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APPROVED STM ENG PLN BLD RESUB3 BLD2021-0116+CIVIL & SHORING_Plan+2.10.2022_9.32.17_AM+26732080_ 0 I N N 0 N c 0 a� li U 0 0 0 � w PROJECT Q o L SITE z N 212TH ST SW iz cn J N 213TH PL SW oo, o s z N fJ OWNER VICINITY MAP N.T.S. ANTHOLOGY SENIOR LIVING 130 EAST RANDOLPH STREET, SUITE 2100 CHICAGO, IL 60601 (312) 248-2091 CONTACT: MICHAEL DUGGAN CONSULTANTS CIVIL: NAVIX ENGINEERING 11235 SE 6TH STREET, SUITE 150 BELLEVUE, WA 98004 (425) 458-7896 CONTACT: JENELLE TAFLIN, P.E., LEED AP (425) 458-7934 CONTACT: JASON GREEN ARCHITECT: ANKROM MOISAN ARCHITECTS, INC. 38 NW DAVIS, SUITE 300 PORTLAND, OR 97209 (503) 952-1563 CONTACT: RICHARD GRIMES LANDSCAPE ARCHITECT: THOMAS RENGSTORF & ASSOCIATES 811 FIRST AVENUE, SUITE 615 SEATTLE, WA 98104 (206) 682-7562 CONTACT: SCOTT EVANS SURVEYOR: AXIS SURVEY AND MAPPING 15421 NE 90TH ST REDMOND, WA 98052 (425) 823-5700 x316 CONTACT: TRAVIS BRADLEY, PLS TRANSPORTATION TEN W PO BOX 65254 EDMONDS, WA 98155 (206) 361-7333 CONTACT: MICHAEL READ, P.E. PLANNING CITY OF EDMONDS 121 5TH AVE N EDMONDS WA, 98020 (425) 771-0220 CONTACT: KERNEN LIEN BUILDING CITY OF EDMONDS 121 5TH AVE N EDMONDS WA, 98020 (425) 771-0220 CONTACT: LEIF BJORBACK EXISTING LEGENG UTILITIES STORM/SEWER/WATER: CITY OF EDMONDS PUBLIC WORKS 7110 210TH STREET SW EDMONDS, WA 98020 (425) 771-0220 CONTACT: JOANNE ZULAUF FIRE: SOUTH COUNTY FIRE AND RESCUE 12425 MERIDIAN AVE EVERETT, WA 98208 (425) 551-1980 CONTACT: KARL FITTERER TELECOM: WAVE BROADBAND 401 PARKPLACE CENTER #500 KIRKLAND, WA 98033 (425) 308-7280 COMCAST 7725 EVERGREEN WAY SUITE 1-2 EVERETT, WA 98203 (425) 263-5328 CONTACT: JOHN WARRICK FRONTIER COMMUNICATIONS 1800 41ST ST EVERETT, WA 98203 (425) 263-5101 CONTACT: ADAM DIAZ GAS: PSE 20111 120TH AVE NE BOTHELL, WA 98011 (425) 623-5302 CONTACT: JORDAN COOPER POWER: SNOHOMISH COUNTY PUD 1802 75TH ST SW EVERETT, WA 98203 (425) 670-3216 CONTACT: MARY MCALLISTER PROJECT DATA PROPOSED ON -SITE AREA PARCEL NUMBER EXISTING USE PROPOSED USE ZONING DESIGNATION ON -SITE AREAS: BUILDING/ROOF SIDEWALK/DRIVEWAY PERVIOUS TOTAL ON -SITE AREA BYPASS AREAS: SIDEWALK/DRIVEWAY PERVIOUS TOTAL OFF -SITE AREA TOTAL AREA OF DISTURBANCE POWER JUNCTION BOX H VAC POWER VAULT POWER TRANSFORMER GUY ANCHOR UTILITY POLE W/ LIGHT & UNDERGROUND CONDUIT UTILITY POLE W/ LIGHT, UNDERGROUND CONDUIT & TRANSFORMER UTILITY POLE W/UNDERGROUND CONDUIT TRAFFIC SIGNAL POLE SANITARY SEWER MANHOLE CATCH BASIN STORM DRAIN MANHOLE FIRE HYDRANT IRRIGATION CONTROL VALVE WATER VALVE GAS VALVE SIGN DASHED WHITE LANE LINE DASHED YELLOW LANE LINE FOGLINE DOUBLE YELLOW LANE LINE WHITE LANE LINE \NNI-I I F= FF= NN\0 I FF NMI I B 01 \ilO 1, 1 0 1 n\\ U Ila DATUM/BASIS OF BEARINGS BASIS OF BEARING: HELD A BEARING OF NORTH 89'52'54" WEST ALONG THE MONUMENTED CENTERLINE OF 212TH ST SW BETWEEN 76TH AVE W AND 72ND AVE W PER SOLNER'S FIVE ACRE TRACTS RECORDED IN VOLUME 7 OF PLATS AT PAGE 25. HORIZONTAL DATUM: NAD '83/2007 PER SNOHOMISH COUNTY CONTROL POINT ID 18523. LEGAL DESCRIPTION THE NORTH 159 FEET OF TRACT 4, SOLNER'S FIVE ACRE TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 7 OF PLATS, PAGE 25, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. EXCEPT THE WEST 100 FEET THEREOF. (ALSO KNOWN AS LOT 4 OF CITY OF EDMONDS SHORT PLAT NO. S-20-77, RECORDED UNDER AUDITOR'S FILE NO. 7705310298). SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. REFERENCE DOCUMENTS SURVEY: ALTA/NSPS LAND TITLE SURVEY OF 21200 72ND AVE W. EDMONDS, WA PREPARED BY AXIS SURVEY & MAPPING DATED 12/19/18 = 33,926 SF (0.78 AC) = 00580700000401 = COMMERCIAL/OFFICE BUILDING = MULTIPLE DWELLING/SENIOR LIVING = GENERAL COMMERCIAL (CG) = 26,860 SF (0.617 AC) = 3,206 SF (0.074 AC) = 5,882 SF (0.135 AC) = 35,948 SF (0.826 AC) = 706 SF (0.016 AC) = 201 SF (0.005 AC) = 907 SF (0.021 AC) = 36,855 SF (0.847 AC) ss SANITARY SEWER LINE -SD- STORM DRAIN LINE _SD STORM DRAIN LINE (PER CITY ASBUILTS) w WATER LINE (PER CITY ASBUILTS) - - - -op- OVERHEAD POWER LINE x x CHAIN LINK FENCE LINE (CLFNC) WOOD FENCE LINE (BFNC) CONCRETE PAVING ASPHALT PAVING BUILDINGS EXISTING RETAINING WALL CMU RETAINING WALL SET BENCHMARK FOUND MONUMENTIN CASE FOUND REBAR AND CAP AS NOTED FIR PINE MAPLE 21200 72ND AVE W EDMONDS, WA 98026 GENERAL CONSTRUCTION NOTES (CITY OF EDMONDS - REVISED 05.15.2017) 1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: • CURRENT INTERNATIONAL BUILDING CODE (IBC) • CURRENT WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION • WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION) 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE. 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS. 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL. 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. NGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. 13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS, INFILTRATION OR PERVIOUS PAVEMENT IS TO BE PLACED SHALL BE DELINEATED AND PROTECTED AT ALL TIMES FROM COMPACTIVE ACTIVITIES (I.E. HEAVY EQUIPMENT, STOCKPILING). 14. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT. 15. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 16. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. 17. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. 18. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. 19. ALL FOOTING DRAINS SERVING BUILDINGS, WALLS, ROCKERIES, ETC. SHALL CONNECT TO THE DRAINAGE SYSTEM DOWNSTREAM OF THE SITE STORMWATER DETENTION SYSTEM. 20. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 21. A SEPARATE IRRIGATION PERMIT MUST BE OBTAINED FROM THE CITY PUBLIC WORKS DEPARTMENT. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, PROVIDE TO THE CITY WATER QUALITY TECHNICIAN, A COPY OF THE BACKFLOW TEST REPORT. TEST REPORTS CAN BE FAXED TO 425-744-6057 OR EMAILED TO JEFF.KOBLYKQEDMONDSWA.GOV. BACKFLOW TESTING SHALL BE COMPLETED BY THE OWNER ANNUALLY THEREAFTER. 22. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. 23. ALL DISTURBED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON-SITEEROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 25. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. 26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. 27. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET. 28. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 30. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 31. ALL UTILITIES SHALL BE PLACED UNDERGROUND. 32. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 33. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. 34. FIELD STAKE ALL UTILITY STUBS AT THE PROPERTY LINE. 35. TRENCH BACKFILL OF UTILITIES LOCATED WITHIN THE CITY RIGHT-OF-WAY SHALL BE COMPACTED TO 95%. COMPACTION TEST REPORTS SHALL BE PROVIDED TO THE CITY PRIOR TO PAVING. 36. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE ETHAFOAM 220 AS A CUSHION BETWEEN THE UTILITIES. 37. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING. 38. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. 39. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. 40. PIPE MATERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO CITY ENGINEERING DIVISION FOR APPROVAL PRIOR TO INSTALLATION. SHEET INDEX CIVIL PLANS CVR-1 COVER SHEET SHEET 1 OF 1 ALTA/NSPS LAND TITLE SURVEY D-1.0 DEMOLITION PLAN D-2.0 T.E.S.C. PLAN D-2.1 T.E.S.C. NOTES & DETAILS D-2.2 T.E.S.C. DETAILS C-1.0 SITE IMPROVEMENT PLAN C-1.1 SITE PLAN DETAILS C-1.2 SITE PLAN DETAILS C-2.0 GRADING PLAN C-2.1 DRAINAGE PLAN C-2.2 DRAINAGE DETAILS C-2.3 DRAINAGE DETAILS C-3.0 WATER AND SEWER PLAN C-3.1 WATER AND SEWER PROFILES C-3.2 WATER AND SEWER DETAILS C-3.3 WATER AND SEWER DETAILS C-3.4 WATER AND SEWER DETAILS C-4.0 FRANCHISE UTILITY SCHEMATIC LANDSCAPE PLANS L1.01 PLANTING PLAN - GROUND LEVEL L1.04 PLANT SCHEDULES - ALL LEVELS SHORING PLANS SH 1.0-1.1 COVER & SHORING NOTES SH 2.0 SHORING PLAN SH 3.0-3.3 SHORING ELEVATIONS SH 3.A PIPE SCHEDULES SH 4.0-4.1 CROSS -SECTIONS AND DESIGN DIAGRAM SH 5.0-5.2 DETAILS GENERAL NOTES (NAVIX) SITE WORK FOR THIS PROJECT SHALL MEET OR EXCEED THE PROJECT SPECIFICATIONS, THE CITY OF EDMONDS STANDARD SPECIFICATIONS, AND THE A.P.W.A. STANDARDS WHICH ARE HEREBY REFERENCED AS PART OF THESE PLANS. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON ALTA/NSPS LAND TITLE SURVEY OF 21200 72ND AVE W. EDMONDS, WA PREPARED BY AXIS SURVEY & MAPPING, DATED 03/06/19. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. A SEPARATE RIGHT-OF-WAY CONSTRUCTION PERMIT IS REQUIRED FOR ALL WORK WITHIN THE CITY RIGHT-OF-WAY. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: ml CITY ENGINEERING DIVISION NK, FAA, VA SITE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP �L1ZABET pF WAS�JI�� ita11 enelle D Z vvv� .02.10 -09:08:26-0 '00' A 41872 p0 I STER�� �SSIONAL REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 IN, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME COVER SHEET SHEET NUMBER CVR-1 BLD2021-0116 ALTA/NSPS LAND TITLE SURVEY RIM 384.27 12" CONC IE 375.47 W 32" CONC IE 375.31 NW 32" CONC IE 375.31 SE ----OP RIM 384.90 12" CONC IE 379.75 W 32" CONC IE 375.55 NW 32" CONC IE 374.80 E T RIM 382.02 8" PVC IE 379.42 NW 12" CONC IE 379.29 SDMH 1307 RIM 381.83 12" CONC IE 377.63 N 30" CONC IE 374.21 W 30" CONC IE 373.88 S E)Fr- T OP T T T T T Akis I GRAPHIC SCALE AM 20 10 0 20 40 111=20' 1M o- r� 0 I N N 0 N c 0 w 0 Awl 0 Q U / cn 0 w / 0 c- cn 0 CB 1556 RIM 382.02 - 8" PVC IE 379.42 NW 12" CONC IE 379.29 SDMH 1304 SDMH 1307 SDMH 1397 RIM 384.90 _ - - RIM 384.27 12" CONC IE 379.75 W RIM 381.83 - - - - - - - 12" CONC IE 375.47 W 32" CONC IE 375.55 NW 12" CONC IE 37 21 W N 32" CONC IE 375.31 NW 32" CONC IE 374.80E RESECT 30" CONC IE 374. 32" CONC IE 375.31 SE #199, ELEV=388.31 30" CONC IE 373.88 S N 297969.156 ----OP --- PJv T- @p T -D_rij --- T - T-OP Q$ ---OP ---OP T ---- - T T � T T T T / SID SSMH 1305 \ \ �T\ T 212T1-4 STREET SW T sx"rl T T - T T T T RIM 386.15 8" PVC IE 374.90 S �D-WLL vfi FOUND 'X' I 1 1/4' D-WLL -SS S SS - SS SS S BRASS DISK IN - D R7 E SIV D SDI SDI 2-5a"w �a �D SD SD SD SD \ SD o CONCRETE MONUME T \ YYLL �- - (BASIS OF BEARINGS) CB 1175 - 1 - L DOWN120187)' I CASs. IZ YYLL �j i i 243.61 YYLL g" PVC IE 378.89 E / j TBM 'A' YYLL SS SS I SS SS SS SS SS SS SS SS S� SS S w 0I - 2/ WLL O5 10'X10' PED AN �' � G D-WLL FGL 0 i I M 10' ORM EASEMENT 2 9 2 _ 3 _-- REC. N0. G o G G G _ z REC NO. 201902140157 - - - - - - - - - 9407010224. mod' a' 11 �� °•°• d d e ° '°Q° dT ° „/ / - - - I - - - \ / BEGIN RIGHT R LA 3 � P FOUND 5 8" REBAR A D CAP RMA 4551' 4 3 \ o / I \ ° ` CB 1327 AT CORNER =J - -- -} �'---i---------- ----- -��- J I I 1 I . . RIM 379.59 (12/2018) /° 2 I 18" CONC IE 374.z UTILITY PAINT MARKS 38"F 10' STREET SETBA K MM 380.00 I I v�i o N UNABLE TO OBT81� LOT 12 / NO PU 30" ONC IE 372.7 N I EXISTING 1 I114$f S� SOPHIA B WONG / PVTNO FH 0? fie- 30" ONC IE 373.0 S ° I J GAS�M q& NOTE THIS NW CORNER CMU / NO PS UNKNOWN LID I J o; ° SHEETI�tt�R3�Qf�1TI0NAL WALL IS 1.3'E. OF / _ LINE. 2 3 _ � � � I �• INFORMATR1�. IE 372.04 N 39 , ELEV=378.16 2 \ J \ 1Q 3' ELECTRICAL RCC 200 8 PVC IE 371.774 S IE 371.89 &W 29 869.077 378- LOT 4 10' STORM EASEMENT EASEMENT REC. c N #200, ELEV=31�68 12 2397.478 3 CB 1080 REC. NO. 169 160124 NO. 7704120157 I I I 1 297870.091 8 i RIM 377.25 (33,926 S.F.) 6 I 1272655.57' ----g, DrrE-�7sf>�-V�------------------------------- -- - ---- A. LOT --- o � I I a ; HUNOG�CHUN � � W 0 � ,,-'� 6" CONC IE 375.63E I ' 03, LEV=378�19 ' �DL ' ' ' ' ' ' SD ; S sO '' ' ' 60 sq d / CONTRACTOR TO PLUG AND CHEN ET AL. I I tJ 29 869 �' _ _ -_ _ "''' I 0 _ _ _ _ _ _ 3 FILL EXISTING STORM PIPE 10 E� 1 9746 B�0 ---- I / Z ~a AT CONNECTION d d RIM 377.02 -- \ I N I W CB1560 - a N IE34.30W �� I 2 N a RIM 384.07 _ I 2 "3 C IE 3 4.27 E i I ° UN��LE TO LOCATE 3 - 6" IE OUT J F ° d ° . I d 12" A. .° ° l a a. . °.. ° . FSERVED-'PARKING 0 W bl d.' ° .d° ° -d ° ° 5LOT 10 d ° q A. EDMONDS212 LLC 00 r d.' . o N A. 4 ° e d . ;a d A, 10' ST EET 5v_i ot- cGK N n cn . NEC. MOO. 0�68518500001 00 5 �' F4A ° GAS VAULT � I � ao ° d ° .. ° °. d ° 3 EXISTING CITY OF FFE=378.2' ` d . a a d°• . 3 I 00 / LYNNWOOD SANITARY d d ... d a ° . ; ° .d d ? d ° SEWER FORCE MAIN. V d ° o doo / SEE NOTE THIS SHEET FOR z +17.7' ABOVE GRADE I �' ADDITIONAL INFORMATION. CMU WALL 4 21200 72 AVE W � cn r-RIDGE=395.6' 1 ST Y WOOD I I j0 U) U d E07 g-----------� F E BUILDING 14" I IMPERIAL PROPERTY/- _ _ r, 7,030 SQ. FT. I c� 7232D LLC RIDGE=395.5' - RIB` ,F=397.2 RIDGE=395.5' I/� c) --------9E---------------x--------- -- 2 2-ICV to 12 1 LRIDGE=395.6' / CONCRETE 12 PAVER PATH ° -cn / / I cn ° q� 6 WER METERS / SW CORNER CMU 1 S4 ITH NOTHING INSIDE 4 / / }� WALL IS 1.1'E. OF O3 10' SANI Y SEWER . LINE. I 7 EASE NT REC. NO. 711230226 12.5' 11 15 9, ° / / 25MPH i �� ° EXISTING HIGH PRESSURE CONCRETE WALL I 1 46 I / u L�00 a WITH 6'CLFNC N. �14.1' ° 3.0' �T GAS MAIN. SEE NOTE THIS - 3. 3.3 % / 12" I I )E PARK TOWNHOMES 3'CLFNC S. I ' C = 14"F 14"F / 3 I SHEET FOR ADDITIONAL EOWNERS ASSOCIATION \ 15.9' `� 14"F 0 SD 12" d 24"F I . INFORMATION. SW CORNER I 1 "F 16"F CONCRETE WALL F 2 19° 53" 12" I 1, IS 1.0'W. OF LINE. CMU WALL _ - "\ --- ----5 SD I cn Q TIMBER RET WALL 4 TBM 'B' Oi EL:377.87/ 6 .8' CO CRET P� WAY 7 W TIE 204 / CI ED QN ROSS LINE9 . OF 6 RII _ cn � d RCC 204 #1337,LE=377.87 S O PL T S= 7 OUTH AST P OPER Y 6" P I 372. 41 d °' HMAG 205 N 297 57.302 TOP CTRL STCT 374. #204, ELEV=377.87 E 1272391.945 RE . NO 7c-Z0 31 98 ORNE 0 d • #205, ELEV=373.07 IN 297757.296 10' POWER LINE PARK 212 A•PT LLC FOUND 5/ " REB R AN d. N 297728.205 E 1272391.933 1 EASEMENT REC. ��\ �`� CAP "EMERALD 30581" o ° E 1272659.264 DUMPSTER ENCLOSURE NO. 201610050625 AT CORNER 0 W F�CE OF CMU WALL (12/2018) ------------------------------------\� II0 / 4 4 4 C OSSES LINE 5.2'E. _ _ OF CORNER. ��� CB 1561 ° y � / / RIM 372.ri 05 \ \ .---------------------------------------------------------------------6" PVC IE_371_09-N co ' CB 1375 RIM 372.73 6" CONC IE 371.28 W U) cn 8" PVC IE 371.03 S I GENERAL DEMOLITION NOTES (NAVIX ENGINEERING) 1. DEMOLITION NOTES ARE FOR CLARIFICATION ONLY AND ARE SHOWN FOR THE CONTRACTOR'S BENEFIT. THESE NOTES ARE NOT INTENDED TO BE COMPREHENSIVE. THE CONTRACTOR SHALL REMOVE OR RELOCATE ALL EXISTING ON -SITE IMPROVEMENTS NECESSARY TO ACCOMMODATE THE PROPOSED CONSTRUCTION. 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY AXIS SURVEY & MAPPING, DATED 03/06/19. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ON THE PLANS. 4. CONTRACTOR IS TO REMOVE ALL EXISTING SURFACE IMPROVEMENTS AND DEBRIS WITHIN THE LIMITS OF WORK UNLESS OTHERWISE NOTED. ALL DEBRIS FOUND ON SITE SHALL BE DISPOSED OF IN ACCORDANCE WITH APPLICABLE STATE CODES. 4. CONTRACTOR TO PROTECT EXISTING FEATURES WHICH ARE TO REMAIN. 6. ABANDONED PIPES LOCATED OUTSIDE PROPOSED BUILDING PAD LIMITS WITH AN EXCESS OF 3' COVER MAY BE DECOMMISSIONED AND ABANDONED IN PLACE, PROVIDED THAT THESE ABANDONED UTILITIES ARE GROUTED AND CAPPED. EXISTING SUBSURFACE IMPROVEMENTS AND DEBRIS WITHIN THE PROPOSED BUILDING PAD AREA, INCLUDING 10' BEYOND FOUNDATIONS, SHALL BE REMOVED. 7. CONTRACTOR SHALL ADJUST ALL EXISTING MANHOLE RIMS, DRAINAGE STRUCTURES, VALVE BOXES, VAULT LIDS AND UTILITY ACCESS STRUCTURES TO FINISH GRADE WITHIN AREAS AFFECTED BY PROPOSED CONSTRUCTION. 0 10 20 40 SCALE: 1 INCH = 20 FEET LEGEND PROPERTY LINE - - - - - - - PROPOSED SAWCUT LINE REMOVE EXISTING TREE II REMOVE EXISTING PIPE EXISTING CURB TO BE REMOVED EXISTING ASPHALT PAVEMENT, CONCRETE PAVEMENT, OR CONCRETE SIDEWALK TO BE REMOVED TREE PROTECTION PER ECDC 23.10. REMOVE OCOMPLETELY DEMOLISH EXISTING BUILDING AND ASSOCIATED APPURTENANCES, INCLUDING BASEMENTS AND CANOPIES IN ACCORDANCE WITH APPLICABLE CODES. EXISTING UTILITIES MUST BE DISCONNECTED AND CAPPED BEFORE DEMOLITION OF BUILDING. SEE MEP PLANS FOR CONNECTION LOCATIONS. CONTRACTOR SHALL REMOVE ALL ASBESTOS CONTAINING BUILDING MATERIALS IN ACCORDANCE WITH APPLICABLE CODES. COORDINATE REMOVAL WITH SUPPORT OF ADJACENT GRADES AS NECESSARY. O REMOVE EXISTING CONCRETE PAVEMENT, ASPHALT PAVEMENT, PAVERS, AND/OR CONCRETE SIDEWALK (TYP). CONTRACTOR TO MAINTAIN EXISTING PUBLIC SIDEWALK FOR AS LONG AS POSSIBLE. TEMPORARY ASPHALT SHALL BE USED TO REPLACE SURFACE TO MAINTAIN A PEDESTRIAN PATH ALONG THE PROPERTY FRONTAGE. O REMOVE EXISTING CONCRETE CURB (TYP). O REMOVE EXISTING POWER METERS AND POWER VAULT. O PORTION OF EXISTING WALL TO BE REMOVED. O EXISTING STORM EASEMENT TO BE RELINQUISHED. O REMOVE EXISTING ASPHALT PAVEMENT FOR THE INSTALLATION OF THE PROPOSED POWER. O DEMOLITION OF THE EXISTING STORM DRAIN LINE SHALL NOT OCCUR UNTIL THE REPLACEMENT BYPASS LINE IS INSTALLED AND APPROVED BY THE CITY OF EDMONDS. SEE SHEET C-2.1 FOR THE PERMANENT STORMWATER BYPASS CONVEYANCE SYSTEM. O EXISTING POWER POLE AND GUY ANCHOR TO BE REMOVED AND RELOCATED. CONTRACTOR TO COORDINATE WITH UTILITY PURVEYORS PRIOR TO POWER POLE REMOVAL AND RELOATION. SEE SHEETS C-1.0 AND C-4.0 FOR THE NEW LOCATION. 10 CONTRACTOR TO PLUG AND CAP EXISTING 6" STORM PIPE OUTLET ON THE EAST SIDE OF THE PROPOSED CATCH BASIN AFTER INSTALLATION OF THE PERMANENT STORMWATER BYPASS CONVEYANCE SYSTEM. STORMWATER ENTERS THIS STRUCTURE FROM THE NEIGHBORING TOWNHOUSE DEVELOPMENT'S STORMWATER CONVEYANCE SYSTEM AND IS BEING REROUTED TO ACCOMMODATE THE PROPOSED SENIOR LIVING PROJECT. 11 REMOVE EXISTING SIDE SEWER. CONTRACTOR FIELD LOCATE EXISTING SIDE SEWER. CONTRACT TO CUT AND CAP EXISTING SIDE SEWER AT THE PROPERTY LINE. 12 CONTRACTOR TO FIELD LOCATE EXISTING FIRE VAULT AND EXISTING FIRE SERVICE LINE. IF THEY EXIST, CONTRACTOR TO COMPLETELY REMOVE FIRE VAULT AND FIRE SERVICE LINE PER CITY OF EDMONDS STANDARDS. 13 EXISTING WATER METER SHALL BE RETAINED THROUGHOUT CONSTRUCTION (OR UNTIL A NEW METER IS SET) TO PROVIDE WATER TO THE CONSTRUCTION SITE. CONTRACTOR TO INSTALL A HOSE BIB WITH AVB OR YARD HYDRANT FROM THE EXISTING WATER METER. PRESERVE AND PROTECT Oi PRESERVE AND PROTECT EXISTING UTILITY TO REMAIN (TYP). O2 PRESERVE AND PROTECT EXISTING FIRE HYDRANT TO REMAIN O3 PRESERVE AND PROTECT SIGN TO REMAIN O PRESERVE AND PROTECT EXISTING WALL TO REMAIN (TYP). O PRESERVE AND PROTECT ADA COMPLIANT RAMPS AND SIDEWALK TO REMAIN O6 PRESERVE AND PROTECT EXISTING TREE TO REMAIN. PROTECT EXISTING TREE PER ECDC 23.10. O EXISTING EASEMENT, RECORDING NO. 201610050625, TO REMAIN. EASEMENT FOR UNDERGROUND AND/OR OVERHEAD ELECTRICAL TRANSMISSION AND/OR DISTRIBUTION SYSTEM. BENEFITS TOWNHOUSE DEVELOPMENT TO THE WEST. SANITARY SEWER FORCE MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING SANITARY SEWER FORCE MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH CITY OF LYNNWOOD PRIOR TO CONSTRUCTION. CONTRACTOR TO LOCATED AND REMOVE EXISTING FIRE VAULT, SERVICE LINE AND APPURTENANCES PER CITY OF EDMONDS STANDARDS. IF THE EXISTING SERVICE LINE IS TO BE ABANDONED, THE CONTRACTOR SHALL INSTALL A CLOSED BRANCH VALVE AND 6" PLUG. ABANDONED MAIN SHALL HAVE A 6" CAP INSTALLED. HIGH PRESSURE GAS MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING HIGH PRESSURE GAS MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH GAS PURVEYOR PRIOR TO CONSTRUCTION. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: ml CITY ENGINEERING DIVISION NAVIX SITE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 o SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 N, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME DEMOLITION PLAN SHEET NUMBER D-1.0 BLD2021-0116 o_ Ln r� 0 I N N 0 N o 0 Lv Awl Q U 0 w / co 0 N 0 Q U cn 0 E w / 0 • c- cn SDMH 1397 RIM 384.27 12" CONC IE 375.47 W 32" CONC IE 375.31 NW 32" CONC IE 375.31 SE ----OP --- P T ---- SDMH 1304 RIM 384.90 12" CONC IE 379.75 W 32" CONC IE 375.55 NW 32" CONC IE 374.80E RESECT #199, ELEV=388.31 N 297969.156 T- 6p T D - T T �VT T --- RIM 382.02 NW \ 8" PVC IE 379.42 NW 12" CONC IE 379.29 SDMH 1307 RIM 381.83 12" CONC IE 377.N 30" CONC IE 374.21 W 30" CONC IE 373.88 S T - T-OP T T SSMH 1305 212TF- STREET SW sx"ri T - T T RIM 386.15 T T T 8" PVC IE 374.90 -WILL -SS S,$ ` SS SS \ - D �'��[� SD SDI p5�5a"w�a �D SD SD SD SD SD - \ YYLL - (BASIS OF BEARINGS) - - - CB 1175 - �' YYLL 1 1 � I 243.61 YYLL 8" PVC IE 378.89 E SS SSA SS �SS SS SS- SS -SS -SS SS S� TEMPORARY CHAIN LINK F E I FtL-TEf FABRIC FENCI L PROPERTY LINE LIMITS OF 10'X10' PED AN �'� � WLL / DISTURBANCE G ,A FGL ANDA'TE I 10' STORMEASEMENT(TYP) TYP ( ) _ - - . REC. N0. z i -C. NO. 201902140157 - - - 9407010224. ..° l - - - - - - - FOUND 5/8" REBAR 'I Aj D CAP "RMA 4551' �L� -NE i AT CORNER - - - -J - - - - - -- -- -- -- -- (12/2018) - -- - -- MH 147 10' STREET SETBACK 10 1 LOT 1 l 30" CONC IE 372.72O N SOPHIA B WONG I 30" CONC IE 373.00 S I NW CORNER CMU I I WALL IS 1.3'E. OF TEMPORARY SUMP AND LINE. 11 203 PUMP. CONTRACTOR TO LIMITS OF DISTURBANCE TYP �) 1396, EV=378.16 SIZE TEMPORARY PUMP 2978 .077 LOT 4 TO CONVEY TESC FLOWS. 272 7.47s (33,926 S.F.) JRA LOT I 1 HUNG CHUN 20 3, E V=378.19 C J TEMPORARY SETTLING CHEN ET AL. tJ 978 .064 TANK TO BE SIZED BY El ?_72 .467 CONTRACTOR, AS NEEDED cB 1560 RIM 384.07 UN _LE TO LOCATE J 6" IE OUT c TEMPORARY SEDIMENT TRAP GRAVEL OUTFALL LOOT I LC REQ'D SURFACE AREA: 375 SF TO SUMP PUMP EDMONDS212 LLC c TOP OF BERM = 360.00± IE 360.00± 2. BOT OF TRAP = 356.50f a�IDD C pLaG3G �O nM%N GOO G�C� _ NEC. No. 68518500001 00 PROPOSED ROCK CHECK DAM APPROX. STOCK BUILDING o (TYP) PILE AREA AND OUTLINE z COVERING. CMU WALL APPROXIMATE I ' PORARY ������ NN SEE SHORING Di MI TL k INTERCEPTOR L - - - SWALE (TYP) SW CORNER CMU WALL IS 1.1'E. OF O3 10' SANITARY SEWER LINE. CONCRETE WALL T H,�A\C� JJJ WITH 6'CLFNC N. )E PARK TOWNHOMES 3'CLFNC S. \ EOWNERS ASSOCIATION SW CORNER _ CONCRETE WALL FO 0 IS 1.0'W. OF LINE. TEMP. 12" CULVERT--" TIMBER RET WALL EL: 3777•87/ LI ITS \0 01� - F i--16"F ET SETIACH 3AS V ULT A T it SOMFOR EMA E IS ING yiC H P�) S M AI i SEE l T IS SHE F ADDITIONAL I RMATIO _I � 1 N N nV) N �� N U o �3: 00 0)- oo r \ � / to / C �Z_ ---OP \7\7 ---OP I I� vi FOUND 'X' I 1 1/4' BRASS DISK IN CONCRETE MONUME T _ DOWN 0.7' I CAS . (12/2018) o n ARY 1 TBM 'A' TCH AS N TYP G r0 G X TING SDMH\ RIM: )380.00 EX. 30" IE: 372.7� EX. 30" IE�373.00 S TEMP 80.00 iIDISG A GE INTO THE U RIM 379.59 18" CONC IE 374.z UNABLE TO OBTAII` ON 8" CONC N & SSMH 1309 RIM 381.20 8" PVC IE 372.04 N :C 200 8" PVC IE 371.89 E&W 00, ELEV$ A681E 371.74 S 297870.091 1272655.573 D-WLL YYLL D-WLL d ° d d • d EXISTING CITY OF LYNNWOOD SANITARY SEWER FORCE MAIN. SEE NOTE THIS SHEET FOR ADDITIONAL INFORMATION. ,d APPROXIMATE TEMPORARY SHORING EXTENTS. -7 SEE SHORING DESIGN BY to i OTHERS. TIE 204 / DI TUf ED QN S RIM 374. 4 _ #1337, LE=377.87 S O PL T S= 7 6" MP IE 372. 4 204 ELEV 377.87 N 297757.302 (T P�E . NO 7��0 31 �'9$ TOP CTRL STCTR 374. 4 # E 1272391.945 FOU D 5/ " REB R A N 297757.296 10' POWER LINE PARK 212 APT LLC ` " E 1272391.933 I EASEMENT REC. TREE PROTPC'iT�trRIICE 1 �� �` DUMPSTER ENCLOSURE NO. 201610050625 ���\ PER ECDC 2 W NER 018) ----------------------------------- 1 0 ----------- -- CB 1561 ° y RIM 372.05 1 6" PVC IE 371.09 N ---------------------------------------------------------------------------------------1 da 1 0 ' CB 1375 RIM 372.73 l 6" CONC IE 371.28 W 8" PVC IE 371.03 S 1 I CONSTRUCTION SEQUENCE NOTES 1. SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING DIVISION ENGINEERINGPERMITS@EDMONDSWA.GOV TWO DAY (48 HR) NOTICE IS REQUIRED. 2. CONTRACTOR TO COORDINATE WITH NEIGHBORING PROPERTY OWNER PRIOR TO INSTALLATION OF NEW 8" STORM DRAINAGE BYPASS. 3. REVIEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES. 4. CALL FOR UTILITY LOCATES. 5. ESTABLISH CLEARING LIMITS, TREES TO BE RETAINED. FLAG AND FENCE AS NECESSARY. 6. INSTALL CATCH BASIN PROTECTION DOWNSTREAM ON ALL EXISTING DRAINAGE STRUCTURES DOWNSTREAM FROM THE PROJECT SITE. 7. INSTALL SILT FENCE, CONSTRUCTION FENCE, AND CONSTRUCTION ENTRANCE. 8. INSTALL REMAINING TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS OF VEGETATION OUTSIDE THE CONSTRUCTION ZONE. 9. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES, INCLUDING THE STORMWATER OUTFALL, MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED. � a EXISTING HIGH PRESSURE IMI S OF GAS MAIN. SEE NOTE THIS �)ISlURBA,4C SHEET FOR ADDITIONAL INFORMATION. MP RA Y N AIN LI K ° 53" FENCE A D 5 1 ATE c� ONS lffTl N NTRA KAI � �.: d' NW c� HMAG 205 #205, ELEV=373.07 A. N 297728.205 c� r"jo W ° E�1272659.264 Y / 4 °n c cn i ru \co \ 10. CLEAR, GRUB 8c ROUGH GRADE SITE TO PROVIDE ACCESS AND WORK AREAS FOR SHORING INSTALLATION MACHINERY AND EQUIPMENT. REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION CONTROL NOTES BELOW). 11. INSTALL TEMPORARY SEDIMENT TRAP AND SEDIMENT TANK. GRADE SWALES TO ROUTE RUNOFF TO SEDIMENT TRAP. 12. INSTALL PERIMETER SHORING ELEMENTS. 13. EXCAVATE SITE TO BOTTOM OF EXCAVATION/BOTTOM OF FOOTING ELEVATIONS AS REQUIRED FOR FOUNDATION AND DETENTION VAULT CONSTRUCTION. 14. INSTALL PERMANENT STORM DRAINAGE SYSTEM NEEDED FOR DETENTION VAULT OUTFALL. 15. CONSTRUCT DETENTION VAULT AS SEDIMENT TRAP. REGRADE SWALES TO ROUTE RUNOFF TO THE VAULT. 16. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS AND CONSTRUCT RIGHT OF WAY IMPROVEMENTS. 17. ALL DISTURBED AREAS TO BE COMPOST AMENDED PER 2014 SWMMMWW BMP T.5.13. 18. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES SHALL BE REMOVED UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. SANITARY SEWER FORCE MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING SANITARY SEWER FORCE MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH CITY OF LYNNWOOD PRIOR TO CONSTRUCTION. 0 10 20 40 SCALE: 1 INCH = 20 FEET LEGEND PROPERTY LINE - - - - - - - LIMITS OF DISTURBANCE R-90 FILTER FABRIC FENCE X X TEMPORARY ACCESS GATE/CHAIN 3 LINK FENCE _2• TEMPORARY INTERCEPTOR SWALE 2.1 - ® ROCK CHECK DAM 2.1 TEMPORARY SEDIMENT TRAP FOR CATCH BASINS D=2 O TEMPORARY SUMP DRUM AND PUMP 2. RIP RAP PAD6 STOCKPILE COVERING 2. TREE PROTECTION PER ECDC 23.10 CONSTRUCTION ENTRANCE ER-90 2. 0 O NOTES 1. CONTRACTOR SHALL INSTALL TEMPORARY SEDIMENT TRAP AND TEMPORARY SETTLING TANKS) PRIOR TO STORMWATER DETENTION VAULT COMPLETION. AFTER STORMWATER DETENTION VAULT COMPLETION, REGRADE SWALES TO STORMWATER DETENTION VAULT FOR TEMPORARY SEDIMENT STORAGE. 2. SEDIMENT SHALL BE REMOVED FROM TRAP WHEN IT REACHES ONE FOOT IN DEPTH. 3. ANY DAMAGE TO EMBANKMENTS OR SLOPES SHALL BE REPAIRED. 4. SEE LANDSCAPE PLANS FOR TREE PROTECTION DETAILS. 5. EXISTING SIDEWALK FRONTAGE IMPROVEMENTS SHALL BE MAINTAINED AS LONG AS POSSIBLE DURING THE COURSE OF CONSTRUCTION. 6. CONTRACTOR TO INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO APPROVED PLANS, CITY OF EDMONDS STANDARD DETAILS, AND ALL OTHER MEASURES THAT MAY BE REQUIRED DURING CONSTRUCTION. 7. ALL DISTURBED AREAS TO BE COMPOST AMENDED PER 2014 SWMMWW BMP T.5.13. 8. OFF -SITE JOB SHACK LOCATION TO BE DETERMINED AND PROVIDED BY THE CONTRACTOR AT A LATER DATE. 9. EXISTING SIDEWALK FRONTAGE IMPROVEMENTS SHALL BE MAINTAINED AS LONG AS POSSIBLE DURING THE COURSE OF CONSTRUCTION. 10. INSTALL AND MAINTAIN ALL T.E.S.C. MEASURES ACCORDING TO APPROVED PLANS, CITY OF EDMONDS STANDARD DETAILS, AND ALL OTHER MEASURES THAT MAY BE REQUIRED DURING CONSTRUCTION. HIGH PRESSURE GAS MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING HIGH PRESSURE GAS MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH GAS PURVEYOR PRIOR TO CONSTRUCTION. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: ml CITY ENGINEERING DIVISION N"IX SITE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 N, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME T.E.S.C. PLAN SHEET NUMBER D-2.0 BLD2021-0116 0_ Ln r) 6 1 N N 0 N OCT a� w Q U w co 0 N J 0 2" x 2" WOOD/STEEL FILTER FABRIC SECURED TO 2" x 2" 14 GA WIRE FABRIC EQUAL NATIVE BACKFILL MATERIAL 8" FILTER FABRIC MATERIAL IN CONTINOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE 2" x 2" WOOD/STEEL POSTS, /-WIRE MESH FENCE oI I III TO FABRIC P SUPPORT FILTER `BURY BOTTOM OF FILTER a MATERIAL 8" TO 12" 6' MAX NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN AND ENSURE PROPER EROSION CONTROL THROUGHOUT PROJECT. 2. SILT FENCE TO BE PLACED DOWNSLOPE OF CONSTRUCTION ACTIVITY. CITY OF EDMONDS PUBLIC WORKS DEPARTMENT CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN FILTER FABRIC FENCE FILTRATION SYSTEMS APPROVED BY: R. ENGLISH REVISION DATE JANUARY 2018 STANDARD DETAIL ER-900 `St. 18y- CITY OF EDMONDS PUBLIC WORKS DEPARTMENT CATCH BASIN GRATE FILTER SOCK WITH OVER FLOW HOLES (TYP) CATCH BASIN NOTES: 1. CONTRACTOR/DEVELOPER SHALL MAINTAIN THIS APPLICATION AT ALL TIMES DURING CONSTRUCTION PERIOD. 2. ANY SEDIMENT IN CATCH BASIN INSERT SHALL BE REMOVED WHEN INSERT IS ONE-THIRD FULL. 3. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. TEMPORARY SEDIMENT TRAP FOR CATCH BASINS APPROVED BY: R. ENGLISH GENERAL EROSION CONTROL NOTES (NAVIX ENGINEERING) 1. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY AXIS SURVEY & MAPPING, DATED 03/06/19. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 2. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. 3. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. 4. THE CONTRACTOR SHALL BE RESPONSIBLE AT ALL TIMES FOR PREVENTING SILT -LADEN RUNOFF FROM DISCHARGING FROM THE PROJECT SITE. FAILURE BY THE CONTRACTOR CAN RESULT IN A FINE. THE DESIGNATED TEMPORARY CONTACT PERSON NOTED ON THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS THROUGHOUT CONSTRUCTION AND UNTIL THE PROJECT HAS BEEN COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION. 5. SEASONAL WORK LIMITATIONS: FROM OCTOBER 1 THROUGH APRIL 30, CLEARING, GRADING, AND OTHER SOIL DISTURBING ACTIVITIES MAY ONLY BE AUTHORIZED BY THE CITY IF IT CAN BE DEMONSTRATED THAT SILT -LADEN RUNOFF WILL BE PREVENTED FROM LEAVING THE SITE THROUGH A COMBINATION OF THE FOLLOWING: SITE CONDITIONS INCLUDING EXISTING VEGETATIVE COVERAGE, SLOPE, SOIL TYPE, AND PROXIMITY TO RECEIVING WATERS; AND LIMITATION ON ACTIVITIES AND THE EXTENT OF DISTURBED AREAS; AND PROPOSED EROSION AND SEDIMENT CONTROL MEASURES, IN ACCORDANCE WITH ECDC 18.30.060.D.2.d. BASED ON THE INFORMATION PROVIDED AND/OR LOCAL WEATHER CONDITIONS, THE CITY MAY EXPAND OR RESTRICT THE SEASONAL LIMITATION ON SITE DISTURBANCE. 6. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR FROM THE BEGINNING OF CONSTRUCTION UNTIL ALL CONSTRUCTION IS COMPLETED AND APPROVED BY THE GOVERNMENTAL AGENCY WITH JURISDICTION AND THE SITE IS STABILIZED. 7. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED AND INSPECTED BY THE LOCAL JURISDICTION PRIOR TO ANY CLEARING OR CONSTRUCTION TAKING PLACE. DURING CONSTRUCTION, NO DISTURBANCE BEYOND THE FLAGGED CLEARING LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE OWNER AND/OR CONTRACTOR UNTIL ALL CONSTRUCTION IS APPROVED. 8. THE EROSION AND SEDIMENTATION CONTROL FACILITIES SHOWN ON THIS PLAN ARE TO BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR THE ANTICIPATED SITE CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM THIS PLAN MAY BE NECESSARY IN ORDER TO MAINTAIN WATER QUALITY. 9. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED BY THE CONTRACTOR ON A FREQUENT BASIS AND IMMEDIATELY AFTER EACH RAINFALL, AND MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED FUNCTIONING. ALL SEDIMENT MUST BE REMOVED FROM SILT FENCES, STRAW BALES, SEDIMENT PONDS, ETC. PRIOR TO THE SEDIMENT REACHING 1 /2 ITS MAXIMUM POTENTIAL DEPTH. 10. AT NO TIME SHALL CONCRETE, CONCRETE BYPRODUCTS, VEHICLE FLUIDS, PAINT, CHEMICALS, OR OTHER POLLUTING MATTER BE PERMITTED TO DISCHARGE TO THE TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DISCHARGE FROM THE PROJECT SITE. 11. THE CONTRACTOR PERFORMING THE WORK SHALL MAINTAIN A SET OF THE APPROVED CONSTRUCTION DRAWINGS ON SITE AT ALL TIMES WHILE CONSTRUCTION IS IN PROGRESS. 12. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR PERFORMING THE WORK TO OBTAIN ALL NECESSARY PERMITS FROM THE LOCAL JURISDICTION PRIOR TO COMMENCING ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY. 13. THE CONTRACTOR PERFORMING THE WORK SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE TRAFFIC CONTROL AT ALL TIMES DURING CONSTRUCTION ALONGSIDE OR WITHIN ALL PUBLIC ROADWAYS. 14. THIS APPROVED "TEMPORARY EROSION AND SEDIMENTATION CONTROL PLAN" MUST BE IMPLEMENTED PRIOR TO ANY SITE WORK. SEE THE PLANS AND DETAILS FOR FURTHER INFORMATION. 15. THE CONTRACTOR SHALL NOTIFY THE OWNER AND THE ENGINEER IN THE EVENT OR DISCOVERY OF POOR SOILS, GROUNDWATER OR DISCREPANCIES IN THE EXISTING CONDITIONS AS NOTED ON THE PLANS. 16. MAXIMUM SLOPES SHALL BE 3:1 HORIZ: VERT FOR FILL SLOPES, AND 3: 1 HORIZ: VERT FOR CUT SLOPES. 17. RETAINING WALLS EXCEEDING 4' IN HEIGHT REQUIRE A SEPARATE PERMIT. PERMITS ARE NOT ISSUED FOR ROCKERIES, BUT IF CONSTRUCTED, MUST COMPLY WITH PROHIBITIONS LISTED IN ECDC 18.40.020. 18. SLOPE STABILIZATION. CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. ROUGHENED SOIL SURFACES ARE PREFERRED TO SMOOTH SURFACES. INTERCEPTORS SHOULD BE CONSTRUCTED AT THE TOP OF LONG, STEEP SLOPES WHICH HAVE SIGNIFICANT AREAS ABOVE THAT CONTRIBUTE RUNOFF. CONCENTRATED RUNOFF SHOULD NOT BE ALLOWED TO FLOW DOWN THE FACE OF A CUT OR FILL SLOPE UNLESS CONTAINED WITHIN AN ADEQUATE CHANNEL OR PIPE SLOPE DRAIN. WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE PLANE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHOULD BE PROVIDED. IN ADDITION, SLOPES SHOULD BE STABILIZED IN ACCORDANCE WITH ITEM (15) ABOVE. 19. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORMWATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. REVISION DATE JANUARY 2018 STANDARD D ETAI L ER-902 ROCK MUST COMPLETELY COVER THE BOTTOM AND SIDES OF THE DITCH CROSS SECTION 2H:1 V SLOPES L=THE DISTANCE SUCH THAT POINTS A AND B ARE OF EQUAL ELEVATION 2 4" A L B ROCK CHECK DAM SPACING MAINTENANCE STANDARDS: 1. ANY SEDIMENT DEPOSITION OF MORE THAN 0.5 FEET SHALL BE REMOVED SO THAT THE CHANNEL IS RESTORED TO ITS DESIGN CAPACITY. . 2. IF THE CHANNEL CAPACITY IS INSUFFICIENT FOR THE DESIGN FLOW, IT MUST BE DETERMINED WHETHER THE PROBLEM IS LOCAL (E.G., A CONSTRICTION OR BEND) OR THE CHANNEL IS UNDER -DESIGNED. IF THE PROBLEM IS LOCAL, THE CHANNEL CAPACITY MUST BE INCREASED THROUGH CONSTRUCTION OF A BERM(S) OR BY EXCAVATION. IF THE PROBLEM IS UNDER -DESIGN, THE DESIGN ENGINEER SHALL BE NOTIFIED AND THE CHANNEL REDESIGNED TO A MORE CONSERVATIVE STANDARD TO BE APPROVED BY KING COUNTY. 3. THE CHANNEL SHALL BE EXAMINED FOR SIGNS OF SCOURING AND EROSION OF THE BED AND BANKS. IF SCOURING OR EROSION HAS OCCURRED, AFFECTED AREAS SHALL BE PROTECTED BY RIPRAP OR AN EROSION CONTROL BLANKET OR NET. ROCK CHECK DAM N TS 2:1 SLOPE LEVEL BOTTOM GRASS OR ROCK 1' MIN 2 MINIMUM 0.5% SLOPE (MIN.) TO SEDIMENT TRAP NOTES: 1. SEED AND MULCH SHALL BE APPLIED WITHIN 5 DAYS OF DIKE CONSTRUCTION (SEE VEGETATION). 2. THE UPSLOPE SIDE OF THE DIKE SHALL PROVIDE POSITIVE DRAINAGE TO THE DIKE OUTLET. 3. NO EROSION SHALL OCCUR AT THE DIKE OUTLET. PROVIDE ENERGY DISSIPATION MEASURES AS NECESSARY. 4. SEDIMENT LADEN RUNOFF MUST BE RELEASED THROUGH A SEDIMENT TRAPPING FACILITY SUCH AS A POND, TRAP, OR SILT FENCE AS APPROPRIATE TO DRAINAGE AREA SIZE. TEMPORARY INTERCEPTOR SWALE N TS APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: CITY ENGINEERING DIVISION FAA, VA �tl,,4, SITE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP �Z,I ZABET pY WAs i itally enelle + : 2.02.10 -19:14:39-0 '00' ,A 41872 `poly �GI STERY� �SSIONAL E�p� REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 IN, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME T.E.S.C. NOTES & DETAILS SHEET NUMBER D-2.1 BLD2021-0116 Ln 0 I N N O N c 0 D w L� ABC Q U a w U) 0 N 0 Q U cn 0 E w / 0 c- UNDISTURBED NATIVE VEGETATION UNDISTURBED NATIVE SOIL 2" ORGANIC MULCH 3" OF COMPOST 1-III'-III'-III'-III'-III'-III" III'-III'-III'-III'-III'-111I- OF COMPOST INCORPORATED INCORPORATED INTO 5" OF II-III-III=III=III-III-I I-III=1 I I -III -III -III -III =III=III=III=III=III=INTO I I 1=1 11=1 11=1 11=1 11=1 6.25" OF SITE SOIL (TOTAL SITE SOIL (TOTAL AMENDED III=III=III=III-III-III-III II -III -III -III -III -III -AMENDED DEPTH OF 9.5", FOR A DEPTH OF 9.5", FORA 1IIIIIIIII-III-III-III III-III-III-III-III-IIISETTLED DEPTH OF 8") SETTLED DEPTH OF 8")8"SUBSOIL SCARIFIED 4" BELOW _=hSUBSOIL SCARIFIED 4" BELOW COMPOST AMENDED LAYER i' _COMPOST A ENDL D LAYER (12" BELOW SOIL SURFACE) ) OPTION1.75" 2 — AMEND IN PLACE OR STOCKPILE AND AMEND GENERAL NOTES: PLANTING BEDS TURF (LAWN) AREAS iiAAJAAAAAA 1. AREAS OF NO DISTURBANCE SHALL BE FENCED AND EXISTING 2" ORGANIC / i / i / AND SCCONSOIL ALL BE MULCH 1s �-� �/�jj��� 0" _ ORASODSEED PROTECTVEGETATED ROMON T CONSTRUCTION I I I -I II ICI I1=1 I I 1=1 I I -III -I 11=1 I I -III I I 1=1 11=1 I I=111-1 -I III -III -III 11=1 11=1 I -I 11=1 11=1 11=1 I IMPACTS. III-III-III-III-III=III=1 III=III=III=III=III=III=III 2. TO MEASURE SETTLED DEPTH, 6" IMPORTED 11=III=III=III-III-III-III 1=III=III=III-III-III-III 6" IMPORTED WATER SOIL SUFFICIENTLY TO TOPSOIL MIX III -III -III -III -III -III- -III -III -III -III -III -III II -III -III -III -III -III -I TOPSOIL MIX FULLY SATURATE WITHOUT (COMPACTED I I III -III -III -III -III -III I=1 I I=1 I I=1 -I III=III=III=III-III-III-III I I=1 11=1 11=1 I I (COMPACTED CAUSING EROSION. DEPTH) 11=III=III=III=III=III=III III-III-III-III-III-II_I-1 1=III=III=III=III=III=III 6' III-iil-lil=III=III=III=III DEPTH) III= I- -I'` 3. COMPOST SHALL MEET SPEC. REQUIREMENTS IN THE 2017 SUBSOIL IS 1- =1' I'- - - "I; -I I. E 11 SUBSOIL IS EDMONDS STORMWATER ADDENDUM (CHECKLIST 7). SCARIFIED 6" - I- SCARIFIED 6" BELOW IMPORTED = ,i BELOW IMPORTED 4. COMPACTION OF TOPSOIL (WHERE TOPSOIL MIX 12" TOPSOIL MIX REQUIRED) TO BE TO 85% (MAX) I OF THE MAXIMUM DRY DENSITY OPTION 3 - IMP 0 RT TOPS 01 L PER MODIFIED PROCTOR TEST (ASTM D1557). REVISION DATE POST CONSTRUCTION SOIL DECEMBER 2017 CITY OF EDMONDS QUALITY AND DEPTH �,F7 PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fst 189� SD-642 APPROVED BY: END OF INTERCEPTOR SWALE 6'-,4J++LESS OTHERWISE NOTED ON PLANS 4', UNLESS OTHERWISE NOTED ON l\ PLANS RIP RAP PAD PER WSDOT STANDARD SPECIFICATION 9-13.6 RIP RAP PAD DETAIL N.T.S. MATCH EXISTING RUNOFF WITH SEDIMENT 1 5Z_ 1' MIN 2 \/ 0 0 0 0 0 0 ll2 / 0 0 0 0 0 0 ° o ° 0 0 0 \ 0 0 0 0 0 0 O WATER LEVEL 0 0 ° 0 0 0 0 0 o Y 0 0 =e o o � 12" MIN ° ° °z 0 0 0 0 0 12" PERFORATED PIPE TOP OF DRUM SHALL BE 6" MIN ABOVE GRADE — PROVIDE SOLID COVER/ CONTRACTOR TO SIZE TEMPORARY PUMP TO CONVEY TESC FLOWS. SEE NOTE 1 �1 2 x x// PROVIDE 12" MIN CLEAN GRAVEL AROUND PERIMETER OF DRUM WRAP WITH FILTER FABRIC 55 GALLON DRUM W/ 2-IN DIA WEEP HOLES WIRE TIES SUMP PUMP AND MOTOR CONCRETE BLOCKS NOTE: 1. CONTRACTOR SHALL ENSURE DISCHARGE WATER FROM THE TEMPORARY SUMP DRUM AND PUMP ON THE TESC PLAN PASSES WATER QUALITY REQUIREMENTS PER CITY OF EDMONDS AND DEPARTMENT OF ECOLOGY STANDARDS. CONTRACTOR SHALL ADD PROVISIONS AS NECESSARY TO MEET CITY AND STATE STANDARDS DURING CONSTRUCTION. 10' MAX. 4' MIN. 4' MIN. (TYP.) -0" TALL FENCE UNLESS NOTE: 8' OTHERWISE NOTED. CHAIN LINK FENCE AND GATE N.T.S. SURFACE AREA - DETERMINED AT TOP OF WEIR z 42" MIN. 1 18 MIN. 1 FLAT BOTTOM I NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL OR COMPLETE EXCAVATION NATIVE SOIL OR COMPACTED BACKFILL GEOTEXTILE CROSS SECTION 1-0 6' MIN. 1' MIN. DEPTH OVERFLOW SPILLWAY Z O i �U_ Elf I I I �> 41 I + o D c� 2"-4" ROCK z GEOTEXTILE DISCHARGE TO STABILIZED 3/4"-1 1 /2" CONVEYANCE, OUTLET OR LEVEL WASHED SPREADER GRAVEL RIPRAP MIN. 1' DEPTH 2"-4" ROCK MIN. 1' DEPTH 3/4"-1 1 /2" TRAP OUTLET WASHED GRAVEL SIZING NOTE: TRAP SIZED FOR 2-YEAR, 15-MIN DEVELOPED PEAK FLOW, WITH A REQUIRED SURFACE AREA OF 375 SQUARE FEET. MAINTENANCE STANDARDS: 1. SEDIMENT SHALL BE REMOVED FROM THE TRAP WHEN IT REACHES 1 FOOT IN DEPTH. 2. ANY DAMAGE TO THE TRAP EMBANKMENTS OR SLOPES SHALL BE REPAIRED. TEMPORARY SEDIMENT TRAP N TS 6 MIL (MIN) CLEAR PLASTIC SHEETING STRAW WATTLE ANCHOR WEIGHTS x WITH STAKES � o CONVEY RUNOFF TO APPROVED LOCATION BURY SHEETING IN 4"x6" - TRENCH A MIN. OF 8 FT. SETBACK FROM TOP OF SLOPE, BACKFILL WITH WASHED ROCK PROVIDE ENERGY - DISSIPATION AT TOE WHEN NEEDED TOE IN SHEETING IN 4"x6" TRENCH A MIN. OF 3 FT. SETBACK FROM BOTTOM OF SLOPE, BACKFILL WITH WASHED ROCK STRAW BALES STOCKPILES 6 MIL (MIN) CLEAR PLASTIC SHEETING 10' MAx. ANCHOR WEIGHTS WITH STAKES CONVEY RUNOFF TO APPROVED LOCATION 10' MAX. 3' MIN. CONVEY RUNOFF TO SLOPES APPROVED LOCATION SYMBOL: 0 SP STOCKPILE AND EXPOSED SLOPE COVERING N TS _LS A TH IN DE FULL WIDTH GRESS/EGRESS DETAIL NOTES: O THE MINIMUM LENGTH SHALL BE EXTENDED AS NECESSARY TO ENSURE MATERIAL IS NOT TRACKED OFF SITE AND/OR INTO THE PUBLIC RIGHT-OF-WAY. O ATB DRIVEWAY RAMP AND/OR SITE ACCESS ROAD 15' WIDE MIN. SEE TABLE BELOW FOR REQUIRED LENGTH. NOTES: 1. SURFACE WATER - ALL SURFACE WATER FLOWING OR DIVERTED TOWARD CONSTRUCTION ENTRANCES SHALL BE PIPED ACROSS THE ENTRANCE. IF PIPING IS IMPRACTICAL, A MOUNTABLE BERM WITH 5:1 SLOPES WILL BE PERMITTED. 2. MAINTENANCE - THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOWING OF SEDIMENT OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH ADDITIONAL QUARRY SPALLS AS CONDITIONS DEMAND AND REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT. ALL SEDIMENT SPILLED, DROPPED, WASHED OR TRACKED OFF SITE AND/OR ONTO PUBLIC RIGHT-OF-WAY MUST BE REMOVED IMMEDIATELY. 3. WHEELS SHALL BE CLEANED TO REMOVE SEDIMENT PRIOR TO LEAVING THE SITE. WHEN WASHING IS USED, IT SHALL BE DONE ON AN AREA STABILIZED WITH QUARRY SPALLS AND WHICH DRAINS INTO AN APPROVED SEDIMENT TRAPPING DEVICE. 4. INSPECTION AND NEEDED MAINTENANCE SHALL BE PROVIDED AFTER EACH RAIN. PROJECT SIZE MIN LENGTH OF (FEET) QUARRY SPALLS* < 1/4 ACRE 30 < 1 ACRE 50 < 3 ACRE 100 > 3 ACRE 100 * PROVIDE ATB OR ASPHALT TRANSITION WHERE FRONTAGE ROAD IS AN ARTERIAL. LENGTH TO BE DETERMINED BY CITY INSPECTOR. CITY INSPECTION REQUIRED ON ALL EROSION CONTROL METHODS BEFORE OTHER WORK CAN BEGIN REVISION DATE CITY OF EDMONDS STABILIZED CONSTRUCTION JANUARY 2018 ENTRANCE T PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH E R- 9 01 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: FAA, VA �t A4L SITE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 O0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 N, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME T.E.S.C. DETAILS SHEET NUMBER D-2.2 BLD2021-0116 TEMPORARY SUMP DRUM AND PUMP N.T.S. CITY ENGINEERING DIVISION a r7 0 I N N CD N 0 CD CD c� z 0 J 5 m o' 0 0 J U cn 0 w c 0 co 0 w 0 CD as 0> 00 f.W L � OA d Q a d� W G c � I . STORAGE W F �. � d GEN. I d IWW J DD ROOM FO r.W.W�Wry�W W r Wrr W rr W W Yr MOTEtit W i W �. . Y LAjO OT �n S Y DD Y CI ED DD S O PL T S= 7 Y DD I\ RE . NO 7�70 31110198 10' POWER LINE PARK 212 APT LLC EASEMENT REC. NO. 201610050625 A T ACTIVITY ZONE WIDTH VARIES MIN. 3'/MAX. 7' PROPOSED 8' WIDE PUBLIC PEDESTRIAN EASEMENT 7' WIDE SIDEWALK w 0 CD a= � w � 00 0 _J � I c� � f c� 0.5' CONCRETE CURB J� 5 m LANDSCAPE WIDTH I �I EXISTING 212TH STREET 0 VARIES MIN. 8' SW IMPROVEMENTS _j 212TH STREET SW - SECTION A PROPOSED 1' WIDE PUBLIC PEDESTRIAN EASEMENT 1.5' LANDSCAPE - WIDTH VARIES SCREEN WALL - 9' TRASH a ad � o SIDEWALK IWIDTH VARI MIN. 5' X �X�\���\'! \��\\�� EX. GAS TRASH STAGING AREA ELEVATION // // ' VAULT TO :' // / IS 0.00' TO 0.85' HIGHER THAN \\�\\\` REMAIN LANDSCAPE ON OUTSIDE EDGE OF\�/.` SCREEN WALL. SEE GRADING PLAN\\/ FOR ADDITIONAL INFORMATION. 72ND AVE W - SECTION B G ---OP FOUND 'X' I 1 1 /4' BRASS DISK IN CONCRETE MONUMF IT DOWN 0.7' IN C /2018) T Mo J 0.5' CONCRETE CURB IMPROVEMENTS u:l 0 10 20 40 SCALE: 1 INCH =20 FEET SITE NOTES (NAVIX ENGINEERING) LEGEND 1. ALL WORK AND MATERIALS SHALL COMPLY WITH ALL CITY REGULATIONS AND PROPERTY LINE CODES AND O.S.H.A. STANDARDS. PROPOSED BUILDING 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THIS PLAN DOES NOT REPRESENT A DETAILED FIELD CURB AND GUTTER SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED ASPHALT PAVING UPON THE SURVEY PREPARED BY AXIS SURVEY & MAPPING, DATED - - 03/06/19. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD : ' ' CONCRETE PAVING CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONCRETE SIDEWALK CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER _ PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD -W W y W W W W LANDSCAPE BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, HE GRIND AND OVERLAY LIMITS SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CAUTION - NOTICE TO CONTRACTOR SITE KEY: THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON O ASPHALT PAVEMENT RECORDS OF THE VARIOUS UTILITIES, AND WHERE POSSIBLE, MEASUREMENTS O -54 WIDE TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING 30' CONCRETE DRIVEWAY EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO Oc CONCRETE SIDEWALK (7' ON 212TH, 5' -53 ON 72ND, AND WIDTH VARIES ON -SITE) C-1.1 REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED OD CURB AND GUTTER. SEE SITE NOTE #19, _52 THIS SHEET,FOR ADDITIONAL INFORMATION IMPROVEMENTS ON THE PLANS. iR-52 � E O VERTICAL CURB 4. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, O WHEEL STOP (TYP) C 21.1 RAMPS & TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING LANDSCAPING, SEE LANDSCAPE PLANS, BY OTHERS, FOR UTILITY ENTRANCE LOCATIONS. OG ADDITIONAL INFORMATION 5. DIMENSIONS SHOWN REFER TO FACE OF CURB, FACE OF BUILDING OR TO THE O LIPPED CURB CENTERLINE OF PAVEMENT STRIPING, UNLESS OTHERWISE NOTED. O EXISTING RETAINING WALL TO REMAIN 6. ALL PAVED PARKING LOT AREAS WITHIN THE LIMITS OF IMPROVEMENTS SHALL BE STANDARD DUTY ASPHALT PAVEMENT UNLESS OTHERWISE NOTED. J O REFER TO DEMOLITION PLAN FOR PORTION OF EXISTING RETAINING WALL TO BE REMOVED 7. CONTRACTOR SHALL PROVIDE A TEMPORARY TRAFFIC CONTROL PLAN FOR THE CITY ENGINEER'S APPROVAL PRIOR TO ANY WORK WITHIN THE CITY O EXISTING SIGNAL POLE AND CONTROL BOX TO REMAIN RIGHT-OF-WAY. EXISTING GAS VAULTS AND EQUIPMENT TO REMAIN. EXISTING 8. FIRE LANE STRIPING AT 212TH STREET SW BUILDING ENTRANCE AS SHOWN ON O VAULT LID SHALL BE REPLACED AS NEEDED TO PROVIDE A THIS PLAN SHALL BE INSTALLED AS PART OF THIS CONTRACT, IN NON-SKID SURFACE. ACCORDANCE WITH THE LOCAL CODE AND FIRE MARSHALL REQUIREMENTS. O EXISTING HIGH PRESSURE GAS MAIN. SEE NOTE THIS SHEET 9. REFER TO BOUNDARY SURVEY FOR LEGAL DESCRIPTION, DIMENSIONS OF FOR ADDITIONAL INFORMATION. PROPERTY LINES, BASIS OF BEARINGS & BENCHMARK INFORMATION. ON TRASH STAGING AREA (OPEN-AIR). REFER TO ARCHITECTURAL 10. ALL ON -SITE PAINTED STRIPING SHALL BE DOUBLE COATED. SEPARATE COATS AND/OR STRUCTURAL PLANS FOR STRUCTURAL PAD DESIGN. SHALL BE APPLIED NO SOONER THAN 4 HOURS APART. (CONTRACTOR TO REFER TO PROJECT SPECIFICATIONS FOR ADDITIONAL PAVING MARKING OO TIE INTO EXISTING SIDEWALK REQUIREMENTS.) O SAWCUT, MATCH, AND JOIN WITH AR-4000 OR APPROVED 11. PARKING LOT STRIPING SHALL BE WHITE, 4" WIDTH, & DOUBLE COATED, EQUAL UNLESS OTHERWISE NOTED. PT CONCRETE TO BE COORDINATED WITH STRUCTURAL Q O ENGINEER 12. ALL DISTURBED AREAS ARE TO RECEIVE COMPOST AMENDED SOILS PER CITY OF EDMONDS STANDARD SPECIFICATION AND STANDARD DETAIL SD-642. O MAX. 18" CONCRETE CURB WALL. 13. EXISTING STRUCTURES WITHIN CONSTRUCTION LIMITS ARE TO BE ABANDONED, ACTIVITY ZONE. SEE LANDSCAPE PLANS FOR DETAILS AND REMOVED OR RELOCATED AS NECESSARY. ALL COST SHALL BE INCLUDED IN OO ADDITIONAL INFORMATION. BASE BID. CONTRACTOR TO MATCH EXISTING PAVEMENT THICKNESS 14. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL RELOCATIONS, INCLUDING BUT O DURING TRENCH RESTORATION FOR POWER INSTALLATION. ANY NOT LIMITED TO, ALL UTILITIES, STORM DRAINAGE, SIGNS, TRAFFIC SIGNALS & PARKING STALL STRIPING IMPACTED BY TRENCHING REPAINTED POLES, ETC. AS REQUIRED. ALL WORK SHALL BE IN ACCORDANCE WITH IN KIND. GOVERNING AUTHORITIES SPECIFICATIONS AND SHALL BE APPROVED BY SUCH. ALL COST SHALL BE INCLUDED IN BASE BID. Ou TRANSFORMER LOCATION. SEE FRANCHISE UTILITY PLANS 15. CURB RADII ADJACENT TO PARKING STALLS SHALL BE 2', UNLESS OTHERWISE PRESERVE AND PROTECT EXISTING ADA COMPLIANT RAMPS TO NOTED. O REMAIN. SIDEWALK BEYOND RAMP LIMITS TO BE REMOVED AND REPLACED. 16. PAINTED FOGLINE, STOPBAR, AND CENTERLINE WILL BE RESTRIPED, AS REMOVE AND RELOCATE EXISTING OVERHEAD POWER POLE AND REQUIRED, PRIOR TO PROJECT COMPLETION. O GUY ANCHOR. CONTRACTOR TO COORDINATE WITH UTILITY PURVEYOR PRIOR TO CONSTRUCTION ACTIVITIES. 17. ANY EXISTING FAILING, DAMAGED, OR NON-ADA COMPLIANT FRONTAGE IMPROVEMENTS SHALL BE REMOVED AND REPLACED AS DETERMINED BY THE O EXISTING FIRE HYDRANT TO REMAIN CITY ENGINEERING INSPECTOR. EXISTING TREES TO BE REMOVED. OWNER/DEVELOPER SHALL 18. UTILITY PATCHES WITH LESS THAN 20-FEET OF SEPARATION SHALL BE O PROVIDE THE CITY OF EDMONDS WRITTEN ACCEPTANCE FROM COMBINED AND FULL WIDTH OF HALF WIDTH OVERLAY WILL BE REQUIRED THE NEIGHBORING PROPERTY OWNER FOR REMOVAL OF TREES DEPENDING ON THE EXTENT OF DISTURBANCE. WHERE UTILITY PATCHES FALL ON THE NEIGHBOR'S PROPERTY. ENTIRELY WITHIN ONE TRAVEL LANE, THE OVERLAY SHALL EXTEND TO THE GRIND AND OVERLAY PER CITY OF EDMONDS STANDARDS. SEE CENTERLINE OF THE ROADWAY. WHERE UTILITY PATCHES EXTEND INTO BOTH O SITE NOTE #19, THIS SHEET, FOR ADDITIONAL INFORMATION. TRAVEL LANES, A FULL WIDTH OVERLAY IS REQUIRED. SANITARY SEWER FORCE MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING SANITARY SEWER FORCE MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH CITY OF LYNNWOOD PRIOR TO CONSTRUCTION. HIGH PRESSURE GAS MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING HIGH PRESSURE GAS MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH GAS PURVEYOR PRIOR TO CONSTRUCTION. REPLACE STOP BAR, CROSSWALK, CENTER LINES, -561 -5s AA LANE LINES, BIKE LANE MARKINGS, AND TURN c-1. c-1. LANE MARKINGS. SEE NOTE 18 FOR RESTORATION LIMITS BASED ON LANE WIDTHS. BB EXISTING CITY OF LYNNWOOD SANITARY SEWER FORCE MAIN. SEE SITE NOTE #19, THIS SHEET,FOR ADDITIONAL INFORMATION. cc FIRE LANE MARKING REQUIREMENTS: -5s C-1.1 1. THE CURB SHALL BE PAINTED YELLOW IN COLOR WITH THE WORDS "FIRE LANE - NO PARKING" PAINTED IN BLACK WITH A MINIMUM 1/2" STROKE AND 3" HIGH. 2. THE FLUSH CURB AT THE SIDEWALK SHALL BE PAINTED YELLOW IN COLOR. ODD PRESERVE AND PROTECT EXISTING TREE TO REMAIN. PROTECT EXISTING TREE PER ECDC 23.10. OEE DOUBLE SIDED BLUE RAISED PAVEMENT MARKER PER CITY OF EDMONDS STANDARD DETAIL WA-100. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: CITY ENGINEERING DIVISION NAVIX SIrE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP ll�enelle a€1er D z -09:17:46- '00' A 41872 boy GIST �SSIONAL REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 114, SEC 29, T 27 IN, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME SITE IMPROVEMENT PLAN SHEET NUMBER C-1.0 BLD2021-0116 SCALE: NTS SCALE: NTS c 0 I CV N 0 N c 0 Q) L� cri 0 Q U Im w co 0 N J 0 aD cn Q U 0 w c 0 c- U) 0 FINAL JOINT SHALL BE A NEAT SAW CUT STRAIGHT LINE. ALL EXPOSED VERTICAL HMA CLASS 1/2" EDGES SHALL BE TACKED NEATLY PER PG 58H-22 WSDOT STANDARD SPECIFICATIONS 5-04.3(4) (SEE NOTES 4 & 5) 1' APPROVED TACK OR APPROVED EQUAL AND ~-I SEALED PER WSDOT STD 5-04.3(4)A. 1' SLOPE EXCAVATION TO AVOID UNDERMINING EXISTING PAVEMENT. IMPORT BACKFILL SHALL BE COMPACTED TO 95% MAXIMUM DENSITY (SEE NOTE 2) TRENCH WIDTH NOTES: 1. SEE CITY OF EDMONDS MODIFICATIONS TO DIVISION 9 OF THE CURRENT WSDOT STANDARD SPECIFICATIONS FOR BACKFILLING REQUIREMENTS. 2. SUBMIT PROCTOR AND DENSITY TESTS FROM CERTIFIED TESTING COMPANIES DOCUMENTING THAT THE BACKFILL MEETS A MINIMUM OF 95% DENSITY PER ASTM D 1557. 3. CSBC DEPTH SHALL BE A MINIMUM OF 6", AND SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 6". 4. ROADWAY HMA DEPTH SHALL BE A MINIMUM OF 4" FOR RESIDENTIAL ROADS AND 6" FOR COLLECTORS/ARTERIALS. 5. ALLEY HMA DEPTH SHALL BE A MINIMUM OF 2" THICK. UNLESS APPROVED BY THE ENGINEER, ANY DEPTH GREATER THAN 2" SHALL MATCH EXISTING. 6. UNLESS APPROVED BY THE ENGINEER, THE HMA SHALL BE INSTALLED IN MULTIPLE EQUAL THICKNESS LIFTS NOT EXCEEDING 2". 7. FINAL PAVEMENT JOINTS SHALL BE NEATLY SAW CUT AND UNIFORMILY SEALED WITH WSDOT STANDARD SPECIFICATIONS 5-04.3(4)A APPROVED JOINT SEALANT OR APPROVED EQUAL. `St. JB9- REVISION DATE CITY OF EDMONDS TYPICAL HMA AND APRIL 2021 UTILITY PATCH PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH I G U - 41 0 4" PERIMETER STRIPING 0 � c� z Y rr Q rZ z I w z w JJJ rr c� Z Y m U J a � rZ U p -0� 12" MIN W/ A 2" STROKE rn z PAINTED m STRIPING O z O D z c� N"IX 6 1/2" R =1 /2" ° R=1 " a d � 0.05 FT/FT N a d d d a ^/ a R=1/2' a 2' MINIMUM SAWCUT SEE NOTE 10 HMA DEPTH SHALL BE 4" FOR RESIDENTIAL ROADS AND 6" FOR ARTERIALS AND COLLECTORS SEE NOTE 12 2" OF 5/8" J 18" STANDARD 6" CSTC OR CSBC PER WSDOT MINUS CSTC SEE NOTE 11 STD SPEC 9-03.9(3) SEE NOTE 13 STANDARD TYPE "A" CURB/GUTTER (NOT TO SCALE) NOTES: 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 3. FULL DEPTH EXPANSION JOINTS SHALL BE PLACED ADJACENT TO ANY STRUCTURE. 4. FULL DEPTH EXPANSION JOINTS SHALL BE PLACED EVERY 10 FEET. 5. FULL DEPTH EXPANSION JOINTS SHALL HAVE 1/2" WIDE PREMOLDED JOINT FILLER. 6. CONCRETE SHALL BE CLASS 3000/COMMERCIAL MIX. 7. FINISH SHALL BE LIGHT BROOM. 8. CURB AND GUTTER SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 9. REMOVAL/REPLACEMENT OF CONCRETE CURB SHALL BE FROM EXPANSION JOINT TO EXPANSION JOINT, UNLESS OTHERWISE DIRECTED BY CITY ENGINEER. 10. A 2-FT MINIMUM ASPHALT SAWCUT MAY BE REQUIRED WHEN EXISTING PAVEMENT WOULD ABUT NEW CURB/GUTTER. 11. CURB/GUTTER SHALL BE 18" OR AS DIRECTED BY CITY ENGINEER. REFER TO CITY STANDARD CONCRETE CURB AND GUTTER DETAIL TR-520. 12. FINAL JOINT SHALL BE A NEAT SAW CUT STRAIGHT LINE. ALL EXPOSED VERTICAL EDGES SHALL BE TACKED NEATLY PER WSDOT STANDARD SPECIFICATION 5-04.3(4) APPROVED TACK OR APPROVED EQUAL AND SEALED PER WSDOT STD 5-04.3(4)A. 13. CSTC SHALL BE INSTALLED UNDER HMA WHEN HMA SAWCUT IS REQUIRED. CSBC SHALL BE INSTALLED UNDER HMA WHEN FULL ROAD RECONSTRUCTION IS REQUIRED. 14. NATIVE AND GRAVEL SUBGRADE SHALL BE COMPACTED TO A MINIMUM OF 95% MAX DENSITY. REVISION DATE CON CITY OF EDMONDS VERTICAL APRIL 2021 CONCRETE CURB PUBLIC WORKS AND GUTTER STANDARD DEPARTMENT DETAIL est. 109 3 APPROVED BY: R. ENGLISH T R- 5 2 0 1/2" FULL DEPTH EXPANSION 10 JOINT DUMMY JOINT ° d a d a d a tr 4 a a p a ° d d a a a d d 10' O.C. 5' O.C. PLAN VIEW (NOT TO SCALE) 1' 5' MIN MIN. 2% MAX FULL DEPTH 1/2" EXPANSION SEE COE STD CURB/GUTTER JOINT MATERIAL 2'•i DTL TR-520 , 2%' MAX i ° d' .4 1/2" R ° p .d p d d N__ a 2" MIN 5/8" MINUS CSTC ON SEE NOTES 4 & 5 NATIVE SUBGRADE BEARING SOIL SEE NOTE 9 SECTION VIEW NOTES: (NOT TO SCALE) /8" TO 1/4" 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. CONCRETE SHALL BE CLASS 3000/COMMERCIAL MIX. } ° < 1/2" R 3. FINISH SHALL BE LIGHT BROOM. DUMMY JOINT 4. SIDEWALK THICKNESS SHALL BE 4". (NOT TO SCALE) 5. SIDEWALK THICKNESS AT DRIVEWAYS AND DRIVEWAY TRANSITIONS SHALL BE 6". 6. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK. 7. LIDS FOR JUNCTION BOXES AND UTILITY VAULTS SHALL BE NON-SKID AS SPECIFIED BY ENGINEER. 8. SEE COE STD DTL TR-550 FOR POSSIBLE ROOT BARRIER INSTALLATION. 9. NATIVE SUBGRADE BEARING SOIL AND CSTC SHALL BE COMPACTED TO 95% MAXIMUM DENSITY. 10. ALL EDGES AND JOINTS SHALL HAVE 1/2" RADIUS `St. 18y�' REVISION DATE CONCRETE SIDEWALK CITY OF EDMONDS APRIL 2021 PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH T R - 5 31 CURB PAVEMENT WIDTH -10" 2" 1/2 R� I It d -as l N A 4 N 24" ROLLED CURB/GUTTER (SEE NOTE 10) (NOT TO SCALE) 1/2" RADIUS 1" RADIUS 2' MIN 6 1/2" - 10" FINISH GRADE HMA DEPTH SHALL BE 4" ~SEE NOTE 12 FACE OF CURB FOR RESIDENTIAL ROADS AND 6" FOR ARTERIALS 1" BATTER 5 1/2" 1/2" R 1" R SEE NOTE 13 #4 @ 12" 0. C. EXISTING PAVEMENT ` PAVEMENT, TYP-\ <d e 6"-5/8" 8 1/4" _______2"-5/8" MINUS CSTC MINUS CSBC CONCRETE VERTICAL CURB (SEE NOTE 1 1) NOTES: (NOT TO SCALE) 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 3. FULL EXPANSION JOINTS SHALL BE PLACED ADJACENT TO ANY STRUCTURE, AND ADJACENT TO ANY CONCRETE SIDEWALK. 4. FULL EXPANSION JOINTS SHALL BE EVERY 10 FEET. 5. FULL EXPANSION JOINTS SHALL HAVE 1/2" WIDE PREMOLDED JOINT FILLER. 6. CONCRETE SHALL BE CLASS 3000/COMMERCIAL MIX. 7. FINISH SHALL BE LIGHT BROOM. 8. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 9. REMOVAL/REPLACEMENT OF CONCRETE CURB SHALL BE FROM EXPANSION JOINT TO EXPANSION JOINT, UNLESS OTHERWISE DIRECTED BY CITY ENGINEER. 10. FOR CUL-DE-SAC AREAS AND TO REPAIR LIKE CURBING ONLY, AND/OR AS APPROVED BY CITY ENGINEER. 11. FOR REPLACEMENT OF EXISTING VERTICAL CURBING ONLY AND/OR AS APPROVED BY CITY ENGINEER. 12. A 2-FT MINIMUM ASPHALT SAWCUT MAY BE REQUIRED AS DETERMINED BY CITY ENGINEER. 13. FINAL JOINT SHALL BE A NEAT SAW CUT STRAIGHT LINE. ALL EXPOSED VERTICAL EDGES SHALL BE TACKED NEATLY PER WSDOT STANDARD SPECIFICATION 5-04.3(4) APPROVED TACK OR APPROVED EQUAL AND SEALED PER WSDOT STD 5-04.3(4)A. 14. NATIVE SUBGRADE CSBC AND CSTC SHALL BE COMPACTED TO A MINIMUM OF 95% OF MAX. DENSITY. REVISION DATE ROLLED AND VERTICAL APRIL 2021 I 7L- CURBS `St. JB9- PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH T R - 5 21 TRANSITION 5 PANEL DRIVEWAY WIDTH O STANDARD 1/2" FULL 11 EXPANDSIONHJOINT S DEWA KE Q (NP) O SEE COE STD DTL TR-531 N m Oz � � O / z w N" PLANTER Q O6 �W W W PLANTER 7 CONCRETE CURB Q DRIVEWAY APPROACH AND GUTTER, SEE 3 SIDE SLOPE (TYP) COE STD DTL FLOWLINE O8 SLOPE AS NEEDED TR-520 TO MATCH PLANTER DRIVEWAY APPROACH GRADES DRIVEWAY APPROACH O WIDTH VARIES 5' MIN 8'-12' 2' MIN 7 SAWCUT Og 8 r % VARIES2% MAX SLOPE ROUNDING �aa�a�a�a�aaara�.�,Ia�..>.,,,,._ 6" CONCRETE DRIVEWAY APPROACH 2" 5/8" MINUS CSTC COMPACTED SUBGRADE 10 SECTION A -A NOTES: 1O CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2 CONCRETE SHALL BE CLASS 3000. 3 FINISH SHALL BE LIGHT BROOM. O4 FULL DEPTH 1/2" THRU EXPANSION JOINTS SHALL BE PLACED AT BACK, SIDES AND FRONT. MAXIMUM EXPANSION JOINT SPACING IS 10' CENTER TO CENTER. WHERE DRIVEWAY WIDTH IS LESS THAN 20', EXPANSION SHALL BE PLACED AT CENTER OF DRIVEWAY. O5 DRIVEWAY WIDTHS TO BE CONSISTENT WITH CITY STD DTL TR-541. DRIVEWAY WIDTH DOES NOT INCLUDE ADJACENT RAMPS. O6 A MINIMUM 4' RAMP TO BE INSTALLED UNLESS APPROVED OTHERWISE BY CITY ENGINEER. 7O FULL DEPTH 1/2" EXPANSION JOINT REQUIRED BETWEEN CURB AND DRIVEWAY APPROACH. O8 MAINTAIN 1/2" LIP AT GUTTER ADJACENT TO DRIVEWAY APPROACH. O9 2' ASPHALT SAWCUT MAY BE REQUIRED WITH CURB/GUTTER INSTALLATION. REFER TO COE STD DTL TR-520. 10 SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DENSITY. 11 INSTALL MINIMUM 5-FT TRANSITION PANEL BETWEEN DRIVEWAYS AND WHEN CONNECTING TO EXISTING SIDEWALK. REVISION DATE DRIVEWAY APPROACH JANUARY 2018 =� ,-,CITY OF EDMONDS TYPE III PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fsf, 189� APPROVED BY: R. ENGLISH TR-543 l`'J $-r 12"::�COMPACTED SUBGRADE 18" CONCRETE BARRIER CURB � N.T.S. 9" z Q � o 13/16" DIA HOLES 2" CLEARANCE (TYP)r 3: 1 SAND 2-1/2 & CEMENT 4„ GROUT 1" DEPTH i (2) #3 BARS NON -SHRINK z_ ° GROUT 8" MIN. I� (2) #6 BARS 10" MAX PRECAST CONCRETE WHEEL STOP N TS APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: m. CITY ENGINEERING DIVISION JI rE I civlL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV 6 1/2" R =1 /2" ° R=1 " a d � 0.05 FT/FT N a d d d a ^/ a R=1/2' a 2' MINIMUM SAWCUT SEE NOTE 10 HMA DEPTH SHALL BE 4" FOR RESIDENTIAL ROADS AND 6" FOR ARTERIALS AND COLLECTORS SEE NOTE 12 2" OF 5/8" J 18" STANDARD 6" CSTC OR CSBC PER WSDOT MINUS CSTC SEE NOTE 11 STD SPEC 9-03.9(3) SEE NOTE 13 STANDARD TYPE "A" CURB/GUTTER (NOT TO SCALE) NOTES: 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 3. FULL DEPTH EXPANSION JOINTS SHALL BE PLACED ADJACENT TO ANY STRUCTURE. 4. FULL DEPTH EXPANSION JOINTS SHALL BE PLACED EVERY 10 FEET. 5. FULL DEPTH EXPANSION JOINTS SHALL HAVE 1/2" WIDE PREMOLDED JOINT FILLER. 6. CONCRETE SHALL BE CLASS 3000/COMMERCIAL MIX. 7. FINISH SHALL BE LIGHT BROOM. 8. CURB AND GUTTER SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 9. REMOVAL/REPLACEMENT OF CONCRETE CURB SHALL BE FROM EXPANSION JOINT TO EXPANSION JOINT, UNLESS OTHERWISE DIRECTED BY CITY ENGINEER. 10. A 2-FT MINIMUM ASPHALT SAWCUT MAY BE REQUIRED WHEN EXISTING PAVEMENT WOULD ABUT NEW CURB/GUTTER. 11. CURB/GUTTER SHALL BE 18" OR AS DIRECTED BY CITY ENGINEER. REFER TO CITY STANDARD CONCRETE CURB AND GUTTER DETAIL TR-520. 12. FINAL JOINT SHALL BE A NEAT SAW CUT STRAIGHT LINE. ALL EXPOSED VERTICAL EDGES SHALL BE TACKED NEATLY PER WSDOT STANDARD SPECIFICATION 5-04.3(4) APPROVED TACK OR APPROVED EQUAL AND SEALED PER WSDOT STD 5-04.3(4)A. 13. CSTC SHALL BE INSTALLED UNDER HMA WHEN HMA SAWCUT IS REQUIRED. CSBC SHALL BE INSTALLED UNDER HMA WHEN FULL ROAD RECONSTRUCTION IS REQUIRED. 14. NATIVE AND GRAVEL SUBGRADE SHALL BE COMPACTED TO A MINIMUM OF 95% MAX DENSITY. REVISION DATE CON CITY OF EDMONDS VERTICAL APRIL 2021 CONCRETE CURB PUBLIC WORKS AND GUTTER STANDARD DEPARTMENT DETAIL est. 109 3 APPROVED BY: R. ENGLISH T R- 5 2 0 1/2" FULL DEPTH EXPANSION 10 JOINT DUMMY JOINT ° d a d a d a tr 4 a a p a ° d d a a a d d 10' O.C. 5' O.C. PLAN VIEW (NOT TO SCALE) 1' 5' MIN MIN. 2% MAX FULL DEPTH 1/2" EXPANSION SEE COE STD CURB/GUTTER JOINT MATERIAL 2'•i DTL TR-520 , 2%' MAX i ° d' .4 1/2" R ° p .d p d d N__ a 2" MIN 5/8" MINUS CSTC ON SEE NOTES 4 & 5 NATIVE SUBGRADE BEARING SOIL SEE NOTE 9 SECTION VIEW NOTES: (NOT TO SCALE) /8" TO 1/4" 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. CONCRETE SHALL BE CLASS 3000/COMMERCIAL MIX. } ° < 1/2" R 3. FINISH SHALL BE LIGHT BROOM. DUMMY JOINT 4. SIDEWALK THICKNESS SHALL BE 4". (NOT TO SCALE) 5. SIDEWALK THICKNESS AT DRIVEWAYS AND DRIVEWAY TRANSITIONS SHALL BE 6". 6. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK. 7. LIDS FOR JUNCTION BOXES AND UTILITY VAULTS SHALL BE NON-SKID AS SPECIFIED BY ENGINEER. 8. SEE COE STD DTL TR-550 FOR POSSIBLE ROOT BARRIER INSTALLATION. 9. NATIVE SUBGRADE BEARING SOIL AND CSTC SHALL BE COMPACTED TO 95% MAXIMUM DENSITY. 10. ALL EDGES AND JOINTS SHALL HAVE 1/2" RADIUS `St. 18y�' REVISION DATE CONCRETE SIDEWALK CITY OF EDMONDS APRIL 2021 PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH T R - 5 31 CURB PAVEMENT WIDTH -10" 2" 1/2 R� I It d -as l N A 4 N 24" ROLLED CURB/GUTTER (SEE NOTE 10) (NOT TO SCALE) 1/2" RADIUS 1" RADIUS 2' MIN 6 1/2" - 10" FINISH GRADE HMA DEPTH SHALL BE 4" ~SEE NOTE 12 FACE OF CURB FOR RESIDENTIAL ROADS AND 6" FOR ARTERIALS 1" BATTER 5 1/2" 1/2" R 1" R SEE NOTE 13 #4 @ 12" 0. C. EXISTING PAVEMENT ` PAVEMENT, TYP-\ <d e 6"-5/8" 8 1/4" _______2"-5/8" MINUS CSTC MINUS CSBC CONCRETE VERTICAL CURB (SEE NOTE 1 1) NOTES: (NOT TO SCALE) 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 3. FULL EXPANSION JOINTS SHALL BE PLACED ADJACENT TO ANY STRUCTURE, AND ADJACENT TO ANY CONCRETE SIDEWALK. 4. FULL EXPANSION JOINTS SHALL BE EVERY 10 FEET. 5. FULL EXPANSION JOINTS SHALL HAVE 1/2" WIDE PREMOLDED JOINT FILLER. 6. CONCRETE SHALL BE CLASS 3000/COMMERCIAL MIX. 7. FINISH SHALL BE LIGHT BROOM. 8. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 9. REMOVAL/REPLACEMENT OF CONCRETE CURB SHALL BE FROM EXPANSION JOINT TO EXPANSION JOINT, UNLESS OTHERWISE DIRECTED BY CITY ENGINEER. 10. FOR CUL-DE-SAC AREAS AND TO REPAIR LIKE CURBING ONLY, AND/OR AS APPROVED BY CITY ENGINEER. 11. FOR REPLACEMENT OF EXISTING VERTICAL CURBING ONLY AND/OR AS APPROVED BY CITY ENGINEER. 12. A 2-FT MINIMUM ASPHALT SAWCUT MAY BE REQUIRED AS DETERMINED BY CITY ENGINEER. 13. FINAL JOINT SHALL BE A NEAT SAW CUT STRAIGHT LINE. ALL EXPOSED VERTICAL EDGES SHALL BE TACKED NEATLY PER WSDOT STANDARD SPECIFICATION 5-04.3(4) APPROVED TACK OR APPROVED EQUAL AND SEALED PER WSDOT STD 5-04.3(4)A. 14. NATIVE SUBGRADE CSBC AND CSTC SHALL BE COMPACTED TO A MINIMUM OF 95% OF MAX. DENSITY. REVISION DATE ROLLED AND VERTICAL APRIL 2021 I 7L- CURBS `St. JB9- PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH T R - 5 21 TRANSITION 5 PANEL DRIVEWAY WIDTH O STANDARD 1/2" FULL 11 EXPANDSIONHJOINT S DEWA KE Q (NP) O SEE COE STD DTL TR-531 N m Oz � � O / z w N" PLANTER Q O6 �W W W PLANTER 7 CONCRETE CURB Q DRIVEWAY APPROACH AND GUTTER, SEE 3 SIDE SLOPE (TYP) COE STD DTL FLOWLINE O8 SLOPE AS NEEDED TR-520 TO MATCH PLANTER DRIVEWAY APPROACH GRADES DRIVEWAY APPROACH O WIDTH VARIES 5' MIN 8'-12' 2' MIN 7 SAWCUT Og 8 r % VARIES2% MAX SLOPE ROUNDING �aa�a�a�a�aaara�.�,Ia�..>.,,,,._ 6" CONCRETE DRIVEWAY APPROACH 2" 5/8" MINUS CSTC COMPACTED SUBGRADE 10 SECTION A -A NOTES: 1O CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2 CONCRETE SHALL BE CLASS 3000. 3 FINISH SHALL BE LIGHT BROOM. O4 FULL DEPTH 1/2" THRU EXPANSION JOINTS SHALL BE PLACED AT BACK, SIDES AND FRONT. MAXIMUM EXPANSION JOINT SPACING IS 10' CENTER TO CENTER. WHERE DRIVEWAY WIDTH IS LESS THAN 20', EXPANSION SHALL BE PLACED AT CENTER OF DRIVEWAY. O5 DRIVEWAY WIDTHS TO BE CONSISTENT WITH CITY STD DTL TR-541. DRIVEWAY WIDTH DOES NOT INCLUDE ADJACENT RAMPS. O6 A MINIMUM 4' RAMP TO BE INSTALLED UNLESS APPROVED OTHERWISE BY CITY ENGINEER. 7O FULL DEPTH 1/2" EXPANSION JOINT REQUIRED BETWEEN CURB AND DRIVEWAY APPROACH. O8 MAINTAIN 1/2" LIP AT GUTTER ADJACENT TO DRIVEWAY APPROACH. O9 2' ASPHALT SAWCUT MAY BE REQUIRED WITH CURB/GUTTER INSTALLATION. REFER TO COE STD DTL TR-520. 10 SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DENSITY. 11 INSTALL MINIMUM 5-FT TRANSITION PANEL BETWEEN DRIVEWAYS AND WHEN CONNECTING TO EXISTING SIDEWALK. REVISION DATE DRIVEWAY APPROACH JANUARY 2018 =� ,-,CITY OF EDMONDS TYPE III PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fsf, 189� APPROVED BY: R. ENGLISH TR-543 l`'J $-r 12"::�COMPACTED SUBGRADE 18" CONCRETE BARRIER CURB � N.T.S. 9" z Q � o 13/16" DIA HOLES 2" CLEARANCE (TYP)r 3: 1 SAND 2-1/2 & CEMENT 4„ GROUT 1" DEPTH i (2) #3 BARS NON -SHRINK z_ ° GROUT 8" MIN. I� (2) #6 BARS 10" MAX PRECAST CONCRETE WHEEL STOP N TS APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: m. CITY ENGINEERING DIVISION JI rE I civlL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV <d e 6"-5/8" 8 1/4" _______2"-5/8" MINUS CSTC MINUS CSBC CONCRETE VERTICAL CURB (SEE NOTE 1 1) NOTES: (NOT TO SCALE) 1. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. 3. FULL EXPANSION JOINTS SHALL BE PLACED ADJACENT TO ANY STRUCTURE, AND ADJACENT TO ANY CONCRETE SIDEWALK. 4. FULL EXPANSION JOINTS SHALL BE EVERY 10 FEET. 5. FULL EXPANSION JOINTS SHALL HAVE 1/2" WIDE PREMOLDED JOINT FILLER. 6. CONCRETE SHALL BE CLASS 3000/COMMERCIAL MIX. 7. FINISH SHALL BE LIGHT BROOM. 8. CURB SHALL BE SPRAYED WITH CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS. 9. REMOVAL/REPLACEMENT OF CONCRETE CURB SHALL BE FROM EXPANSION JOINT TO EXPANSION JOINT, UNLESS OTHERWISE DIRECTED BY CITY ENGINEER. 10. FOR CUL-DE-SAC AREAS AND TO REPAIR LIKE CURBING ONLY, AND/OR AS APPROVED BY CITY ENGINEER. 11. FOR REPLACEMENT OF EXISTING VERTICAL CURBING ONLY AND/OR AS APPROVED BY CITY ENGINEER. 12. A 2-FT MINIMUM ASPHALT SAWCUT MAY BE REQUIRED AS DETERMINED BY CITY ENGINEER. 13. FINAL JOINT SHALL BE A NEAT SAW CUT STRAIGHT LINE. ALL EXPOSED VERTICAL EDGES SHALL BE TACKED NEATLY PER WSDOT STANDARD SPECIFICATION 5-04.3(4) APPROVED TACK OR APPROVED EQUAL AND SEALED PER WSDOT STD 5-04.3(4)A. 14. NATIVE SUBGRADE CSBC AND CSTC SHALL BE COMPACTED TO A MINIMUM OF 95% OF MAX. DENSITY. REVISION DATE ROLLED AND VERTICAL APRIL 2021 I 7L- CURBS `St. JB9- PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH T R - 5 21 TRANSITION 5 PANEL DRIVEWAY WIDTH O STANDARD 1/2" FULL 11 EXPANDSIONHJOINT S DEWA KE Q (NP) O SEE COE STD DTL TR-531 N m Oz � � O / z w N" PLANTER Q O6 �W W W PLANTER 7 CONCRETE CURB Q DRIVEWAY APPROACH AND GUTTER, SEE 3 SIDE SLOPE (TYP) COE STD DTL FLOWLINE O8 SLOPE AS NEEDED TR-520 TO MATCH PLANTER DRIVEWAY APPROACH GRADES DRIVEWAY APPROACH O WIDTH VARIES 5' MIN 8'-12' 2' MIN 7 SAWCUT Og 8 r % VARIES2% MAX SLOPE ROUNDING �aa�a�a�a�aaara�.�,Ia�..>.,,,,._ 6" CONCRETE DRIVEWAY APPROACH 2" 5/8" MINUS CSTC COMPACTED SUBGRADE 10 SECTION A -A NOTES: 1O CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK. CITY INSPECTION REQUIRED ON FORM WORK PRIOR TO POUR. 2 CONCRETE SHALL BE CLASS 3000. 3 FINISH SHALL BE LIGHT BROOM. O4 FULL DEPTH 1/2" THRU EXPANSION JOINTS SHALL BE PLACED AT BACK, SIDES AND FRONT. MAXIMUM EXPANSION JOINT SPACING IS 10' CENTER TO CENTER. WHERE DRIVEWAY WIDTH IS LESS THAN 20', EXPANSION SHALL BE PLACED AT CENTER OF DRIVEWAY. O5 DRIVEWAY WIDTHS TO BE CONSISTENT WITH CITY STD DTL TR-541. DRIVEWAY WIDTH DOES NOT INCLUDE ADJACENT RAMPS. O6 A MINIMUM 4' RAMP TO BE INSTALLED UNLESS APPROVED OTHERWISE BY CITY ENGINEER. 7O FULL DEPTH 1/2" EXPANSION JOINT REQUIRED BETWEEN CURB AND DRIVEWAY APPROACH. O8 MAINTAIN 1/2" LIP AT GUTTER ADJACENT TO DRIVEWAY APPROACH. O9 2' ASPHALT SAWCUT MAY BE REQUIRED WITH CURB/GUTTER INSTALLATION. REFER TO COE STD DTL TR-520. 10 SUBGRADE SHALL BE COMPACTED TO 95% MAXIMUM DENSITY. 11 INSTALL MINIMUM 5-FT TRANSITION PANEL BETWEEN DRIVEWAYS AND WHEN CONNECTING TO EXISTING SIDEWALK. REVISION DATE DRIVEWAY APPROACH JANUARY 2018 =� ,-,CITY OF EDMONDS TYPE III PUBLIC WORKS STANDARD DEPARTMENT DETAIL Fsf, 189� APPROVED BY: R. ENGLISH TR-543 l`'J $-r 12"::�COMPACTED SUBGRADE 18" CONCRETE BARRIER CURB � N.T.S. 9" z Q � o 13/16" DIA HOLES 2" CLEARANCE (TYP)r 3: 1 SAND 2-1/2 & CEMENT 4„ GROUT 1" DEPTH i (2) #3 BARS NON -SHRINK z_ ° GROUT 8" MIN. I� (2) #6 BARS 10" MAX PRECAST CONCRETE WHEEL STOP N TS APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: m. CITY ENGINEERING DIVISION JI rE I civlL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV l`'J $-r 12"::�COMPACTED SUBGRADE 18" CONCRETE BARRIER CURB � N.T.S. 9" z Q � o 13/16" DIA HOLES 2" CLEARANCE (TYP)r 3: 1 SAND 2-1/2 & CEMENT 4„ GROUT 1" DEPTH i (2) #3 BARS NON -SHRINK z_ ° GROUT 8" MIN. I� (2) #6 BARS 10" MAX PRECAST CONCRETE WHEEL STOP N TS APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: m. CITY ENGINEERING DIVISION JI rE I civlL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 N, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME SITE PLAN DETAILS SHEET NUMBER C-1.1 BLD2021-0116 r� 0 I N N O N c O a) w cri 0 Q U w co 0 N J 0 aD cn Q U 0 w c 0 c- U) 0 2-I 10 I 30' I 10 I —2 �� RPM TYPE 2 ❑�� (TYP) YELLOW - CENTERLINE AND LANE LINE CENTERLINE W H ITE- LAN ELI N E 2-I 10 I 30' I 10 I�►2 �� ❑ RPM TYPE 2 --` 4' (TYP)❑Em �} YELLOW NO —PASS LINE AND TWO—WAY LEFT —TURN CENTERLINE YELLOW 2-I 3 9 3 9 3 9' 3 9 3-2 x IN E WHITE WIDE DOTTED LANE LINE j FOG LINE SEE N SEE NOTE 1 40 I 40 RPM TYPE 2 F F(TYP) ❑ \— YELLOW - DOUBLE CENTERLINE DOUBLE CENTERLINE AND DOUBLE LANE LINE YELLOW - DOUBLE CENTERLINE co WHITE NOTES: WIDE LANE LINE 1. FOG LINE SHALL BE WHITE ON THE RIGHT EDGE OF TRAVEL LANE. 2. ALL PAVEMENT MARKINGS SHALL CONFORM TO SECTION 8-22 PAVEMENT MARKING OF WSDOT/APWA STANDARD SPECS. STRIPES SHALL BE CONSTRUCTED WITH HIGH REFLECTIVE DOUBLE COAT WATER BORNE PAINT UNLESS OTHERWISE NOTED. 3. RPM COLOR SHALL MATCH TO COLOR OF MARKING WHICH IT IS SUPPLEMENTING. REVISION DATE OADWAY PAVEMENT JANUARY 2018 CITY OF EDMONDS[AND PING FOR COLLECTOR 7 PUBLIC WORKS ARTERIAL STREETS STANDARD - DEPARTMENT DETAIL St 189,3 T R - 5 61 OVED BY: R. ENGLISH ............ ........... tn7 CURB OR EDGE OF PAVEMENT NOTES: 1. MATERIAL SHALL BE HEAT FUSED LOW PROFILE PREFORMED THERMOPLASTIC (90 MIL). 2. ADJUSTMENTS TO DIMENSIONS SHALL BE APPROVED BY THE CITY ENGINEER. 3. IF USED IN A SHARED LANE WITH ON -STREET PARKING, SHARED LANE MARKINGS SHOULD BE PLACED SO THAT CENTER OF MARKING IS AT LEAST 11' FROM FACE OF CURB OR EDGE OF PAVEMENT IF NO CURB. 4. IF USED ON STREET WITHOUT ON STREET PARKING, CENTER OF MARKING SHOULD BE AT LEAST 4' FROM FACE OF CURB OR EDGE OF PAVEMENT IF NO CURB. `St. 189,, REVISION DATE CITY OF EDMONDS JANUARY 2018 SHARED LANE MARKINGS PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH T R— 5 6 4 12" THERMOPLASTIC STOP BAR (TYPICAL AT CONTROL INTERSECTIONS ONLY) 0 0 U LJi LLi U Q STRIPES SHALL START AND BE CENTERED ON THE ROAD CENTERLINE STRIPES SHALL ALSO BE CENTERED ON LANE DELINEATORS OF MULTILANE ROADS 4' (TYP) I 1' x 8' THERMOPLASTIC STRIPES (TYP) 1' CLEAR SPACE BETWEEN STRIPES (TYP) 5.5' O.C. (SEE NOTE 1) 1' CLEAR SPACE BETWEEN STRIPE AND CURB (TYP) NOTES: 1. DIMENSION MAY VARY DEPENDING ON ROAD WIDTH (COORDINATE ACTUAL SPACING WITH ENGINEER) 2. MATERIAL SHALL BE HEAT FUSED LOW PROFILE PREFORM THERMOPLASTIC (90 MILS). "St. 18y- REVISION DATE CITY OF EDMONDS JUNE 2019 CROSSWALK DETAIL PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH T R— 5 6 2 6'-2" 6,-2" SAME DIMENSIONS AS DETAIL A �5 �s ARROW 77. N N �I 1 00 00 o n LnI SAME Lo Ln f DIMENSIONS AS DETAIL A R=2'-4" R=2'-4" ARROW DETAIL C DETAIL A DETAIL A TWO WAY LEFT TURN LEFT RIGHT 7'-5" 7'-5" 3'-4" 3'-4" 3'-4" X i T T \ r12' i I� _ 0)LoR=2'-4" 2 DETAIL D DETAIL E DETAIL F STRAIGHT STRAIGHT/LEFT STRAIGHT/RIGHT NOTE: 1. MATERIAL SHALL BE HEAT FUSED LOW PROFILE PREFORMED THERMOPLASTIC, UNLESS OTHERWISE APPROVED BY THE CITY ENGINEER. REVISION DATE CITY OF EDMONDS PAVEMENT ARROW OCTOBER 2018 MARKINGS PUBLIC WORKS STANDARD DEPARTMENT DETAIL 18 ° APPROVED BY: R. ENGLISH T R — 5 6Ll APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: m. CITY ENGINEERING DIVISION N"IX SITE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 N, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME SITE PLAN DETAILS SHEET NUMBER C-1.2 BLD2021-0116 ±384.5 TP (ME)_ T---t384.1 TP (ME) tjT 384.02 TP ±384.3 TC (ME) ' ±383.8 BC (ME) ( ) ±384.4 TC (ME) I �a�� t383.5 TP ME ±383.9 BC (ME) .77 TP ---- ±384.4 TP (ME) � a 383.01 TP- 383.83 TP 2.5. 384.16 TP I a � °O 383.73 TP 383.97 TP i \ RISER SEE DETAIL THIS SHEET ROOM FOR WATER METER 383.86 TP VAULT LID GRADING. "' MECH. �� � ROOM w I w 00 CA 0 0 I 0 I I STAIRS 0 M I STORAGE I M LOOD �I CONTRACTOR TO GRADE SWALE IV DIRECT SURFACE FLOWS TO AREA DRAIN. co r-) 0 I N N O N 0 0 a� CD w 0 N Q U 0 w co 0 N f J 0 Q U cn c 0 E w c 0 c co 0 383.19 382.88 3.95 TP i.85 TP '`T OP T 212TH STREET SW 4T �D-WLL SS � SD ±381.7 TP (ME) ±381.8 TP (ME) f381.8 TP (ME) ±381.3 TP (ME) ±382.8 TP (ME) ±382.2 TP (ME) ±382.1 TP (ME) 382.07 TC 381.71 TC ±383.1 TC (ME) 382.50 TC `382.33 TC `381,57 BC 38187172TC C� T FOUND 'X' I 1 1 /4' BRASS DISK IN CONCRETE MONUME T DOWN 0. 7' CAS . (12/2018) TB 'A' I 1 TP (ME) G �G r_ 1TtONTRACTOR TO GRADE SWALE TO .2 TOOKT SURFACE FLOWS TO AREA DRAIN. OP D-WLL YYLL G d 1_ �±380.0 TP (ME) t380.0 TP (ME) )a t380.0 TP (ME) 380.23 TP 380.23 TC 379.73 BC 1 379.75 TP EXISTING HIGH PRESSURE GAS MAIN. 379.75 TC SEE NOTE THIS SHEET FOR ADDITIONAL 379.25 INFORMATION. 379.07 TP 379.05 TP SENIOR LIVING FACILITY WITH 1-LEVEL UNDERGROUND PARKING FFE = 382.75 37719 Tw 375.89 BW TRASH s F'9 2.0% MAX. AREA 376.80 TW ° `D • :, o a o o 375.71 BW o ..� MINIBUS LOADI 375.91 TP RAMP - DOWN \� 375.44 BW N � 375.81 TP- STAIRS I 375.31 .3i 375.34 TP <7 3j5 I W ±378.2 TC (ME) \ / I ±377.7 BC E) Q 377.61 TP 0 (ME) �±377.6 I / ±377.7 T � (ME) Z N TC ME) �±377.5 t377.0 BC M 71 TP�E) �3j) I 377.2 TP (ME) �t3 77 .2 TC ( ) _*_--t376.7 TP (ME) ±376.7 BC ( ) `377.41 TP 377.46 TP 375.90 TP -375.80 TP �375.30 TP ±375.6 TC (M ±375.1 BC (M TP (M ) �±375.2 ,±375.O TP ( ) EXISTING HIGH PRESSURE 374.60 TP �i_ � i � i GAS MAIN. SEE NOTE THIS 374.27 TP I - SHEET FOR ADDITIONAL INFORMATION. GEN. ° ROOM 3.3% a 5,8 I EXISTING CITY OF 377 s i �j 373.90 TP� ''376 16 F 3 373.77 TP- / 374.26 TP- 10' POWER LINE PARK 212 AST LLC 8" REB�R ANfL EASEMENT REC. CAP "EMERALD 30581' NO. 201610050625 AT CORNEF ------------------------- \.� i12/2018 or O ED _QN S S O PL T S= 7 RE NO 7ZO 31 so I FOUND 5/ -------------- ------------------------------------------------------- CONTRACTOR TO MATCH EXISTING GRADE DURING TRENCH RESTORATION FOR POWER INSTALLATION. f373.5 TP (ME) LYNNWOOD SANITARY SEWER FORCE MAIN. 373.82 TP 373.67 TP SEE NOTE THIS SHEET FOR ADDITIONAL INFORMATION. 373.57 TP ±373.0 TC (ME) ±372.5 BC (ME) \-f373.0 TP (ME) y d. a a.. c c 0 10 20 40 SCALE: 1 INCH =20 FEET GRADING NOTES (NAVIX ENGINEERING) LEGEND 1. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THE PLAN DOES NOT REPRESENT A DETAILED 378 MINOR CONTOUR FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY AXIS SURVEY & MAPPING, DATED 03/06/19. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK 380 MAJOR CONTOUR IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT 1.5% SLOPE ARROW ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY AS SHOWN ON THE am -- PLANS, WITHOUT EXCEPTION, HE SHALL HAVE MADE, AT HIS OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR (M.E.) MATCH EXISTING AND SUBMIT IT TO THE OWNER FOR REVIEW. CAUTION - NOTICE TO CONTRACTOR 380.00 FINISH GRADE ELEVATION 2. THE CONTRACTOR IS SPECIFICALLY CAUTIONED AT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES AND, WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PLANS. 3. THE SPOT ELEVATIONS INDICATED ON THIS PLAN REPRESENT THE DESIGN TOP OF PAVEMENT, UNLESS OTHERWISE NOTED. 4. CONTRACTOR IS RESPONSIBLE FOR DEMOLITION OF EXISTING STRUCTURES INCLUDING REMOVAL OF ANY EXISTING UTILITIES SERVING THE STRUCTURE. UTILITIES ARE TO BE REMOVED TO THE RIGHT-OF-WAY. 5. ALL UNSURFACED AREAS DISTURBED BY GRADING OPERATIONS SHALL RECEIVE COMPOST AMENDED SOILS PER CITY OF EDMONDS STANDARD SPECIFICATION AND STANDARD DETAIL SD-642 CONTRACTOR SHALL APPLY STABILIZATION FABRIC TO ALL SLOPES 3H:1V OR STEEPER. CONTRACTOR SHALL STABILIZE DISTURBED AREAS WITH GRASS IN ACCORDANCE WITH LOCAL SPECIFICATION UNTIL A HEALTHY STAND OF GRASS IS OBTAINED. 6. ALL CUT AND FILL SLOPES SHALL BE CONSTRUCTED PER THE UBC CODE AND APPLICABLE LOCAL REGULATION. ALL CUT AND FILL SLOPES SHALL BE 3:1 OR FLATTER UNLESS OTHERWISE NOTED. 7. CONTRACTOR SHALL ASSURE POSITIVE DRAINAGE AWAY FROM BUILDINGS FOR ALL NATURAL AND PAVED AREAS AND SHALL GRADE ALL AREAS TO PRECLUDE PONDING OF WATER. 8. ALL POLLUTANTS OTHER THAN SEDIMENT ON -SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORMWATER. THE CONTRACTOR SHALL ADHERE TO ALL TERMS AND CONDI110NS AS OUTLINED IN THE GENERAL N.P.D.E.S. PERMIT FOR STORMWATER DISCHARGE ASSOCIATED WITH CONSTRUCTION ACTIVITIES. 9. PROPERTIES AND WATERWAYS DOWNSTREAM OF THE SITE SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY AND PEAK FLOW RATE OF STORMWATER RUNOFF FROM PROJECT SITE. 10. CONSTRUCTION SHALL COMPLY WITH ALL APPLICABLE GOVERNING CODES AND BE CONSTRUCTED TO SAME. 11. CONTRACTOR TO REMOVE UNSUITABLE SOILS LOCATED WITHIN THE BUILDINGS SPLAY LINE OF THE FOOTINGS. 12. FOR BOUNDARY AND TOPOGRAPHIC INFORMATION REFER TO PROJECT SURVEY. 13. FOR LAYOUT INFORMATION REFER TO THE SITE PLAN. 14. THE OWNER IS RESPONSIBLE FOR SITE AND SOIL INVESTIGATION REQUIRED TO DETERMINE THE SUITABILITY OF THE ADJACENT OR UNDERLYING MATERIALS TO SUPPORT THE RETAINING STRUCTURE. OWNER IS RESPONSIBLE FOR STRUCTURAL DESIGN OR DETAILING OF ITEMS NOT DIRECTLY RELATED TO THE RETAINING WALL STRUCTURAL DESIGN. 15. THE CONTRACTOR IS RESPONSIBLE FOR REVIEWING THE CIVIL AND WALL DESIGN PRIOR TO ANY WALL CONSTRUCTION ACTIVITIES. CONTRACTOR TO COORDINATE WITH ENGINEER PRIOR TO CONSTRUCTION ACTIVITIES IF ADDITIONAL INFORMATION IS REQUIRED TO CONSTRUCTED ALL SITE RETAINING WALLS. 16. THE ACCESSIBLE ROUTE CROSS SLOPE SHALL BE 2.0% MAXIMUM. �$� 383.70 I / TOP OF LID � 383.72 //-TOP OF LID 383.76 y�rk TOP OF LID 383.79 TOP OF LID } .. :.. I 383.7411 TOP OF LID L f �4' 1 TOP OF LID WATER METER VAULT LID GRADING DETAIL SCALE: 1 " = 10' SANITARY SEWER FORCE MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING SANITARY SEWER FORCE MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH CITY OF LYNNWOOD PRIOR TO CONSTRUCTION. HIGH PRESSURE GAS MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING HIGH PRESSURE GAS MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH GAS PURVEYOR PRIOR TO CONSTRUCTION. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: CITY ENGINEERING DIVISION NAVIX wrE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72 N D AVE W EDMONDS, WA 98026 STAMP R�2enetille D 1002. Zflr 0' -09:2200' 41872 boIST �SSIONAL REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 114, SEC 29, T 27 IN, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME GRADING PLAN SHEET NUMBER C-2.0 BLD2021-0116 CONTRACTOR TO GRADE SWALE DIRECT SURFACE FLOWS TO AREA DRAIN. lz 0_ co r� 0 I N N 0 N 0 0 a� CD li 0 N U 0 w / cn 0 N 0� J 0 a� BUILDING FOUNDATION DRAIN 212TH STREET SW RIM 382.02 8" PVC IE 379.42 NW 12" CONC IE 379.29 SDMH 1307 RIM 381.83 2" CONC IE 377.63 N �0" CONC IE 374.21 W 50" CONC IE 373.88 S T T T --,L)-WLL ass SID SD- C6 0 10 ID 2 11 14 3 - - - - - - - - -8 - - - - - - - - - - - - - - - - 0 7382-7-==L 381 13777 3 SD �+= SD:: �� SD D SD SD SD:: SD S 382 C = VAULT FOUNDATION DRAINSS 375 / J�-� WITH TERMINAL BACKWATER 6 5 Lo VALVE. SEE DETAILS 2 I o 9AND 3, SHEET C-2.3 FOR 55' ADDITIONAL INFORMATION. S. F IIROOM ------ ---- - � u• 377 i "' 11 f o 0 0 0 0 0 0 :-A 376 f - - - --------- 3�..��75� BUILDING - 18 14 orBUILDINGB 13i�� GI 1F O ED QN S RIM 374.9 S O PL T S= 7 DRAIN 6" MP IE 372.7 18"M / RE . NO -7Z0 31 98 I nP CTRL STCTR 374.7 10' POWER LINE PARK 212 A LLC FOUND 5/ " REB, R ANfL EASEMENT REC. CAP "EMERALD 30581' NO. 201610050625 I AT CORNEA (12/2018' --------------- CB 1561 RIM 372.05 " 6PVC IE 371.09 N -- _ 1 a nd TRIBUTARY AREA TO VAULT IN DEVELOPED CONDITION TRIBUTARY BASIN AREA (AC) DESCRIPTION GRADE 0.131 AC SOIL TYPE C, LAWN FLAT 0.603 AC ROOFTOPS FLAT 0.087 AC SIDEWALKS/DRIVEWAYS FLAT BYPASS AREA IN DEVELOPED CONDITION TRIBUTARY BASIN AREA (AC) DESCRIPTION GRADE 0.004 AC SOIL TYPE C, LAWN FLAT 0.022 AC SIDEWALKS/DRIVEWAYS FLAT THRESHOLD DISCHARGE AREAS THRESHOLD DISCHARGE AREA AREA (AC) CURRENT HARD SURFACES 0.616 AC PROPOSED HARD SURFACES 0.712 AC NEW + REPLACED PGPS 0.131 AC NEW + REPLACED PGIS 0.109 AC NEW + REPLACED PGHS 0.000 AC EFFECTIVE IMPERVIOUS SURFACE 0.712 AC EXISTING, UNMANAGED HARD SURFACE TO REMAIN 0.000 AC DISTURBED PERVIOUS SURFACE 0.228 AC TOTAL ADDITIONAL HARD SURFACES 0.096 AC T FOUND 'X' 1 1 1 /4' BRASS DISK IN CONCRETE I ONUME T DOWN 0.7' 1 CAS . (12/2018) I a - TB 'A' CONTRACTOR TO GRADE SWALE TO DIRECT SURFACE FLOWS TO AREA DRAIN. CONTRACTOR TO MATCH EXISTING GRADE DURING TRENCH RESTORATION FOR POWER INSTALLATION. SEE STORMWATER SITE PLAN FOR DETAILED STORMWATER MANAGEMENT DESIGN. YYLL --- / RIM :? l F 18" CON, EXISTING HIGH PRESSURE GAS MAIN. X SEE NOTE THIS SHEET FOR ADDITIONAL INFORMATION. W > Q cl Z N ti TT EXISTING HIGH PRESSURE GAS MAIN. SEE NOTE THIS r11, SHEET FOR ADDITIONAL . INFORMATION. EXISTING CITY OF 8 LYNNWOOD SANITARY 20 SEWER FORCE MAIN. SEE NOTE THIS SHEET FOR 15 ADDITIONAL INFORMATION. CROSSING TABLE CROSSING UTIL 1 (1) UTIL 1 EL. UTIL 2 (2) UTIL 2 EL. DELTA C1 8" STORM (BYPASS) 374.44 6" STORM (AREA DRAINS) 376.66 2.22' C2 8" STORM (BYPASS) 372.69 6" STORM (AREA DRAINS) 375.09 2.40' C3 8" SEWER 370.40 6" STORM (AREA DRAINS) 375.09 4.69' C4 8" STORM 372.62 6" GAS 373.22 0.60' C5 8" STORM 372.57 12" GAS 373.07 0.50' (3) C6 6" WATER 380.10 6" STORM 380.60 0.50' (3) (1) ALL UTILITY 1 ELEVATIONS ARE TO CROWN OF PIPE, UNLESS OTHERWISE NOTED. (2)ALL UTILITY 2 ELEVATIONS ARE TO INVERT OF PIPE, UNLESS OTHERWISE NOTED. O2 UTILITY 2 18" MIN. CLEARANCE, WATER / SAN. SEWER 6" MIN. CLEARANCE ALL OTHER CROSSINGS O UTILITY 1 (3)ETHAFOAM 220 REQUIRED AT CROSSINGS WITH 6" OR LESS SEPARATION. STORM DRAINAGE NOTES (NAVIX ENGINEERING) 1. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE MOST CURRENT APPLICABLE LOCAL, STATE, AND FEDERAL STANDARDS. 2. EXISTING DRAINAGE STRUCTURES TO BE INSPECTED AND REPAIRED AS NEEDED, AND EXISTING PIPES TO BE CLEANED OUT TO REMOVE ALL SILT AND DEBRIS. 3. IF ANY EXISTING STRUCTURES TO REMAIN ARE DAMAGED DURING CONSTRUCTION IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO REPAIR AND/OR REPLACE THE EXISTING STRUCTURE AS NECESSARY TO RETURN IT TO EXISTING CONDITIONS OR BETTER. 4. STORM DRAINAGE PIPE REQUIRED TO BE D.I.P. OR C-900 WHERE THERE IS LESS THAN 2'-0" OF COVER DRIVABLE SURFACE. 5. ALL ONSITE STORM DRAINAGE PIPE SHALL BE SMOOTH WALLED INTERIOR, MANUFACTURER'S VERIFICATION OF MANNING'S ROUGHNESS COEFFICIENT N=0.012 OR LESS. 6. PRECAST STRUCTURES MAY BE USED AT CONTRACTOR'S OPTION. 7. ALL CATCH BASINS AND AREA DRAINS ARE TO BE SITUATED SUCH THAT THE OUTSIDE EDGE OF GRATE FRAME IS AT TOE OF CURB OR FLOW LINE OF GUTTER (WHERE APPLICABLE). 8. CATCH BASIN INLET PROTECTION / EROSION CONTROL TO BE USED FOR ALL NEW INLETS. 9. ALL STORM PIPE ENTERING STRUCTURES SHALL BE GROUTED TO ASSURE CONNECTION AT STRUCTURE IS WATERTIGHT. 10. ALL STORM SEWER MANHOLES IN PAVED AREAS SHALL BE FLUSH WITH PAVEMENT, AND SHALL HAVE TRAFFIC BEARING RING AND COVERS. MANHOLES IN UNPAVED AREAS SHALL BE 6" ABOVE FINISH GRADE. LIDS SHALL BE LABELED "STORM SEWER". 11. ALL STORM STRUCTURES SHALL HAVE A SMOOTH UNIFORM POURED MORTAR INVERT FROM INVERT IN TO INVERT OUT, UNLESS OTHERWISE SHOWN IN THE CATCH BASIN DETAIL. 12. CONTRACTOR SHALL CONNECT ROOF DRAIN LEADERS TO PROPOSED STORM DRAINS AS SHOWN. SANITARY SEWER FORCE MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING SANITARY SEWER FORCE MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH CITY OF LYNNWOOD PRIOR TO CONSTRUCTION. HIGH PRESSURE GAS MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING HIGH PRESSURE GAS MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH GAS PURVEYOR PRIOR TO CONSTRUCTION. 0 10 20 40 SCALE: 1 INCH =20 FEET LEGEND SD J r ,Y6lU0:iFmII'll Ia STORM DRAIN LINE-2 TYPE I CB / AREA DRAIN D_2o TYPE II CATCH BASIN D_30 2. STORM DRAIN AREA DRAIN 2 STRUCTURE SCHEDULE # DESCRIPTION # DESCRIPTION OWITH 1 SDMH TYPE 2-48" SOLID LID RIM = 381.63 12 SDMH TYPE 2-48" WITH SOLID LID RIM = 377.39 EX. 6" IE = 376.30 8" IE = 371.82 PR. 8" IE = 376.30 EX. 30" IE = 370.62 OSDMH 2 TYPE 2-48" WITH SOLID LID 13 8" AREA DRAIN RIM = 382.85 RIM = 384.03 8" IE = 375.68 6" IE = 381.35 14 8" AREA DRAIN RIM = 380.73 6" IE = 379.23 OSDMH 3 TYPE 2-48" WITH SOLID LID RIM = 381.27 15 8" AREA DRAIN RIM = 376.55 6" IE = 375.20 8" IE = 373.63 O SDMH TYPE 2-48" WITH SOLID LID 16 8" AREA DRAIN RIM = 377.82 6" IE = 375.00 RIM = 381.25 8" IE = 373.50 O SDMH TYPE 2-48" WITH SOLID LID RIM = 378.72 17 6" AT BASEMENT WALL 6" IE = 374.55 8" IE = 372.11 (ROUTED INTERNALLY TO VAU LT) 60 42' W x 55' L x 10' D DETENTION VAULT (AT BASEMENT LEVEL) 18 8" AREA DRAIN RIM = 375.50 6" IE = 374.00 70 NOT USED 19 6" AT BASEMENT WALL 6" IE = 373.68 ® 12" VAULT OUTLET IE = 363.25 (AT BASEMENT LEVEL) (SEE MEP PLANS FOR CONTINUATION) O STORMWATER PUMP RIM = 375.35 12" IE IN = 363.25 *12" IE OUT = 372.59 20 TYPE 1 CATCH BASIN RIM = 373.68 6" IE = 371.00 21 8" AREA DRAIN RIM = 373.92 2" IE OUT = 372.08 *EMERGENCY 1 OVERFLOW 6 IE = 371.40 22 6"x6" WYE CONNECTION 6" IE = 370.90 10 TYPE 1 CATCH BASIN WITH SOLID LID RIM = 374.50 12" IE = 370.90 (N) 12" IE = 370.90 (E) 23 6" AT BASEMENT WALL 6" IE = 370.77 (ROUTED INTERNALLY 2" IE = 372.08 TO VAULT 24 8" AREA DRAIN 11 SDMH TYPE 2-48" WITH SOLID LID RIM = 379.20 6" IE = 375.35 25 PUMP POWER AND RIM = 374.00 12" IE = 369.20 ALARM/PUMP CONTROL EX. 30" IE = 367.70 PANEL INSIDE TRASH AREA. PIPE SCHEDULE PIPE # DIAMETER L (FT )H SLOPE 1 8" CPEP 58 1.06% 8" CPEP 193 1.06% 8" CPEP 12 1.06% ❑4 8" CPEP 34 4.09% �5 12" CPEP 5 0.00% a 12" D.I. 22 7.70% 7 2" HDPE 23 0.00% a 12" CPEP 22 7.70% 8" CPEP 27 1.06% 10 6" CPEP 121 1.75% 11 6" CPEP 21 22.29% 12 6" CPEP 21 1.00% 13 6" CPEP 35 1.00% 14 6" CPEP 32 1.00% 15 6" CPEP 23 1.00% 1s 6" CPEP 5 10.00% 17 6" CPEP 12 3.75% EMERGENCY OVERFLOW PIPE APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: CITY ENGINEERING DIVISION NAVIX SITE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72 N D AVE W EDMONDS, WA 98026 STAMP F,4�'/,t;' L Digitally` enel e i -D Z �,.02. 1 o -09:23:30- '00 A 41872 boy I STER�� �SSIONAL REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 114, SEC 29, T 27 IN, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME DRAINAGE PLAN SHEET NUMBER C-2.1 BLD2021-0116 I� O I N N O N CO O Li O N N.:':• j\ SEE COE STD DTL GU-410 Lo rn o w 0 0 X O m BEDDING MATERIAL (1-1/4" MINUS) 6" MIN CRUSHED SURFACE BASE COURSE (SEE NOTE 2 BELOW) / Ld a a 6" MINL FOUNDATION (IF REQUIRED) .. .. .. .. .. .. .. .. .. .. .. .. .. SEE NOTE 4 8" MIN 1-- ­4 8" MIN NOTE 1 NOTES: 1. MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE • 18" OR LESS FOR 6" AND SMALLER DIAMETER PIPE • 24" FOR 8" DIAMETER PIPE • 36" FOR 12" DIAMETER PIPE • O.D. PLUS 18" FOR PIPE LARGER THAN 12" NOMINAL DIAMETER 2. REFER TO DIVISION 9 OF WSDOT STANDARD SPECIFICATIONS FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION. 3. TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTION OF 95% DENSITY PER ASTM D 1557. 4. IF UNSTABLE MATERIAL IS ENCOUNTERED BELOW PIPE ZONE, CONTRACTOR SHALL REMOVE AND REPLACE AS REQUIRED BY CITY ENGINEER. REVISION DATE CITY OF EDMONDS APRIL 2021 TYPICAL TRENCH SECTION PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH G U - 400 -7 NOTE: CONDUIT TO CONTROL PANEL (BY OTHERS) MINIMUM: (3) FOR POWER (1) FOR LEVEL SENSING ALL MATERIALS SHOWN ON THIS SHEET WILL BE SUPPLIED BY ROMTEC UTILITIES AND DELIVERED TO THE SITE AFTER THE HOLE HAS BEEN EXCAVATED AND SHORED. THE CONTRACTOR SHALL SUPPLY A CRANE OF SUFFICIENT SIZE TO LOWER ALL THE CONCRETE PIECES INTO THE HOLE SAFELY. THE CONTRACTOR SHALL INSTALL THE WET WELL (AND VALVE VAULT AND METERING VAULT IF APPLICABLE). ROMTEC UTILITIES WILL PROVIDE A REPRESENTATIVE FOR TECHNICAL ASSISTANCE ON THE DAY OF INSTALLATION TO ANSWER ANY QUESTIONS THAT MAY ARISE. THE CONTRACTOR IS RESPONSIBLE FOR ALL PLUMBING AND ELECTRICAL CONNECTIONS AND INSTALLATION. ITEMS NOTED AS "BY OTHERS' WILL BE PROVIDED AND INSTALLED BY THE CONTRACTOR. ROMTEC UTILITIES WILL NOT INSTALL ANY OF THE COMPONENTS SHOWN ON THIS PAGE. TEC FORCE MAIN & DOWN STREAM MANHOLE (BY OTHERS) SIZE: 2" TYPE: PVC SCH80 OVERFLOW ^ INVERT IN 90, 45° ADJUSTABLE OUTLET/RECIRCULATING' OVERFLOW 12 PVC(IPS) ELEVATION: 372.59' C.L. DISCHAR ELEVATION: 2" CHEC FLOOR ELEVATICI SECTION B-B SCALE 1 / 18 WEIR WALL RING AND COVER PER COE STD DTL GU-420 FOR CURB AND SPLASH LINE ONLY: FRAME AND GRATE PER COE STD 2"-6" CONCRETE RISERS DTL SD-320 SERIES USING NON -SHRINK GROUT, PROVIDE SMOOTH FINISH INSIDE AND OUT 8" MIN 18" MAX TOP SLAB y - - - HANDHOLDS (2) SEE COE STD DTL GU-423 °'d 24" DIA I ' d 6" MAX POLYPROPYLENE SAFETY tl STEP/LADDER 12" O.C. (SEE NOTE 6 & 7) 48", 54", 60", 72" OR 96" (V a ° SAND COLLAR OR II KOR-N-SEAL AROUND PIPE d I w I 1 I I d ... Q °. ° 2r_0r, . MIN 1 "-4" ° MAX PRECAST BASE AND A..: ° INTEGRAL RISER d.. . 4 • • A NOTES: 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 9-05.50(3). 2. HANDHOLDS IN ADJUSTMENT SECTION SHALL HAVE 3" MIN CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE 6" MIN CLEARANCE. 3. APPLY NON -SHRINK GROUT TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS, PICK HOLES, RISERS AND FRAMES. ALL PRECAST CONCRETE SHALL BE CLASS 4000. 4. KNOCKOUT OR CUTOUT HOLE SIZE SHALL EQUAL PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAX HOLE SIZE SHALL BE 36" FOR 48" CATCH BASIN, 42" FOR 54" CB, 48" FOR 60" CB, 60" FOR 72" CB, 84" FOR 96" CB. MIN DISTANCE BETWEEN HOLES SHALL BE 8" FOR 48 54", AND 60" CB; 12" FOR 72" AND 96" CB. 5. CATCH BASIN FRAMES AND GRATES OR COVERS SHALL BE IN ACCORDANCE WITH SEC 7.05 OF THE WSDOT STANDARD SPECIFICATIONS. 6. STEP AND LADDER MAY BE USED IN LIEU OF POLYPROPYLENE SAFETY STEPS. SEE COE STD DTL GU-423. 7. STEP AND LADDER SHALL BE ORIENTED TO AVOID INSTALLATION ABOVE PIPE. PRIMARY SENSOR ELEVATION TABLE DESCRIPTION ELEVATION OVERFLOW 372.59' PUMP(3)RUN 372.25 PUMP (2) RUN 368' PUMP (1) RUN 363.25' PUMP STOP 362.62 WELL FLOOR 361.62' MISC. ELEVATION TABLE DESCRIPTION ELEVATION PUMP (2) STOP 372.25' PUMP (1) STOP 368.0' HATCH OPENING S2" JLJ-iD M1NL) Fl ;IONAL TRAFI ION: 375.35' REVISION DATE CITY OF EDMONDS CATCH BASIN, TYPE II OCTOBER 2021 4899 5499 6099 PUBLIC WORKS 72 & 9699 ' STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH S D- 3 0 0 PUMP PACKAGE A CONFIGURATION: TRIPLEX 0.34' MODEL: ZOELLER N211 424' HP: 4/10HP 4.75' 0.63' DUTY POINT: 4GPM @ 363.25' 1.0' 10GPM @ 368.0' 16GPM @ 372.75' A r I FEATURES HATCH: H-20 OCCASIONAL DISCHARGE PIPING: 2" PVC SHC80 PRIMARY LEVEL SENSING: (4) FLOATS BACKUP LEVEL SENSING: N/A STAINLESS STEEL GUIDE RAILS QUICK CONNECT DISCHARGE ELBOWS ADJUSTABLE FLOW VALVES CHECKS W/ MANIFOLD CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING AND OBTAINING THE FINAL SHOP DRAWINGS AND SUPPLY PACKAGE WITH ROMTEC UTILITIES. CONTRACTOR TO PROVIDE SUBMITTAL PACKAGE TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO ORDERING. z wo W 0 a J S u z o tE 0 ~ N Q[ N gg 3 � � zzo 0 YJ z J I--1 J > Lu J I- 0� W O 3 Z p Ci LLJ �O Q L0 v) In z0 � O U0 LLJ SEE APPLICABLE STANDARD DETAILS FRAME AND GRATE PIPE ALLOWANCES PIPE MATERIAL MAXIMUM INSIDE DIAMETER REINFORCED OR 12" PLAIN CONCRETE ALL METAL PIPE 15" CPSSP* 12" (WSDOT STD SPEC 9-05.20) SOLID WALL PVC 15" (WSDOT STD SPEC 9-05.12.(1)) PROFILE WALL PVC 15" (WSDOT STD SPEC 9-05.12(2)) 5 A Sry 304 2� * CORRUGATED POLYETHYLENE S� STORM SEWER PIPE \2 4", 6", OR 12" T NOTES: RISER SECTION 1. CATCH BASINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 9-05.50(3). 2. AS AN ACCEPTABLE ALTERNATIVE TO REBAR, WELDED WIRE FABFOOT MAYVING A MIN. AREA OF BE USED. WELDED WIRE IFABRIC ASHALL RE CCOMPLY HES R 22h TO ASTM A497 (AASHTO M 221). WIRE FABRIC SHALL NOT BE PLACED IN KNOCKOUTS. 41 3. APPLY NON -SHRINK GROUT TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS, RISERS AND FRAMES. 4. ROUND KNOCKOUTS MAY BE ON ALL 4 SIDES, WITH MAX DIAMETER OF 20". KNOCKOUTS MAY BE EITHER ROUND OR "D" SHAPE. a 5. THE MAX DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT IS 5'-0". 6. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION T, AND RISER SECTION SHALL NOT EXCEED 1/2"/FT. ° 7. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS. MATING SURFACES SHALL BE FINISHED TO ASSURE NON -ROCKING FIT WITH ANY COVER POSITION. (MEASUREMENT AT THE TOP OF THE BASE) 8. VERTICAL EDGE OF RISER SHALL NOT BE MORE THAN 2" PRECAST BASE SECTION FROM VERTICAL EDGE OF CATCH BASIN WALL. CITY OF EDMONDS PUBLIC WORKS DEPARTMENT 18y" CATCH BASIN TYPE I APPROVED BY: R. ENGLISH REVISION DATE JANUARY 2018 STANDARD DETAIL SD-303 NYLOPLAST DRAIN BASIN WITH PEDESTRIAN GRATE GRATE SHALL BE ADA COMPLIANT (1, 2) INTEGRATED DUCTILE IRON _ FRAME & GRATE TO MATCH BASIN O.D. --- /� 12" MIN WIDTH GUIDELINE 6' MIN THICKNESS GUIDELINE MINIMUM PIPE BURIAL DEPTH PER PIPE (3) VARIABLE INVERT HEIGHTS MANUFACTURER AVAILABLE (ACCORDING TO RECOMMENDATION (6" MIN. ON 12"- 24', MEDIUM DUTY TRAFFIC LOADS CONCRETE SLAB DIMENSIONS ARE PLANS,?AKE OFF) 1p' MIN, ON 30'} (5) ADAPTER FOR GUIDELINE PURPOSES ONLY. ACTUAL CONCRETE SLAB MUST F ANGLES BE DESIGNED TAKING INTO CONSIDERATION LOCAL SOIL CONDITIONS, VARIABLE 0"-360' ACC O TRAFFIC LOADING, & OTHER APPLICABLE DESIGN FACTORS. PLANS PLANS SEE DRAWING NO.7001-110-111 FOR NON TRAFFIC INSTALLATION. i (3) VARIABLE SUMP DEPTH ACCORDING TO PLANS MIN. ON - MIN. ON 30" (4) VARIOUS TYPES OF INLET & OUTLET ADAPTERS B M FACT" 4" MIN 12"- 24' BASED ON MANUFACTURING RED.) AVAILABLE: 4"- 30" FOR CORRUGATED HOPE N 6" MIN ON 30' (ADS N•121HANCOR DUAL WALL, ADSIHANCOR SINGLE WALL), N 12 HP, PVC SEWER (EX: SDR 35), PVC DWV (EX: SCH 40), PVC C9001C905, THE BACKFILL MATERIAL SHALL BE CRUSHED STONE OR OTHER CORRUGATED & RIBBED PVC GRANULAR MATERIAL MEETING THE REQUIREMENTS OF CLASS I OR B MATERIAL AS DEFINED IN ASTM D2321. BEDDING & BACKFILL WATERTIGHT JOINT FOR SURFACE DRAINAGE INLETS SHALL BE PLACED & COMPACTED (CORRUGATED HDPE SHOWN) 12"- 30„ UNIFORMLY IN ACCORDANCE WITH ASTM 02321. 1 - 12•'-30" PEDESTRIAN GRATES SnALL BE 0,.�CTLE IRON PER ASTM ASM GRADE 706H6. 2 - 12"- 30" FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 7660.05. 3 - DRAT BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS. RISERS ARE NEEDED FOR BASINS OVER 84' DUE TO SHIPPING RESTRICTIONS. SEE DRAWING NO.7001-110065. THIS PRINT CISCLOSES SUBJECT MATTER N WHICH DRAWN BY ESC MATERIAL 3130 VERONA AVE 4 - DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO NYLOPLAST HAS PROPRIETARY RIGHTS. THE RECEIPT ® BUFORD. GA 30518 ASTM D3212 FOR CORRUGATED HOPE (ADS N-12HANCOR DUAL WALL), OR POSSESSION OF THIS PRINT DOES NOT CONFER, DATE 4.20-07 PVC PHN (770) 932-24A3 N-12 HP. SEWER(4'-24'). TRANSFER. OR LICENSE THE USE OF THE DESIGN OR Nyloplast FAX (T70)932-2490 5.ADAPTERS CAN BE MOUNTED V TO 360'. TO DETERMINE MINIMUM TECHNICAL INFORMATION SHOWN HEREIN RENSED BY JJC PROJECT N0.'NAME-.n,IDPh5tascom ANGLE BETWEEN ADAPTERS SEE DRAWING NO.7001.11&01Z REPRODUCTION OF THIS PRINT OR ANY INFORMATION TITLE 6- 12'-24' PEDESTRIAN GRATES SHAM MEET F610 LOAD RATING CONTAINED HEREIN, OR MANUFACTURE OF ANY DATE 4-25-13 DRAIN BASIN WITH PEDESTRIAN GRATE 30' PEDESTRIAN GRATE SHALL MEET H-20 LOAD RATING (SEE DRAWING ARTICLE HEREFROM, FOR THE DISCLOSURE TO OTHERS QUICK SPEC INSTALLATION DETAIL NO.7001-110.144 FOR H-20 TRAFFIC LOAD GUIDELINES}, IS FORBg EN, EXCEPT BY SPECIFIC WRITTEN PERd4S90N FROM NYLOPLAST. r,.nnynno"w51 OWD $ME A SCALE IW SHEET t OF t OWG NO. 7001.110.283 REV C *OR APPROVED EQUAL AREA DRAIN N.T.S. APPROVED FOR CONSTRUCTION CITY OF EDMONDS © 2022 ROMTEC INC. ALL RIGHTS RESERVED. I I ELEVATION: 360.62' + I THESE PLANS AND DRAWINGS MAY NOT BE NOTE: ALL DIMENSIONS AND ELEVATIONS SHOWN DATE: REPRODUCED, ADAPTED, OR FURTHER SECTION A -A ARE NOMINAL DIMENSIONS. IT IS THE RESPONSIBILITY OF THE ON -SITE CONTRACTOR OR ROMTEC UTILITIES DISTRIBUTED, AND NO COMPONENTS MAY BE A CUSTOMER ROMTEC UTILITIES) TO VERIFY THE CONSTRUCTED FROM THESE PLANS, WITHOUT SCALE 1 / 18 (NOT MECHANICAL SHEET WRITTEN PERMISSION OF ROMTEC, INC. ACCURACY OF ANY CRITICAL DIMENSIONS OR ELEVATIONS PRIOR TO SETTING OR INSTALLING ANY EQUIPMENT. 2 OF 3 PUMP DETAIL CITY ENGINEERING DIVISION N"IX SITE CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 N, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME DRAINAGE DETAILS SHEET NUMBER C-2.2 BLD2021-0116 N.T.S. cD O N 811 VAULT INLET IE = 372.08 MEP PLANS INDICATE TWO 6" STORM CONNECTIONS AND ONE 4" ROOF DRAIN CONNECTION. ALL THREE INCOMING STORM PIPES TO BE CONNECTED UPSTREAM PRIOR TO DISCHARGING AT THE DETENTION VAULT. 363.00 (SEE MEP PLANS FOR CONTINUATION.) 55' 24" ACCESS - - - - - - 363.00 WITH GRATED LID FOR VENTING " RIM TO GRADE WITH ACCESS LADDER 4" FOOTING DRAIN VAULT INLET IE = 363.50 CONTRACTOR TO INSTALL A 4" TERMINAL BACKWATER VALVE PER DETAIL 3, THIS SHEET. �I I I 363.00 I I I I I B I I 12" VENT I RIM TO GRADE I 4" CO T 24 ACCESS WITH GRATED LID FOR VENTING RIM TO GRADE WITH ACCESS LADDER SEE DETAIL 1, SHEET C-2.2 FOR EXTERNAL PUMP STRUCTURE 12" OUTLET IE = 363.25 4" FOOTING DRAIN @ 1.0% MIN. IE = VARIES (MIN. 363.50) I AT GRADE SEWER TRENCH DRAIN 12" VENT RIM TO GRADE I B 24" ACCESS WITH SOLID LOCKING LID RIM TO GRADE WITH ACCESS LADDER 6" VAULT INLET ------------- I=------ ------- IE = 370.77 363.00 6" VAULT INLET 363.00 IE = 372.25 4" FOOTING DRAIN @ 1.0% MIN. C (SEE MEP PLANS FOR CONTINUATION.) IE = VARIES (MIN. 363.50) PARKING DECK, SEE 377.05 AT RAMP TO LOWER LEVEL STRUCTURAL PLANS, TYP TOP OF LID as II. I \ I Qo / A. " \ I I I d STAIRS / LOADING \� AREA \ / FI I 363.00 I A]362.25 �� 362.25 / I: 5' X 10' GRATED / ACCESS LID WITH \ Ln ACCESS LADDER I. a / \ II I I GENERATOR ROOM SECTION B-B SCALE: HORIZONTAL: 1" = 10' VERTICAL: 1" = 1' 376.05 AT RAMP TO LOWER LEVEL 375.55 AT RAMP TO LOWER LEVEL SEE DETAIL 1, SHEET C-2.2 FOR EXTERNAL PUMP STRUCTURE 12" OUTLET IE = 363.25 NOTES: 1. GRATED ACCESS PANEL BY UTILITY VAULT OR SIMILAR AND LOADING AS REQUIRED BY THE PROJECT STRUCTURAL ENGINEER. 2. GATED ACCESS PANEL SHALL BE 5'W X 10'L (MIN.). 3. GRATED ACCESS PANEL SHALL HAVE A SKID RESISTANT TEXTURE. 4. PROVIDE STEPS AND/OR LADDER AT EACH INLET AND AT THE 5' X 10' GRATE. LADDER RUNGS SHALL BE INSTALLED FROM FLOOR TO ACCESS COVER, ADJACENT TO ALL INLET/OUTLET PIPES. ORIENT STEPS OR LADDER WITH INLETS SO STEPS WILL BE CLEAR. SEE CITY OF EDMONDS STANDARD DETAIL GU-423. 5. SUMP SHALL BE CAST IN PLACE OR MANHOLE AND BE SEALED TO THE VAULT FLAIR WITH BENTONITE WATER STOP. 6. CONTROL STRUCTURE SHALL BE PER CITY OF EDMONDS STANDARD DETAIL SD-301. 7. VAULT SHALL BE CONSTRUCTED IN ACCORDANCE WITH CHAPTER 3.2.2 AND 3.2.3 OF VOLUME III OF THE 2014 STORMWATER MANAGEMENT MANUAL FOR WESTERN WASHINGTON. 8. SIGN INDICATING CONFINED SPACE ACCESS LOCATION SHALL BE PLACED UNDER EACH ACCESS MANHOLE PER OSHA REQUIREMENTS. 9. SEE STRUCTURAL PLANS FOR VAULT DESIGN. ALL CONSTRUCTION JOINTS TO BE FILLED WITH WATER STOPS. 10. FINISH FLOOR ELEVATIONS SHOWN FOR REFERENCE ONLY. REFER TO ARCHITECTURAL AND STRUCTURAL PLANS TOP OF LIVE STORAGE = 372.75 4" FOOTING DRAIN @ 1.0% MIN. IE = VARIES (MIN. 363.50) CONTRACTOR TO INSTALL A 4" TERMINAL BACKWATER VALVE PER DETAIL 3, THIS SHEET. TOP OF SEDIMENT STORAGE = 363.25 363.00 SECTION C-C SCALE: HORIZONTAL: 1" = 10' VERTICAL: 1" = 1' TOP OF LID 74.25 OF LID 373.25 =VEL GARAGE 4" SLAB ON 366.73 SEE DETAIL 1, SHEET C-2.2 FOR EXTERNAL PUMP STRUCTURE 12" OUTLET IE = 363.25 4" FOOTING DRAIN @ 1.0% MIN. IE = VARIES (MIN. 363.50) CONTRACTOR TO INSTALL A 4" TERMINAL BACKWATER VALVE PER DETAIL 3, THIS SHEET. 11 NOT USED N.T.S. SMITH° JAY R. LOCATION W SMITH MFG. CO.® MEMBER OF MORRIS GROUP INTERNATIONAL (X0 POST OFFICE BOX 3237 \! MONTGOMERY, ALABAMA 36109-0237 (USA) TEL:334-277-6520 FAX:334-272-7396--j..M.-M ® MEMBER OF: CUSTOMER DRIVEN °W^^"1s,' 0 n N dal W Z 0 Z M lfl 1n ofn BACKWATER VALVE TERMINAL VALVES FUNCTION: Used at the end of sewer lines, which discharge into manholes, catch basins, drainage lagoons and seawalls to prevent backflow into areas which are to be drained. VAULT WALL Fig. 7070C...... HUB TYPE NOTE: B.W.V. flapper set at factory to hang in closed position. Pin can be moved to permit flapper to hang open 1/4" (6) to permit air circulation. NOTE: 2-411 size furnished with Delrin Backed Neoprene flapper. All other sizes furnished with bronze flapper. REGULARLY FURNISHED: Duco Cast Iron Body with Backwater Valve. Backwater Valve B A SIZE B DIA C D 02 (50) 6 1/4 (160) 5 1/4 (135) 1 3/4 (44) 03 80 8 205 5 1 /2 140 2 3/4 70 04 o00 9 230 5 3/4 145 3 3/4 95 05 (125) 11 1/2 (290) 6 (150) 4 1/2 (115 06 150 11 1 /2 290 6 150 5 3/4 145 08 200 13 1 /2 345 6 3/4 170 8 205 10 250 15 3/4 400 7 3/4 195 10 255 12 300 17 1 /2 445 8 3/4 220 12 305 16 400 26 1 /4 665 16 1 /2 420 18 455 18 450 261/4 665 16 405 18 455 NOTE: These valves offer protection against backwater surges. Backflow is prevented when valve is not obstructed by debris or sludge. Use for gravity flow only, not for pressurized applications. E C 12-5-16 9-28-95 8-17-94 Added Note Chg'd Reg Furn, added Metrics Submittal Update TBW EMB EMB BW JCS JCS ¢ m B 2-18-93 Redrawn & Chg'd Reg Furn EMB JCS [WEU:D REV. DATE DESCRIPTION BY CKD. BY 0 =) LL z OPTIONAL MATERIALS: Galvanized Cast Iron -G NOTE: Dimensions shown in parentheses are in millimeters. VOLUME IFIGURE NUMBER CUBIC FEET 7070 0 QWARNING: Cancer and Reproductive Harm - www.P65Warnings.ca.gov NOTES: 1. CONTRACTOR TO INSTALL JAY R SMITH MFG. CO MODEL 7070 OR APPROVAL EQUAL. ADDITIONAL INFORMATION CAN BE FOUND AT: HTTPS://WWW.JRSMITH.COM/PRODUCT. ASPX?PRODUCTID=359&TITLE= TERM INAL%20BACKWATER%20VALVE 2. CONTRACTOR TO ENSURE WATER TIGHT SEAL WHEN INSTALLING THE TERMINAL BACKWATER VALVE IN THE VAULT WALL. TERMINAL BACKWATER VALVE N.T.S. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: SITE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP �LIZABET '� -c. OF WASNIe� A 41872 poly f �'Cj STER�� �SSIONAL REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 N, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME DRAINAGE DETAILS SHEET NUMBER DETENTION VAULT SCALE: SHOWN CITY ENGINEERING DIVISION C-2.3 BLD2021-0116 0_ 0 I N N 0 N C (D C) w 0 Q U 0 w / co 0 N J 0 WATER MAIN CONNECTION SEE DETAIL 1, THIS SHEET 1 15 10 I !ii I 212TH STREET SW - �T OPT T T D-WLL SD - SD - YYLL -ss ss ss CD 10'X10, PED AND WLL E;dr -------------------I or CI O ED,QN S S O PL TS 7 0 10' POWER LINE PARK 212 AST LLC EASEMENT REC. ` NO. 201610050625 ------------------------------------- GENERAL UTILITY NOTES (NAVIX ENGINEERING) 1. ALL IMPROVEMENTS SHALL MEET LOCAL, STATE DOT AND A.P.W.A. STANDARD SPECIFICATIONS. 2. THE DESIGN SHOWN IS BASED UPON THE ENGINEER'S UNDERSTANDING OF THE EXISTING CONDITIONS. THIS PLAN DOES NOT REPRESENT A DETAILED FIELD SURVEY. THE EXISTING CONDITIONS SHOWN ON THIS PLAN SHEET ARE BASED UPON THE SURVEY PREPARED BY AXIS SURVEY AND MAPPING., DATED 03/06/19. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING FIELD CONDITIONS PRIOR TO BIDDING THE PROPOSED SITEWORK IMPROVEMENTS. IF CONFLICTS ARE DISCOVERED, THE CONTRACTOR SHALL NOTIFY THE OWNER PRIOR TO INSTALLATION OF ANY PORTION OF THE SITEWORK WHICH WOULD BE AFFECTED. IF CONTRACTOR DOES NOT ACCEPT EXISTING SURVEY, INCLUDING TOPOGRAPHY, AS SHOWN ON THE PLANS, WITHOUT EXCEPTION, THEY SHALL HAVE MADE, AT THEIR OWN EXPENSE, A TOPOGRAPHIC SURVEY BY A REGISTERED LAND SURVEYOR AND SUBMIT IT TO THE OWNER FOR REVIEW. 3. CAUTION - NOTICE TO CONTRACTOR THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE APPROPRIATE UTILITY COMPANY AT LEAST 48 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES AND EXISTING IMPROVEMENTS WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS ON THE PLANS. 4. CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR EXACT LOCATION AND DIMENSIONS OF VESTIBULE, SLOPED PAVING, EXIT PORCHES, SIDEWALKS, RAMPS AND TRUCK DOCKS, PRECISE BUILDING DIMENSIONS AND EXACT BUILDING UTILITY ENTRANCE LOCATIONS. 5. REFER TO INTERIOR PLUMBING DRAWINGS FOR TIE-IN OF ALL UTILITIES. 6. ALL FILL MATERIAL SHALL BE IN PLACE, AND COMPACTED BEFORE INSTALLATION OF PROPOSED UTILITIES. 7. CONTRACTOR SHALL NOTIFY THE UTILITY AUTHORITIES INSPECTORS 72 HOURS BEFORE CONNECTING TO ANY EXISTING LINE. 8. MINIMUM WATER AND SANITARY SEWER TRENCH WIDTH SHALL BE 2 FEET. 9. ALL UTILITIES SHOULD BE KEPT TEN (10') APART (PARALLEL) OR WHEN CROSSING 18" VERTICAL CLEARANCE (OUTSIDE EDGE OF PIPE TO OUTSIDE EDGE OF PIPE). rUUNU 5/d NEHAN AN6 CAP "EMERALD 30581 AT CORNET (12/2018 --------------- - - - - - - - d jII I I a vi rUUNU x I EX. 8" BRASS DISK CONCRETE Mh' WATER MAIN DOWN 0.7' (12/201 f MJ TB M W 3' SPOOL WITH LONG -BODY G COUPLING I s EXISTING HIGH PRESSURE GAS MAIN. SEE NOTE THIS SHEET FOR ADDITIONAL INFORMATION. J D V V FL FLxMJ ADAPTOR 8" ADAPTER AND D.I. SPOOL z _O ~ 0 10 20 40 U W Z Z O U SCALE: 1 INCH = 20 FEET c� Z_ J 0 0 LEGEND w z - - PROPERTY LINE GU-40 W W 6" FIRE LINE C-3. `9 MJ W W DOMESTIC WATE SERVICE IRRIGATION GU-40 U-40 rn SS SS 6" SANITARY SEWER C-3. 6' LL �I BEND WITH THRUST BLOCKING CA 35 SEPARATION FL EX. 8" WATER TEE A-15 WATER MAIN 8" GV ►� WATER GATE VALVE A-18 FLXMJ FL MJ C-3. A-132A WA-132B ADAPTOR 3" DOMESTIC METER C-3. C-3. 3' SPOOL WITH LONG -BODY COUPLING A-13 NOTES: 1. CONTRACTOR TO REFER TO CITY OF EDMONDS STANDARD DETAIL WA-180, SHEET C-3.3. 2. ALL FITTINGS AND PIPE JOINTS MUST BE MECHANICALLY RESTRAINED (MEGALUG OR CITY APPROVED EQUAL. 3. TEES TO BE FLANGED IN ALL DIRECTIONS. WATER MAIN CONNECTION W Q Z cf)N I � ~ J EXISTING CITY OF LYNNWOOD SANITARY SEWER FORCE MAIN. SEE NOTE THIS SHEET FOR ADDITIONAL INFORMATION. EXISTING HIGH PRESSURE GAS MAIN. SEE NOTE THIS SHEET FOR ADDITIONAL INFORMATION. 10. IN THE EVENT OF A VERTICAL CONFLICT BETWEEN WATERLINES, SANITARY LINES, STORM LINES AND GAS LINE (EXISTING AND PROPOSED), THE SANITARY LINE SHALL BE DUCTILE IRON PIPE WITH MECHANICAL JOINTS AT LEAST 10 FEET ON BOTH SIDES OF CROSSING, THE WATERLINE SHALL BE MECHANICAL JOINTS WITH APPROPRIATE THRUST BLOCKING AS REQUIRED TO PROVIDE A MINIMUM OF 18" CLEARANCE, MEETING REQUIREMENTS OF ANSI A21.10 AND ANSI 21.11 (AWWA C-151) (CLASS 50). 11. LINES UNDERGROUND SHALL BE INSTALLED, INSPECTED AND APPROVED BEFORE BACKFILLING. 12. CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF THE WATER AND SEWER LINES. 13. ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE. 14. CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR INSTALLATION REQUIREMENTS AND SPECIFICATIONS. 15. CONTRACTOR TO PROVIDE TRENCHING, BACKFILL, 2 - 4" PVC SCHEDULE 40 CONDUITS, AND PULLING WIRES FOR UNDERGROUND TELEPHONE SERVICE FROM EXISTING FACILITIES AS SHOWN ON PLANS. CONTRACTOR TO COORDINATE INSTALLATION AND POINT OF CONNECTION WITH UTILITY PROVIDER. 16. CONTRACTOR IS TO PROVIDE TRENCHING, CONDUIT, AND BACKFILL FOR ALL UNDERGROUND POWER LINE AND VAULTS AS REQUIRED BY UTILITY PROVIDER. POWER LINES AND POLES TO BE INSTALLED BY UTILITY PROVIDER. SEE SITE ELECTRICAL PLAN FOR SITE LIGHTING AND FOR PRIMARY ELECTRIC SERVICE LOCATIONS. CONTRACTOR TO COORDINATE WITH UTILITY PROVIDERS AND ENSURE THEY OBTAIN THEIR OWN PERMITS FROM THE CITY OF EDMONDS. 17. INSTALLATION OF THE GAS MAIN AND METER TO BE ACCOMPLISHED BY UTILITY PROVIDER. CONTRACTOR TO COORDINATE WITH UTILITY PROVIDERS AND ENSURE THEY OBTAIN THEIR OWN PERMITS FROM THE CITY OF EDMONDS. 18. REFER TO CITY OF EDMONDS DESIGN STANDARDS FOR WATER AND SEWER INSTALLATION REQUIREMENTS. N.T.S. CONTRACTOR TO LOCATE AND REMOVE EXISTING FIRE VAULT, SERVICE LINE AND APPURTENANCES PER CITY OF EDMONDS STANDARDS. IF THE EXISTING SERVICE LINE IS TO BE ABANDONED, THE CONTRACTOR SHALL INSTALL A CLOSED BRANCH VALVE AND 6" PLUG. ABANDONED MAIN SHALL HAVE A 6" CAP INSTALLED. SANITARY SEWER FORCE MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING SANITARY SEWER FORCE MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH CITY OF LYNNWOOD PRIOR TO CONSTRUCTION. HIGH PRESSURE GAS MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING HIGH PRESSURE GAS MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH GAS PURVEYOR PRIOR TO CONSTRUCTION. 1 IRRIGATION METER C-3. RPBA REDUCE PRESSURE A-160A A-160 BACKFLOW ASSEMBLY C-3. C-3.3 SANITARY SEWER CLEANOUT S-200 C-3.4 O SANITARY SEWER MANHOLE U-42 C-3. GREASE INTERCEPTOR CS-364 C-3.4 WATER SCHEDULE CONNECT NEW 6" FIRE LINE TO EXISTING 8" WATER MAIN WITH: 1 - 8" x 6" TEE (FL) O 2 - 8" GATE VALVE (FL x MJ) 1 - 6" GATE VALVE (FL x MJ) 1 - 8" DI SPOOL (PE) THRUST BLOCKING 2 52 LF 6" D.I. FIRE LINE O3 WALL MOUNTED POST INDICATOR VALVE 6" FIRE LINE ENTRY TO INSIDE DOUBLE O4 DETECTOR CHECK VALVE ASSEMBLY. SEE MEP PLANS FOR CONTINUATION. SEE DETAIL WA-142A, SHEET C-3.2 FOR INDOOR VERTICAL INSTALLATION. 5 7 LF 6" D.I. FIRE LINE TO REMOTE FDC O SEE MEP PLANS FOR CONTINUATION. 7 SEE MEP PLANS FOR CONTINUATION. 8 7 LF 6" D.I. FIRE LINE O9 REMOTE FDC 10 CONNECT NEW 4" DOMESTIC WATER SERVICE TO EXISTING 8" WATER MAIN. 11 38 LF 4" DOMESTIC WATER SERVICE 3" DOMESTIC WATER METER WITH OLD 12 CASTLE PRECAST VAULT MODEL 577-LA. HATCH SHALL BE ADA COMPLIANT AND HAVE NON-SKID COATING. CONTRACTOR TO COORDINATE WITH SUPPLIER EARLY AS TOP OF VAULT WILL NOT BE OFF THE SHELF. SEE GRADING PLAN FOR ADDITIONAL INFORMATION. 13 9 LF 4" DOMESTIC WATER SERVICE 4" DOMESTIC REDUCED PRESSURE 14 BACKFLOW ASSEMBLY INSIDE RISER ROOM. DOMESTIC SERVICE UPSIZES TO 5" INTERNAL TO THE BUILDING. SEE MEP PLANS FOR CONTINUATION. 15 CONNECT NEW 1" IRRIGATION WATER SERVICE TO EXISTING 8" WATER MAIN. 16 37 LF 1" IRRIGATION WATER SERVICE 1 NEW. 1" IRRIGATION WATER METER. METER BOX SHALL BE ARMOCAST MODEL A6001640, OR APPROVED EQUAL. 18 17 LF 1" IRRIGATION WATER SERVICE 1" IRRIGATION REDUCED PRESSURE 19 BACKFLOW ASSEMBLY TO IRRIGATION POINT OF CONNECTION. 1" IRRIGATION RPBA TO BE INSTALLED IN AN ABOVE GRADE HOTBOX, SAFE-T-COVER MODEL 10OS-AL OR APPROVED EQUAL. EXISTING FIRE HYDRANT TO REMAIN. 20 INSTALL 4" STORZ ADAPTER AND PLACE DOUBLE SIDED BLUE RAISED PAVEMENT MARKERS AS PER DETAIL WA-100, SHEET C-3.2. EX. 1.5" IRRIGATION WATER METER TO @BE REMOVED, RETURNED TO THE CITY, EX. SERVICE TO BE CAPPED, AND ABANDONED IN PLACE PER CITY OF EDMONDS STANDARDS. SANITARY SEWER SCHEDULE ❑1 TRENCH DRAIN. SLOPE @ 2.0% TO OULET ❑2 6" SDR 35 SEWER WITH PEA TRAP TO WASTE WATER DISCHARGE. SEE MEP PLANS FOR CONTINUATION. ❑3 2 LF 8" SDR 35 SS @ 2.0% MIN. ® NEW SANITARY SEWER CLEANOUT RIM = 377.44 8" = 369.80 (W,E) ❑5 9 LF 8" SDR 35 SS @ 2.0% MIN. © NEW SANITARY SEWER CLEANOUT RIM = 377.28 8" = 369.60 (W,E) ❑7 35 LF 8" SDR 35 SS @ 2.0% MIN. ® NEW SANITARY SEWER SADDLE MANHOLE PER CITY OF EDMONDS STANDARDS. RIM = ±377.00 NEW 8" = ±368.90 (W) EX. 8" IE = ±368.90 (N) EX. 8" IE = ±368.80 (S) ❑9 8" DOMESTIC SEWAGE BUILDING CONNECTION LOCATION. 8" = 369.84 SEE MEP PLANS FOR CONTINUATION. 10 8" X 6" WYE CONNECTION 8" IE = 369.75 6" IE = 369.75 MI 6 LF 6" SDR 35 SS @ 2.0% MIN. 12 NEW SANITARY SEWER CLEANOUT RIM = 377.05 6" = 369.87 (S,N) 13 7 LF 6" SDR 35 SS @ 2.0% MIN. 14 1,500 GALLON GREASE INTERCEPTOR NORTH RIM = 375.75 SOUTH RIM = 375.62 6" INLET = 370.26 (S) 6" OUTLET = 370.01 (N) 15 4 LF 6" SDR 35 SS @ 2.0% MIN. 16 NEW SANITARY SEWER CLEANOUT RIM = 377.52 6" = 370.34 (W,N) 17 5 LF 6" SDR 35 SS @ 2.0% MIN. 18 6" GREASE WASTE CONNECTION LOCATION. 6" = 370.44 SEE MEP PLANS FOR CONTINUATION. SEE SHEET C-3.1 FOR WATER AND SEWER PROFILES APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: CITY ENGINEERING DIVISION NAVIX SITE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 IN, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME WATER A N D SEWER PLAN SHEET NUMBER C-3.0 BLD2021-0116 r� 0 I N N 0 N 0 0 a� w 0 T T 2+60 0+55- � �1+55 212TH STREET SW4ICAT T T IT �T D-WLL SS SD SD SD SD -SS SS SS LL SS SS o SS_ I I (5) 1O'X10' PIED AND O � r) WLL REC. N0. - - - - - - - - - - - - - - - - - - - - - - - - - - - - 9407010224. c) ---OP v FOUND 'XI 1 1 /4' BRASS DISK IN CONCRETE MONUME T DOWN 0.7' CAS . (12/2018) TB 'A' I a • • a as 1+00 _ 2+00 = ---ILL= _ .� 77, - 1 - - - - - 1 RISER 10' STREET SETBACK) f--- 1 0+0071 71 FINISH GRADE (TYP) EXISTING GRADE (TYP) 385 3 4 380 c� 375 370 CD cn cn X w ALIGNMENT PLAN SCALE: 1" = 20' J a J a ~ O W O Of� 04 < FINISH GRADE ( TYP) a �o z_ (' EXISTING GRADE (TYP) z () 385 385 i� y �) 380 L APPROX. TELECOM EX. 30" STORM LOCATION. SEE NOTE o IE = 374.77 5, THIS SHEET. w 0 o_ PR. 8" STORM IE = 375.54 375 EX. 18" SEWER FORCE MAIN CE = 380.25 EX. 8" SEWER MAIN IE = 374.06 0 N N O p r: CL 0 � � r7 r7 co a -0+15 0+00 6-INCH FIRE LINE TO BLDG HORIZ. SCALE: 1"=20' VERT. SCALE: 1 "=5' FINISH GRADE (TYP) EXISTING GRADE- 385 (TyP) TO IRRIGATION SYSTEM TT EX 6" GAS CE = 380.42 0+75 385 ° 15 380 - 380 18 16 1 L APPROX. TELECOM LOCATION. SEE NOTE 1i 5, THIS SHEET. EX. 18" SEWER `c FORCE MAIN 375 _ �' CE = 379.25375 �' < _ a I- EX. 30" STORM u� w IE = 374.77 EX. 8" SEWER MAIN IE = 374.02 370 0In Z (N N CL X O W Of � r` r` (o r` a�MO M M M M co 1+85 2+00 1-INCH IRRIGATION HORIZ. SCALE: 1"=20' VERT. SCALE: 1 "=5' 370 2+75 J c� 0 ``) 12 0 375 0- 0 o_ PR. 8" STORM IE = 375.60 370 LL Lr 385 ID � 10 380 EX 6" GAS � APPROX. TELECOM CE = 380.42 LOCATION. SEE NOTE 5, THIS SHEET. EX. 18" SEWER FORCE MAIN / IE = 375.9t 375 r`L_ EX. 30" STORM IE = 374.79 EX. 8" SEWER MAIN IE = 374.11 Uj � W m W c a co po 0 0 O� r7 r7 r7 ro ro 0+75 1+00 4-INCH DOM LINE TO BLDG HORIZ. SCALE: 1"=20' VERT. SCALE: 1 "=5' EX 6" GAS EX 12" GAS IE: 373.22 IE: 373.07 SEE NOTE 4, THIS SHEET. SEE NOTES 3 AND 4, THIS SHEET. FINISH GRADE (TYP) EX 2" GAS EXISTING GRADE IE: 375.57 (TYP) SEE NOTES 2 AND 4, THIS SHEET. 380 EX 1/2" TCOMM IE: 376.00 IF SEE NOTE 4, THIS SHEET. PR. 6" STORM � IE = 375.10 EX. 30" STORM o IE = 370 46 370 1+75 380 375 0 375 m EX. 18" SEWER FORCE MAIN IE = 371.13 Uw SEE NOTE 4, THIS SHEET. EX 16" GAS f l IE = 370.34 L SEE NOTES 1 AND 4 370 365 CD Z F (/) X W 3 �I - 5 4 fl MIN. 6" VERTICAL SFPARATInN THIS SHEET. 370 MIN. 6" VERTICAL 8 SEPARATION 365 0 Uj (n 0) CL 0 M M r- M 0- 2+85 3+00 8-INCH SEWER TO BLDG HORIZ. SCALE: 1"=20' VERT. SCALE: 1 "=5' 3+75 OP J2 D-WLL CL YYLL D-W d d d RIM 381.20 8" PVC IE 372. 8" PVC IE 371. 8" PVC IE 371. J r NOTES: 1. EXISTING 16" HIGH PRESSURE GAS MAN. CONTRACTOR TO COORDINATE WITH PSE, LOCATE, AND VERIFY DEPTH PRIOR TO CONSTRUCTION ACTIVITIES. CONTRACTOR TO ADJUST PROPOSED WATER SERVICE ELEVATION ACCORDINGLY. CONTRACTOR TO ADD VERTICAL BENDS ON THE PROPOSED WATER SERVICE OR DEFLECT THE PROPOSED WATER SERVICE AS NEEDED TO TO ENSURE A MIN. 12" SEPARATION FROM EXISTING GAS MAIN WHILE MAINTAINING MINIMUM COVER OVER WATER SERVICE PER CITY OF EDMONDS STANDARDS. 2. EXISTING 2" GAS MAN. CONTRACTOR TO COORDINATE WITH PSE, LOCATE, AND VERIFY DEPTH PRIOR TO CONSTRUCTION ACTIVITIES. CONTRACTOR TO ADJUST PROPOSED WATER SERVICE ELEVATION ACCORDINGLY. CONTRACTOR TO ADD VERTICAL BENDS ON THE PROPOSED WATER SERVICE OR DEFLECT THE PROPOSED WATER SERVICE AS NEEDED TO TO ENSURE A MIN. 12" SEPARATION FROM EXISTING GAS MAIN WHILE MAINTAINING MINIMUM COVER OVER WATER SERVICE PER CITY OF EDMONDS STANDARDS. 3. EXISTING 12" HIGH PRESSURE GAS MAN. CONTRACTOR TO COORDINATE WITH PSE, LOCATE, AND VERIFY DEPTH PRIOR TO CONSTRUCTION ACTIVITIES. CONTRACTOR TO ADJUST PROPOSED WATER SERVICE ELEVATION ACCORDINGLY. CONTRACTOR TO ADD VERTICAL BENDS ON THE PROPOSED WATER SERVICE OR DEFLECT THE PROPOSED WATER SERVICE AS NEEDED TO TO ENSURE A MIN. 12" SEPARATION FROM EXISTING GAS MAIN WHILE MAINTAINING MINIMUM COVER OVER WATER SERVICE PER CITY OF EDMONDS STANDARDS. 4. ELEVATION SHOWN IS BASED ON POTHOLING INFORMATION PROVIDED BY GRAHAM CONSTRUCTION & ENGINEERING INC. DATED JUNE 9TH, 2021. 5. APPROX. LOCATION OF TELECOM. CONTRACTOR TO POTHOLE TO FIELD VERIFY TELECOM LOCATION, SIZE, AND DEPTH NORTH OF WATER MAIN CONNECTIONS. IF THRUST BLOCK FOR THE PROPOSED WATER CONNECTIONS WILL BEAR ON DUCT BANK OR IS ABOVE DUCT BANK LEVEL, ALL PIPE BELLS FROM MAIN TO THE PROPERTY WILL NEED TO BE RESTRAINED USING FIELD-LOK GASKETS. CONTRACTOR TO NOTIFY ENGINEER IMMEDIATELY OF ANY DISCREPANCIES. WATER SCHEDULE CONNECT NEW 6" FIRE LINE TO EXISTING 8" WATER MAIN WITH: 1 - 8" x 6" TEE (FL) O 2 - 8" GATE VALVE (FL x MJ) 1 - 6" GATE VALVE (FL x MJ) 1 - 8" DI SPOOL (PE) THRUST BLOCKING Q E 52 LF 6" D.I. FIRE LINE O WALL MOUNTED POST INDICATOR VALVE 6" FIRE LINE ENTRY TO INSIDE DOUBLE O DETECTOR CHECK VALVE ASSEMBLY. SEE MEP PLANS FOR CONTINUATION. SEE DETAIL WA-142A, SHEET C-3.2 FOR INDOOR VERTICAL INSTALLATION. 5 7 LF 6" D.I. FIRE LINE TO REMOTE FDC O SEE MEP PLANS FOR CONTINUATION. 7 SEE MEP PLANS FOR CONTINUATION. 8 7 LF 6" D.I. FIRE LINE O9 REMOTE FDC 10 CONNECT NEW 4" DOMESTIC WATER SERVICE TO EXISTING 8" WATER MAIN. 11 38 LF 4" DOMESTIC WATER SERVICE 3" DOMESTIC WATER METER WITH OLD 12 CASTLE PRECAST VAULT MODEL 577-LA. HATCH SHALL BE ADA COMPLIANT AND HAVE NON-SKID COATING. CONTRACTOR TO COORDINATE WITH SUPPLIER EARLY AS TOP OF VAULT WILL NOT BE OFF THE SHELF. SEE GRADING PLAN FOR ADDITIONAL INFORMATION. 13 9 LF 4" DOMESTIC WATER SERVICE 4" DOMESTIC REDUCED PRESSURE 14 BACKFLOW ASSEMBLY INSIDE RISER ROOM. DOMESTIC SERVICE UPSIZES TO 5" INTERNAL TO THE BUILDING. SEE MEP PLANS FOR CONTINUATION. 15 CONNECT NEW 1" IRRIGATION WATER SERVICE TO EXISTING 8" WATER MAIN. 16 37 LF 1" IRRIGATION WATER SERVICE 17 NEW. 1" IRRIGATION WATER METER. METER BOX SHALL BE ARMOCAST MODEL A6001640, OR APPROVED EQUAL. 18 17 LF 1" IRRIGATION WATER SERVICE 1" IRRIGATION REDUCED PRESSURE 19 BACKFLOW ASSEMBLY TO IRRIGATION POINT OF CONNECTION. 1" IRRIGATION RPBA TO BE INSTALLED IN AN ABOVE GRADE HOTBOX, SAFE-T-COVER MODEL 10OS-AL OR APPROVED EQUAL. EXISTING FIRE HYDRANT TO REMAIN. 20 INSTALL 4" STORZ ADAPTER AND PLACE DOUBLE SIDED BLUE RAISED PAVEMENT MARKERS AS PER DETAIL WA-100, SHEET C-3.2. EX. 1.5" IRRIGATION WATER METER TO 21 BE REMOVED, RETURNED TO THE CITY, EX. SERVICE TO BE CAPPED, AND ABANDONED IN PLACE PER CITY OF EDMONDS STANDARDS. SANITARY SEWER SCHEDULE ❑1 TRENCH DRAIN. SLOPE @ 2.0% TO OULET ❑2 6" SDR 35 SEWER WITH PEA TRAP TO WASTE WATER DISCHARGE. SEE MEP PLANS FOR CONTINUATION. ❑3 2 LF 8" SDR 35 SS @ 2.0% MIN. ® NEW SANITARY SEWER CLEANOUT RIM = 377.44 8" = 369.80 (W,E) 0 9 LF 8" SDR 35 SS @ 2.0% MIN. © NEW SANITARY SEWER CLEANOUT RIM = 377.28 8" = 369.60 (W,E) 07 35 LF 8" SDR 35 SS @ 2.0% MIN. ® NEW SANITARY SEWER SADDLE MANHOLE PER CITY OF EDMONDS STANDARDS. RIM = ±377.00 NEW 8" = ±368.90 (W) EX. 8" IE = ±368.90 (N) EX. 8" IE = ±368.80 (S) ❑9 8" DOMESTIC SEWAGE BUILDING CONNECTION LOCATION. 8" = 369.84 SEE MEP PLANS FOR CONTINUATION. 10 8" X 6" WYE CONNECTION 8" IE = 369.75 6" IE = 369.75 11 6 LF 6" SDR 35 SS @ 2.0% MIN. 12 NEW SANITARY SEWER CLEANOUT RIM = 377.05 6" = 369.87 (S,N) 13 7 LF 6" SDR 35 SS @ 2.0% MIN. 14 1,500 GALLON GREASE INTERCEPTOR NORTH RIM = 375.75 SOUTH RIM = 375.62 6" INLET = 370.26 (S) 6" OUTLET = 370.01 (N) 15 4 LF 6" SDR 35 SS @ 2.0% MIN. 16 NEW SANITARY SEWER CLEANOUT RIM = 377.52 6" = 370.34 (W,N) 17 5 LF 6" SDR 35 SS @ 2.0% MIN. 18 6" GREASE WASTE CONNECTION LOCATION. 6" = 370.44 SEE MEP PLANS FOR CONTINUATION. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: CITY ENGINEERING DIVISION N"IX SITE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72 N D AVE W EDMONDS, WA 98026 STAMP Djje: Z .02.10 -09:26:24- '00 ,6 oy 41872 bI STER�� �SSIONAL REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 114, SEC 29, T 27 N, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME WATER A N D SEWER PROFILES SHEET NUMBER C-3.1 BLD2021-0116 MOUNT HYDRANT PLUMB PROVIDE 3' MINIMUMPROPERTY MATERIAL LIST CLEARANCE AROUND HYDRANT O (ALL SIZES ARE SAME AS METER UNLESS OTHERWISE LISTED) PAVED AREAS GRADE TO DRAIN R.O.W. 4" STORZ ADAPTER FINISHED GRADE O1 1-MECHANICAL LONG BODY CPLG 3" FROM TOP OF VAULT TO FINISHED GRADE IN PLANTER OR UNPAVED AREAS _ DOUBLE SIDED BLUE ROAD 2-4%3" REDUCER, MJ & 3' SPOOL FOR 3" LW HATCH WITH GAS TIGHT SEAL 1/2" EXPANSION RAISED PAVEMENT I O SERVICE ONLY (SEE NOTE 5 ON WA-132B) JOINT MATERIAL _ 18" MIN-24" MAX MARKERS ABOVE FINISHED I _ I O 1-TEE, MJxFL 4" MIN-6" MAX GRADE ALIGN VALVE BOX EARS I o� METER SUPPLIEDNAVIX,� 3' x 3' x 3.5" + PARALLEL WITH THE I 1 BY CITY O I I O4 1-GATE VALVE, FLxMJ (W/VALVE BOX & COVER)\��\` ` 17 THICK CONCRETE - - FINISH GRADE WATER LINE IT SERVES 144" PAD AROUND I I - - - - I 1 O5 3-DI PIPE, PE, LENGTH TO FIT HYDRANT FL x MJ 6" R.W. CAST IRON ADJUSTABLE BALL VALVE _ _ _ _ _ °' SITE I CIVIL 1 CY 1-1/2" WASHED GATE VALVE VALVE BOX TEE WITH i I G II i H O6 2-90' BEND, MJ 0 ROCK. 1' MIN ABOVE RESTRAINED JOINTS FLANGED FLANGED N I �I DRAIN HOLES AND MEGA -LUG OR CO NECTION CONNECTION I I - 1 I O7 2-DI PIPE, PExFL LENGTH TO FIT AROUND HYDRANT TO o o EQUAL FROM FOR HYDRANT \ I p 15 D 13 11235 s.e. 6th street I suite 150 BOTTOM OF DITCH LINE. HYDRANT TO VALVE VALVE I I K\ E // I I O 1-EPDXY COATED SERVICE SADDLE, FORD FC202 bellevue, wa 98004 OW COVER TOP AND SIDES (NP) (TAP POINTED UP AT 12-O'CLOCK) OR FLOW WITH MIRAFI 160N OR THRUST BLOCK 4S. I �� /� I EQUAL, 1-CORP STOP, MIPT, FORD o ,� I I FB500-7 OR APPROVED EQUAL t: 425.453.9501 1 f: 425-453-8208 APPROVED EQUAL. /� � - - � A ,\ 1 1 I I 10 24" www.navixeng.com LC -�` - -� K Og 2-RW GATE VALVES, FL WITH HAND WHEEL (SEE 10 MIL PLASTIC B SENSUS OMNI C2 METER W/INTERNAL STRAINER, 18 NOTE 6 18 / /�/ BETWEEN BLOCK � DIRECTION � _ _ _� 10 ON WA-1326 � CLIENT/OWNER UNDISTURBED EARTH ��\�\ &TEE OF FLOW - W/ELECTRONIC RESOLUTION (100'S OF CUBIC _ FEET FOR 3" METER, 500 CUBIC FEET FOR - 12"x12"x4" CONC. BILK. 12"x12"x4" I 2" MIN 4-6" METER) CONC BILK CLEARANCE MAIN ANTHOLOGY F DRAIN (6" MIN DIA) WITH WIRE MESH RODENT SCREEN, HYDRANT CONNECTION PIPE TO a BETWEEN 1 1 1-DI ADAPTER FL.xPE, LENGTH TO FIT SLOPE TO DAYLIGHT OR STORM DRAINAGE SYSTEM BE DUCTILE IRON CLASS 52. ° BLOCKING SENIOR LIVING ANY INTERMEDIATE JOINTS TO BE AND 2-FLANGED COUPLING ADAPTER, EQUAL TO ELEVATION VIEW RESTRAINED a a. BOLTS 12 ROMAC FCG MATERIAL LIST: O MEGA -LUG MID -SPAN RESTRAINT AND THRUST 13 13 8" (SEE NOTE 5 °. a THRUST AO ALL 1" SERVICES TO BE TYPE "K" SOFT COPPER TUBING 13 BLOCK & VAULT SEAL. SEE COE STD DTL ON WA-132B) 9 20 7 PROJECT NAME ° ° BLOCK WA-111 2 12 1 BO 1" BALL CORP. STOP WITH CC THREAD INLET AND COPPER (CTS) GRIP OUTLET (FORD OR MUELLER) 3 NOTES: CO DUAL PURPOSE UNION O PRECAST CONCRETE VAULT BY UTILITY VAULT CO FLOW 1. HYDRANTS AND ALL MATERIALS TO BE IN ACCORDANCE WITH CITY OF EDMONDS APPROVED MATERIAL MODIFICATIONS D MIPT X CTS GRIP BALL VALVE CURB STOP EQUAL TO FORD 684-444Q FOR 1 " 14 (SEE TABLE FOR MODEL #) W/TWO DIAMOND o a LISTINGS. O PLATE DOORS RATED FOR HS-30 LOADING ® O WHEN SE PUN UNNG IONS NS OUSTING SERVICES: 1 " METER HORIZONTAL EN HORIZONTAL OUTLET EWITH ANGLE BALL QUAL UA VALVE TO FORD HIGH WITH UAL 44 1-FORD MIPT BALL CORP WITH THREADED 407 o 10 11 18" , ANTHOLOGY 2. CONSTRUCT 3' X 3' X 3.5" THICK CONCRETE PAD AROUND HYDRANT PIPE. HYDRANTS SET IN CONCRETE REQUIRES AN Q 15 END CAP SIZED TO FIT OMNI C2 TESTPORT 16 EXPANSION STRIP AROUND HYDRANT BARREL. IN ADDITION, THE INSTALLATION OF THE HYDRANT ON PRIVATE PROPERTY WHEN PLACING NEW SERVICES: USE SAME AS ABOVE AND ADD A SINGLE CHECK, EQUAL TO FORD VBH74-15W-11-44 SEE TABLE** 4 � PRIVATE SHALL EQUAL OR EXCEED STANDARDS SET FORTH FOR THE INSTALLATION OF PUBLIC FIRE HYDRANTS IN THE CITY OF SEE NOTE EDMONDS. OF 1" CC TAP SERVICE SADDLE EQUAL TO ROMAC 101S 9 2> ON WA-132� 12 PLUMBING OF EDMONDS OG IN UNPAVED AREAS: CARSON 1324 MSBCF WITH DUCTILE IRON COVER AND CAST IRON READER DOOR; 16 1-OS & Y GATE VALVE, FL WITH HAND WHEEL f HATCH CLEAR 8 3. ALL HYDRANTS SHALL HAVE A 6" MECHANICAL JOINT (MJ) BASE. TRAFFIC MODEL PROVIDED WITH (2) 2-1/2" HOSE IN PAVED AREAS: ARMOR CAST A6001946PCX12 BOX W/ A600196969 RCI LID 19 OPENING w NOZZLES AND (1) 4-1/2" NATIONAL STANDARD THREAD (NST) PUMPER NOZZLE WITH 4" STORZ QUICK COUPLING TR/PL SENSOR (TO MOUNT IN VAULT z 14 OH FOR VACANT LOT (FUTURE USE) LOCATION MARKED WITH PAINTED 2" X 4" STAKE WITH "WATER" STENCILED ON IT 17 ACCESS DOOR) 5 ±3" 0 ADAPTER. � w of 5 OI 14 GA. VINYL COATED WIRE TRACER TAPED TO PLASTIC PIPE EVERY 10' TO BE GROUNDED AT METER AND HOUSE Q NAVIX PROJECT NUMBER: 50-616-001 ( ) 18 2-ADJUSTABLE STANCHION BOLTED TO FLOOR = z 4. PUMPER PORT SHALL FACE THE STREET OR ROADWAY FOR FIRE ENGINE ACCESS. 2' MIN 2' MIN Li OJ SCHEDULE 40 3/4" OR 1" PLUG, REMOVE WHEN CONNECTION IS MADE TO CUSTOMER LINE WITH COMPRESSION FITTING LANE INTERNATIONAL POLYPROPYLENE LADDER c) 5. THREE FOOT MINIMUM LEVEL CLEARANCE SHALL BE MAINTAINED AROUND HYDRANT WHEN PLACING LANDSCAPING. 19 PROJECT ADDRESS OK WATER SERVICE TO HOUSE, INSTALLED BY OWNER/CONTRACTOR (PER PLUMBING CODE) WITH PULL UP HANDRAIL. CONTRACTOR TO 6. FIRE HYDRANTS SHALL BE PAINTED SAFETY YELLOW BRAND: KELLY MOORE (1700-63 SUNBURST YELLOW) OR APPROVED OL PROPERTY OWNER RESPONSIBLE FOR PURCHASING 3/4" OR 1" METER THROUGH THE CITY AT DEVELOPMENT SERVICES INSTALL PER MANUFACTURER RECOMMENDATIONS 5 13 2 AND COORDINATE LOCATION WITH ENGINEER. (� EQUAL. DEPARTMENT; CITY WILL SUPPLY AND INSTALL METER AFTER PURCHASE; IF USING 3/4" METER, CONTRACTOR WILL 6 PROVIDE REDUCERS 20 1-TEE, FL 7. RAISED PAVEMENT MARKER TO BE PLACED 4" FROM PAVEMENT C/L OR PAINTED LINE ON HYDRANT SIDE OF ROAD. OM BACK SIDE OF METER BOX SHALL BE SET AT THE PROPERTY LINE UNLESS APPROVED BY THE CITY ENGINEER. PLAN VIEW 21200 72ND AVE W 8. FIRE HYDRANT LOCATION SHALL BE SHOWN ON THE PLANS AT A LOCATION APPROVED BY THE CITY ENGINEER. METER BOXES SHALL NOT BE SET IN DRIVEWAY AREAS UNLESS TRAFFIC RATED BOX IS APPROVED BY CITY ENGINEER. EDMONDS, WA 98026 REVISION DATE REVISION DATE REVISION DATE JANUARY 2018 1 �� WATER SERVICE JANUARY 2021 3 �� , 4 �� & 6 �� JANUARY 2021 CITY OF EDMONDS FIRE HYDRANT ASSEMBLY CITY OF EDMONDS (FOR 3/4" & CITY OF EDMONDS WATER SERVICE PUBLIC WORKS STANDARD PUBLIC WORKS 199 METERS) STANDARD PUBLIC WORKS & METER STANDARD STAMP DEPARTMENT DETAIL DEPARTMENT DETAIL DEPARTMENT DETAIL APPROVED BY: R. ENGLISH WA-1 00 es t IB9cj APPROVED BY: R. ENGLISH WA-1 30 es t 10c� APPROVED BY: R. ENGLISH WA-1 32A Z,I ZABET OF WASFJI4,� 4" HOSE CONNECTION W STORZ FITTING ti r' enelle a€4+ �i ita11 BLIND FLANGE OR (AS REQ'D BY FIRE DEPT) SMALLER SIZE PIPE REFER TO CHART D z BLIND FLANGE -\ A C C b B ' 0 0210 '00 CHECK VALVE _ " o� 41872 " , i, f iii ii f iii iii i,, i iii �� 'F~6 P) BLIND o�h''6ONALE�C'��� 18 MIN 18" MAX �� FLANGE PLUG NOTES: CONNECTION PIV PRE -ASSEMBLED, DOH STATE 18" MIN ,� .,A AS REQUIRED APPROVED DOUBLE CHECK 1 MEGA LUG MID SPAN DETECTOR VALVE ASSEMBLY RESTRAINT AND THRUST MA 1. ALL MATERIALS, INCLUDING METER SHALL BE FURNISHED BY THE CONTRACTOR. A BY FIRE ' IRSHAL FLxFL TEE 1 BLOCK AND VAULT SEAL M 2. ALL PIPE & FITTINGS 3" & LARGER SHALL BE CEMENT LINED D.I.P. CL 52. 1 I SEE COE STD DTL WA-111 CAPPED CROSS CROSS TEE W/ PLUG FLOW U ) REVISIONS 3. TEE WITH (3) GATE VALVES IS REQUIRED AT DISTRIBUTION MAIN. 1 m b B I b C 4. VAULTS SHALL NOT BE INSTALLED IN AREAS SUBJECT TO VEHICULAR TRAFFIC. ALL 1 , I EXTEND I b REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 A LADDER OUT I FLANGED 5. VAULT COVER SHALL INCLUDE TWO LOCKING ALUMINUM LW TYPE HATCH DOORS (PART NO. PENETRATIONS , Z D AS REQUIRED COUPLING HHD-1 D (36"x72") DOORS SHALL HAVE SLIP RESISTANT TREATMENT. DOORS SHALL BE CAST IN SHALL BE CORE ' I FOR EASY i , ADAPTER B 2 DESIGN REVIEW RESUBMITTAL 05.16.19 COVER WITH 8" SPECIAL OFFSET FROM VAULT WALL, AS SHOWN. COVER TO READ "WATER". DRILLED L00 ACCESS J , 3 DESIGN REVIEW RESUBMITTAL 06.26.19 i 4 CIVIL PERMIT 07.09.19 6. PROVIDE 24" CLEARANCE BETWEEN VAULT FLOOR & BOTTOM OF COMPOUND METER. WHERE ELEVATION OF VAULT FLOOR IS TOO LOW TO DRAIN TO DAYLIGHT OR TO STORM SYSTEM, THIS 5 PERMIT RESUBMITTAL 10.07.19 CLEARANCE CAN BE REDUCED TO A MINIMUM OF 12". SUBSTITUTION OF A SHORTER VAULT TO SENSUS SR2 W/TRPL REMOTE READ LANE INTERNATIONAL POLYPROPYLENE TEE CAP 90' BEND 6 PERMIT RESUBMITTAL 03.02.20 ALLOW FLOOR TO DRAIN BY GRAVITY SHALL BE SUBJECT TO APPROVAL OF THE CITY ENGINEER. THE TRPL SHALL BE INSTALLED ON LADDER WITH PULL UP HANDRAIL SUBSTITUTE VAULTS ARE AS FOLLOWS: HATCH CLOSE TO HINGE CONTRACTOR TO INSTALL PER b d d 7 PERMIT RESUBMITTAL 03.20.20 MANUFACTURER RECOMMENDATIONS ANL � 3" 575-LA WITH 57TL-2-332P COVER (WITH SPECIAL OFFSET+LW ALUMINUM HATCH). - p D 4" 675-WA WITH 675-TW-2-332P COVER (WITH SPECIAL OFFSET+LW ALUMINUM HATCH). DOUBLE LEAF LID (MODEL-L.W. COORDINATE LOCATION WITH ENS'"'Frn C 8 DESIGN REVIEW RESUBMITTAL 01.22.21 HATCH) OPENING TO BE LOCATED 9 DESIGN REVIEW RESUBMITTAL 05.14.21 0 7. PROVIDE 2-1/4" DIAMETER OPENING IN ALUMINUM DOOR FOR TR/PL SENSOR. WITHIN 18" OF INSIDE VAULT WALL NO HIGHER FOR EASIER LADDER ACCESS THAN 5' TO 10 PERMIT RESUBMITTAL 06.29.21 8. ALL FITTINGS OUTSIDE VAULT SHALL INCLUDE THRUST BLOCKING AND JOINT RESTRAINT DEVICES NOTES: EXTERIOR PLAN VIEW CENTER OF 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 cv (MEGALUGS OR APPROVED EQUAL). 2 SHUT c� w� OFF VALVE12 CIVIL PERMIT RESUBMITTAL 01.07.22 9. PIPE, FITTINGS, AND VALVES OUTSIDE VAULT SHALL BE 4" FOR 3" SERVICE INSTALLATIONS. 1. ACCESSES BY L.W. HATCH: TYPE U" (HD-10 PEDESTRIAN LOAD; H-30 45' BEND 22-1 /2' BEND 11-1/4* BEND CN TRAFFIC LOAD) WITH SIDE OUTLET GUTTER DRAIN. 0 13 CIVIL PERMIT RESUBMITTAL 02.08.22 cd 0 10. A MINIMUM 2 FEET OF LEVEL UNOBSTRUCTED AREA IS REQUIRED AROUND HATCHES. 2. DCDA MUST BE TESTED BY A CERTIFIED BACKFLOW ASSEMBLY TESTER. NOTES: 3. ALL TEST COCKS MUST BE PROVIDED WITH PCV PLUGS. 11, PROPERTY OWNER RESPONSIBLE FOR PURCHASING METER THROUGH THE CITY DEVELOPMENT 4. A CITY APPROVED VALVE IS REQUIRED BETWEEN THE SUPPLY MAIN AND THE 1. BEARING AREA OF CONCRETE THRUST BASED ON 200 PSI O SERVICES DEPARTMENT. VAULT. PRESSURE AND SAFE SOIL. BEARING LOAD OF 2,000 POUNDS 5. SEE COE STD DTLS WA-183 AND WA-184 FOR DCDA LOCATION AND PER SQUARE FOOT. 0 CONNECTION REQUIREMENTS. 6. ASSEMBLY MUST BE TESTED AFTER INSTALLATION AND YEARLY THEREAFTER 2. AREAS MUST BE ADJUSTED FOR OTHER PIPE SIZES, MAIN CORP * BY A WASHINGTON STATE CERTIFIED DCDA ASSEMBLY TESTER. REPORT MUST PRESSURES, AND SOIL CONDITIONS. METER SIZE STOP FOR MIN. CLEARANCES VAULT VAULT COVER M.I.P.T. BE SENT TO THE CITY OF EDMONDS WATER DIVISION. CD SIZE*** OUT OF BYPASS FLUSH MODEL (W/SPECIAL BALL 7. SEE COE STD DTL WA-142B FOR PROFILE VEIW. � VAULT PORT SIZE A B C D OFFSET) HRUST BLOCK TABLE 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A CORP**** MINIMUM OF 1/4 SQUARE FOOT BEARING AGAINST THE SECTION, TOWNSHIP, RANGE: 3" 4"D.I. 4" D.I. 2" 10" 16" 2' 8" 6" 577-LA 57TL-2-332P FB500-4 VAULT SIZES 6" MINIMUM MIN BEARING AREA AGAINST UNDISTURBED SOIL FITTING. C-)4" 4"D.I. 4" D.I. 2" 12" 16" 2'-8FROM THE FLOOR " 6" 676-WA 676-TW-2-332P FB500-6 MIN DIST NW 1/4, NW 1/4, SEC 29, T 27 N, RANGE o APPROXIMATE EQUIPMENT MINIMUM INSIDE VAULT DIMENSIONS SQUARE FEET 4. THRUST BLOCK SHALL BEAR AGAINST FITTINGS AND 4 EAST, W.M. j 6" 6"D.I. 6" D.I. 2" 12" 16" 3'-2" 6" 4484-LA 4484-TL2-332P FB500-6 METER SIZE DIMENSIONS (EXCLUDES SIAMESE CONNECTION) ' ; (IN FEET) UNDISTURBED SOIL. FITTING SHALL BE WRAPPED IN co AND TYPE ' POLYETHYLENE FILM BEFORE PLACING CONCRETE. * COVER MODIFIED PER NOTE 5 A B C D LENGTH WIDTH HEIGHT PIPE SIZE A B C D E b d ** MIPT CORP PER KEYED NOTE 15 4" 3 1 1 1 1 1 0.5 5. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO PROJECT TEAM 4" x 3/4* 2'-9" 1'-1" 0'-6" 4'-3" 10'-0" 5'-O" 6'-6" *** VALVE, PIPE & FITTINGS INSIDE VAULT SHALL MATCH METER SIZE SENSUS SR2 WITH ECR/WP REMOTE 6" 4 4 2 1 1 1 0.5 WITHSTAND FULL TEST PRESSURE AS WELL AS TO READ THE ECR/WP SHALL BE CONTINUOUSLY WITHSTAND OPERATIONAL PRESSURE UNDER REVIEWED BY: J. TAFLIN % 6" x 3/4" 3'-9" V-2" 0'-8" 5'-6" 11'-0" 6'-O" 6'-6" INSTALLED ON AN OUTSIDE WALL 8" 7 6 4 2 1 1.3 0.7 ALL CONDITIONS OF SERVICE. DESIGNED BY: J. GREEN " FOR EASY METER READING 10" 11 10 6 3 2 1.6 0.9 >_ 8 x 3/4 4'-5" 1 -4 0'-9" 6 -4 12'-on6 -0 6'-6" INDOOR 6. BLOCKING MAY BE REDUCED WITH USE OF RESTRAINED JOINTS J VERTICAL INSTALLATION 12" 16 14 9 5 3 1.9 1.1 ADJACENT TO FITTINGS. 10" x 1" 6'-0" 1'-8" 0'-11 8'-6" 14'-6" 7'-O" 6'-6" SHEET NAME 0 16" 29 25 16 8 4 2.6 1.4 7. CONCRETE SHALL NOT COVER FITTING BOLT AND NUTS. C/) APPROVED FOR CONSTRUCTION �� �� �� REVISION DATE �, REVISION DATE � REVISION DATE CITY OF EDMONDS 3 4 & 6 FEBRUARY 2018 COMMERCIAL MULTI -FAMILY APRIL 2018 CONCRETE THRUST JANUARY 2018 CITY OF EDMONDS WATER SERVICE CITY OF EDMONDS DOUBLE CHECK CITY OF EDMONDS BLOCKING WATER AND o TF7 PUBLIC WORKS & METER NOTES STANDARD T PUBLIC WORKS DETECTOR ASSEMBLY (PLAN) STANDARD T PUBLIC WORKS STANDARD E DEPARTMENT DEPARTMENT DEPARTMENT DATE: SEWER DETAILS w \ DETAIL DETAIL DETAIL APPROVED BY: R. ENGLISH WA- B ''s f . �gg� APPROVED BY: R. ENGLISH WA- Fs t 1g9� APPROVED BY: R. ENGLISH WA-150 BY: SHEET NUMBER CITY ENGINEERING DIVISION C-3.2 BLD2021-0116 SEE COE STD DTL GU-410 Q1 w O BEDDING MATERIAL (1-1/4" MINUS) 6" MIN Lx SURFACE BASE COURSE //CRUSHED / ,� (SEE NOTE 2 BELOW) / w 6" MIN // // // // // // FOUNDATION (IF REQUIRED) / // / .. .. .. .. .. .. .. .. .. .. .. .. SEE NOTE 4 8" MIN ---I 8" MIN E NOTE NOTES: 1. MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE • 18" OR LESS FOR 6" AND SMALLER DIAMETER PIPE • 24" FOR 8" DIAMETER PIPE • 36" FOR 12" DIAMETER PIPE • 0. D. PLUS 18" FOR PIPE LARGER THAN 12" NOMINAL DIAMETER 2. REFER TO DIVISION 9 OF WSDOT STANDARD SPECIFICATIONS FOR MATERIAL GRADATION AND ADDITIONAL INFORMATION. 3. TRENCH BACKFILL SHALL MEET A MINIMUM COMPACTION OF 95% DENSITY PER ASTM D 1557. 4. IF UNSTABLE MATERIAL IS ENCOUNTERED BELOW PIPE ZONE, CONTRACTOR SHALL REMOVE AND REPLACE AS REQUIRED BY CITY ENGINEER. 10- 0 I N N O N c 0 C) a) 0 Q U w co 0 N J 0 a� REVISION DATE CITY OF EDMONDS APRIL 2021 TYPICAL TRENCH SECTION PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH G U - 400 TEST COCKS W/ PVC PLUGS (4 REQ'D) RESILIENT SEATED SHUTOFF VALVES (2 REQ'D) 1U,0/��U. MIN 12" CLEARANCES AROUND ADEQUATE GRAVITY DRAINAGE BACKFLOW PREVENTER - 12" MIN SYSTEM REQUIRED ALL SIDES, TOP AND BOTTOM 5' MAX W/ APPROVED AIR GAP GROUND/FLOOR NOTES: SIDE VIEW 1. APPROVED REDUCED PRESSURE BACKFLOW ASSEMBLY TO LAY HORIZONTAL ONLY. 2. DESIGNED FOR BACK SIPHONAGE AND BACK PRESSURE. 3. THOROUGHLY FLUSH LINES PRIOR TO INSTALLATION OF BACKFLOW PREVENTER. 4. DO NOT INSTALL IN AN AREA SUBJECT TO FLOODING. 5. MUST BE ACCESSIBLE. 6. MUST BE PROTECTED FROM FREEZING CONDITIONS. 7. THE BACKFLOW ASSEMBLY SHALL BE A STATE APPROVED MODEL. 8. A PLUMBING PERMIT IS REQUIRED - PLEASE CONTACT DEVELOPMENT SERVICES DEPARTMENT. 9. MUST BE TESTED AFTER INSTALLATION AND YEARLY THEREAFTER BY WASHINGTON STATE CERTIFIED BACKFLOW ASSEMBLY TESTER. TEST RESULTS MUST BE SENT TO THE CITY OF EDMONDS WATER DIVISION. (ABOVE GROUND INSTALLATION ONLY) REVISION DATE CITY OF EDMONDS REDUCED PRESSURE JANUARY 2018 BACKFLOW ASSEMBLY 2" PUBLIC WORKS AND SMALLER (RPBA) STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH WA-1 60A 2"-6" CONCRETE RISERS USING NON -SHRINK GROUT, PROVIDE SMOOTH FINISH INSIDE AND OUT 2 HANDHOLDS SEE COE STD DTL GU-423 MH FRAME AND COVER PER COE STD DTL GU-420 10" MIN TO 24' MAX 28" MAX POLYPROPYLENE SAFETY STEP/LADDER 12" OC d e NOTES: 1.SADDLE MANHOLE MAY ONLY BE USED WHEN PLACING A NEW MANHOLE OVER ° AN EXISTING MAIN. SIZE, LOCATION, AND ANGLE MUST BE AS REQUIRED BY PLANS. ^ a 2. OPENINGS IN PRECAST UNITS ARE TO BE 4" MINIMUM TO 8" MAXIMUM LARGER THAN THE OUTSIDE DIAMETER OF THE ° EXISTING AND PROPOSED PIPES. 3. CONSTRUCT BENCH AND INVERT TO ALLOW SMOOTH TRANSITION OF FLOW. a 48" '� a REMOVE TOP OF PIPE INSIDE MH TO CHANNEL ° SLOPE 0.5 IN/FT (TYP) GROUT a V d 4 a. a CONSTRUCT CHANNEL AND SHELF TO PIPE THE CROWN OF THE PIPE ~INSIDE DIA REINFORCING STEEL (FOR PRECAST BASE WITH INTEGRAL RISER) MORTAR 0.15 SO IN/FT IN EACH DIRECTION a FILLET FOR 48" . s SEPARATE CAST IN PLACE BASE OR SEPARATE PRECAST BASE REINFORCING STEEL (FOR SEPARATE 6" BASE ONLY) 0.23 SO IN/FT IN EACH DIRECTION FOR 48" DIA `Sf. 10- 4" 8SADDLE MH CITY OF EDMONDS FOR 24" AND SMALLER PUBLIC WORKS PIPE DEPARTMENT w z J oOf af w o a_ IF RPDA, USE SENSUS SR2 METER W/ TRPL REMOTE READ. TRPL SHALL BE INSTALLED ON SIDE OF HOT z BOX WITH EASY ACCESS FOR METER READING. UNION 3" MIN I� 3/8"x4" ANCHOR BOLTS (PER MANUFACTURER) CONCRETE SLAB z (2000 PSI MIN) N 4" MIN APPROVED BY: R. ENGLISH REVISION DATE OCTOBER 2021 STANDARD D ETAI L GU-422 ENCLOSURE "HOT BOX" OR EQUAL REDUCED PRESSURE BACKFLOW ASSEMBLY (RPBA) 120 VOLT ELECTRICAL OUTLET FOR HEAT TAPE. INSTALL HEAT TAPE FOR FREEZE PROTECTION. IF RPDA, USE ---r3" MIN SENSUS SR2 120 VOLT METER W/ TRPL ELECTRICAL REMOTE READ OUTLET FOR HEAT UNION CENTER BACKFLOW TAPE. INSTALL PREVENTER IN HEAT TAPE FOR ENCLOSURE �} FREEZE + PROTECTION. 3" MIN z DRAIN SEE NOTE 6 N r2" FINISHED + GRADE 6" MIN PVC PVC SLEEVE 6x6 FREE DRAINING GRAVEL SLEEVE (TYP) W2.9xW2.9 WWF (TYP) (WELDED WIRE TYPE K COPPER SUPPORTS FABRIC) OR APPROVED z m TYPE K COPPER EQUAL (SIZE AS REQ) (TYP) OR APPROVED � EQUAL (SIZE AS REQ) CONNECT TO WATER (TYP) METER IMMEDIATELY ADJACENT TO RPBA FLOW TO OWNERS ELECTRICAL PANEL DIRECT BURIAL OR IN RIGID CONDUIT PER ELECTRICAL PERMIT REQUIREMENTS NOTES: SIDE VIEW FRONT VIEW (METER SIDE) 1. PROVIDE CITY APPROVED SUPPORT FOR DEVICES LARGER THAN 1" DIAMETER. 2. OWNER SHALL FURNISH, INSTALL AND MAINTAIN THE RPBA OR RPDA AND ALL PIPING AND APPURTENANCES SHOWN ON THIS PLAN. 3. MUST BE TESTED AFTER INSTALLATION AND YEARLY BY A WASHINGTON STATE CERTIFIED BACKFLOW ASSEMBLY TESTER. TEST RESULTS MUST BE SENT TO THE CITY OF EDMONDS WATER DIVISION. 4. REDUCED PRESSURE BACKFLOW ASSEMBLIES SHALL BE STATE APPROVED DEVICES. 5. ANNUAL TESTING OF RPBA AND RPDA REQUIRED BY OWNER. TEST RESULTS SHALL BE SENT TO THE CITY OF EDMONDS PUBLIC WORKS. 6. DRAIN SHALL BE SIZED IN ACCORDANCE WITH AWWA CROSS CONNECTION CONTROL FIGURE 6-8 (SEE COE STD DTL WA- 160C). 7. ENCLOSURES SHALL BE LOCATED ON PRIVATE PROPERTY. 8. SLEEVE SHALL BE ONE NOMINAL SIZE DIAMETER LARGER THAN PIPE BEING SLEEVED. `St 18y` REVISION DATE HOT BOX ASSEMBLY FOR JANUARY 2018 CITY OF EDMONDS REDUCED PRESSURE BACKFLOW PUBLIC WORKS ASSEMBLY (RPBA AND RPDA) STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH WA-1 60B z 0 0 w m 4-1/4" 1 1/8" MIN RIGHT) /~� 2" SQUARE OPERATING NUT JESS 2-1/4" INSIDE MEASUREMENT 2-1/4" DEPTH VALVE NUT EXTENSION EXTENSIONS ARE REQUIRED WHEN THE VALVE NUT IS MORE THAN THREE (3) FEET BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A MINIMUM OF ONE (1) FOOT LONG. ONLY ONE EXTENSION TO BE USED PER VALVE. NOTES: 1. ALL EXTENSIONS ARE TO BE MADE OF STEEL, SIZED AS NOTED, AND HOT DIPPED GALVANIZED. 2. INSTALL EXTENSIONS PERPENDICULAR TO THE WATER LINE VERTICAL ALIGNMENT. REVISION DATE CITY OF EDMONDS JANUARY 2018 VALVE NUT EXTENSION PUBLIC WORKS STANDARD DEPARTMENT DETAIL APPROVED BY: R. ENGLISH WA-1 85 CONCRETE THRUST BLOCK PER COE STD DTL WA-150 MJxMJ ADAPTER MJ GV COUPLING MAIN FLxMJ GV MJxFL TEE MJ GV 3> I CONC BRICK SUPPORT MAI N 3' MIN (TYP) 2 SERVICE TAP PER COE STD DTL WA-131 4" DIP FIRE LINE CCC /+/1C CTI'1 MJxMJ DI LONG BODY COUPLING WATER MAIN 940 STYLE CAST IRON VALVE BOX AND rvTrticiom fTvpl CONC BRICK SUPPORT NUMBER OF BRICKS REQUIRED DEPENDS ON AMOUNT OF OVER EXCAVATION /TVD\ NOTES: 1. BACKFILL SHALL BE PER COE STD DTL GU-400. 2. ALL FITTINGS AND PIPE JOINTS MUST BE MECHANICALLY RESTRAINED. CITY OF EDMONDS PUBLIC WORKS DEPARTMENT FIRE LINE AND 2" DOMESTIC SERVICE CONNECTIONS APPROVED BY: R. ENGLISH REVISION DATE JANUARY 2018 STANDARD DETAIL WA-180 APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: CITY ENGINEERING DIVISION N"IX SITE CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 N, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME WATER A N D SEWER DETAILS SHEET NUMBER C-3.3 BLD2021-0116 w Z J RESIDENCE CL 0 CLEANOUT CL WITH 45' BEND AND 2' CAP CLEANOUT (MAX) (TYP) NOT TO EXCEED 100' BETWEEN CLEANOUTS CLEANOUT (WYE WITH CAP AND CLEANOUT COVER) AND CONCRETE LEVELING COLLAR 2" t FINISHED GRADE WATER TIGHT CAP 45' RISER / 45' 4" OR 6" SIDE SEWER GENERAL CLEANOUT DETAIL Z Q M w LEVELING COLLAR SEE NOTE 4 12" PVC SLEEVE- z w 0 0 X w 3 Q � ER CL 0 6" RISER 6" WYE AND 45' BEND 12" LOCKING COVER SEE NOTE 3 END OF PIPER GRIPPER PLUG (CHERNE 27061 OR APPROVED EQUAL) 6" CITY STUB 4" OR 6" J 12" LOCKING COVER SIDE SEWER CLEANOUT DETAIL SEE NOTE 3 AT PROPERTY LINE/CITY EASEMENT LEVELING COLLAR NOTES: SEE NOTE 4 ASPHALT SURFACE 1. SEWER PIPE SHALL BE SDR-35 AND JOINTS SHALL BE GASKETED. 2-1 112"t 1 FOOT LONG 12" PVC SLEEVE 6" RISER END OF PIPE GRIPPER PLUG (CHERNE 270261 OR APPROVED EQUAL) TYPICAL CLEANOUT UNDER ASPHALT OR CONCRETE 2. PIPE SLOPE TO BE 2% MIN AND UP TO 50% MAX. 3. SEWER CLEANOUT COVER TO BE EAST JORDAN IRON WORKS PRODUCT #00366102 STAR PIPE COSP48L OR APPROVED EQUAL. 4. LEVELING COLLAR SHALL BE CONSTRUCTED AS FOLLOWS: • IN ROADWAYS PER COE STD DWG GU-424 • IN SIDEWALK/LANDSCAPED AREAS, EITHER 24%24%6" DEEP CONCRETE COLLAR OR 24" DIAMETER x 6" DEEP CONCRETE COLLAR CITY OF EDMONDS SEWER CLEANOUT DETAILS PUBLIC WORKS DEPARTMENT APPROVED BY: R. ENGLISH E 0 I N N O N 0 O Li O REVISION DATE JANUARY 2018 STANDARD DETAIL SS-200 24" AIR AND GAS TIGHT BOLT —LOCKING RING AND COVER — 3 PLACES 1-20"-1 10"MIN.-24"MAX. �AICC l'•I CAAll11 IT Tl1 l��Al'1C 1"IC� 2/3 LENGTH -1-1/3 LENGTH DIM "A" STAINLESS STEEL STRAPS AND 5'8" ANCHOR BOLTS GALLON CAPACITY 600 750 1000 1500 2000 2500 3000 4000 5000 6000 UV CO. MODEL No. 577—GA 577—GA 4484—GA 5106—GA 612—GA 612—GA 712—GA 712—GA 818—GA 818—GA LENGTH DIM "A" 7'-0" 7'-0" 9'-0" 11'-2" 12'-8" 12'-8" 15'-7" 15'-7" 19'-11" 19,-11" WIDTH DIM "B" 4'-8" 4'-8" 5'-0" 5'-8" 6'-8" 6'-8" 9'-7" 9'-7" 9'-11" 9'-11" HEIGHT DIM "C" 7'-0" 7'-0" 7'-2" 7'-2" 8'-0" 8'-0" 8'-6 1 /2" 8'-6 1 /2" 8'-1 1 " 10'-5" DIM "D" 3'-6" 4'-3" 4'-2" 4'-4" 4'-7" 5'-6" 5'-0" 6'-3" 6'-2" 7'-2" WATER DEPTH DIM "E" 3'-2" 3'-11" 3'-10" 4'-0" 3'-10" 4'-9" 3'-9" 5'-0" 4'-9" 5'-9" JU I tJ: USE UTILITY VAULT COMPANY INC. PRECAST CONCRETE VAULT OR EQUAL. SEE CHART ABOVE FOR DIMENSIONS REQUIRED FOR EACH GALLON CAPACITY. PRECAST VAULT SHALL HAVE KNOCKOUTS AT ALL PIPE OPENINGS. IF KNOCKOUTS ARE NOT PRESENT, THEN PIPE OPENINGS SHALL BE CORE —DRILLED. PIPE OPENINGS SHALL BE 2" LARGER THAN THE PIPE DIAMETER. IF VAULT IS NOT SLOTTED TO ACCEPT PRECAST CONCRETE BAFFLE THEN BAFFLE SHALL BE HELD IN PLACE BY (2) 3"X3"X3/8" ANGLE 4FT. LONG ON EACH SIDE. ALL 4 PIECES OF ANGLE SHALL BE HELD IN PLACE WITH (4) 1/2" BOLTS WITH WASHERS SPACED 14" ON CENTER. ANGLE AND FASTENERS SHALL BE STAINLESS STEEL OR GALVANIZED AND ASPHALT COATED. LOCATE VAULT WITHIN 20' OF DRIVE FOR ACCESS BY MAINTENANCE VEHICLES. PVC SAMPLING TEE SHALL BE A MINIMUM OF 6" OR MATCH OUTLET PIPE, WHICHEVER IS GREATER. INSTALL GASKETED CAP ON TOP OF THE SAMPLING TEE, FOR INTERIOR INSTALLATION ONLY. POSITION RISERS BELOW ACCESS OPENINGS TO ALLOW CLEAR ACCESS TO RISER AND VAULT CHAMBER. ALL RINGS AND COVERS SHALL BE AIR AND GAS TIGHT BOLT —LOCKING TYPE, RATED FOR H2O LOAD MINIMUM. FOR 1000 GALLON INTERCEPTOR, SUBSTITUTE 12" RING AND COVER FOR "CENTER MANHOLE". LOCATE 12" RING AND COVER DIRECTLY ABOVE TEE AND RISER. FOR 600 AND 750 GALLON INTERCEPTOR, SUBSTITUTE 30" RING AND COVER FOR THE TWO 24" MANHOLES LOCATED AT THE OUTLET END OF THE VAULT. CENTER OF 30" RING AND COVER SHALL BE LOCATED 2 FT. FROM THE OUTLET FACE OF VAULT. FILL WITH CLEAN WATER PRIOR TO START—UP OF THE SYSTEM. 0. PIPE CONNECTION TO VAULT: KOR—N—SEAL OR EQUAL FOR CORE —DRILLED OPENINGS, OR SAND COLLAR FOR KNOCKOUT OPENING. SEAL ALL PIPE CONNECTIONS WITH NONSHRINK GROUT. 1. INTERIOR GREASE INTERCEPTORS SHALL HAVE VENTING PER LATEST EDITION UNIFORM PLUMBING CODE REQUIREMENTS. 2. PRIOR TO STARTUP, GREASE INTERCEPTOR SHALL PASS 1 % PER DAY LEAK TEST WHERE ONLY A MAXIMUM OF 1 % OF DEAD STORAGE REDUCTION IS ALLOWED WITHIN A 24 HOUR PERIOD PER THE UNIFORM PLUMBING CODE (LATEST EDITION). CITY OF EDMONDS PUBLIC WORKS DEPARTMENT GREASE INTERCEPTOR APPROVED BY: R. ENGLISH REVISION DATE JANUARY 2018 STANDARD DETAIL SS-263 Grease Interceptor Sizing Worksheet The Uniform Plumbing Code Formula CompanyNAVIX ENGINGEERING Calculated By NAVIX Date 09/02/2021 Pro ect ,ANTHOLOGY OF EDMONDS Location EDMONDS, WA Follow these six simple steps to determine grease interceptor size. No of Meals Calculated Per Peak Waste Flow Retention Storage Interceptor Grease Hours Rate Time Factor Size Interceptor Enter Calculations > La 1 X X d p' X = 1,447.5 1,500 Here Step 1 Step 2 Step 3 Step 4 Step 5 Step 6 Number of Meals Per Peak Hour (Recommended Formula): Notes: Seating Meals per Capacity Meal Factor Peak Hour FX 0.67 = 48.25 MEALS PER PEAK Establishment Type: Meal Factor HOUR = 48.25 Fast Food (45 min) 1.33 Restaurant (60 min) 1.00 Leisure Dining (90 min) 0.67 Dinner Club 120 min 0.50 Waste Flow Rate: Notes: Condition Flow Rate 2 With a Dishwashing Machine 6 Gallons WASTE FLOW RATE Without a Dishwashing Machine 5 Gallons = 6.0 GALLONS Single Service Kitchen 2 Gallons Food Waste Disposer Only 1 Gallon Retention Time Notes: 3 Commercial Kitchen Waste Dishwasher 2.5 Hours R ETE NTI M E Single Service Kitchen = 2.5 HOURS Single Serving 1.5 Hours Storage Factor Notes: Storage Kitchen Type Factor Fully Equipped Commercial 4 Hours of Operation STORAGE 8 Hours 1.00 FACTOR = 2.0 12 Hours 1.50 16 Hours 2.00 24 Hours 3.00 Single Service Kitchen 1.50 5 Calculate Liquid Capacity Multiply the values obtained from step 1, 2, 3 and 4. The result is Notes, 1,470 GALLONS the approximate grease interceptor size for this application REQUIRED Select Grease Interceptor Notes: 6 Using the approximate required liquid capacity from step 5, select 1,500 GALLONS an appropriate size as recommended b the manufacturer. GREATER PROVIDED 1,500 GALLON GREASE INTERCEPTOR SIZING WORKSHEET N.T.S. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: CITY ENGINEERING DIVISION NAVIX SITE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 IN, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME WATER A N D SEWER DETAILS SHEET NUMBER C-3.4 BLD2021-0116 CONNECT TELECOM TO NEW POWER POLE LOCATION. CONTRACTOR TO COORDINATE WITH SNOPUD PRIOR TO CONSTRUCTION FOR POLE AND GUY ANCHOR PLACEMENT. APPROXIMATE LOCATON OF TELECOM ENTRY )NG CHUN :HFN FT Al E 0 I N N 0 N OCT O C) Li 0 Q U 0 w co 0 N J 0 V) r r 212TH STREET SW - ---- I T T —SS 0 j — c i I EXISTING POWER POLE TO BE APPROX. LOCATION OF GAS CONNECTION. SS o 0 REMOVED. CONTRACTOR TO CONTRACTOR TO COORDINATE WITH PSE cn I N I COORDINATE WITH SNOPUD PRIOR TO CONSTRUCTION. PRIOR TO CONSTRUCTION. to --------- — — — — — — — — — — — — — — — — — — — — c �FXJ� d �� • N89°52'54"W 3 _h - ® C ---I - - - - - • Tom.--.T �Y •r• . , > --- — -- — — — — — ------ RISER ' ROOM z O :0 i I ROOM xffix I � I I LILi i N ® j I PROPOSED 6-FLOOR SENIOR LIVING FACILITY APPROX. LOCATION WITH 1-LEVEL OF GAS ENTRY _ 9� I 1 UNDERGROUND PARKING SS, C FFE = 382.75 ' I L TRASH AREA 0 0 0 0 •..,, MIN BUS LOAD RAMP \ a DON STAIRS I / STAIRS APPROX. LOCATION OF POWER o ENTRY. CONTRACTOR TO COORDINATE WITH SNOPUD I PRIOR TO CONSTRUCTION. STORAGE GEN. Io 0 0 0 0 o O ROOM 00 ` S XFMR 16"F C I ` OTC CI O ED ON S S O PL T S= 7 RE . NO 7'ZO 310 98 L 10' POWER LINE PARK 212 AST LLC EASEMENT REC. NO. 201610050625 -------------------------------- - - - -- � r r .- vi FOUND 'X' I 1 1 /4' BRASS DISK IN CONCRETE MONUME T DOWN 0.7' CAS . _ (12/2018) Q a - TB M 'A' I G EXISTING HIGH PRESSURE GAS MAIN. SEE NOTE THIS SHEET FOR ADDITIONAL INFORMATION. \W t 7 OP D-WLL YYLL D-WLL EXISTING CITY OF LYNNWOOD SANITARY SEWER FORCE MAIN. SEE NOTE THIS SHEET FOR ADDITIONAL INFORMATION. EXISTING HIGH PRESSURE GAS MAIN. SEE NOTE THIS SHEET FOR ADDITIONAL INFORMATION. APPROX. NEW TRANSFORMER LOCATION. CONTRACTOR TO COORDINATE WITH SNOPUD PRIOR TO CONSTRUCTION. I \ APPROX. LOCATION OF POWER SERVICE TO THE PROJECT SITE. I — APPROX. LOCATION OF EXISTING J—BOX A-4760. EXISTING RIGHT—OF—WAY I I I SANITARY SEWER FORCE MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING SANITARY SEWER FORCE MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH CITY OF LYNNWOOD PRIOR TO CONSTRUCTION. J r 0 10 20 40 SCALE: 1 INCH =20 FEET LEGEND PROPERTY LINE �G GAS MAIN/SERVICE LINE T TELECOM/CABLE SERVICE P POWER CONDUIT NOTES 1. FRANCHISE UTILITIES ARE SHOWN SCHEMATICALLY AND ARE FOR CONTRACTOR COORDINATION PURPOSES ONLY. 2. CONTRACTOR SHALL REFER TO MEP PLAN FOR BUILDING CONNECTION LOCATIONS. 3. CONTRACTOR TO COORDINATE WITH UTILITY PURVEYORS PRIOR TO CONSTRUCTION ACTIVITIES TO CONFIRM PLACEMENT AND CONNECTION TO THE EXISTING FACILITIES. 4. CONTRACTOR TO REFER TO SANITARY SEWER, STORM DRAINAGE, AND WATER PLANS FOR ELEVATIONS AND ROUTE THE FRANCHISE UTILITIES UNDER OR OVER AT THE CROSSINGS TO MAINTAIN PROPER COVER AND CLEARANCES PER UTILITY PURVEYOR STANDARDS. 5. CONTRACTOR TO SEQUENCE THE REROUTE OF THE UTILITIES TO MINIMIZE DISRUPTION TO SERVICES TO PROPERTIES SERVED BY THE EXISTING UTILITIES. 6. CONTRACTOR TO COORDINATE WITH FRONTIER AND COMCAST FOR SPECIFIC REQUIREMENTS AT THE TERMINATION LOCATION, INSIDE AND OUTSIDE THE BUILDING. 7. CONTRACTOR TO FOLLOW UNDERGROUND WIRING REQUIREMENTS FROM ECDC 18.05, ALL NEW UTILITY SERVICES SHALL BE INSTALLED UNDERGROUND. 8. CONTRACTOR TO FOLLOW CITY OF EDMONDS UTILITY SEPARATION REQUIREMENTS: 8.1. 5-FEET FROM CITY UTILITIES WITHIN THE RIGHT-OF-WAY 8.2. 3-FEET FROM WATER/SEWER/STORM UTILITIES ON PRIVATE PROPERTY. UTILITY CONTACTS POWER: SNOHOMISH COUNTY PUD 1802 75TH ST SW EVERETT, WA 98203 (425) 670-3216 CONTACT: MARY MCALLISTER GAS: PSE 20111 120TH AVE NE BOTHELL, WA 98011 (425) 623-5302 CONTACT: JORDAN COOPER TELECOM: WAVE BROADBAND 401 PARKPLACE CENTER #500 KIRKLAND, WA 98033 (425) 308-7280 COMCAST 7725 EVERGREEN WAY SUITE 1-2 EVERETT, WA 98203 (425) 263-5328 CONTACT: JOHN WARRICK FRONTIER COMMUNICATIONS 1800 41 ST ST EVERETT, WA 98203 (425) 263-5101 CONTACT: ADAM DIAZ HIGH PRESSURE GAS MAIN NOTE: CONTRACTOR TO USE EXTREME CAUTION AROUND EXISTING HIGH PRESSURE GAS MAIN DURING CONSTRUCTION ACTIVITIES. CONTRACTOR SHALL LOCATE AND COORDINATE WITH GAS PURVEYOR PRIOR TO CONSTRUCTION. APPROVED FOR CONSTRUCTION CITY OF EDMONDS DATE: CITY ENGINEERING DIVISION N"IX SITE I CIVIL 11235 s.e. 6th street I suite 150 bellevue, wa 98004 t: 425.453.9501 1 f: 425-453-8208 www.navixeng.com CLIENT/OWNER ANTHOLOGY SENIOR LIVING PROJECT NAME ANTHOLOGY OF EDMONDS NAVIX PROJECT NUMBER: 50-616-001 PROJECT ADDRESS 21200 72ND AVE W EDMONDS, WA 98026 STAMP REVISIONS REV ISSUED FOR: DATE 1 DESIGN REVIEW SUBMITTAL 03.22.19 2 DESIGN REVIEW RESUBMITTAL 05.16.19 3 DESIGN REVIEW RESUBMITTAL 06.26.19 4 CIVIL PERMIT 07.09.19 5 PERMIT RESUBMITTAL 10.07.19 6 PERMIT RESUBMITTAL 03.02.20 7 PERMIT RESUBMITTAL 03.20.20 8 DESIGN REVIEW RESUBMITTAL 01.22.21 9 DESIGN REVIEW RESUBMITTAL 05.14.21 10 PERMIT RESUBMITTAL 06.29.21 11 PLUMBING PERMIT RESUBMITTAL 10.20.21 12 CIVIL PERMIT RESUBMITTAL 01.07.22 13 CIVIL PERMIT RESUBMITTAL 02.08.22 0 0 SECTION, TOWNSHIP, RANGE: NW 1/4, NW 1/4, SEC 29, T 27 N, RANGE 4 EAST, W.M. PROJECT TEAM REVIEWED BY: J. TAFLIN DESIGNED BY: J. GREEN SHEET NAME FRANCHISE UTILITY SCHEMATIC SHEET NUMBER C-4.0 BLD2021-0116 Iq ------ i EXISTING SIDEWALK j ` RIGHT OF WAY SHALL MATCH PROPOSED �p SHRUB PLANTING, PROPOSED STREET TREE - WALKWAY TYP. 8'W MIN., TYP. 40 o.c. SPACING, TYP. 6 a a ❑ ❑ • C NCRETE SIDEWALK: ❑ ❑ ❑ ❑ a— 7'W MIN., TYP. ❑ ❑ ❑ ❑ ❑ ❑ ❑ — — — — — - - — — — RELOCATED SD SD SID SD SD SE SD sD 1 POWER POLE ____________-- RISER TYPE 2 BUFFER SHRUB I I PLANTING, TYP. /\ \ I I MECH. ROOM I STORM EASEMENT, TYP. —\l\ 0 N Ln Ln Q I I I I I I I I I I I I o EX VERTICAL PLANK WOOD PRIVACY FENCE 5' HT.; OFF PROPERTY, TYP. EX RETAINING WALL; ON PROPERTY, TYP. —6" REGRESS WALKWAY; 5' CONCRETE WALK, TYP. 2' —1 1 " TYPE 2 EVERGREEN SHRUB LOCATION; SPACING: 5'o.c., TYP. '� A 1 r% � 3 TYPE 2 TREE LOCATION; SPACING: 20'o.c., TYP. TYPE 2 BUFFER SHRUB PLANTING, TYP. STORAGE • Refer to separate fill/grade permit (BLD2021-0116) for Engineering Civil Requirements • City Parks Department shall inspect root ball of tree prior to tree planting - 425-771-0230 PLANTING PLAN - GROUND LEVEL ill = 101- 0" IS WIRE TRELLIS PANELS; 7'w x 8'h, TYP. MIN MONUMENT SIGNAGE, TYP. ENTRY PLAZA: CONCRETE WALKWAY, TYP. CONCRETE SIDEWALK: 5'W, TYP. 10' STORM EASEMENT, TYP. CONCRETE PAVING, TYP. _ _ PROPOSED STREET TREE; PROPOSED STREET TREE; 40'o.c. SPACING, TYP. 40'o.c. SPACING, TYP. -" � a a a BENCH: 6' BENCH ON CONIC PAD 4'x8', TYP. MANUFACTURED PLANTER: 24" SQ. X 42" HT. TYP. PROPOSED 6-FLOOR SENIOR LIVING FACILITY WITH 1-LEVEL UNDERGROUND PARKING FFE = 382.75 a a a a VAN — ELECTRICAL EASEMENT, TYP. FOUNDATION PLANTING, TYP. N EXISTING TREE TO REMAIN O O Y i EXISTING UTILITY EASEMENT, TYP. .,, ��� 'I an a ■ 1 ■ I n ,►fir Qaa"i a �. r:: ate. NI �Il�ly // \\ AREA I ❑ � ❑ / RAMP \\ El j I LOADING___ _ I / \ I 0 / \ i \\ STAIRS I i I EXISTING TREE TO REMAIN I I EXISTING TREE I ---- TO REMAIN O O O 7\\ I' I I I � � I I INI�I I 'I o, IC ' I a I I I II I �I EXISTING TREE I TO REMAIN GEN. I I � I ROOM --� 000 0 o o • I T EXISTING TREE _ TO REMAIN ■ A d 6 � I 4 „ CONCRETE SIDEWALK: 5'W MIN., TYP. PROPOSED STREET TREE; 20'o.c. SPACING, TYP. RIGHT OF WAY SHRUB PLANTING, 5' W MIN., TYP. FOUNDATION SHRUB PLANTING, TYP. THOMAS RENGSTORF AND ASSOCIATES LANDSCAPE ARCHITECTURE SITE PLANNING URBAN DESIGN 811 FIRST AVE., SEATTLE, WA 98104 SUITE 615, PHONE: (206) 682-7562 STATE OF u WASHINGTON REGISTERED LANDSCAPE ARCHITECT THOMAS V. R GSTORF CERTIFICATE NO. 298 O \ // PROPOSED STREET / TREE; 20'o.c. SPACING, TYP. PROPOSED STREET TREE, 20'o.c. SPACING, TYP. nll CONCRETE PAD, N TYP. PROPOSED STREET TREE; 20'o.c. SPACING, TYP. / / UTILITY VAULT: NEW \ & EXISTING, TYP. `FIRE HYDRANT OPERATIONAL CLEARANCE 3' RADIUS, TYP. IIII --TRASH STAGING CONCRETE PAD, TYP. ---DISABLED RAMP DOWN TO DRIVE WAY, TYP. I O SID / / FOUNDATION SHRUB PLANTING, TYP. I EXISTING SIDEWALK SHALL MATCH PROPOSED WALKWAY, TYP. I I I I/ 0 5' 10' 20' /1 PROJECT TITLE EDMONDS SENIOR HOUSING EDMONDS, WA SHEET TITLE PLANTING PLAN GROUND LEVEL No. DATE REVISION BY 051519 - CITY COMMENTS - FJ /1 2 \ 062619 - CITY COMMENTS - SE 100719 - PERMIT RESUBMITTAL - SE 060421 - PERMIT RESUBMITTAL - SE 071421 - PERMIT RESUBMITTAL - SE 010622 - PERMIT RESUBMITTAL - SE ZA DATE MARCH 25, 2019 DESIGNED FJ DRAWN FRSE CHECKED TR SCALE 1/8"=F-0" TRA No. 1907 CAD FILE 1907 L101 L1.01 PLANT SCHEDULES - ALL LEVELS THOMAS RENGSTORF AND ASSOCIATES LANDSCAPE ARCHITECTURE SITE PLANNING URBAN DESIGN 811 FIRST AVE., SEATTLE, WA 98104 SUITE 615, PHONE: (206) 682-7562 STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT THOMAS V. R GSTORF CERTIFICATE NO. 298 PROJECT TITLE EDMONDS SENIOR HOUSING EDMONDS, WA SHEET TITLE PLANT SCHEDULES ALL LEVELS No. DATE REVISION BY 051519 - CITY COMMENTS - FJ 1 2 \ 062619 - CITY COMMENTS - SE 100719 - PERMIT RESUBMITTAL - SE 060421 - PERMIT RESUBMITTAL - SE ZA 071421 - PERMIT RESUBMITTAL - SE ZA 010622 - PERMIT RESUBMITTAL - SE DATE MARCH 25, 2019 DESIGNED FJ DRAWN FJ/SE CHECKED TR SCALE 1/8"=1'-0" TRA No. 1907 CAD FILE 1907 L104 "ROJECT EDMONDS•' HOUSINV SHEET No. Ll 004 c� 0 Q 0 CD 0 N CD N N 0 co c� Z Lu of O J J CA S NIOR LIVING HOLDINGS LLCO d Lu z w Lu z z 0 F— u Lu z 7 w 0- Q Q Q N u u u U U Q W Z O z X IL � CJ Z � z U O U rz U s s � 't O N <`I N O ry ry Q u inn s O Q - o p _ U U U U U 7 U U U ANTHOLOGY p N 6) 0) N -7 LPL M ILL M LLL 0 m m m m m m m 21200 72ND AVE W EDMONDS, WASHINGTON o fir' • 6,LS p ��? U o � � U-) 0 � T MPORARY SHORING WA P AN a 'W L O � w o z "0 � CO M N m " SHEET W5ER SHEET T TLE SHORING WALL NOTES: REFERENCE DATA: GONTROLLED-DENSITY-FILL (GDF):: co ALL EXISTING SITE DATA, EXISTING AND PROPOSED TOPOGRAPHICAL DATA, AND EXI5TIN6 ALL CONTROLLED -DENSITY -FILL (GDF) SHALL HAVE A MINIMUM OF 1.5 SACKS (141 LB) OF GENERAL: AND PROP05ED UTILITY DATA; AND PROP05ED SHORING WALL LOCATIONS ARE BASED ON: CEMENT PER CUBIC YARD OF CONCRETE. 5 H22.0 S H O iz;�,N G FLAN THE GENERAL CONTRACTOR 15 RESPONSIBLE FOR FIELD VERIFYING ALL EXISTING DIMENSIONS AND 51 TE CONDITIONS. THE GENERAL CONTRACTOR 15 RESPONSIBLE FOR 0 THE BUILDING INFORMATION MODEL FILE NAMED "157770-11-EDMON05 SENIOR L I V I NG_GENTRAL.RVT", FILE DATED MAY 14, 2020, PREPARED BY ANKROM MO I SAN TYPE I, II, OR III PORTLAND GEMENT CONFORMING TO ASTM G150 / AA5HT0 M85 SHALL BE USED FOR GDF. SH5,0_53 SHOR IN& ELEVATIONS DETERMINING ACTUAL LOCATIONS OF ALL EXISTING UTILITIES SHOWN ON THE PLANS AND TH05E UTILITIES OR UNDERGROUND OBSTRUCTIONS NOT SHOWN ON THE PLANS. THE ARCHITECTS. 0 THE ELECTRONIC DRAWING FILES NAMED "EDGA_GIVIL—FRANCHISE UTILITY.DWG", SLUMP FOR ALL CONCRETE SHALL NOT BE LESS THAN 5 INCHES AND NO GREATER THAN Cl S H 5 A F L E S G H E D U L E S r7ENERAL CONTRACTOR 15 RESPONSIBLE FOR REMOVAL OF ALL ABANDONED UTILITIES, OR OTHER UNDERGROUND OBSTRUCTIONS THAT INTERFERE WITH THE NEW CONSTRUCTION. EDGA_GIVIL_SEWER.DW6 , EDGA_GIV1IL_STORM.DW6 ,AND EDGA_GIVIL_WATER.DW6 , INCHES. , FILES DATED MAY 12, 2020, PREPARED BY NAV I X EN61 NEERI N6. �, S H 4 , 0 _ 4 � RO S S — S E G T O N S AND �l D THE GENERAL CONTRACTOR AND SUBCONTRACTORS ARE RESPONSIBLE FOR THE • THE BUILDING INFORMATION MODEL FILE NAMED "10021�i003�i3.RVT", FILE DATED AUGUST I (b, 20I ci, AND THE DRAW I N6 TITLED "ANTHOLOGY OF EDMONDS, 21200 172ND ADMIXTURES SHALL CONFORM TO THE REQUIREMENTS OF A5TM C4a4 / AA5HTO MIa4, SHALL BE USED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS, AND SHALL BE � I �l AG � 5 CONSTRUCTDE5 LIMITED TO,ON THE CONSTRUCTION 5EQUENGE, OCE55 AND THE SAFETY � TEMPORARY HANDRAIL5,F THE NOR<Ef;Z!5. THIS INCLUDES BUT IS EXCAVATIION ACCESS, GONSULTIT AVE K EDMONDS, EE 55 INGTON", DATED MARCH Cl, 2020, PREPARED BY KPFF APPROVED BY THE ENGINEER. J DETA I L S AND BARRIERS. IT AL50 INCLUDES LIFTING OF MATERIALS AND CONSTRUCTION EQUIPMENT INTO AND OUT OF THE EXCAVATION, TEMPORARY BRAG I N6 OF 51 N6LE-51 DED FORMWORK, TEMPORARY SHORING OF EXCAVATIONS, AND STABILITY OF ALL TEMPORARY GUT SLOPES. . THE DRAWING TITLED "SURVEY OF 12235 SE 6TH ST", DATED JANUARY 14, 201ci, PREPARED BY NAV I X ENG 1 NEERI NG. AGGREGATES SHALL CONFORM TO THE REQUIREMENTS OF ASTM 033 / AA5HTO M6 FOR FINE AG6REOATE5 AND AASHTO M50, GLASS B FOR COARSE AGGREGATES. J V ) ui PRE -CONSTRUCTION REVIEW: BUILDING CODES, DESIGN MANUALS, AND SPEGIFIGATIONS: TIMBER LAGGING: CD Zn O SIX WEEKS PRIOR TO ORDERING SHORING SYSTEM MATERIALS, NOTIFY GROUND SUPPORT 2015 INTERNATIONAL BUILDING CODE. G GOOD CONDITION, AND SHALL BE ALL LAGING BOARDS SHALL BE PRESSURE -TREATED, IN G HEM -FIR NO.2 OR BETTER, WITH AN ALLOWABLE FLEXURAL STRESS FB=1020 PSI (4-INCH — i rV Z PLLG 50 THAT THE EXCAVATION PLAN CAN BE CHECKED FOR CHAN&E5. ll i' i5 FHWA SUMMARY REPORT OF RESEARCH ON PERMANENT GROUND ANCHOR WALLS. LA661N6) (WHICH INCLUDES ALL APPLICABLE FLAT-U5E AND 51ZE FACTORS). J Z 6EOTEGHN I GAL EN61 NEER I NG CIRCULAR NO. 4, GROUND ANCHORS AND ANCHORED SYSTEMS", FHWA, DATED DUNE Icicici. ALL LAGGING BOARDS SHALL BE PRESSURE -TREATED IN ACCORDANCE WITH AWPA O Z STANDARD UI-05 (FOR END USE GLA551FICATION U04), TO A MINIMUM RETENTION OF 0.40 O PGF, U51 N6 THE CCA PROCESS (COMMERCIAL PRODUCT NAME 05MO5E OR APPROVED Z —� DESIGN LIVE LOADS: EQUAL). ALTERNATIVE TREATMENT PROCESSES MAY BE SUBMITTED TO GROUND SUPPORT uJ = fl/ TRAFF I G/GONSTRUGTI ON SURGHARGE e SEE SH 4.1 PLLG FOR APPROVAL. (n ' A O _- STRUCTURAL STEEL: Project 1 Site DESIGN CALCULATIONS: ALL STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM Acici2 (fy=50 K51 (MIN)), AND Q L.L THE SOLDIER PILE SHORING WALL DESIGN GALGULATIONS ARE CONTAINED IN THE REPORT PLATES SHALL CONFORM TO ASTM A36, UNLESS SHOWN OTHERWISE ON THE PLANS, OR APPROVED OTHERWISE BY THE ENGINEER. J Q 06 TITLED: "DESIGN MEMORANDUM, EDMONDS SENIOR LIVING (PROJECT NO. I�-33)", PREPARED BY GROUND SUPPORT PLLG FOR GA SENIOR LIVING HOLDING, LLC, DATED OCTOBER 10, 201 Q = L.L 212 St SW _ _— ?7RhitteetSouthwest �� ?�;ilu�„•Fc<,,, - UPDATED DEGEMBER 24, 201(i - UPDATED MAY 10, 2021. STRUCTURAL WELD N6: O Lu II - aj- SUBSURFACE DESIGN: MINIMUM WELD 51ZE 1/4 INCH CONTINUOUS FILLET. MINIMUM WELD LENGTH 2 INCHES. ALL WELDING TO CONFORM TO AWS D I .I . USE E70XX ELECTRODES. Q \ / _ v_r ALL SUBSURFACE DESIGN PARAMETERS USED IN THE SHORING DESIGN ARE BASED ON THE 5U55URFAGE CHARACTERIZATION PRESENTED IN THE REPORT GEOTEGHNIGAL ENGINEERING SHORING ELEMENT LAYOUT: w U REPORT, EDMONDS SENIOR LIVING, EDMONDS, WA5HINGTON", PREPARED BY TERRAGON, DATED DEGEMBER 20, 2018. THE SHORING DESIGN PARAMETERS AND EARTH PRESSURE TAKING LAYOUT OF SHORING ELEMENTS PERPENDICULAR TO THE BUILDING WALLS SHALL BE BASED ON THE ARGHITEGTURAL PLANS TANG INTO ACCOUNT PERTINENT BUILDING ELEMENTS (E.G., mondsi � �°� odwoy 215 St SW Q �Q. h Schoo' DIAGRAMS ARE PRESENTED ON THE PLANS. WATERPROOFING) NOT SHOWN ON THESE PLANS. Q cm 16EOTEGHNIGAL ENGINEERING REPORT -ADDENDUM LETTER No. I, EDMONDS SENIOR LIVING, 21200 72nd AVE W, EDMONDS, WASK N6T0N", PREPARED BY TERRAGON, DATED SEPTEMBER I8, 201�i. "GEOTEGHNIGAL ENGINEERING REPORT - ADDENDUM LETTER No. 2, EDMONDS SENIOR LIVING, 21200 72nd AVE W, EDMONDS, WASHIN6TON", PREPARED BY TERRAGON, DATED DEGEMBER 6, 201�i. PROD. NO. 1a-33 216 St SW 0 7 SHEET NUMBER SE 15M I C DESI GN PARAMETERS: 6 NOT APPLICABLE. SH1 ■ 0 VICINITY MAP WATERPROOF I N6: THE SHORING SYSTEM 15 TEMPORARY IN NATURE, 15 CONSTRUCTED EXTERNAL TO THE BU I LD I N6 ENVELOPE OF THE PERMANENT STRUCTURE, AND SHALL NOT BE CONSTRUED AS CONTRIBUTING ANY LONG-TERM UTILITY TO THE PERMANENT STRUCTURE. THI5 INCLUDES ISSUES RELATI N6 TO DRA I NA6E/WATER-PROOF I N6 OF THE PERMANENT BASEMENT WALLS. IF THE STRUCTURAL EN61 NEER I NTEN05 TO INCORPORATE ANY ELEMENTS OF THE 5HOR1 N6 SYSTEM INTO THE PERMANENT BU I LD N6 DE51 GN (I NGLUD I N6 DRA I NA(5E/WATER-PROOFING COMPONENTS), HE SHALL INDEPENDENTLY EVALUATE THEIR UTILITY FOR INCLUSION AS PART OF THE PERMANENT DE516N. DRILLED SOLDIER PILES: THE MINIMUM REQUIRED STRUCTURAL STEEL SHAPES FOR THE SOLDIER PILES ARE INDICATED IN THE SCHEDULES. ALTERNATIVE STEEL SECTIONS MAY BE USED PROVIDED THAT THE GROSS-SEGTIONAL AREA AND SECTION MODULUS OF EACH ALTERNATIVE STEEL SECTION ARE EQUAL TO OR GREATER THAN THE GROSS -SECTIONAL AREA AND SECTION MODULUS OF THE GORRESPONDIN6 STEEL SECTION SHOWN ON THE PLANS. SHAFTS SHALL BE CONSTRUCTED 50 THAT THE CENTER AT THE TOP OF THE SHAFT IS WITHIN +/- 3 INCHES OF THE PLAN LOCATION. SHAFT PLUMBNESS MAY VARY UP TO I PERGENT OF PILE LENGTH. THE STEEL SOLDIER PILES SHALL BE PLACED SO THAT THE CENTER LINE OF THE PILE IS WITHIN +/- I INCH OF THE PLAN LOCATION. THE STEEL SOLDIER PILE SHALL BE PLUMB CONSISTENT W 1 TH MAXIMUM DEVIATION INTO/OUT-OF THE EXCAVATION AS DEFINED BY THE STRUCTURAL ENGINEER AND GENERAL CONTRACTOR. THE TOP ELEVATION OF THE STEEL SOLDIER PILE SHALL BE WITHIN +/- 3 INCHES OF THE PLAN ELEVATION. SHAFTS SHALL BE EXCAVATED TO THE REQUIRED DEPTH AS SHOWN ON THE PLANS. THE EXCAVATION SHALL BE COMPLETED IN A CONTINUOUS OPERATION USIN6 EQUIPMENT CAPABLE OF EXCAVATING THROUGH THE TYPE OF MATERIAL EXPECTED TO BE ENCOUNTERED. IF THE SHAFT EXCAVATION IS STOPPED WITH THE APPROVAL OF THE ENGINEER, THE SHAFT SHALL BE SECURED BY INSTALLATION OF A SAFETY COVER. IT SHALL BE THE GONTRACTOR'S RESFONS I B 1 L I TY TO ENSURE THE SAFETY OF THE SHAFT AND SURROUND I N6 SOIL AND THE STABILITY OF THE SIDE WALLS. A TEMPORARY CASINO SHALL BE USED IF NECESSARY TO ENSURE SUCH SAFETY AND STABILITY. WHERE GAVIN6 CONDITIONS ARE ENCOUNTERED, THE CONTRACTOR SHALL SELECT A METHOD TO PREVENT 6ROUND MOVEMENT. THE CONTRACTOR MAY ELECT TO PLACE A TEMPORARY CASINO. THE CONTRACTOR SHALL USE APPROPRIATE MEANS (SUCH AS A CLEANOUT BUCKET), TO GLEAN THE BOTTOM OF THE EXCAVATION SUCH THAT NO MORE THAN 2 INCHES OF LOOSE OR DISTURBED MATERIAL 15 PRESENT. UNLESS SHOWN OTHERWISE ON THE PLANS, EXCAVATION OF SHAFTS SHALL NOT GOMMENGE UNTIL A MINIMUM OF 12 HOURS AFTER THE GDF FOR THE ADJACENT SHAFTS HAS BEEN PLACED. TEMPORARY CASINOS FOR THE SHAFTS SHALL BE REMOVED. A MINIMUM 5 FOOT HEAD OF CONCRETE MUST BE MAINTAINED TO BALANCE THE SOIL AND WATER PRESSURE AT THE BOTTOM OF THE CASINO DURING REMOVAL. THE CASINO SHALL BE SMOOTH. SHAFT GDF SHALL BE PLACED AS SHOWN ON THE PLANS. SHAFT GDF SHALL BE PLACED IN ONE CONTINUOUS OPERATION TO THE TOP OF THE SHAFT. IF WATER IS NOT PRESENT, THE GDF SHALL BE DEPOSITED BY A METHOD WHICH PREVENTS A66RE&ATE 5E6RE6ATION. IF WATER IS PRESENT, THE GDF SHALL BE DEPOSITED BY TREMIE PLACEMENT METHODS. EXCAVATION, LA661NG, BAGKFILL, AND ANCHOR STRESSING: THE CONTRACTOR SHALL EXCAVATE THE WALL FACE AND INSTALL LA661N6 IN SUCH A MANNER A5 TO MAINTAIN A SAFE WORK PLACE AND AVOID EXCESSIVE 5LOU6HIN6 AND OVERBREAK. AS A MINIMUM, PRIOR TO PLAGIN6 THE SUBSEOUENT SET OF TIMBER LA661N6, DO NOT EXCAVATE MORE THAN 4 FEET BELOW THE CURRENT DEPTH OF LA66ED WALL FACE. IF FACE STABILITY CONDITIONS REQUIRE, THIS HE16HT MUST BE REDUCED. DO NOT EXCAVATE TO A DEPTH GREATER THAN 2 FEET BELOW A LEVEL OF ANCHORS PRIOR TO INSTALLATION, TESTING, AND LOGKOFF (AS APPLICABLE) OF THOSE ANCHORS. LAGGING SHALL BE INSTALLED FROM THE TOP OF THE PILE PROCEEDING DOWNWARD. THE TIMBER LAGGING SHALL MAKE DIRECT CONTACT WITH THE SOIL. VOIDS BEHIND THE LAGGING SHALL BE FILLED WITH FREE -DRAINING BACKFILL. LEAVE GAPS (1/4-INCH TYP) BETWEEN LA661 N6 FOR DRA I NA6E. GDF MAY BE USED AS BAGKF I LL IN LOCALIZED AREAS. ANCHOR TENSIONING: ALL ALL ANCHORS SHALL BE TESTED AND INSTALLED WITH NO PRE -TENSION. TEMPORARY GROUND ANCHORS: I. GENERAL: IA. THE CONTRACTOR SHALL SELECT THE INSTALLATION METHOD, THE ANCHOR DIAMETER, AND THE METHOD OF GROUTING, IN ORDER TO DEVELOP THE DES16N LOADS INDICATED ON THE PLANS, AS VERIFIED IN ACCORDANCE WITH THE ANCHOR TE5TIN6 PROGRAM. B. THE CONTRACTOR SHALL PREPARE AND SUBMIT TO THE EN61 NEER FOR REVIEW AND APPROVAL WORKING DRAWINGS AND A DESIGN SUBMISSION DESCRIBING THE 6ROUND ANCHOR SYSTEM OR SYSTEMS INTENDED FOR USE. THE WORKING DRAWINGS AND DE516N SUBMISSION SHALL BE SUBMITTED 5 DAYS PRIOR TO THE COMMENCEMENT OF THE GROUND ANCHOR WORK. THE WORKING DRAWING AND DESIGN SUBMISSION SHALL INCLUDE THE FOLLOWING: I. CERTIFIED MILL TEST RESULTS AND TYPICAL STRESS -STRAIN CURVES FOR THE PRESTRESSING STEEL. THE TYPICAL STRESS -STRAIN CURVE SHALL BE OBTAINED BY APPROVED STANDARD PRACTICES. THE GUARANTEED ULTIMATE STRENGTH, YIELD STRENGTH, ELONGATION, AND COMPOSITION SHALL BE SPECIFIED. 2. 6ROUT MIX DESIGN AND THE PROCEDURES FOR 6ROUT PLACEMENT. 3. CALIBRATION DATA FOR EACH TEST JAGK, PRESSURE 6All6E AND REFERENCE PRESSURE 6All6E TO BE USED. THE CALIBRATION TESTS SHALL HAVE BEEN PERFORMED BY AN INDEPENDENT TESTING LABORATORY AND TESTS SHALL HAVE BEEN PERFORMED WITHIN 60 DAYS OF THE DATE SUBMITTED. 2. 6ROUND ANCHOR INSTALLATION: 2A. AT THE GROUND SURFACE, THE DRILLHOLE SHALL BE LOCATED WITHIN 4 INCHES OF THE LOCATION SHOWN ON THE PLANS. THE DRILLHOLE SHALL BE LOCATED 50 THE LONG 1 TUD I NAL AX I5 OF THE DRILLHOLE AND THE LONG 1 TUD I NAL AXIS OF THE TENDON ARE PARALLEL. 25. AT THE POINT OF ENTRY, THE GROUND ANCHOR SHALL BE INSTALLED WITHIN +/- 3 DEGREES OF THE INCLINATION FROM HORIZONTAL SHOWN IN THE PLANS. AT THE POINT OF ENTRY, THE HORIZONTAL ANGLE MADE BY THE GROUND ANCHOR AND THE STRUCTURE SHALL BE WITHIN +/- 3 DEGREES OF A LINE DRAWN PERPENDICULAR TO THE PLANE OF THE STRUCTURE, UNLESS SHOWN OTHERWISE ON THE PLANS. AT ALL ANCHOR LOCATIONS WHERE TIEBACKS GROSS, THE INCLINATION AND ORIENTATION OF THE ANCHORS SHALL BE +/- I DEGREE. 2G. WHEN GAVIN6 CONDITIONS ARE ENCOUNTERED, THE CONTRACTOR SHALL SELECT A METHOD TO PREVENT GROUND MOVEMENT. THE CONTRACTOR MAY USE TEMPORARY CA51 N6. 2D. THE TENDON SHALL BE INSERTED INTO THE DRILLHOLE TO THE DESIRED DEPTH WITHOUT DIFFICULTY. WHEN THE TENDON CANNOT BE COMPLETELY INSERTED, THE CONTRACTOR SHALL REMOVE THE TENDON FROM THE DRILLHOLE AND GLEAN OR REDRILL THE HOLE TO PERMIT INSERTION. PARTIALLY INSERTED TENDONS SHALL NOT BE DRIVEN OR FORGED INTO THE HOLE. 2E. THE CONTRACTOR SHALL USE A NEAT -CEMENT OR A SAND -CEMENT GROUT. THE CEMENT SHALL NOT CONTAIN LUMPS OR OTHER INDICATIONS OF HYDRATION. ADMIXTURES, IF USED, SHALL BE MIXED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. 2F. THE GROUT EQUIPMENT SHALL PRODUCE A GROUT FREE OF LUMPS AND UNDI5PER5ED CEMENT. A POSITIVE DISPLAGEMENT GROUT PUMP SHALL BE USED. THE PUMP SHALL BE EQUIPPED WITH A PRESSURE 6AUGE TO MONITOR GROUT PRESSURES AND A STROKE COUNTER. THE PRESSURE GAUGE SHALL BE CAPABLE OF MEASURING PRESSURES OF AT LEAST 150 PSI OR TWIGE THE ACTUAL GROUT PRESSURES USED BY THE CONTRACTOR, WHIGHEVER IS GREATER. THE GROUTING EQUIPMENT SHALL BE SIZED TO ENABLE THE GROUT TO BE PUMPED IN ONE CONTINUOUS OPERATION. THE MIXER SHALL BE CAPABLE OF CONTINUOUSLY AGITATING THE GROUT. 26. THE GROUT SHALL BE INJECTED FROM THE LOWEST POINT OF THE DRILLHOLE. THE GROUT MAYBE PUMPED THROUGH GROUT TUBES, CASING, OR DRILL RODS. THE GROUT CAN BE PLACED BEFORE OR AFTER INSERTION OF THE TENDON. THE QUANTITY OF THE GROUT AND THE GROUT PRESSURES SHALL BE RECORDED. THE GROUT PRESSURES AND GROUT TAKES SHALL BE CONTROLLED TO PREVENT EXCESSIVE HEAVE IN SOILS OR FRACTURING OF ROCK FORMATIONS. 2H. NO GROUT SHALL BE PLACED UNDER PRESSURE ABOVE THE BOND LENGTH DURING INITIAL GROUTING OF THE ANCHOR BOND LENGTH. THE GROUT AT THE TOP OF THE DRILLHOLE SHALL NOT CONTACT THE BACK OF THE STRUCTURE. 21. AFTER GROUTING, THE TENDON SHALL NOT BE LOADED UNTIL THE GROUT HAS ATTAINED SUFFICIENT STRENGTH TO CARRY THE TEST LOAD. 2J. ALL TEMPORARY GROUND ANCHORS SHALL BE DE -STRESSED AFTER SHORING 15 NO LONGER NEEDED. 3. ANCHOR GROUT: 3A. THE GROUT SHALL BE A NEAT OR SAND/CEMENT MIXTURE WITH A MINIMUM 3-1;)AY COMPRESSIVE STRENGTH OF 1500 PSI AND A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 3000 PSI PER ASTM CIOci / AASHTO TIO(b. 3B. TYPE I I CEMENT CONFORM I N6 TO THE REQU I REMENT5 OF ASTM C 150 / AASHTO M85 SHALL BE USED. 3C. FINE AGGREGATES SHALL CONSIST OF GLEAN, NATURAL SAND, GONFORMIN6 TO THE REQUIREMENTS OF ASTM C33 / AASHTO M6. MANUFACTURED SAND 15 ACCEPTABLE PROVIDED IT IS SUITABLE FOR PUMPING IN ACCORDANCE WITH AGI 504, SECTION 422. 3D. ADMIXTURES SHALL BE IN ACCORDANCE WITH ASTM C4c14 / AASHTO MIci4. ADMIXTURES WHICH CONTROL BLEED, IMPROVE FLOW, REDUCE WATER CONTENT, AND RETARD SET MAY BE USED IN THE GROUT SUBJECT TO THE APPROVAL OF THE ENG I NEER. EXPANSIVE ADMIXTURES SHALL ONLY BE ADDED TO THE GROUT USED FOR FILLING SEALED ENCAPSULATIONS, TRUMPETS AND ANCHORAGE COVERS. ACCELERATORS WILL NOT BE PERMITTED. ADMIXTURES SHALL BE COMPATIBLE WITH PRESTRESSING STEELS AND MIXED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATION. 4. ANCHOR TENDONS: 4A. THE BAR GROUND ANCHORS TENDONS SHALL CONSIST OF THE FOLLOWING: I. THREADBARS CONFORMING TO ASTM A615 / AASHTO M31, GRADE 60 OR 75 OR ASTM A= / AASHTO M275, GRADE 150. 4B. BAR COUPLERS ARE ALLOWED. 5. BONDBREAKER: 5A. A BONDBREAKER MUST BE PROVIDED TO PREVENT THE TENDON FROM BONDING TO THE ANCHOR 6ROUT SURROUNDIN6 THE UNBONDED LENGTH. 5B. THE BONDBREAKER SHALL BE FABRICATED FROM A SMOOTH PLASTIC TUBE OR PIPE HAVIN6 THE FOLLOWING PROPERTIES: I. RESISTANCE TO CHEMICAL ATTACK FROM A66RESSIVE ENVIRONMENTS, GROUT OR GREASE. 2. RESISTANCE TO A61N6 BY ULTRAVIOLET LIGHT. 3. FABRICATED FROM MATERIAL NON -DETRIMENTAL TO THE TENDON. 4. CAPABLE OF W I THSTAND I N6 ABRASION, IMPACT, AND BEND I N6 DURI N6 HANDL I N6 AND INSTALLATION. 5. ENABLE THE TENDON TO ELONGATE DURING TESTING AND STRESSIN6. 6. ALLOW THE TENDON TO REMAIN UN50NDED AFTER LOGKOFF. (b. SPACERS AND CENTRALIZERS: 6A. SPACERS SHALL BE USED ALONG THE TENDON BOND LENGTH OF MULTI -ELEMENT TENDONS TO SEPARATE EACH OF THE INDIVIDUAL ELEMENTS OF THE TENDON 50 THE PRESTRESSING STEEL WILL BOND TO THE GROUT. SPACERS SHALL BE POSITIONED 50 THEIR CENTER -TO -CENTER 5PAGIN(5 DOES NOT EXCEED 10 FEET. IN ADDITION, THE UPPER SPACER SHALL BE LOCATED A MAXIMUM OF 5 FEET FROM THE TOP OF THE TENDON BOND LENGTH AND THE LOWER SPACER SHALL BE LOCATED A MAXIMUM OF 5 FEET FROM THE BOTTOM OF THE TENDON BOND LENGTH. SPAGERS SHALL PERMIT GROUT TO FREELY FLOW UP THE DRILLHOLE. SPACERS SHALL BE FABRICATED FROM PLASTIG. &B. CENTRALIZERS SHALL PERMIT FREE 6ROUT FLOW AND SHALL PROVIDE A MINIMUM OF I INCH OF COVER OVER THE TENDON BOND LENGTH. CENTRALIZERS SHALL BE SECURELY ATTACHED TO THE TENDON AND THE CENTER TO CENTER 5PAGIN6 SHALL NOT EXCEED 10 FEET. THE UPPER CENTRALIZER SHALL BE LOCATED A MAXIMUM OF 5 FEET FROM THE TOP OF THE TENDON BOND LENGTH AND THE LOWER CENTRALIZER SHALL BE LOCATED A MAXIMUM OF 3 FEET FROM THE BOTTOM OF THE TENDON BOND LENGTH. CENTRALIZERS SHALL BE FABRICATED FROM PLASTIC. 7. ANCHORAGE DEVICES: 7A. ANCHORAGE DEVICES SHALL BE CAPABLE OF DEVELOPING cis% OF THE MINIMUM SPECIFIED ULTIMATE TEN51 LE STRENGTH OF THE PRESTRESS I N6 STEEL TENDON. THE ANCHORAGE DEVICES SHALL CONFORM TO THE STATIC STRENGTH REQUIREMENTS OF SECTION 3.1.60) AND SECTION 3.1.8(I) OF THE PTI "GUIDE SPECIFICATION FOR POST TENSIONING MATERIALS". 75. THE BEARING PLATES SHALL BE STRUCTURAL STEEL CONFORMING TO ASTM A36/AA5HTO M05. THE BEARING PLATES SHALL BE SIZED 50 THE ALLOWABLE BENDING STRESSES IN THE PLATE PER AISG-A5D ARE NOT EXCEEDED WHEN THE DESIGN LOAD OF THE GROUND ANCHOR 15 APPLIED. 0. ANCHOR TESTING: 8A. EACH GROUND ANCHOR SHALL BE TESTED. THE MAXIMUM TEST LOAD SHALL NOT EXCEED 50% OF THE MINIMUM GUARANTEED ULTIMATE TENSILE STRENGTH (GUTS) OF THE TENDON. THE TEST LOAD SHALL BE SIMULTANEOUSLY APPLIED TO THE ENTIRE TENDON. STRESSING OF SINGLE ELEMENTS OF MULTI -ELEMENT TENDONS WILL NOT BE PERMITTED. 5E. THE TESTIN6 EQUIPMENT SHALL CONSIST OF: 1. A DIAL 6All6E OR VERNIER SCALE CAPABLE OF MEASURING TO 0.001 INCHES SHALL BE USED TO MEASURE THE GROUND ANCHOR MOVEMENT. THE MOVEMENT -MEASURING DEVICE SHALL HAVE A MINIMUM TRAVEL EQUAL TO THE THEORETICAL ELASTIC ELONGATION OF THE TOTAL ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS I INCH. THE DIAL 6All6E OR VERNIER SCALE SHALL BE SUPPORTED INDEPENDENT OF THE JACKING SYSTEM AND RETAINED STRUCTURE AND SHALL BE ALIGNED SO THAT ITS AXIS IS WITHIN 5 DEGREES FROM THE AXIS OF THE GROUND ANCHOR. 2. A HYDRAULIC JAGK AND PUMP SHALL BE USED TO APPLY THE TEST LOAD. THE JAGK AND PRESSURE 6All6E SHALL BE CALIBRATED BY AN INDEPENDENT TESTING LABORATORY AS A UNIT. THE PRESSURE 6All6E SHALL BE GRADUATED IN 100 PSI INCREMENTS OR LESS. THE PRESSURE 6All6E WILL BE USED TO MEASURE THE APPLIED LOAD. THE RAM TRAVEL OF THE JAGK SHALL NOT BE LESS THAN THE THEORETICAL ELASTIC ELONGATION OF THE TOTAL ANCHOR LENGTH AT THE MAXIMUM TEST LOAD PLUS ONE INCH. THE JAGK SHALL BE INDEPENDENTLY SUPPORTED AND CENTERED OVER THE TENDON SO THAT THE TENDON DOES NOT CARRY THE WEIGHT OF THE JAGK. 50. VERIFICATION TESTS SHALL BE PERFORMED ON 2 ANCHORS PER ANCHORAGE SOIL TYPE ENCOUNTERED AND PER ANCHOR INSTALLATION METHOD USED. THE VERIFICATION TEST SHALL BE MADE BY INCREMENTALLY LOADING THE GROUND ANCHOR IN ACCORDANCE WITH THE FOLLOWING SCHEDULE. LOAD HOLD TIME LOAD HOLD TIME AL I MINUTE 1.750L UNTIL STABLE 025DL 10 MINUTES 1.500L UNTIL STABLE 0.50DL 10 MINUTES 1250L UNTIL STABLE 0.75DL 10 MINUTES I.00DL UNTIL STABLE I.00DL 10 MINUTES 0.75DL UNTIL STABLE 125DL 10 MINUTES 0.50DL UNTIL STABLE .50DL 60 MINUTES 0250L UNTIL STABLE 1.750L 10 MINUTES AL UNTIL STABLE 2.000L 10 MINUTES AL = ALIGNMENT LOAD DL e DES16N LOAD 86. 6ROUNID ANCHORS THAT HAVE A CREEP RATE GREATER THAN SPECIFIED CAN BE INCORPORATED IN THE F I N I5HEO WORK AT A LOAD EQUAL TO ONE-HALF OF THE FAILURE LURE LOAD. THE FAILURE LOAD 15 THE MAXIMUM LOAD CARRIED BY THE ANCHOR AFTER THE LOAD HAS BEEN ALLOWED TO STABILIZE FOR TEN MINUTES. 8H. WHEN A GROUND ANCHOR FAILS, THE CONTRACTOR SHALL MODIFY THE ANCHOR DESIGN, THE CONSTRUCTION PROCEDURES, OR BOTH. THESE MODIFICATIONS MAY INCLUDE, BUT ARE NOT LIMITED TO: I N5TALL I N6 REPLACEMENT 6ROUND ANCHORS, MOD I FY I N6 THE INSTALLATION METHODS, INCREASING THE BOND LENGTH, OR CHANGING THE GROUND ANCHOR TYPE. ANY MODIFICATION WHICH REOUIRE5 CHANGES TO THE STRUCTURE SHALL HAVE PRIOR APPROVAL OF THE ENGINEER. MONITORING: PER THE REQU I REMENT5 OF THE 6EOTECHN I GAL SPECIAL INSPECTOR, THE SHORI N6 MONITORING FR06RAM SHALL CONSIST OF THE FOLLOWING: • PRE-GON5TRUCTION SURVEY (VIDEO OR FHOT06RAFHIG SURVEY) OF ADJACENT STREETS, UTILITIES, BUILDINGS, AND OTHER STRUCTURES. • OPTICAL SURVEY OF MONITORING POINTS TO BE COMPLETED TWIGE WEEKLY DURING CONSTRUCTION, AND AT LEAST EVERY OTHER WEEK (OR AS DETERMINED BY THE 6EOTEGHNIGAL SPEGIAL INSPECTOR) FOLLOWING GOMPLETION OF THE EXCAVATION AND BEFORE THE INTERIOR BU I LD I N6 FLOORS REACH THE GROUND SURFACE. MON I TORI N6 SHALL INCLUDE VERTICAL AND HORIZONTAL SURVEY MEASUREMENTS TO AN ACCURACY OF 0.01 FEET. BASELINE READ I NC75 ARE TO BE TAKEN PRIOR TO THE START OF CONSTRUCTION. ALL RESULTS ARE TO BE SENT TO THE 6EOTEGHNIGAL SPECIAL INSPECTOR WITHIN 24 HOURS. A LICENSED SURVEYOR (NOT THE CONTRACTOR) SHALL PERFORM THE MONITORING AT LEAST ONCE PER WEEK. • OPTICAL SURVEY POINTS SHALL BE ESTABLISHED AT THE TOP OF THE SHORING WALL AROUND THE PERIMETER OF THE EXCAVATION AND SPACED AT 25 FEET ALONG THE LENGTH OF THE WALL. • ADDITIONAL SURVEY POINTS SHALL BE ESTABLISHED ALONG THE GURBLINES AND CENTERLINES OF ADJACENT ROADWAYS, AND ON SETTLEMENT -SENSITIVE STRUCTURES, AND AT DISTANCES UP TO AT LEAST THE WALL HE16HT ON PRIVATE PROPERTY ADJACENT THE EXCAVATION, AND SPACED AT 20 FEET HORIZONTALLY. THESE POINTS NEED BE MONITORED IF SHORING WALL MOVEMENTS EXCEED 0.5-INCH. • SURVEY FREQUENCY CAN BE DEGREASED AFTER THE SHORING SYSTEM HAS BEEN INSTALLED AND EXCAVATION 15 COMPLETE IF THE DATA INDICATES LITTLE OR NO ADDITIONAL MOVEMENT. SURVEYING MUST CONTINUE UNTIL THE PERMANENT STRUCTURE (INCLUDING FLOOR SLABS AS BRACES) 15 COMPLETE UP TO FINAL AND STREET GRADES. THE SURVEY FREQUENCY WILL BE DETERMINED BY THE 6EOTECHNICAL EN61 NEER. • THE 6EOTEGHN I GAL ENG 1 NEER SHALL REVIEW SURVEY DATA AND PROVIDE AN EVALUATION OF WALL PERFORMANCE ALONG WITH SURVEY DATA TO THE SHORING ENGINEER ON AT LEAST A WEEKLY BASIS. IMMEDIATELY AND DIRECTLY, NOTIFY THE SHORING EN61 NEER IF ANY UNUSUAL OR 516NI F I CANTLY I NGREA5ED MOVEMENT OCCURS. • IMMEDIATELY AND D I REGTLY NOTIFY THE 6EOTECHNI GAL AND STRUCTURAL ENG 1 NEER5, AND WALL DESIGNER IF 0.5 INCHES OF MOVEMENT OCCURS BETWEEN TWO CONSECUTIVE READINGS OR WHEN TOTAL MOVEMENTS REACH 0.5 INCH. AT THAT AMOUNT OF MOVEMENT, THE ENGINEERS AND DESIGNERS SHALL DETERMINE THE CAUSE OF DISPLACEMENT AND DEVELOP REMEDIAL MEASURES SUFFICIENT TO LIMIT TOTAL WALL MOVEMENTS TO I INCH. ALL EARTHWORK AND CONSTRUCTION ACTIVITIES MUST BE DIRECTED TOWARDS IMMEDIATE IMPLEMENTATION OF REMEDIAL MEASURES NECESSARY TO LIMIT TOTAL WALL MOVEMENTS TO WHAT HAS BEEN DEFINED AS ACCEPTABLE BY THE DESIGN TEAM. Lu s s O N N Q O � � N ry Q s �r o co s p Q d) �n LL L xmmmmmmm p v v v v w� v U o � Q 0 aLn z � L � O o k 0 M m� _ co o - rn THE ALIGNMENT LOAD (AL) SHALL BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTIN6 APPARATUS AND SHALL NOT EXCEED 0.05DL. DIAL GAUGES SHALL BE SET AT "ZERO" AFTER THE ALIGNMENT LOAD HAS BEEN APPLIED. J A CREEP TEST SHALL BE PERFORMED AT THE 1.50 DL INCREMENT. ANCHOR MOVEMENT W DURING THE CREEP TEST SHALL BE MEASURED AND RECORDED AT I, 2, 3, 5, (0,10, 20, 30, 50 AND 60 MINUTES OF ELAPSED TIME FROM WHEN THE LOAD INCREMENT 15 APPLIED. IF AN ANCHOR FAILS IN CREEP, RETESTING WILL NOT BE ALLOWED. CD O z . w 8D. PROOF TESTS SHALL BE PERFORMED ON ALL PRODUCTION ANCHORS BY > V INCREMENTALLY LOADING THE GROUND ANCHOR IN ACCORDANCE WITH THE FOLLOWING - Z SCHEDULE. AT LOAD INCREMENTS OTHER THAN MAXIMUM TEST LOAD, THE LOAD SHALL BE J HELD LONG ENOUGH TO OBTAIN A STABLE READING. 7 AL I.00DL Z- O 025DL 125DL z 0.50DL 1.550L LLW = 0.75DL (n �J ♦ ^ O J = THE ALIGNMENT LOAD (AL) SHALL BE THE MINIMUM LOAD REQUIRED TO ALIGN THE TESTING APPARATUS AND SHALL NOT EXCEED 0.05DL. DIAL 6AU6E5 SHALL BE SET AT "ZERO" AFTER THE AL I6NMENT LOAD HAS BEEN APPLIED. O ry �( THE MAXIMUM TEST LOAD SHALL BE HELD FOR 10 MINUTES. THE LOAD -HOLD PERIOD SHALL J Q "6 START AS SOON AS THE MAXIMUM TEST LOAD 15 APPLIED AND THE ANCHOR MOVEMENT 0 SHALL BE MEASURED AND RECORDED AT I, 2, 3, 5, 6, AND 10 MINUTES. IF THE ANCHOR MOVEMENT BETWEEN I AND 10 MINUTES EXCEEDS 0.04 INCHES, THE MAXIMUM TEST LOAD O 1 SHALL BE HELD OF AN ADDITIONAL 50 MINUTES. IF THE LOAD HOLD 15 EXTENDED, THE z ANCHOR MOVEMENTS SHALL BE RECORDED AT 20, 30, 50, AND 60 MINUTES. IF AN ANCHOR Q FAIL5 IN CREEP, RETESTING WILL NOT BE ALLOWED. O 8E. A VERIFICATION OR PROOF TESTED GROUND ANCHOR WITH A 10 MINUTE LOAD HOLD W CREEP TEST 15 CONSIDERED ACCEPTABLE WHEN: I. THE GROUND ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LE55 THAN 0.04 INCHES OF MOVEMENT BETWEEN THE I AND 10 MINUTE READINGS. 2. THE TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS SO% OF THE THEORETICAL ELASTIC ELONGATION OF THE UNBONDED LENGTH. 5F. A VERIFICATION OR PROOF TESTED GROUND ANCHOR WITH A 60 MINUTE LOAD HOLD CREEP TEST 15 CONSIDERED ACCEPTABLE WHEN: I. THE GROUND ANCHOR CARRIES THE MAXIMUM TEST LOAD WITH LE55 THAN 0.05 INCHES OF MOVEMENT PER LOG CYCLE OF TIME AND THE CREEP RATE 15 LINEAR OR DEGREASING. PROD. NO.-33 2. THE TOTAL MOVEMENT AT THE MAXIMUM TEST LOAD EXCEEDS SO% OF THE SHEET NUMBER THEORETICAL ELASTIC ELONGATION OF THE UNBONDED LENGTH. IN ADDITION TO THE ABOVE, A VERIFICATION TESTED GROUND ANCHOR MUST NOT EXPERIENCE A PULLOUT FAILURE AT THE MAXIMUM TEST LOAD. A PULLOUT FAILURE 15 DEFINED AS THE LOAD AT WHICH ATTEMPTS TO INCREASE THE TEST LOAD RESULT INSH1 CONTINUED PULLOUT MOVEMENT OF THE TEST ANCHOR. ■ F:\GROUND SUPPORT PLLC\2019\19-33 (ANTHOLOGY OF EDMONDS-WA-CA SENIOR LIVING ASSOC LLC)\(SHORING)\(PERMITTING)\R6 (20220209)\1933SH02AR5.DWG... 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(` ro Ora l31 31 L p 8 � EIs cAS cAS cA5 • a �w -�� W a TEL -.--.....< < F F F F �T / E E E < - �0 I F F -�i F F F� F F F F F _ — -r- J I I � � � � I U) rnOz L ANTHOLOGY - SENIOR LIVING S�gN B yh, Of �H �ao�� D5N DRW GHK DATE REV PE50RIPTION RJB J55 GJW 5/2a/20I a o PERMIT I55UE RJB JSS GJW 12/24/2019 I FOUNDATION PLAN GJW 5/I S/2020 2 COMMENT RESPONSE _ TEMP ����� IVC Z1 01 SHORING PLAN Ground Support PLLC DSilF O 9 RJB J55 GJW 15/21/2021 3 GMP / PERMIT SET RJB BFM GJW Oci/30/2021 4 COMMENT RESPONSE ■ RJB BFM GJW 12/28/2021 5 WATER \/AULT RELOCATION O 16932 Woodinville Redmond Rd NE, #210 Woodinville, WA 98072 �Sk is �1 I�NA - 1202 2 Ph: (425) 488-1143 Fax: (425) 605-4057 RJB BFM GJW o2/09/2022 6 COMMENT RESPONSE a 0 M N N O N N a 0 a A 0 M U) BEND BEND PROPERTY o o IN IN PROPERTY BOUNDARY WALL WALL BOUNDARY z z 1 2 3 4 5 6 7 8 9 10 12 13 023' TO STA 0+00 EX1571N(5 FH ,6" FIRE CONNECTION 5" AREA DRAIN (NIO' FROM 5HORIN6) (NO' FROM 5HORIN6) (�15.5' FROM SHORING) TO BE RELOCATE EX 5" 55 WATER SERVICE VAULT (DEPTH 4 SIZE APPROX) TELGO POLE (-7.5' FROM SHORING) (DEPTH FROM SHORING) 5" GPEP (DEPTH $ 51ZE APPROX) 4" WATER 5ERVIGE (Nq.5' FROM 5HORIN(5) (DEPTH $ SIZE APPROX.) (Nq2 FROM SHORING) (-16 5FROM 5HORIN(5) (DEPTH APPROX.) (DEPTH $ SIZE APPROX) COMMUNICATION LATERAL I b" GPEP (DEPTH &SIZE APPROX) (NIh.7' FROM SHORING) 5" AREA DRAIN EX 5 PVC (Nq.5' FROM 5HORING) (DEPTH APPROX) TOP OF THE WALL (-Iq' FROM 5HORIN6) EX 5" PVG (N352 FROM SHORING) 5 GPEP (DEPTH SIZE APPROX) (N35.� FROM SHORING) (N5 FROM SHORING) TIMBER LAGGING (TYF) (DEPTH 4 51ZE APPROX) EXI5TIN6 6RADE (DEPTH & SIZE APPROX) TGd N22 CORNER PILE (DEPTH SIZE APPROX) 3q0 . .. ....................................................................................................... I. .. .. ...................... .. .. .. .. .. ............ .. ........ ......................................................... [352.(�] N6 N7 N8 N9 N1 (N12.5' FROM 5HORING) SH5.1 [350.0] NEW 5DMH II-48" N5 N11 N12 N1 N2 N3 N4 [354.5] [554.51 [354.5] [354.5] [354 1 N N14 (DEPTH $ 51ZE APPROX) NEW 5DMH II-45" (-,6.5' FROM SHORING) [353.5] [553.5] [353.0] N 15 N 16 [3 .5] [352.0] N17 N18 N19 N20 N21 N22 N23 N24 (-h.51 FROM 5HORIN6) (DEPTH & 51ZE APPROX) [351.5] [350.51 [350.51 [550.51 [350.51 [350.5] [380.5] [380.5] [380.5]: (DEPTH 51ZE APPROX) m W� W�f� SB BBB 350 �.�........ B..... ... .. .. ... .. .. .. .. .. .. .. .. ................. �B TTTC TC Cd TCd TCd TCd TCd TCd TCd. ° =s (376.0) (376.0) (376.0) (37(o.0) (37(�.0) (37nd (37,6.0)- (3760) (3�I60) (3-I6.0) (376.0) (37(.0) (3�6.0TCd TCdSD SD so so so (375'S) _(375.Q) 375.0(375.0) (375.0p)(375.0);(375.0)- sp (375.0)-.75.0) (3750) SS SS SS SS SS auSS SS SS SS SSS$SS SS SS SS SS SS : SC - SSD55 SS SS SS SS SS SS SS 510 550 Z O Z N � N d tll O a Q N OL IL z Q Q IL F p IL z -A 1L z d O cv m <r in s d t N It O N Om Q co N 6 U U U U U U U U a � � � � m m m [35q.0] [35q.0] BOTTOM OF FX6TIN6 FTG BOTTOM OF FT6 BOTTOM OF FT6 BASE OF EXCAVATION: BOTTOM OF EXI5TIN6: FT6 5.5 FROM SHORING 4.5 5 OR G OM 5 7S' FR M. HORIN6 550 .FROM EL. 3(5.50 ..... .. .. . 3.5 FROM SHORING EL: 367.00 ... .. . .. ....... .. .......... . ................... .. .. .......... .. ... EL. 366.50 EL. 3(07.50 .. .. .. .. .. .. ... .. .. . ... .. .......... ............................................... 350 BOTTOM OF FT& EL, 567.50 BASE OF EXCAVATION IS' FROM SHORING EL. 366.53 EL 567,00 BASE OF EXGAVATION BASE OF EXGAVATION BASE OF EXGAVATION EL. 3(b5.50 EL. 3(�7.25 EL. 3(0725 20 SFG 2 SPGSS J 3S0 ® 5.00 @ 5.00' J WALL 0+00 0+50 1 +00 I +50 2+00 5TAT1 ON NOTE: INFORMATION SUPPLIED TO GROUND SUPPORT PLLC AT TIME OF SHORING DESIGN INSUFFICIENT TO CHECK FOR ALL POTENTIAL CONFLICTS BETWEEN SHORING ELEMENTS AND UTILITIES. CONTRACTOR IS RESPONSIBLE FOR LOCATION OF ALL UTILITIES WITHIN ZONE OF SHORING ELEMENTS AND FOR CHECKING THAT NO SUCH CONFLICTS EXIST. I r-/-- r-NIn P1 FILE NUMBER [(�I.O], TOP OF SOLDIER PILE ^EET) �LDIER FILE GROUND ANCHOR RILLHOLE �TTOM OF SOLDIER FILE (FEET) T B 0 BUILDING GRID LOCATION CR055 SECTION LOCATION AND IDENTIFICATION ALL <E"�r FLAN NORTH WALL 212"' 57 5W -A < -A w P SOUTH WALL SANITARY SDNEF FORGE MAIN NOTE: GONTRAGTOF, TO USE EXTREME GAUTION AROUND EXISTING SAN I TAR` SEWCR FORGE MAIN DURING GONSTRUGTION AGTIVITIES. GONTRAGTOR SHALL LOGATE AND GOORDINATE WITH G TY OF LYNNWOOD PRIOR TO GONST UGTON. HIGH GN PRESSURE GAS MAIN N NOTE: GONTRAGTOR TO USE EXTREME CAUTION AROUND EX I STI NG HIGH GN PRESSURE GAS MAIN DURING GONSTFUGTION ACTIVITIES. GONTAGTOR SHALL LOCATE AND GOORD I NATE WITH GAS PURVEYOR PRIOR TO GONSTRUGTION. Z � Z > (Do J z O O Lu LLI ? � J W � 2 o 0 O a W PROJ. NO. ICI-55 SHEET NUMBER SH300 z 0 Lu I Lu 20" JO6 BENTENO y PROPERTY IN w IN IN BOUNDARY WALL WALINALL A B 3.84' TO 5TA 0+00, NEW 8" AREA DRAIN - (N10' FROM SHORING) EX 50" 5D (N27' FROM SHORIN(5) (DEPTH $ 5IZE APPROX) EX-TGd (N13' FROM 5HORIN(5) (DEPTH $ 5IZE UNK) NEW 8" GPEP (N5.5 FROM 5HORIN(6) (DEPTH $ 5IZE APPROX) 3q0.................................................................................. NEW SDMH 11-48" (N42' FROM:5HORIN(5) (DEPTH 4 SIZE. APPROX) E [380.IS1 � [3f 0 PROPERTY BOUNDARY r w I I C D T F G H J K L M EN SDMH II-48" (-24.8 FROM 5HORING) b" GPEP LATERAL (DEPTH $ 5IZE APPROX) (NO' FROM SHORING) NEW b" GPEP NEW 8" AREA DRAIN (N13' FROM SHORIN(5) (N10.5' FROM SHORING) (DEPTH 5IZE APPROX) (DEPTH $ 5IZE APPROX) Eq CORNER PILE NEW 8" GPEP I SH5.1 (N7.5' FROM 5HORING) NEW 8" 55 LATERAL (DEPTH 4 5IZE APPROX) (-O' FROM 5HORING) NEW SDMH II-48" NEW SDMH II-45" (DEPTH 4 SIZE APPROX.) NEW 8" 55 LATERAL (N.8' FROM 5HORING) (N3' FROM SHORING) NEW 8" AREA DRAIN (DEPTH $ 5IZE APPROX) (N82' FROM SHORING) (NO' FROM SHORING) (DEPTH SIZE APPROX) ......................NEW b° GPEP .... ....... .............[E12FE13 .(DEPTH 5IZE APPROX) (DEPTH SIZE APPROX) EX-TGd..................................................................................................... ................. I (N11.5' FROM SHORING) NEW 6REA5E EX 12" GA5 (NII' FROM 5HORING) E2 (DEPTH $ 5IZE APPROX) INTERCEPTOR (NI8.5' FROM 5HORIN6) (DEPTH s 5IZE UNK) E3 (DEPTH $ 5IZE APPROX.) F(DEPTH $ 5IZE APPROX) [38:1.0] E4 E5\ E6 E7 E8GB TYPE 1 [380.5] [380.0] [380.01 E9: E10 Ell E14 E15 [37q 5] I E16 (N21 FROM 5HORING) 3q0 • [371.0] [371.01 [378.S1 [378.S1 [378.S1 [378.S1 [378.S1 [378.S1 E17 E18 E19 L378.O1 ] I (DEPTH $ 5IZE APPROX) 380 ............ ...............: EX 18" 5EWER MAIN.. \ _ ... [37�r,� [377.0] [377.0]. [37b:5 ...... .... 380 (�,34' FROM 5HORIN6) _ - :NEW AREA DRAIN (DEPTH 5IZE APPROX) �B X (-II' FROM 5HORING) o (374.5) sp 374.5)° PI SD ss : ss p s� s° i15.0 -s° x PI (3-f 1.0) 371.0) 37o EL.37100 s s .. (370.0 EL.871.00.. 370 '� ... s (370 s ss s s° s ss A ss s ss p EX SDMH s �\ SD ss ss s (N27' FROM 5HORI NG) I --------------- (DEPTH 5IZE APPROX)IFF EX IS" SEWER MAIN 360 BASE .OF EXCAVATION. .... ..... .. . ........ :.. .(N31'.FROM 5HORIN6)................................................................................ 3b0 EL. 3b8.50H,4 (DEPTH $ SIZE :APPROX.) NSW :BASE OF EXCAVATION (-I.S' FROM SHORING) [551.01 [557.01 [357.0] [357.0] [551.0] EL. 360.50 (DEPTH $ SIZE APPROX.) BASS OF BASE OF NEW b GPEP .............. EX V GA5 .......EXCAVATION . EXCAVATION . .... .... .......... .............. (III' FROM SHORING).. :.. 550 350 .......................................................... ( 13.8' FROM SHORING) EL. 361.00 EL. 367.50 [353.0] [353:0] N [351.0] [351.0] [351.0] [351.0] [351.0] [351.0] b" GPEP LATERAL (DEPTH $ 5IZE APPROX.) 1 [550.01 [550.01 (NO' FROM SHORING) BASE OF EXCAVATION PILASTER, TIMBER LAGGING (TYP) 5W PUMP EL. 368.50 6 (TYP) (N.8' FROM SHORING) BLAS 58F2 XCAVATION BASE OF EXCAVATION BASE OF EXCAVATION (DEPTH $ 5IZE APPROX) �,3.0' EL. 3b4.50 EL. 36I.00 EX. 6A5 VAULT 12" GPEP LATERAL (-II' FROM 5HORIN(5) (NO' FROM 5HORIN(5) (DEPTH # 5IZE APPROX) 3 5PG5 2.5 2 5PG5 3 5PG5 2 5PG5 ® 7.0' 0' .0' 6.0' 7.0' 6.6' 0' @ 5.5' 8.0' @ 7.0' q.0' I I I I I I I I I I I I I I I WALL 0+00 0+50 I +00 1 +50 STATION NOTE: INFORMATION SUPPLIED TO GROUND SUPPORT PLLC AT TIME OF SHORING DESIGN INSUFFICIENT TO CHECK FOR ALL POTENTIAL CONFLICTS BETWEEN SHORING ELEMENTS AND UTILITIES. CONTRACTOR IS RESPONSIBLE FOR LOCATION OF ALL UTILITIES WITHIN ZONE OF SHORING ELEMENTS AND FOR CHECKING THAT NO SUCH CONFLICTS EXIST. I Pr_PkIr) P1 PILE NUMBER [b1.0] , TOP OF SOLDIER PILE ^EET) �LDIER PILE GROUND ANCHOR RILLHOLE �)TTOM OF SOLDIER PILE (FEET) w BUILDING GRID LOCATION GROSS SECTION LOCATION AND IDENTIFICATION BALL E� FLAN NORTH WALL 212"' ST SW �> td 1tu SOUTH WALL SANITARY SEVCR F0Rr-,E MAIN NOTE: �ONTRAGTOR TO USE EXTREME CAUTION AROUND EXISTING SAN I TARS 55NER FORGE MAIN DURING GONSTRU�TION ACTIVITIES. GONTRAGTOR SHALL LOr ATE AND GOORD I NATE WITH CITY OF L1'NNlNOOD PRIOR TO GONSTRUGTION. HIGH PRESSURE GAS MAIN NOTE: GONTRAOTOR TO USE EXTREME CAUTION AROUND EXISTING H OH PRESSURE OAS MAIN DURING GONSTRUGTION ACTIVITIES. GONTRAGTOR SHALL LOCATE AND GOOD I NATE WITH OAS PURVE''OR PRIOR TO GON57UGTION. z 0 W Lu Lu z tD V_ N Q 0 �- to z w OL 0 w d V_ Q V- `� V- n, z z z Q Lu Q > LLlu O O O 4 K U o � 0 aLn z � L � 0 � � o k 0 M _= m co c L. co rn Z z J Z - � � Q Z O W � 1: (J) LLJ J � � W O ry � O SOW U) Q � w PROJ. NO. q=55 SHEET NUMBER SH301 z 0 Lu I Lu O PROPERTY PROPERTY BOUNDARY BOUNDARY 13 12 10 9 8 7 6 5 4 3 2 1 O.Iq' TO 5TA 0+00 ,6" GPEP DRAIN TO VAULT (NO-8' FROM 5HORIN&) (DEPTH $ 51ZE APPROX) PAR LATERAL PAR (NO' FROM 5HORIN6) (-13' FROM 5HORINCG) FIBR LATERAL EX GB (-0' FROM SHORING) NEW 8" AREA DRAIN (DEPTH $ SIZE llNK) 3q0 (^til'. F.ROM.SHORING)........J.23 ................. ....PAR.................................................................. ( 15 FROM SHORING) COLUMN, (TYP) (DEPTH # SIZE APPROX) (-8' FROM SHORING) (DEPTH SIZE APPROX) EXI5TING GRADE (-4' FROM 5HORIN6) (DEPTH $ 51ZE UNK) TIMBER LAGGING [378.00] EX-b GMP (7'P) S17 18 /S19 S20 S21 S22 S24 /S25 (N14'FROM SHORING) S3 : S4 S5 S6 S7 S8 S9 S10 S11 S12 S13 : S14 S15 S16 [3-18.5] [3 SS] [378.5] [318.5] [318.5] [378:5] .51: ............................ ....SO... S1.... .. S2 ........ ... ..... .....: ...... ....... ..... .... .. .............:..................................................... 380 (DEPTH SIZE APPROX) [37b 5] [37b 5] [37b 5] [37b.5] [37b.5] [376.5] [376.5] [376.5] [37b.5] [37b.5] [37b:51 [3�b.5] [375. '1 13,5.51 [375.5] [3�h.a] [3�h.0] F F §B 370........................................... EL. 371.00. .......I . .. . L .. .. .. .. .. .. . .. .. . .. .. . BASE OF EXCAVATION EL. 560.50 4 1� �,i �h'� 18J ER [355.0] .. .. ............................................................ 350 .... ...7 T [355 52.0] . [552.01 [552.01 [3.0] [552.0] [351.0] [351.0] [351.0] BASE OF EXGAVAT [34q.0] [34q.0] BASE OF EL. 561.50 -i-L] L-L] L-J L [548.01 EXGAVATION [34b.0] BASE OF EXCAVATION EL. 36525 BASE OF EXCAVATION [345.0] [345.0] [345.0] [345.0] [345.0] [345.0] [344.01 [344.0] [344.0] EL.564.00 EL.3bb25 BASE OF EXCAVATION BASE OF EXCAVATION BASE OF EXCAVATION EL. 36025 BASE OF EXCAVATION ATION EL. 362.75 EL. 365.50 EL. 3b7.50 BASE OF EXCAV EL. ATION BASE OF EXGAVATION BASE OF EXCAVATION EL. 561.50 EL. 36b.50 7 5PG5 7..0' 7.0' S 5PG5 2 5PG5 6 5PG5 O 7.0 ®6.5' @ 851 @7.5 ®8.5 HALL 0+00 5TAT1 ON NOTE: INFORMATION SUPPLIED TO GROUND SUPPORT PLLC AT TIME OF SHORING DESIGN INSUFFICIENT TO CHECK FOR ALL POTENTIAL CONFLICTS BETWEEN SHORING ELEMENTS AND UTILITIES. CONTRACTOR IS RESPONSIBLE FOR LOCATION OF ALL UTILITIES WITHIN ZONE OF SHORING ELEMENTS AND FOR CHECKING THAT NO SUCH CONFLICTS EXIST. I r-/-� r-&Im P1 PILE NUMBER [61.0] , TOP OF SOLDIER PILE ^EET) �LDIER PILE GROUND ANGHOR RILLHOLE �)TTOM OF SOLDIER PILE (FEET) w BUILDING GRID LOCATION GROSS SECTION LOCATION AND IDENTIFICATION 0+50 Y BALL FLAIL NORTH WALL 212"' ST SA �> UUA i�- SOUTH WALL 1 +00 +50 I: JW PI.. I. Ifl BASE OF: EXCAVATION ..... . EL. 367:0.................................................... � f,:k:;t; nl rq=x nl [35b.0] . ..................................................................... 1 2+00 z 0 w 570 "' 3(00 550 z 0 w UA Lu OL w N Q N z O Q Q LL13 � W O R O I W O w > I- W O 13 4 Q Q N O Q O v v O U O ll v �0)�D �nILILtt- Q � � � m as m N m �m m mm m m� Q y v v � � w v v v (D�z (DO J N L.1_ Q O Z LuJ O w w O Q Q G w PROJ. NO. q=53 SHEET NUMBER SH302 Z 0 Lu I Lu m 3b0 O PROPERTY PROPERTY BOUNDARY BOUNDARY L K J H G F E D C B A 024' TO 5TA 0+00 EX. GB (NI32' FROM 5HORIN6) (DEPTH UNK) NEW 5DMH II-48" (N42' FROM 5HORIN6) (DEPTH $ 51ZE APPROX) NEW 8" GPEP EXISTING GRADE (DEPTROM5IZE APPrz.ROX) [381.76] ....... EXI5TIN6.6RAD.E ......... TIMBER LAGGING (TYP) RM 48° BEHIND ROCKERY 5DM- 5W16 W17 (DEPTH ff051ZEHAPPROX) W9 W10 W11 W12 W13 W14 [381.5] [382.0] [382.0] W1 W2 W3 W4 W5 W6 W7 W8 _ \ 80.0],-[380.0] [380.5] [380.51 LI [37q.0] [374.0] [37q.5] [37q.5] _ \\\ EL.382.70 ................................................................................................................................................................................................ ............ ........ .. \... / ... ..... .. .. ..\../............:...............:...............:..................................................... v - J\ y J\ SD SD SD SD S \ / \ SD SD SD - SD S k PI ............................................................................... :. EL. 371.00........ .. iullml�Vmllm�m9 i11� IIIIIIINERMIL-1 w I film eT ` OF «6,EXGAVATION" I I III I I III I I III I I III I I I III I III I II I' I III I I II I I I II I I I'I I I III I I I II I I I'I I I .................... EL. 371.00......................................................................... ............................... BOTTOM OF FT6 5.5' FROM SHORING EL. 3bb.50 [355.0] [355.0] [355.0] [355.0] 350 ... .. .. .. .. .. .. .. .. .. .. .. .. ....... ............ .................. ................ ............................ [3.54.01.....[354.0]...: .[354..0].. .. .. ............ .................. ............. .............................. .. .. .. .. .. ... [353.0] [353.0] [353.0] [353.0] f 353:0] [353:0] [3530] [353:0] BASE OF EXCAVATION BOTTOM OF FTb BOTTOM OF FTG EL. 3bb.48 b.3' FROM SHORING 55FROM SHORING BASE OF EXGAVATION EL. 3b7.00 BASE OF EXGAVATION EL. 3bb.50 EL. 3b7.73 EL. 3b8.50 BASE OF EXCAVATION EL. 3b8.50 NOTE: INFORMATION SUPPLIED TO GROUND SUPPORT PLLC AT TIME OF SHORING DESIGN INSUFFICIENT TO CHECK FOR ALL POTENTIAL CONFLICTS BETWEEN SHORING ELEMENTS AND UTILITIES. CONTRACTOR IS RESPONSIBLE FOR LOCATION OF ALL UTILITIES WITHIN ZONE OF SHORING ELEMENTS AND FOR CHECKING THAT NO SUCH CONFLICTS EXIST. LEOEIND P1 PILE NUMBER TOP OF B SOLDIER PILE (FEET) BUILDING GRID LOCATION SOLDIER PILE GROUND ANCHOR O GROSS SECTION LOCATION DRILLHOLE AND IDENTIFICATION BOTTOM OF SOLDIER PILE (FEET) WALL STATION 0+00 ALL E�"r FLAW NORTH WALL 212"' ST SW A �> SOUTH WALL 0+50 Ib 5PC5 8.00' I +00 3q0 380 IL 570 to m 550 z O w w Lu z N N QLu N ~ � N I--O X V- Q,, 0 LL 01 w O v Lu R O o Z� w O w OL kf) v Z Lu O 4 w w 0 s s Q 6 ry n Q o o o v O O O O O ll O �0)��nILILIL 0 � � � m as m N m m � m m � m� m � m� 0 v v v w v v v o N U Llr) 0 Lis o Z ko L C a. c 0 �N L o z_ J 0 z Lu 0 J 0 z Q PROJ. NO. q=55 SHEET NUMBER SH303 75 66 N N 0 N N N O d n Q M U) v ANCHOR I MIN. PILE PILE DRILL - TOP BOT PILE HOLE ANCHOR DEGLI- TOTAL UNBOND BOND DESIGN PILE WALL STEEL ELEV ELEV LENGTH DIA ELEV NATION LENGTH LENGTH LENGTH gAR LOAD NUMBER 5TA SECTION (FT) (FT) (FT) (FT) (FT) (DEG) (FT) (FT) (FT) SIZE (K) NI 0+03.5 WI4X34 382.5 358.0 24.5 2.0 37b.0 45.0 30.0 10.0 20.0 No. II b0.0 N2 0+11.5 W14X34 382.5 358.0 24.5 2.0 37b.0 45.0 30.0 10.0 20.0 No. II b0.0 N3 O+IQ.S WI4X34 382.5 358.0 24.5 2.0 37b.0 45.0 30.0 10.0 20.0 No. II b0.0 0+27.5 WI4X34 382.5 358.0 24.5 2.0 37b.0 45.0 30.0 10.0 20.0 No. II b0.0 N4 N5 0+35.5 WI4X34 353.5 35Q.0 24.5 2.0 37b.0 45.0 30.0 10.0 20.0 No. II b0.0 Nb 0+43.5 WI4X3S 384.5 35Q.0 25.5 2.0 37b.0 45.0 35.0 10.0 25.0 No. II 70.0 0+51.5 WI4X48 384.5 35Q.0 25.5 2.0 37b.0 45.0 10.0 25.0 No. II 70.0 N7 35.0 NS 0+5Q.5 WI4X43 384.5 35Q.0 25.5 2.0 37b.0 45.0 35.0 10.0 25.0 No. II 70.0 NQ 0+b7.5 WI4X38 384.5 35Q.0 25.5 2.0 37b.0 45.0 35.0 10.0 25.0 No. II 70.0 NIO 0+75.5 WI4X34 354.0 35Q.0 25.0 2.0 37b.0 45.0 30.0 10.0 20.0 No. II b0.0 Nil 0+53.5 W14X30 383.5 35Q.0 24.5 2.0 37b.0 45.0 30.0 10.0 20.0 No. II b0.0 NI2 O+Q1.5 WI4X30 383.0 35Q.0 24.0 2.0 37b.0 45.0 30.0 10.0 20.0 No.lO 55.0 NI3 O+QQS WI4X30 382.5 35Q.0 23.5 2.0 37b.0 45.0 27.5 10.0 17.5 No.lO 50.0 NI4 I+07.5 WI4X30 352.0 35Q.0 23.0 2.0 375.5 45.0 27.5 10.0 17.5 No.lO 50.0 NI5 I+15S WI4X30 351.5 35Q.0 22.5 2.0 375.0 45.0 27.5 25.0 10.0 17.5 No.lO 50.0 Nlb I+23.5 WI4X30 381.0 35Q.0 22.0 2.0 375.0 45.0 10.0 15.0 No. Q 45.0 Nil I+31.5 WI4X30 380.5 35Q.0 21.5 2.0 375.0 45.0 25.0 10.0 15.0 No. Q 45.0 NO I+3Q.5 WI4X30 380.5 35Q.0 21.5 2.0 375.0 45.0 25.0 10.0 15.0 No. Q 45.0 NIQ I+47.5 WI4X30 380.5 35Q.0 21.5 2.0 375.0 45.0 25.0 10.0 15.0 No. Q 45.0 N20 I+55.5 WI4X30 380.5 35Q.0 21.5 2.0 375.0 45.0 25.0 10.0 15.0 No. Q 45.0 N21 I+b3.5 WI4X30 380.5 35Q.0 21.5 2.0 375.0 45.0 25.0 10.0 15.0 No. Q 45.0 N22 I+�1.7 WI4X30 380.5 35Q.0 21.5 2.0 375.0 45.0 25.0 10.0 15.0 No. Q 45.0 N23 I+7q.7 WI4X30 380.5 35Q.0 21.5 2.0 375.0 40.0 25.0 10.0 15.0 No. Q 45.0 N24 I+��.7 WI4X30 380.5 35Q.0 21.5 2.O 375.0 45.0 25.0 10.0 15.0 No. Q 45.0 ANCHOR I MIN. N0. PILE PILE DRILL STRANDS TOP BOT PILE HOLE ANCHOR DEGLI TOTAL llNBOND BOND 0R DESIGN LOGKOFF PILE WALL STEEL ELEV ELEV LENGTH DIA ELEV NATION LENGTH LENGTH LENGTH BAR LOAD LOAD NUMBER STA SECTION (FT) (FT) (FT) (FT) (FT) (DEG) (FT) (FT) (FT) SIZE (�) (�) El 0+03.0 W14X30 380.0 35Q.0 21.0 2.0 374.5 45.0 25.0 10.0 15.0 No. Q 45.0 45.0 E2 0+10.0 W14X30 380.0 35Q.0 21.0 2.0 374.5 45.0 25.0 10.0 15.0 No. Q 45.0 45.0 E3 0+17.0 WI4X30 380.0 35Q.0 21.0 2 6 2.0 .O 374.5 45.0 25.0 10.0 15.0 No. Q 45.0 45.0 E4 0+24.0 WI4X30 380.0 3 374.5 45.0 25.0 10.0 15.0 No. Q 45.0 45.0 E5 0+30.0 WI4X30 380.0 357.0 r551.0 23.0 2.0 373.0 45.0 25.0 10.0 15.0 No. Q 45.0 45.0 Eb O+3Q.0 WI4X30 37Q.0 22.0 2.0 373.0 45.0 25.0 10.0 15.0 No. Q 45.0 45.0 E7 0+45.0 WI4X30 37Q.0 357.0 22.0 2.0 373.0 45.0 25.0 10.0 15.0 No. Q 45.0 45.0 ES 0+52.0 WI4X30 37Q.0 357.0 2.0 2.0 373.0 40.0 25.0 10.0 15.0 No. Q 45.0 45.0 EQ 0+58.b WI4X30 37Q.0 355.0 24.0 2.0 372.5 45.0 25.0 10.0 15.0 No. Q 45.0 45.0 E10 O+b4.0 WI4X30 37Q.0 353.0 2b.0 2.0 372.5 45.0 25.0 10.0 15.0 No. Q 45.0 45.0 Ell 0+70.0 W14X30 378.0 353.0 25.0 2.0 372.5 45.0 25.0 10.0 15.0 No. Q 45.0 45.0 E12 0+75.5 WI4X34 378.0 351.0 27.0 2.0 372.5 45.0 30.0 12.5 17.5 No.lO 50.0 50.0 E13 0+81.0 WI4X38 378.0 351.0 27.0 2.0 372.0 45.0 32.5 12.5 20.0 No II b0.0 b0.0 E14 O+SQ.O WI4X43 378.0 351.0 27.0 2.0 372.0 45.0 35.0 12.5 22.5 No II b5.0 b5.0 E15 O+Q7.0 WI4X38 377.0 351.0 2b.0 2.0 371.0 45.0 32.5 10.0 22.5 No II b5.0 b5.0 Elb I+05.0 WI4X34 377.0 351.0 2b.0 2.0 371.0 45.0 30.0 10.0 20.0 No II b0.0 b0.0 E17 I+12.0 WI4X38 377.0 351.0 2b.0 2.0 371.0 45.0 30.0 10.0 20.0 No II b0.0 b0.0 EIS I+IQ.O WI4X43 37b.0 350.0 2b.0 2.0 370.5 45.0 32.5 10.0 22.5 No II 70.0 70.0 EIQ I+28.0 WI4X34 37b.0 350.0 2b.0 2.0 370.0 45.0 30.0 10.0 20.0 No II b0.0 b0.0 z O W Lu Lu z N N Q 0 _o � a L `� L o L ~ �' o ofowo z OL z z owow--w�w O U O w O s o N N o N N N s 'r N Q o Q� q n o n o o v o o v o NOTE: APPLY DE516N LOAD TO BAR ANCHORS, a � � -7 m M m THEN L005EN AND m m m m m m m HAND -TIGHTEN NUTS. 0 �� cJ w z U oUN 0 a w o z L N O o k _ co rn J W J z . w w i V I J VJ NOTE: APPLY DESIGN O LL LOAD TO BAR ANCHORS, z O O THEN LOOSEN AND T HAND -TIGHTEN NUTS. pi y �U Z J 07 � O Z Q in 2i W W J in PROJ. NO. lef-33 SHEET NllMBER *��UBLIG NOTE: FOR ANCHORS EXTENDING ACROSS RIGHT-OF-WAY, TIEBACK/ANCHOR LENGTHS CANNOT BE INCREASED UNTIL SUBMITTAL ERMIT REVISION AND SUCH REVISION SH30A APPLICATION 15 REVIEWED, APPROVED, AND RELEASED BY CITY OF EDMONDS. MIN. PILE PILE DRILL - TOP BOT PILE HOLE PILE WAIvL STEEL ELEV ELEV LENGTH DIA NUMBER 5TA SECTION (FT) (FT) (FT) (FT) 50 0+00.0 W14X53 375.0 352.0 23.0 2.0 51 0+05.0 WISX71 375.0 345.0 30.0 2.5 52 0+12.0 WISX7b 375.0 345.0 30.0 2.5 53 0+18.5 WISX7b 3�b.0 345.0 31.0 2.5 54 0+25.0 WISX7b 3�b.0 345.0 31.0 2.5 55 0+31.5 W I SXSb 3�b.0 345.0 31.0 2.5 Sb 0+38.0 W I SXSb 37b.0 345.0 31.0 2.5 57 0+44.5 W I SXSb 37b.0 344.0 32.0 2.5 SS 0+51.0 W I SXSb 37b.0 344.0 32.0 2.5 SQ 0+57.5 W I SXSb 37b.0 344.0 32.0 2.5 510 0+b4.5 W I SXSb 37b.0 34b.0 30.0 2.5 511 0+�2.5 WISXbS 3�b.0 34Q.0 27.0 2.5 512 0+�q.5 WISX71 3�b.0 34Q.0 27.0 2.5 513 O+SS.O WISX7b 3�b.0 348.0 28.0 2.5 514 O+Qb.S W I SXbO 3�b.0 351.0 25.0 2.5 515 I+05.0 W I SXbO 3�b.0 351.0 25.0 2.5 51 b I+13.5 W I SXbO 37b.0 351.0 25.0 2.5 517 I+22.0 WISX50 37b.0 352.0 24.0 2.5 518 I+2Q.5 W I SXbO 375.0 352.0 2b.0 2.5 51Q I+37.0 WISXbS 375.0 352.0 2b.0 2.5 520 I+45.5 W I SXbO 375.0 353.0 25.0 2.5 521 I+54.0 W I SXbO 375.0 353.0 25.0 2.5 522 I+b2.5 WI4X53 375.0 355.0 23.0 2.0 523 I+�I.O W14X53 375.0 355.0 23.0 2.0 524 I+7q.5 WI4X53 375.0 355.0 23.0 2.0 525 I+SS.O WI4X53 375.0 35b.0 22.0 2.0 MIN. PILE PILE DRILL - TOP BOT PILE HOLE PILE WALL STEEL ELEV ELEV LENGTH DIA NUMBER STA SECTION (FT) (FT) (FT) (FT) Al 0+04.0 WISX50 378.5 355.0 23.5 2.5 W2 0+12.0 WISX50 378.5 355.0 23.5 2.5 W3 0+20.0 W I SXbO 378.5 353.0 25.5 2.5 W4 0+28.0 W I SXbO 378.5 353.0 25.5 2.5 W5 0+3b.0 W I SXbO 378.5 353.0 25.5 2.5 Wb 0+44.0 WISXbS 378.5 353.0 25.5 2.5 Al 0+52.0 WISXbS 37Q.0 353.0 2b.0 2.5 WS 0+b0.0 WISXbS 37Q.0 353.0 2b.0 2.5 WQ 0+b8.0 W I SXbO 3�Q.5 354.0 25.5 2.5 W IO 0+�b.0 W I SXbO 3�Q.5 354.0 25.5 2.5 WII 0+84.0 WISXbS 380.0 354.0 2b.0 2.5 WI2 0+Q2.0 WISX71 380.0 353.0 27.0 2.5 W13 I+00.0 WISX71 380.5 353.0 2�.5 2.5 W14 I +OS.O W I SXbO 380.5 355.0 25.5 2.5 WI5 I+Ib.O WISXbS 381.5 355.0 2b.5 2.5 Wlb I+24.0 WISXSb 382.0 352.0 30.0 2.5 WI7 I+32.0 WISXQ7 382.0 352.0 30.0 2.5 c� 0 Lo Q CD 0 co co O N O N N O c� Lu z cD z Ir O J J PROPERTY PROPERTY z BOUNDARY BOUNDARY z N N F- N PROPERTY EX b" (5A5 z tu -1 ° ° O BOUNDARY (N1727' FROM SHORING) 0)z - N m m EX-TGd o q z z z (N13.54' FROM SHORING) EX 12" GA5 Q a > Lu (N20.gb' FROM SHORING) ° o 0 0Lu o 400 (b FROM SHORING) S 55 (N35.3' FROM SHORING) 400 400 NEW SD (Nll.bb' FROM SHORING) 30" GONG 50 NEW b" FIRE SERVICE GONG EX-TGd NEW 8" 50 5" PVC 55 (NI2.3' FROM SHORING) (N2722' FROM 5HORIN6) NEW 8 GPEP (DEPTH $ SIZE APPROX) (NI7.3' FROM SHORING) (-45.1' FROMM SHORING) 4 (NS.q' FROM SHORING) (N35.1' FROM SHORING) (N5.G) 4' FROM SHORIN w NEW 8" SD 32" GONG 5D (N1725 FROM 5HORIN(5) (N45.011FROM SHORING) NEW 50MH 11-48 EX GA5 o - cv m ,n s 3q0 3q0 (DEPTH $ 51ZE APPROX) 5`i0 (N3 FROM SHORING) (N31.55' FROM SHORING) s EXISTING GRADE EXISTING GRADE IS SEWER MAIN NEW 3 6A5 s Q o (N34 FROM SHORING) (NI.3' FROM SHORING) EX Ib Q ry N o N m s N o FACE OF ----- - - - - - - - - - - --------------- - - - - - GAS EXISTING GRADE � i o N N 0 _ _ SHORING WALL - - - - - - FACE OF -" (N37.33' FRO 5HORING) _ 550 (TYP) 5bo SHORING WALL 550 FACE OF -7 ANCHOR (TYP) 5HORINGWALL-----,-�' ---- - ------------- v, m Im zo HEAD (TYP) zo (TYP) Q m m m m m m tD m m m m m m m < Q HEAD (TY) /\ Q ANCHOR Lu Lu 370 45.0 ° GROUND ANCHOR (TYP) -A m 570 45.0° -1 � 370 i HEAD (TYP) r . 5.0 0 BASE OF BASE OF GROUND ANCHOR (TYP) BASE OF EXCAVATION EL. 3bb.5 EXCAVATION EL. 3bS.5 EXCAVATION EL. 3b5.5 � 360 360 360 GROUND ANCHOR (TYP) cJ pg0� 350 WI4X34 STEEL SOLDIER PILE 350 W14X30 STEEL SOLDIER PILE 350 WI4X38 STEEL SOLDIER PILE CENTERED (U.N.O.) IN 2.0 FT DIA DRILLHOLE CERED (U.N.O.) IN2.0 FT PIA DRILLHOLE CENT CENTERED (U.N.O.) IN 2.0 FT DIA DRILLHOLE N BAGKFILLED WITH GDF BAGKFILLED WITH GDF BAGKFILLED WITH GDF � J N o a w o z L � O O k 0 M O � � co NORTH BALL CROSS-SECTION NORTH WALL CROSS=SEOiI ON EAST NALL CROSS-SE�iION N A7 FILE N (�N IS AT FILE NIA E5 AT FILE EE5 O o t4J.O 0 i0 t4J.O ® i0 SH4.0 0 i0 FEET FEET FEET PROPERTY BOUNDARY PROPERTY PROPERTY J BOUNDARY BOUNDARY J EX 12 GA5 (NI3.g4' FROM SHORING) EX 12" 6A5 (NIS.S' FROM 5HORIN6) 400 EX. 6A5 VAULT EX 12" GA5 400 50" GONG 50 400 -11.3' FROM 5HORIN(5) (-10.55' FROM 5HORING) (N25.3' FROM SHORIN(5) EXT TGd 30 GONG 50 NEW AM (DEPTH $ SIZE APPROX) z �i'� (-II'FROM SHORING) (N24.Sq' FROM SHORING) N14' FROM SHORING) LATERAL LAT(NO' > V Z NEW b" 50 (DEPTH $ 51ZE APPROX) EXT TGd EX GAS FROM SHORING) LATERAL LATERAL _ J Z 3q® (Nq2' FROM SHORING) EX GA5 3q® (-II'FROM SHORING) (N25.5' FROM SHORING) 3qo (NO' FROM 5HORIN6) O NEWS 55 (N425 FROM SHORING) (N28.4b' FROM SHORING) NEW I SD IS" SEWER MAIN NEW b" 5D L.L O NEW GREASE INTERCEPTOR IS SEWER MAIN N (N31' FROM 5HORING) (q FROM SHORING) EX lb" GA5 (N5 b' FROM SHORING) z O ♦ 1 (N1.52' FROM SHORING) (N31' FROM SHORING) EX lb" GA5 NEW 12 50 (N35.g(o' FROM 5HORING) EXISTING GRADE L1j 2 y v W z 5bo FACE OF (N352' FROM SHORING) SHORING WALL (TYP) - - 380 (N5.S4' FROM FACE OF SHORING) EXISTING GRADE 380 FACE OF - - - - - - - - (n ' ^ I w (J, („ - - - -------------- z p SHORINGNALL (TYP) --- -- - ------I------ _ z SHORING WALL (TYP) \� /\ w ANCHOR �' w ANCHOR L.L O 370 HEAD (TYP) EXISTING GRADE w 570 HEAD (TYP) w 570 O 45.0° 45.0° z ^O 360 F 360 F 5bo BASE OF EXCAVATION 2 BASE OF GROUND ANCHOR (TYP) BASE OF GROUND ANCHOR (TYP) EL. 3b525 EXGAVATION EL. 3b1.5 EXGAVATION EL. 3b1.5 350 550 550 WISX&O STEEL SOLDIER PILE CENTERED (U.N.O.) IN 2.5 FT DIA DRILLHOLE BAGKFILLED WITH GDF W14X30 STEEL SOLDIER PILE W14X30 STEEL SOLDIER PILE CENTERED (U.N.O.) IN 2.0 FT DIA DRILLHOLE CENTERED (U.N.O.) IN 2.0 FT DIA DRILLHOLE BAGKFILLED WITH GDF BAGKFILLED WITH GDF PROJ. NO. I1-33 SHEET NUMBER EAST V ALL GROSS -SECTION EAST V ALL GROSS -SECTION SOUTH NALL GROSS=SEGTION I� AT FILE E12 I AT FILE Ell SIB AT FILE SIa SH400 S#4.O 0 10 IZH4.O 0 10 Si.O 0 10 FEET FEET FEET 75 00 0 co N N 0 N rn N 0 a n v U) 400 Sao 380 z 0 Lu w 370 380 550 5F I EXG f III SH4. PROPERTY BOUNDARY "'l--'"' SDMH 'FROM SHORING) GB (N13' FROM SHORING) EXISTING GRADE PILE FT MIA MPH LLHOLE BAGKFILLED WITH GDF WEST WALL CROSS-SEC,7 ON AT FILE W11 PROPERTY O 10 FEET IGNORE BASE OF UPPER 2' EXCAVATION 200 PGF (FILL SOIL) 550 PGF (NATIVE SOIL) D � 3 PILE DIAMETERS NOTE: TOE EBMEDMENT DETERMINED BY ACHIEVING FORGE AND MOMENT BALANCE AT TOE OF PILE PILE SPACING 5� PGF 35 PGF I PILE DIAMETER — PILE TOE LATERAL LOAD 'A' FSF WALL 'A' (P5F) NORTH 150 EAST 150 SOUTH 15 WEST 225 Tno nC Aklill^Mtfr) IAIAI I Ain I nAr) 7nA�i FIN15H WALL FRESSURE D I AORAM ANTI LEVERED AND ANGHORED SOLDIER FILE WALLS NOT TO SCALE SH4. NOT TO SCALE z 0 o Q N �n X z i z Q Ca IL 0 ° w O O N ° w O d °IL N w O d O cv m It m _ K K K K K %3 0 v %3 v Q Q %3 is) qj) LL LL IL a -7 � -7 � m m m S)mmmmm�-7 0 O Q) J N MW z � L r,4 o x Qj 0 M N � � (DO O O O N L ") o ' M BOUNDARY 8" SS (-55.3' FROM SHORING) 32" GONG 5D J (N45.1' FROM SHORING) 400 NEW 8" 50 (Nh' FROM SHORING) 81,55 (-35.3' FROM SHORING) c NEW WATER VAULT (��.3' FROM SHORING) 8"' WATER (-52.2' FROM SHORING) Z > V �^ ) C EXISTING GRADE J 7 Z c Q 3q0 NEW 4 WATER 0�// L.L L.L --- ------ --- --------------- O O V FAGS OF SHORING HALL -' ---------------- z Lij -, 380 (TYP) C) Z > ANCHOR O ' ^ v � 370 HEAD (TYP) 45.0° GROUND ANCHOR (TYP) O Q O w BASE OF EXCAVATION Z Q Q 3(�O EL. 3hh.83 W 550 N2 SH4. W14X34 STEEL SOLDIER PILE CENTERED (U.N.O.) IN 2.0 FT DIA DRILLHOLE BAGKFILLED WITH GDF NORTH WALL CROSS=SEC,7 ON AT FILE N2 FROJ. NO. ICI-55 SHEET NUMBER SH401 O 10 FEET a 00 0 M N N O N N N _O d n O L0 U) V DRILLHOLE BAGKFILLED WITH GDF FLAGE 6RANULAR BAGKFILL 4' THICK NO. 2 HEM -FIR TIMBER LAGGING OR EQUIVALENT AS REO'D TO FILL VOIDS BEHIND STEEL SOLDIER FILE (TYF) (SEE NOTES FOR MATERIAL REOUIREMENTS); TIMBER LA66IN6 LEAVE I/4'' 6AP BETWEEN LA66IN6 BOARDS -III - -�'—III III III III III III III III III III III III III III I ; . �: :. � : �' I I I SH5.O NU' M, FILE / SHAFT / 1 A001 NO DETAIL NOT TO SOAL-- NOTE: GONTRAGTOR TO SUBMIT DETAILS OF FLANGE GUT -OUT, AND GORRE5FONDIN6 WELD GONNEGTION5 TO THE ENGINEER FOR APPROVAL FRIOR TO FABRIGATION : OVER 'LATE EB STIFFENER TOTAL WELD LENGTH "L" ON EACH END OF PLATE PER TABLE SH5.0-I IN TABLE SH5.0-0 AREA OF FLANGE - 1/411 5" (MIN) SEE PLANS FLAN6E COVER PLATE (BEHIND FLAN6E) (SEE 5GHEDULE IN TABLE 5H5.0-1) V ANGHOR TO FILE r-,ONNEGT I ON DETAIL (SIDE VIEN) SEE >.0-1) CHIP GDF A5 REO'D 70 IN57ALL TIMBER LA66IN6 AS 5HONN SOLDIER FILE (TYP) WEB STIFFENER PLATE (SEE 5GHEDULE IN TABLE SH5.0-0 GUT -OUT AREA OF FLAN6E ANCHOR TO FILE OONNEOi I ON DETAIL (FRONT V I EN LA66IN6 BEARS AGAINST FERFENDIOULAR LA66IN6 ON ADJACENT SHORING WALL. ALTERNATE BEARIN6 DIRECTION WITH EACH 5000E55IVE LAYER OF LA66IN6 3" 'rI I IV (IT P') /(-7 ELEVATION LA66IN6 FULL HEIGHT EAGH WAY AT CORNER OF EXCAVATION FIRST 5OLDIER FILE ADJACENT TO CORNER OF EXCAVATION (TYF) LA66IN6 TO BEAR DIREGTLY ON SOLDIER FILE 2 GONT WITH 5/L5" PIA x 5" LAG 5CREN5 EACH LEG, .ENS VERTIGALLY IN EACH FLANK (AN&LL5 MAY BE IN57ALLED IN 4' LONG LMAX] PIECES BUTTED T06ETHER) C)I Nt\I 71`F I GAL INTERIOR CORNER LAGO I NO 4 SUFFOR7 DETAIL SH5.0NOT TO SCALE TAE3LE SH5.0=1 ANGHOR TO FILE GONNEOi I ON SOHEI�)U E COVER PLATE WEB STIFFENER GRADE 36 WELD COVER PLATE WEB STIFFENER PLATE COVER PLATE LENGTH WELD SIZE PLATE WELD 51ZE ANCHOR PILE DIMENSIONS L TI DIMENSIONS T2 LOAD (KIPS) SECTION (IN) (IN) (IN) (IN) (IN) 60 N14x30 1/2 x 4 x 24 I I/2 1/4 I/2 x 4 x I2 1/4 60 NI4x34 1/2 x 4 x 24 1 I/2 54 I/2 x 4 x I2 1/4 70 NI4x38 5/4 x 4 x 24 I I/2 5/t I/2 x 4 x I2 1/4 70 NI4x43 5/4 x 4 x 30 4 1/2 5/I6 I/2 x 4 x I2 1/4 70 6445 3/4 x 4 x 33 16 5/I6 I/2 x 4 x I2 1/4 NOTE: WEB STIFFENER PLATES ARE FULL DEPTH, ARE FLUSH AT BEARING ENDS, AND WELDED FULL LEN6TH AND ALONG 5EARIN6 ENDS ON ONE 50E ONLY. z O w w w ly N Q� N fY z O Q Q 6 � W T_ O R -- T O W T O w w P u T_ O v d Q Q � O ry N o Q O u � Q N ' � Q o m o O Q O O o IL IL IL Q � � --I � m m m m m m m m m m o � U C) 0 aLn LI o Z ko L C O a. 0 M C ti OCN�N L rn o z_ J 0 z Lu U) i O O z Q PROJ. NO. 11-33 SHEET NUMBER SH500 NOT TO 5GALE NOT TO 5GALE TEMPORARY BAR GROUND ANCHOR NOTES: S� GROUND ANG NUT AND WA5HEf FIT THREAD ANCHOR GROUT SMOOTH PVC PIPE BONDBREAKER THREADBAR a c dd.. ° o '� e "d. ° ,d A AA. C Q 4 d p � O dap d \ d. a a. d UNE30NDF—D ZONE 7'rF I �Al SEOi I ON TREMIE GROUT TUBE P05T-PRE55URE GROUT LINE (OPTIONAL) E30NDF—D ZONE E3 i-rPlOAL SEOiION PVG PIPE 50NOBREAKER TOTAL BAR LENGTH TREMIE GROUT TUBE PO5T-PRE55URE GROUT LINE (OPTIONAL) SEAL END OF PVC PIPE WITH DUCT TAPE OR SIMILAR THREADBAR ANCHOR TENDON THE DETAILS ON THI5 SHEET DEPICT THE MINIMUM DESIGN REOUIREMENT5 FOR THE GROUND ANCHORS ON THI5 PROJECT. ALL PROOF TESTING TO 155 OF THE DESIGN LOAD SHALL, AND ALL VERIFICATION TESTING TO �200% OF THE DESIGN LOAD MAY BE PERFORMED ON PRODUCTION GROUND ANCHORS. SEE THE NOTES ON SHEET 5H1.1 FOR DETAILED MATERIALS, INSTALLATION AND TESTING REQUIREMENTS. VERIFICATION TEST ANCHORS SHALL BE INSTALLED AT THE BEGINNING OF THE WORK AT THE LOCATIONS SELECTED BY THE CONTRACTOR AND APPROVED IN WRITING BY GROUND SUPPORT. EVERY PRODUCTION GROUND ANCHOR NOT VERIFICATION TESTED SHALL BE PROOF TESTED. PROOF -TESTED ANCHORS SHALL BE FULLY GROUTED PRIOR TO TESTING AS ILLUSTRATED ON THI5 SHEET. VERIFICATION TEST ANCHORS SHALL NOT HAVE STRUCTURAL GROUT IN THE UNBONDED LENGTH DURING TESTING. THE CONTRACTOR SHALL SELECT A METHOD FOR OBTAINING NO STRUCTURAL GROUT IN THE UNBONDED LENGTH THAT DOES NOT RESULT IN CAVING OF THE DRILL HOLE OR L055 OF GROUND AT ANY TIME. SUCH METH005 INCLUDE BUT ARE NOT LIMITED TO: (A) LEAVING THE UNBONDED LENGTH OPEN UNTIL TESTING 15 COMPLETE AND THEN TREMIE-GROUTING THE UNBONDED LENGTH WITH STRUCTURAL GROUT; AND (B) WASHING OUT THE UN50NDED LENGTH AFTER INSTALLATION UNTIL A SUFFICIENTLY WEAK SLURRY, AS DETERMINED BY THE GEOTECHNICAL SPECIAL INSPECTOR, 15 ALL THAT REMAINS IN THE UNBONDED LENGTH. THE CONTRACTOR SHALL SELECT THE METHOD OF INSTALLATION (OPEN -HOLE, CASED, AUGER -CAST, ETC.), METHOD OF GROUTING (TREMIE, PRIMARY LOW-PRE55URE, SECONDARY HIGH PRESSURE), ANCHOR DIAMETER, AND BOND LENGTHS IN ORDER TO DEVELOP THE DESIGN LOADS SPECIFIED ON THE PLANS. THE MINIMUM REOUIRED ANCHOR DIAMETER, BAR SIZE, UNBONDED LENGTHS, AND BOND LENGTHS ARE INDICATED ON THE PLANS. THE METHOD OF INSTALLATION AND GROUTING UTILIZED FOR THE VERIFICATION TEST ANCHORS SHALL BE UTILIZED FOR ALL PRODUCTION ANCHORS INSTALLED THEREAFTER. IN THE EVENT THAT THE CONTRACTOR ELECTS TO MODIFY THE METHOD OF INSTALLATION AND GROUTING, ADDITIONAL VERIFICATION TESTING MAY BE REQUIRED BY GROUND SUPPORT, DEPENDING ON THE DETAILS OF THE METHOD OF INSTALLATION AND GROUTING. IF OVERALL ANCHOR LENGTH5 EXCEED TH05E SHOWN ON THE PLANS, NOTIFY THE SHORING DESIGN ENGINEER TO EVALUATE ANY POTENTIAL CONFLICTS. INADEQUATE PERFORMANCE OF ANY TEST ANCHORS SHALL BE EVALUATED ON A CASE BY CASE BASIS BY GROUND SUPPORT TO DETERMINE THE REMAINING VALUE OF THE ANCHORS AND WHAT SUPPLEMENTAL INSTALLATIONS ARE REQUIRED TO AUGMENT THE INADEQUATE ANCHORS. THE CONTRACTOR SHALL MODIFY THE METHOD OF INSTALLATION AND GROUTING AS NECE55ARY TO ACHIEVE THE MINIMUM DESIGN LOADS SPECIFIED ON THE PLANS. THE GONTRAGTOR ASSUMES ALL LIABILITY FOR 00575 AND DELAYS THAT RESULT FROM INADEQUATE PERFORMANCE OF TEST ANCHORS. IT 15 HIGHLY RECOMMENDED THAT THE GONTRAGTOR PERFORM THE VERIFICATION TESTS ON SACRIFICIAL ANCHORS PRIOR TO PRODUCTION ANCHOR INSTALLATION IN ORDER TO CONFIRM THAT THE GH05EN METHODS OF INSTALLATION AND GROUTING ARE ADEOUATE TO ACHIEVE THE DE516N LOADS SPECIFIED ON THE PLANS. THE SOLDIER PILE AND GROUND ANCHOR SCHEDULE TABLES OF THESE PLANS CONTAIN ALL REMAINING MINIMUM GROUND ANCHOR DE5167N PARAMETERS INGLUDING: DESIGN LOAD, LOGKOFF LOAD, WORK POINT ELEVATION, DECLINATION ANGLE, BOND LENGTH, UN50NDED LENGTH, AND TOTAL LENGTH. NOTE THAT THE CONTRACTOR MUST ADD ADDITIONAL LENGTH OF BAR TO THE TOTAL LENGTH SPECIFIED ON THE PLANS TO ACCOUNT FOR ANY TAILS THAT ARE NEEDED TO EXTEND OUT FROM THE FACE OF THE DRILL HOLE. TREMIE-PLACED GEMENT GROUT BOND LENGTH THREADBAR &ROUND AN�HOR DETAIL NOT TO SCALE CENTRALIZER (PLACED EVERY 7' ALONG BAR, 5TARTING 3' FROM BOTTOM) DRILLED HOLE 5-1/4" DIA (MIN) DRILLHOLE z 0 W Lu Lu z tD N Q 0 to z w O x Q z z to U z z z Q Q O > O O O w O K O <v co in Q s N s Q O O N tV ry N d) �n LL LL LL (S) m m m -7 n m m n v v w l CD z J 0 z Lu O J 0 z Q PROD. NO. cl-55 SHEET WU 5F-R SH501 SH5. NOT TO SCALE SH5.I NOT TO SCALE