Barricade Type II $ 25.00 LF $ - Barricade, Type III ( Permanent) $ 55.00 LF $ - Conduit, 2" $ 5.00 LF $ - Curb&Gutter, rolled $ 20.00 LF 1400 $ 28,000.00 Curb&Gutter,vertical $ 15.00 LF $ - Curb and Gutter, demolition and dispos $ 20.00 LF $ - Curb, extruded asphalt $ 5.00 LF $ - Curb, extruded concrete $ 4.50 LF $ - Guard Rail $ 30.00 LF $ - Sawcut, asphalt, 3"depth $ 3.50 LF 200 $ 700.00 Sawcut, concrete, per 1"depth $ 3.00 LF $ - Sealant, asphalt $ 2.00 LF $ - Shoulder, gravel, 4"thick $ 11.00 SY $ - Sidewalk,4"thick $ 40.00 SY 60 $ 2,400.00 Sidewalk,4"thick, demolition and dispoi $ 36.00 SY 15 $ 540.00 Sidewalk, 6"thick $ 45.00 SY $ - Sidewalk, 6"thick, demolition and dispoi $ 45.00 SY $ - Signs $ - LS $ - Sign, Handicap $ 100.00 EACH 2 $ 200.00 Striping, per stall $ 7.50 EACH 47 $ 352.50 Street Light System $ - LS $ - Traffic Signal $ - LS $ - Traffic Signal Modification $ - LS $ - Striping,thermoplastic, (for crosswalk) $ 3.50 SF $ - Striping,4" reflectorized line $ 0.40 LF $ - AC Patching/Trenching Restoration $ 100.00 TON $ - Controlled Density Fill (CDF) $ 90.00 CY $ - WRITE-IN-ITEMS Subtotal $ 32,192.50 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET TREET SURFACING/PAVEMENT Public Improvements Description Unit Price Unit Quantity Cost Asphalt Overlay, 1.5"AC $ 12.00 SY $ - Asphalt Overlay, 2"AC $ 15.00 SY $ - Asphalt Road 2", First 2500 SY $ 10.00 SY $ - Asphalt Road 2", Qty. over 2500SY $ 9.00 SY $ - Asphalt Road 3", First 2500 SY $ 15.00 SY $ - Asphalt Road 3", Qty. over 2500 SY $ 13.00 SY 1500 $ 19,500.00 Asphalt Road 5", First 2500 SY $ 22.00 SY $ - Asphalt Road 5", Qty. Over 2500 SY $ 22.00 SY $ - Asphalt Road 6", First 2500 SY $ 25.00 SY $ - Asphalt Road 6", Qty. Over 2500 SY $ 24.00 SY $ - Asphalt Treated Base,4"thick $ 14.00 SY 1500 $ 21,000.00 Gravel Base Course 2" $ 7.50 SY $ - Gravel Base Course 4" $ 15.00 SY 1500 $ 22,500.00 Gravel Base Course 6" $ 22.50 SY $ - Gravel Road,4" rock, First 2500 SY $ 15.00 SY $ - Gravel Road,4" rock, Qty. over 2500 S $ 11.00 SY $ - Concrete Road, 5", no base, over 2500 $ 22.00 SY $ - Concrete Road, 6", no base, over 2500 $ 32.00 SY $ - Thickened Edge $ 11.00 LF $ - WRITE-IN-ITEMS $ - $ - Subtotal $ 63,000.00 Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET WATER SYSTEM Public Improvements Description Unit Price Unit Quantity Cost Blowoff $ 1,800.00 EACH $ - Connection to Existing Water Main $ 2,000.00 EACH $ - Ductile Iron Watermain,CL 52,6 Inch Dia $ 65.00 LF $ - Ductile Iron Watermain,CL 52,8 Inch Dia $ 85.00 LF $ - Ductile Iron Watermain,CL 52, 10 Inch Dia $ 103.00 LF $ - Ductile Iron Watermain,CL 52, 12 Inch Dia. $ 125.00 LF $ - Gate Valve,6 inch Dia $ 250.00 EACH $ - Gate Valve,8 Inch Dia $ 380.00 EACH $ - Gate Valve, 10 Inch Dia $ 425.00 EACH $ - Gate Valve, 12 Inch Dia $ 500.00 EACH $ - Fire Hydrant Assembly,with Guard Posts $ 3,000.00 EACH $ - Fire Hydrant Assembly,without Guard Posts $ 2,500.00 EACH $ - Air-Vac,8 Inch Dia $ 6,000.00 EACH $ - Air-Vac,10 Inch Dia $ 7,500.00 EACH $ - Air-Vac, 12 Inch Dia $ 12,000.00 EACH $ - Pressure Reducing Valve Assembly,8 In. Di $ 3,800.00 EACH $ - Pressure Reducing Valve Assembly, 10 In. D $ 4,200.00 EACH $ - Pressure Reducing Valve Assembly, 12 In. D $ 5,000.00 EACH $ - Valve Marker Post $ 350.00 EACH $ - WRITE-IN-ITEMS $ - $ - $ - $ - $ - Subtotal $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET SANITARY SEWER Public Improvements Description Unit Price Unit Quantity Cost Connection to Existing Sewer Main $ - EACH $ - Clean Outs $ 500.00 EACH $ - Grease Interceptor, 500 gallon $ 6,000.00 EACH $ - Grease Interceptor, 1000 gallon $ 10,000.00 EACH $ - Grease Interceptor, 1500 gallon $ 15,000.00 EACH $ - Side Sewer Pipe, PVC.4 Inch Dia $ 8.00 LF $ - Side Sewer Pipe, PVC. 6 Inch Dia $ 12.00 LF $ - Sewer Pipe, PVC, 8 inch Dia $ 33.00 LF $ - Sewer Pipe, PVC, 12 Inch Dia $ 41.00 LF $ - Sewer Pipe, PVC, Inch Dia $ - LF $ - Lift Station (Entire System) $ - LS $ - Manhole,48 Inch Dia $ 3,000.00 EACH $for additional depth over 4 feet/per fo $ 532.00 FEET $ - Manhole, 54 Inch Dia $ 3,500.00 EACH $for additional depth over 4 feet/per fo $ 532.00 FEET $ - Manhole, 60 Inch Dia $ 3,700.00 EACH $for additional depth over 4 feet/per fo $ 532.00 FEET $ - Manhole, 72 Inch Dia $ 4,000.00 EACH $for additional depth over 4 feet/per fo $ 625.00 FEET $ - Manhole, 96 Inch Dia $ 5,000.00 EACH $for additional depth over 4 feet/per fo $ 625.00 FEET $ - Outside Drop $ - LS $ - Inside Drop $ - LS $ - Pipe, C-900 $ 90.00 LF $ - Pipe, High Density Water Pipe(HDWP) $ 160.00 LF $ - WRITE-IN-ITEMS $ - $ - $ - $ - Subtotal $ - Rev 7/2017 CONSTRUCTION CALCULATION WORKSHEET LANDSCAPING &VEGETATION Include Public Improvements &Private Description Unit Price Unit Quantity Cost Street Trees $ 500.00 EACH 10 $ 5,000.00 Root Barrier EACH $ - Median Landscaping $ - LS $ - Right-of-Way Landscaping $ - LS $ - Wetland Landscaping $ - LS $ - Private Landscaping $ - LS $ - WRITE-IN-ITEMS $ - $ - $ - $ - Subtotal $ 5,000.00 (INCLUDES GENERAL, STREET,SURFACING,WATER, PUBLIC SEWER, LANDSCAPING) SUBTOTAL $ 149,992.50 MOBILIZATION 10%: $ 14,999.25 CONTINGENCY 15%: $ 22,498.88 GRANDTOTAL: $ 187,490.63 Rev 7/2017 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA98223 360-403-3551 Project Name:Smokey Point Warehouse Permit No.: PWD1824 Review Date:8/21/2019 Contact: Eric Scott Phone No.: 360-653-9899 Review Phase: 1 Report Date: Reviewing Dept.:CED Applicant: Eric Dabestani DWG Issue Date: # Rev. Dwg.or Add'l Ref. Comment Response/Resolution City Spec.Ref. Approved 1. NEH Title report is required,including legal description and all easements 2. NEH Complete Streets Checklist submittal required 3. NEH What is happening with the fence encroachment? 4. NEH Need to provide temporary construction easements/agreements with adjacent property owners. 5. NEH Monumentation required at the intersections of 38th Ave 6. NEH C2.4 No visual representation of the bioswales are showing up,just a note. 7. NEH An ADA ramp is required on 169th at the corner. 8. NEH Profile is required for 38th Ave 9. NEH In the southeast corner of the sidewalk connection to the parking area,expand the area of the connection to improve maneuverability through the corners. 10 NEH Road signs must also be put on with the stop signs Page 1 of 2 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA98223 360-403-3551 Project Name:Smokey Point Warehouse Permit No.: PWD1824 Review Date:8/21/2019 Contact: Eric Scott Phone No.: 360-653-9899 Review Phase: 1 Report Date: Reviewing Dept.:CED Applicant: Eric Dabestani DWG Issue Date: # Rev. Dwg.or Add'l Ref. Comment Response/Resolution City Spec.Ref. Approved 11 NEH Based on discussions with FM,going to leave the proposed road with center infiltration as shown,in favor of showing the driveway around the building as a fire lane.And ensure the building has fire hydrants on all 4 corners. 12 NEH Move FDC to the north side of the driveway 131 NEH Mark driveway as fire lane 14 MM Proposed center median/landscaped area on 38th Avenue does not allow for the minimum required drive aisle width for fire apparatus.Recommend that the center median be removed. 15 MM The proposed remoted FDC shall be on the same side of the fire apparatus access road as the fire hydrant.This holds for the drive aisle entrance off of 38th Avenue. Require that the FDC and fire hydrant be installed on the same side of the drive entrance off of 38th Avenue. 16 RMJ All sheets Remove the word Preliminary from plan set 17 RMJ All sheets Revise address on title block:3723 1681h St.NE 18 RMJ All sheets Include revision dates on title block 19 RMJ All Sheets Include signature on Engineer stamp with applicable signature date 20 Page 2 of 2 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA98223 360-403-3551 Project Name:Smokey Point Warehouse Permit No.: PWD1824 Review Date: 10/21/2019 Contact: Eric Scott Phone No.: 360-653-9899 Review Phase: 2 Report Date: Reviewing Dept.:CED Applicant: Eric Floeting DWG Issue Date: # Rev. Dwg.or Add'l Ref. Comment Response/Resolution City Spec.Ref. Approved 1. NEH Title report is required,including legal description and Title report was provided to the City. 10/21/19 all easements 2. NEH Complete Streets Checklist submittal required:Add 12/18/19 bike rack Per approved signed plans 3. NEH What is happening with the fence encroachment? Fence has been relocated 10/21/19 4. NEH Need to provide temporary construction The project property and the property to the 10/21/19 easements/agreements with adjacent property east are owned by the same Owner,Dabestani, owners. so no construction easement is necessary. The area to the north is to be dedicated to the City as ROW,so no easement is required. Work is not proposed to extend into the property to the west,so no easement is needed. 5. NEH Monumentation required at the intersections of 38th Added to the site plans 10/21/19 Ave 6. NEH C2.4 No visual representation of the bioswales are showing 12/18/19 up,just a note:Setbacks for infiltration systems Per must be met. 10'from property lines(west side) approved signed plans 7. NEH An ADA ramp is required on 169th at the corner. Added to the plans 10/21/19 8. NEH Profile is required for 38th Ave Added to the plans 10/21/19 Page 1 of 3 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA98223 360-403-3551 Project Name:Smokey Point Warehouse Permit No.: PWD1824 Review Date: 10/21/2019 Contact: Eric Scott Phone No.: 360-653-9899 Review Phase: 2 Report Date: Reviewing Dept.:CED Applicant: Eric Floeting DWG Issue Date: # Rev. Dwg.or Add'l Ref. Comment Response/Resolution City Spec.Ref. Approved 9. NEH In the southeast corner of the sidewalk connection to Not possible due to the grading of the 10/21/19 the parking area,expand the area of the connection to sidewalks. The sidewalk down to the street is just improve maneuverability through the corners. under the 5%slope requirement and the 5x5 area at the confluence of the sidewalks next to the bldg. is a landing.If I widen the area you highlighted it would create a wonky slope area that would not meet ADA. 10 NEH Road signs must also be put on with the stop signs Added to the plans 10/21/19 11 NEH Based on discussions with FM,going to leave the Fire lane label added to paving plan. Hydrants 10/21/19 proposed road with center infiltration as shown,in are shown at all four corners. The hydrant at favor of showing the driveway around the building as a the SW corner is on the adjacent lot. fire lane.And ensure the building has fire hydrants on all 4 corners. 12 NEH Move FDC to the north side of the driveway Change made 10/21/19 131 NEH Mark driveway as fire lane Change made 10/21/19 14 MM Proposed center median/landscaped area on 38th No change made per comment 11 above. 10/21/19 Avenue does not allow for the minimum required drive aisle width for fire apparatus.Recommend that the center median be removed. 15 MM The proposed remoted FDC shall be on the same side of Change made 10/21/19 the fire apparatus access road as the fire hydrant.This holds for the drive aisle entrance off of 38th Avenue. Require that the FDC and fire hydrant be installed on the same side of the drive entrance off of 38th Avenue. 16 RMJ All sheets Remove the word Preliminary from plan set Change made 10/21/19 Page 2 of 3 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA98223 360-403-3551 Project Name:Smokey Point Warehouse Permit No.: PWD1824 Review Date: 10/21/2019 Contact: Eric Scott Phone No.: 360-653-9899 Review Phase: 2 Report Date: Reviewing Dept.:CED Applicant: Eric Floeting DWG Issue Date: # Rev. Dwg.or Add'l Ref. Comment Response/Resolution City Spec.Ref. Approved 17 RMJ All sheets Revise address on title block:3723 1681h St.NE Change made 10/21/19 18 RMJ All sheets Include revision dates on title block Added to the plans 10/21/19 19 RMJ All Sheets Include signature on Engineer stamp with applicable Added to the plans 10/21/19 signature date 20 Page 3 of 3 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA98223 360-403-3551 Project Name:Smokey Point Warehouse Permit No.: PWD1824 Review Date: 10/21/2019 Contact: Eric Scott Phone No.: 360-653-9899 Review Phase: 2 Report Date: Reviewing Dept.:CED Applicant: Eric Floeting DWG Issue Date: # Rev. Dwg.or Add'l Ref. Comment Response/Resolution City Spec.Ref. Approved 1. NEH Title report is required,including legal description and Title report was provided to the City. 10/21/19 all easements 2. NEH Complete Streets Checklist submittal required:Add 12/18/19 bike rack Per approved signed plans 3. NEH What is happening with the fence encroachment? Fence has been relocated 10/21/19 4. NEH Need to provide temporary construction The project property and the property to the 10/21/19 easements/agreements with adjacent property east are owned by the same Owner,Dabestani, owners. so no construction easement is necessary. The area to the north is to be dedicated to the City as ROW,so no easement is required. Work is not proposed to extend into the property to the west,so no easement is needed. 5. NEH Monumentation required at the intersections of 38th Added to the site plans 10/21/19 Ave 6. NEH C2.4 No visual representation of the bioswales are showing 12/18/19 up,just a note:Setbacks for infiltration systems Per must be met. 10'from property lines(west side) approved signed plans 7. NEH An ADA ramp is required on 169th at the corner. Added to the plans 10/21/19 8. NEH Profile is required for 38th Ave Added to the plans 10/21/19 Page 1 of 3 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA98223 360-403-3551 Project Name:Smokey Point Warehouse Permit No.: PWD1824 Review Date: 10/21/2019 Contact: Eric Scott Phone No.: 360-653-9899 Review Phase: 2 Report Date: Reviewing Dept.:CED Applicant: Eric Floeting DWG Issue Date: # Rev. Dwg.or Add'l Ref. Comment Response/Resolution City Spec.Ref. Approved 9. NEH In the southeast corner of the sidewalk connection to Not possible due to the grading of the 10/21/19 the parking area,expand the area of the connection to sidewalks. The sidewalk down to the street is just improve maneuverability through the corners. under the 5%slope requirement and the 5x5 area at the confluence of the sidewalks next to the bldg. is a landing.If I widen the area you highlighted it would create a wonky slope area that would not meet ADA. 10 NEH Road signs must also be put on with the stop signs Added to the plans 10/21/19 11 NEH Based on discussions with FM,going to leave the Fire lane label added to paving plan. Hydrants 10/21/19 proposed road with center infiltration as shown,in are shown at all four corners. The hydrant at favor of showing the driveway around the building as a the SW corner is on the adjacent lot. fire lane.And ensure the building has fire hydrants on all 4 corners. 12 NEH Move FDC to the north side of the driveway Change made 10/21/19 131 NEH Mark driveway as fire lane Change made 10/21/19 14 MM Proposed center median/landscaped area on 38th No change made per comment 11 above. 10/21/19 Avenue does not allow for the minimum required drive aisle width for fire apparatus.Recommend that the center median be removed. 15 MM The proposed remoted FDC shall be on the same side of Change made 10/21/19 the fire apparatus access road as the fire hydrant.This holds for the drive aisle entrance off of 38th Avenue. Require that the FDC and fire hydrant be installed on the same side of the drive entrance off of 38th Avenue. 16 RMJ All sheets Remove the word Preliminary from plan set Change made 10/21/19 Page 2 of 3 i 18204 59th Avenue NE REVIEW COMMENT FORM Arlington,WA98223 360-403-3551 Project Name:Smokey Point Warehouse Permit No.: PWD1824 Review Date: 10/21/2019 Contact: Eric Scott Phone No.: 360-653-9899 Review Phase: 2 Report Date: Reviewing Dept.:CED Applicant: Eric Floeting DWG Issue Date: # Rev. Dwg.or Add'l Ref. Comment Response/Resolution City Spec.Ref. Approved 17 RMJ All sheets Revise address on title block:3723 1681h St.NE Change made 10/21/19 18 RMJ All sheets Include revision dates on title block Added to the plans 10/21/19 19 RMJ All Sheets Include signature on Engineer stamp with applicable Added to the plans 10/21/19 signature date 20 Page 3 of 3 From: ericCaldabestaniarouD.com To: Amy Rusko Subject: RE:Smokey Point Warehouse Land Use Permits Date: Friday,July 9,2021 11:58:51 AM [NOTICE: This message originated outside the City of Arlington mail system.-- DO NOT CLICK on links or open attachments unless you are sure the content is safe.] Amy, This project was put on the back burner, so just disregard. We will unfortunately have to resubmit and start all over. One of our investors got nervous with the huge price volatility going on in the world and wanted to be on the sidelines for a bit. Respectfully, Eric Floeting Chief of Operations ericPdabestanigroup.com Dabestani Group 3204 Smokey Pt. Dr., Suite 202 PO Box 3309 Arlington, WA 98223 Office:(360) 653-9899 x.24 Cell: (360) 348-9102 Fax: (360) 653-1720 CONFIDENTIALITY NOTICE: The contents of this email message and any attachments are intended solely for the addressee(s)and may contain confidential and/or privileged information and may be legally protected from disclosure. If you are not the intended recipient of this message or their agent,or if this message has been addressed to you in error, please immediately alert the sender by reply email and then delete this message and any attachments. If you are not the intended recipient,you are hereby notified that any use,dissemination,copying,or storage of this message or its attachments is strictly prohibited unless permission has been granted by the owner(s). From: Amy Rusko<arusko@arlingtonwa.gov> Sent: Friday, July 9, 2021 11:31 AM To: eric@dabestanigroup.com Subject: Smokey Point Warehouse Land Use Permits Eric, Could you please give me a call to discuss the Binding Site Plan for the Smokey Point Warehouse?The zoning permit and site civil permit are going to be expired unless we can get the Binding Site Plan approved.We would like for that not to happen and to keep your project moving forward. Thank you, Amy Rusko I Planning Manager City of Arlington 238 N Olympic Ave Arlington,WA 98223 360-403-3550 aruskoParlingtonwa.gov I www.arlingtonwa.gov **Email may be considered a public record subject to public disclosure under RCW 42.56** From: Amy Rusko To: eric(c dabestaniaroup.com Subject: Smokey Point Warehouse Permit Expirations Date: Thursday,August 5,2021 6:28:00 AM Attachments: Smokev Point Warehouse Permit Expiration.pdf Eric, Attached is a follow-up letter to our email exchange last month. Thank you, Amy Rusko I Planning Manager City of Arlington 238 N Olympic Ave Arlington,WA 98223 360-403-3550 aruskoParlingtonwa.gov I www.arlingtonwa.gov **Email may be considered a public record subject to public disclosure under RCW 42.56**