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HomeMy WebLinkAboutDOC-2019-Salish Inn Approved Civil Plans - LEGEND EXISTING RIGHT OF WAY LINE CENTERUNE �$•D PROPOSED ASPH. SURFACE ELEV. CALL TWO --- EXISTING RIGHT OF WAY UNE PROPOSED TOP OF CONC. ELEV. P 11 °11h ;,llllll BUSINESS DAYS (28.-2) 28• PROPOSED ASPH. SURFACE ELEV. I - EXISTING ROAD CENTERLINE Il;l;p;; �1111 - C�RTES BEFORE YOU D I G I uwDSWE PROPOSED LANDSCAPE AREA - , EXISTING PROPERTY UNE co 11::..,..... '' I...:.. I►.,,,....,,,,MHII II; CITY �F A1V 4 EXISTING PROPERTY CORNER4111-- FOR STOROSEDM OR SANT ASSEMBLY FOR STORM OR SANITARY SEWER PLANNING � �'IU�L�ING D �:�-����� 811 A L 'PROVED PLANS --`'� PROPOSED STORM DRAIN Q� 5D EXISTING STORM DRAIN • - --���~�37, Q EXISTING STORM MANHOLE PROPOSED STORM CATCH BASIN907 30TH SS PROPOSED SANITARY SEWER STREET, 1,11U£SS: ❑ EXISTING STORM CATCH BASIN 6 ~L 0I i " 0 S —P,C,T,G,S PROPOSED POWER, CABLE, GAS �►pRpVEp�Y: ���G- -- Y► - l s4 OM 5S EXISTING SANITARY SEWER TELEPHONE, SPARE CONDUIT LINE Q EXISTING SANITARY MANHOLE P,SPR— PROPOSED POWER, & SPARE CONDUIT1ECT f0 FIELD INSPCT}ON i�PRpVED PLANS W EXISTING WATERLINE G PROPOSED GAS LINE >L1ti1DT SE ALTERED WITHOUT AUTHDRIrATIDHI. __________2i W PROPOSED WATERLINE ----- [XI EXISTING WATER VALVE - - - - _ - - - y �, H PROPOSED WATER VALVE Y - - _ - - - - - --6- EXISTING FIRE HYDRANT El PROPOSED WATER METER 1 ' 1 - - - - - - - - Y Y PCTG— EXISTING POWER, CABLE PROPOSED SWALE — — —� TELEPHO 07 C EXISTING NE, GASLE LINE ECC _ _ S 8 "59'1.3"E 38fl.0[3`Aso=PLATS _ - _ ___ _ - _ _ _ _ _ 2 9 T H STREET I � 1a ' - Q . C/G EXTRUDED CEMENT CONCR. CURB - I PROJECT VERTICAL BENCHMARK �" 9 ' 8 7 ' 6 5 ' 4 3 ,2 1 1 11 1p s 8 T 7® EXISTING WATER METER - CEMENT CONCR. CURB & GUTTER 30TH STREET TOP OF MONUMENT INSIDE THE CASE '; P33166 EXISTING EDGE OF ASPHALT -x x—x- PROPOSED FENCEUNE ELEV =67.37 I 4 y���h Pfia6P1 i° 'h� DATUM: NAVD 1988 e °� °� g� x-------x EXISTING FENCEIJNE PROPOSED ASPHALT 1 1T` , ; : 1 EXISTING ASPHALT •., PROPOSED CRUSHED ROCK I I l- -I I k I d. d� d . a I f ' III 1 I-I I I I, lt; I d ! 11 1 1 ! lj l l !J� ICI I i` .I I Imo! 14 , 1 1 q ' I P33131 P33132 PROPOSED SITE LIGHT POLE :�,. 8 4. Q n q - ti� ry° �`' ;� r. y'..• 21 EXISTING CONCRETE d. ad d e CMP CORRUGATED METAL PIPE (� . d V V 4 i , d •,, p • • a: 4 4 d I Pfihfi22 Cr 1°� �C+ I flip �� EXISTING GRAVELH i I I l r� Q o -- PROPOSED GRASS — III 1 ! 1 1 1 1 1 , HIill ill I i ; e • ■ — . Q e ¢�� 4� Tf1 12 18 f4 15 fS T7 18 f9 20 EXISTING SWALE - 11 - 7.4I . 89 V 1i3.flFl= — -" Y 1J < J_ _ , I , ' 15fsf719: 11) PROPOSED CAR CHARGING STATION _ \ „„ 13 14 ' PROJECT CONTACTS: x— �, , ;_1 fF I I-- • • I 0 30TH S E T UNOPENED ROW I L , - NTH1 O1�lNER G I TY OF ANAGCJRTES 6 g11111211Eir—F . ,. .,.. ...,, ; a_EK TERA ASARA, LLC _ ir iiiiiiiiii a 70 s905 20TH STREET PUBLIC WORKS PROJECT MANAGER SIEVE LANCE _ d • 5 7 6 5 4 3 2 , _ W 12 , 10' s ' g ' ANACORTES, WA 98221 P.D. BOX 547 I nii ANACORTES, WA 98221 I 11 d. _ '� I P33029 N V (' \I\ PHONE: {360}770-3701 PHONE: 3fifl 293-1900 ! I F �_ IQ I P6f3673 i O� ob Z WHITE CONTACT: JAGDEEP SANDHU & KULJIT SHOKER { } 0 H "` , • , I N 1 {�� P6a589 I FIRS 1 ❑ • e l.L.I AbUl�f! FAX: (360)293-1938 ! Y w GENERAL CONTRACTOR CELL: {360}661-346$ n € r■ F.�=ss-t la d: ` ` •. • �$3 1" G��11 1■1 to I 1.11 A1� $3ffi� - Q, - �- -r -t--� -`�- t FABER CONSTRUCTION EMAIL: steVel®cityafanacartes.arg r = o ..� 131 EAST GROVER STREET ALTERNATE CONTACT: TIM HOHMANN w P6061.2 [ 1 I - 2 0 I I P60617 LYNDEN, WA 98264 PHONE: {360}770-9221 0 • Qi ' d +'{Io ro W Z I e or°A° Qc ' Qw°`' " PHONE: (360)354-3500 WATER DEPARTMENT — �� ■ I P3303- pl FAX: (360)354-0335 PHONE: {360}299-1952 (DIRECT) III �fl I 11 f2 f3 14 f5 16 17 18 f9 20 CONTACT: RAYMOND FABER CONTACT: TERRY NEMETH � Q ' ' - I � 13 i 14 15i 16 1i 18 � 1 DALE KING ----- " - . .......-- - .�---' �--- '-------, . E I _- 31 S T STREET PUBLIC WORKS INSPECTOR - JUSTIN SYMONDS �' v lIII!IIiH PO. BOX 547 �CIVIL ENGINEER nu m�� RAVNIK AND ASSOCIATES, INC. ANACORTES, WA 98221 k Q 1633 LINDAMOOD LANE PHONE: (360)299-1962 r ' P.O. BOX 361 CELL (360)661-3547 7174 ; I I _I --I I A IC , 9 8 ; 7 B 5 r 4 13 2 ' 1 ' 12 ' 11 10 9 8 ! 7 e BURLINGTON, WA 98233 i I rr'-; I I I I I ■ 311❑ BUILDING CONDOMINIUM PHONE: 3fifl 707-2048 + I I I la I C C C C C I W I P506as P�asa7. •1 I ;:. ':'r I I I 2 ' Ji g P6'582 P6a581 P4580 p FAX (360)707-2216 FRONTIERII r, I I I P109127 , CONTACT: JOHN RAVNIK f _- P109128 2 i + 595 PEASE ROAD — _ _ --_- _ -.. ma y •►. ,.�� ,_• --s a \,. P109131 : -- -- - r� - 1 i ARCH I TEGT BURLINGTON, WA 98233 - - _ - T — TEL.: (360)707-0641S 89°5'?°D7" t5t3'U[l= . P191310 i P1091320 ; I CARLETTI ARCHITECTS FAX: (360)757-4338 C :` S I ALE1 1` 1= 20' I I �$aB6� P129961 Psasla' I e t� 116 E. FIR STREET SUITE A CONTACT: BRET MURDOCK -- � ac `c4 Lq,, --,,- MOUNT VERNON, WA 98273 EMAIL bret.t.murdackOftr.com — — — T — — — — — — — — — — ./2iT777777.7/7iT d emo ■■■■■r PHONE: (360)424-0394 " 1 / 10 20 I 40 FAX: (360)424-5726 I I ,....- . �:1 VICINITY MAP CONTACT: PETE CARLETTI PUGET SOUND ENERGY PDTELGQ SCALE: 1" = 100' `A SURVEYOR18601 ANDIS ROAD SHEET SCHEDULE: ZONING: COMMERCIAL DISTRICT PER AMC CHAPTER 17.24 •� BURLINGTON, WA 98233 UTILITY LOCATE SHEET 1 OF 1 6 COVER HERRIGSTAD ENGINEERING & SURVEY TEL.: (360)766-5571 H811 n SHEET 2 OF 1 6 EXISTING CONDITIONS, SITE PREPARATION, PROPOSED USE: SALISH INN MOTEL - PERMITTED USE PER AMC 17.24.020 (A) WITH 36 ROOMS 4320 WHISTLE LAKE ROAD MOB: (360)791-2748 ANACORTES, WA 98221 CONTACT: JANE MAJOR & EROSION CONTROLS (1 OF 2) SETBACKS: PER AMC 17.24.060 - NONE, EXCEPT THAT ALONG PROPERTY LINES ADJOINING RESIDENTIAL ZONE DISTRICT ' V) PHONE: {360}299-8804 EMAIL: jane.majorOpse-com SHEET 3 C F 16 EXISTING CONDITIONS, SITE PREPARATION, WITH NO INTERVENING STREET OR ALLEY, THERE SHALL BE A SETBACK OF AT LEAST FIVE FEET. CONTACT: DALE K. HERRIGSTAD P.E., P,L.S. SOLID HASTE & EROSION CONTROLS (2 OF 2) LANDSCAPING: 10% OF SITE AREA REQUIRED PER AMC 17.41 LANDSCAPE ARCHITECT CITY OF ANACORTES OPERATIONS DEPARTMENT SHEET 4 OF 1 6 ONSITE SITE PLAN PARKING: PER AMC 17.46.020 - 1 ONSITE STALL FOR EACH MOTEL UNIT (36 REQUIRED) SOLID WASTE SUPERVISOR SHEET 5 OF 16 OFFSITE SITE PLAN ECCOS DESIGN, LLC TEL.: (360)293-1921 LOT COVERAGE = BUILDING OCCUPIES 33.4% OF LOT LOT AREA = 14,962 S.F.) 505 S. FIRST STREET FAX: (360)293-1931 SHEET 6 OF 1 6 30TH STREET PLAN & PROFILE ( 1 ) MOUNT VERNON, WA 98273 CONTACT: MATT KOEGEL TEL.: (360)419-7400 SHEET 7 OF 16 30TH STREET PLAN & PROFILE {2} INFILTRATION FEASIBILITY: PER THE GEOTECHNICAL INVESTIGATION, "DUE TO THE HIGH FINES CONTENT, IT DOES NOT CONTACT: PATRIK DYLAN SHEET 8 O F 1 6 ,, ,, AVENUE PLAN & PROFILE Fl LE APPEAR THAT THE NATIVE SOILS WOULD BE SUITABLE FOR THE CONVENTIONAL INFILTRATION OF STORMWATER. EMAIL patrik@eccosdesign.com CASCADE NATURAL GAS - 152D SOUTH 2ND SHEET 9 OF 1 6 DIMENSIONS, PARKING, SIG NAG E, & STRIPING PLAN P. THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH NE CITY OF I- ANACORTES ORDINANCES AND POUCIES. ACTUAL CONFORMANCE OF THE DESIGN WITH GDNIGAST MOUNT VERNON, WA 98273 �� ' '� f APPLICABLE LAWS IS THE SOLE RESPONSIBILITY OF THE PROFESSIONAL ENGINEER, WHOSE SHEET 1 ❑ OF 16 BUILDING SETBACK AND CROSS—SECTIONS 1f 400 SEQUOIA DRIVE TEL.: (360)336-6155 ' ��of wAsf9 -.' NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH. AND PROVIDING BELLINGHAM, ESTIMATED FILL 8t GRADE QUANTITIES: SHEET 1 1 OF 16 DETAILS : . -. �r. MITIGATION FOR AU. FEDERAL, STATE, COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES, WA 98226 FAX: (360)336-2564 INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, TEL.: (360)527-8243 MOB: (360)941-0499 GRAVEL FILL IMPORT - 1810 C.Y. SHEET 12 OF 1 6 DETAILS i li a` 4 ' STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT, FEDERAL FLOOD PLAIN ORGANIC SOIL EXPORT - 3160 C.Y. PERMITS, NATIONAL POLLUTANT DISCHARGE EUMINAT1ON SYSTEM PERMIT IS THE FAX: (360)527-8302 CONTACT: JIM HOBBS i ••"•:b`: Cell RESPONSIBILITY OF THE DEVELOPER, LAND OWNER, AND THEIR ENGINEER. THE ISSUANCE OF SHEET 13 C F 1 C DETAILS '�` THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE CONTACT: CASEY JONES EMAIL: James.Hobbseicngc.com To 25795 i . FIU LAWS AND PERMIT REQUIREMENTS. EMAIL: Casey—Jones cable.comcast.com SHEET 13A OF 1 6 DETAILS �'Fv► eta ��p SURVEY LEGAL DESCRIPTION: SHEET 14 OF 1 6 SPECIFICATIONS ` S7ar�AL�'l - 10.2c cq SU INFORMATION P#60611 - LOTS 1, BLOCK 4, WHITNEY'S FIRST ADDITION TO THE CITY SHEET 15 OF 16 SPECIFICATIONS NOTE: EXISTING STRUCTURES, UTILITIES, AND SURFACE CONDITIONS 2, AND 3, TCITY ENGINEER � DATE SHOWN ON THESE PLANS REPRESENT SURVEY INFORMATION OF ANACORTES, AS PER PLAT RECORDED IN VOLUME 2 OF PLATS, PAGE 32, SHEET 16 OF 1 6 SPECIFICATIONS RECORDS OF SKAGIT COUNTY, WASHINGTON. I CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN LOCATED IN FEBRUARY 2019, FROM A TOPOGRAPHIC I / ��.r l SURVEY PERFORMED BY HERRIGSTAD ENGINEERING & SURVEY ENGINEER • DATE 1 YEAR OF THE DATE. AND FROM UTILITY INFORMATION PROVIDED BY P#60612 - LOTS 4 AND 5, BLOCK 4, WHITNEY'S FIRST ADDITION TO THE CITY OF UTILITY COMPANIES. A UTILITY LOCATE SERVICE WAS ANACORTES, AS PER PLAT RECORDED IN VOLUME 2 OF PLATS, PAGE 32, RECORDS NOT CALLED PRIOR TO SURVEYING OF THE PROPERTY, OF SKAGIT COUNTY, WASHINGTON. PLAN STATUS: BUT MUST BE CALLED PRIOR TO CONSTRUCTION. REV. NO. REVISION DATE BY APPROVED Inc. SHEET DESCRIPTION: SCALE: AS SHOWN SHEET TITLE: SALISH INN DRAWING NO. IR. avnik & Associates, c 18025.SITE.dwg - - CIVIL ENGINEERING & LAND-USE PLANNING DRAWN BY: D. REMSEN 907 30TH STREET 1633 LINDAMOOD LANE/P.O. BOX 361 JOB NO. BURLINGTON, WA 98233 COVER RAVNIK FOR 18025 //:_ PH: (360) 707.2048 FAX: (360) 707-2216 BY. J. E K T E R A ASA R A, LLC SHEET NO. DATE: 10.16.19 SECTION 30 T. 35 N., R. 2 E., W.M. 1 OF 16 I 11 12 13 14 15 I 16 2 l 18 ZO , 6 = s 66.80 , 13 14 RON WOOLWORTH RON WOOLWORTH LINDA KELSEY �' I RONALD FOLEY 15 NEAL & C P60�622 RON WpOLWORTH P60623 2913 COMMERCIAL AVE ~� P60624 �� 2916P'O" AVENUE N. I P80594 �� P61 1 2919 "0" AVENUE 816 3D1 16 x ZONED: COMMERCIAL DISTRICT (C} - - `., 66.74 - - - - - 75.73 x - - - - - - - T _ - - -R-- - - - - - - - - x - - - - - - - - - - x x x 1.e. ..• X •a:Mel! bJ k 09 x ' 41 1 5A1N�UT \ 56-91 Dip EX. ADA RAMP AND \ 7 15 -ri H SIDEWALK TO REMAIN , 1 t �� EX' x :.13 JJ � EX tom' _ _ ir ` gh#p x C#3Pp ` x 71.f ®' 3 tF -- OW ` V OW ti 7.4 4 - 'P *14„ EX. 78,85 \ � •-,0 :6-91 66-41 I BMP#C113 BMP #C233 BMP #C1� r i T i BMP ,C2-35 STA. 0+39.4± ... `:"'" e 1 '' 11IZED. '.eT�t.. . . •.76, a�• _ PER SHEET 12 PORARY & 1 I i [� x �/]� I P �V C` �] ����� ;�� Y� WATTLES (lYP} I APPROXIMATE ASPHALT SAWCUT • . .. �: _ _ - 5 0 P ENT SEED! x 8,43' '•.7 , .92 ' a 68, °C,8;1 TOP OF'. MONUMEN °5 LONE. CODRD1NA7c ONSTTE WITH I •7$, 7' . . 74.72 1 • CITY TO CO VFIRM BEFORE I ! ! ! '■ ■f!` � `■`!w 1 B P 1 D� x `i i B M P #C 1 D7 EX. LIJ1UTY PO 'TO REMAIN. ELEV.=67.37 - }r .+ + ,s �+ �+ �+ F+ F+ .s .+ �+ i - e 7519 "��_ EX. ECOLOGY x ° SURFACI= 4 CUTTING. I �� �. � i, o �� ���, � CARRY sP ►�0 \ PROPOSED WARY SPALL COSTING OVERHEAD UTILmES 161 E 0 6 = + t.1! ! M * ■ ! 1 .R.' PRDP05 BL CKS x CONSTRUCTION ACCESS ‘. 67.9 U7 5 I ELEV•=fi7.67 ��.� •. 3',.'",, . SOUTH OF THIS PULE ARE • �tii)-- '� k s; ��}� rAIA ��'� s� a"e�", . CONSTRU . _v. . q� • 1 71 ROAD PER DETAIL ON INTENDED/TO REINSTALLED 6s.46 •4 ,` b5 85 iii 1 w.- - - - . . . - -- - - - Z - fr �Q 75.4n - ` -�: 7.87 c� nn r� �JgT_RA- 1F'T _ SCALEI 1' - 20' 76,P • •• i �] LJ 1 1 �C 4 y., 76.69 76.47 j ; 67. r +t� •+ i •��� * ' 7 Eh. 6." CI WATERLINE , • 44 x72. . ` ' '+` ` ' ' N 7.s3 �7,sk 6�.� 1 10 20 44 r " w �r� .,��` _ w 'it p fi3 a.. } 70.56 � .. ■ .! ! V 99 78.2.• ! 7 7, 6.95 ¢ t r �`� 'S�. ■.w .r ■ +1 1►_ 69 9,. . ": "-.03 7 '8. 77.1E07,6277, 77,39 = g EX. BL17W-Qf F i `+ y F ., + �� 'r F 1 L .... c 5 0 x65 Cx2 r 5- 6.75' i ■ t x6 IX. SIDEWALK DADA RAMP TO �► , I8-72 { [ r 4D.00 �;. .+ . 0. 0 •`�_.'�t#'i._,, •■ f :6.an _ - x - - x Y CONCRETE 97 Q °29,1 x - i ? f F R.d.W. ! , ., "�' ., 64.77 _ 6., BE REMOVED AN RECONSTRUCTED g 79.5s �- _ STOC f 7 f WASH OUT ` •67,. y, s _. .--.- X EX. DITCHr -- 63, - 7 ______ - - CC PER REGULATIONS, r.7�. 79�k 99'9b ] Y BMP #C154 - 63.61---='---- ---69:4_� "- _ - -- - - - - C PILL r WITH /' 70.33 ti TEMPORARY ! l -6.55 '" `� Is�3 62.62 6 4 RECONSTR NORTH HALF OF 80 00 79.5 79-36 79 1 7'.o$ 7 s,42_ ,r r,^ -_ - - - T�3.:,- �11A1 7j x PLASTIC COVER r x SEDIMENT POND 7._s 6,' r 96 r�P - b d. 2 r,4, C/G/W WITH A NEW HANDICAP -- 73---_-r�=--c7,-, , -----�� 7ff.16 n f % 70.2 6a, >�®� fi _� _. :.2:4L TC s' Y' .' 8 CMP sD 1 62. ►9wC I B�+� c.os �,f j 7s.7� 7�.� 7�.,� MP #[a123' BMP #C241 - ,. _ _ REFER TO SHEET 3 FOR ACCESSIBLE RAMP, TYPE PARALLEL _.. -� 66.11 IE INLET fi5.38 IE INLET 61.76 79.4 x 7.70 �; r<< IE OUTLET=63.98 !E OUTLET=60.67 "A" PER WSDOT STD PLAN 80.25 �-. x ' x ;�76,D4� x • LINED WITH . EXISTING CONDRION 40--12. ON SHEET 13, -F - � - - - 79,11 - - - �; 7 _3 76 4 L 1,s6 + ' 70.6� " '- - BMP#C235 - q2 T CENTERED FROM IX. ga,t sa.c2 L:�,o28 \ \1�T$9 59'13 W 150.00T _:xTO BE REMOVED AND REPLACED. TO BE REMOVED AND REPLACED._ 6 l- INFORMATION EAST 67 c.,.T RAMP ON NORTH SIDE OF STREET: 80.53 IXi NG PAINED STALL - - '` g 1-= 'I- .7,3i Ski ` \11, 11, STRIPES FOR T3 PARKING BMP # 10 2 93 {] =? IARDUN70'S I , '67- s STq�g. x78. 3 x 1 GALVANIZED FENCE I ELEVATlO1VVV NOR HWEST I 69.72 I�� f r 817 I ' I BUILDING CO ER 88.8 I 69. 58.69 t3. ri5 i .58.24 5 4 II l. I AFTER LAYING OUT THE EXTENT OF + I I C I I �� I [ 5 BM ' C235 10 x I 1 • j cy 8.1p INSTALL STRAW WADDLES TO RETAIN ALL ASPHALT SAW CU1ITING, HOWEVER EIEFORE I i I ` "72.93 ' 71 6 I _ 58. 7.77 DEBRIS AND SIFT IN RUNOFF WATERS. BMP #C233 i { 67,55 UTTING CONTAC THE ONSITE TEN NT TO :7: 278. 1+ 1 o�sr�RucWTION.. TYPICAIIYGINOSTTAA L T x � a SILT FENCE: xN .-. 70.59 • v') .. 54 'n A OORDINATE CON TRUCTION WORK,SO IT I I' �I x �• PRO ED BUILDING it 1 ' lO' 1O' UPSTREAM FROM C:uLVERT INLET DURING ALL CONSTRUCTION, INSTALL AND MAINTAIN SILT 1 7,.: FOO IAIT OUTLINE I ry OE5 NOT IMPEDE THE ONSITE BUSINESS. \ 1- - J �i ` i ._ I AND AT 5D' vti-DENIER WITHIN DITCH. FENCE ON THE DOWNHILL SIDE OF ALL CONSTRUCTION �, I t �` Q AREAS. INSTALL SILT FENCE PER DETAIL ON SHEET 11. w P60611 I'- BMP #C233all x a .c� g 1 I a x ? w 1 � ,\ GNti�I I SILT FENCE IPER SHEET 1'2 II 1 01 1 ld� i , x I ZONED: CO RCIAL DIS CT (C) =x- 7g�72 tI , x - 68 7 4 BMP#c 120 /: �2 i •f x75.2` x74, 3 �Q� �T 72-6� G' _ , I I O}W TEMPORARY & i I x � \�' I . PERMANENT SEEDING BMP#C220 f~ { Z \ ) 71.s6 , `� u) j r f7D.94 _ I 7 ,ss x6: r.;: •,• 68.39 SILT SACKS: JAMES & NARY SCOTT �c f, t ' - UNTIL THE DITCH ALONG THE WEST ' I l x7 '29 x EX. NAPE ROUND • I r� I cn I1 "CrSILT SACKS SHALL BE INSTALLED UNDER THE CB GRATE PSQs13 r 73.69 I i i f SIDE OF AVENUE HAS TO BE OF ALL EXISTING CATCH BASINS SUBJECT TO RECEIVING �{ 3pO1 COMMERCIAL AVENUE n �s ELEVATION AT SOUTHWEST + i �I T - I IFlLLED IN FOR THE PROPOSED I CORNER OF BUI ING ;` I DIRTY RUNOFF FROM THIS PROJECT. AS NEW CATCH x- x X x ROAD WIDENING, INSTALL AND 7 F2 a8.21 95 FOUNDATION = + 3 4 I x ,7 s MAINTAIN WADDLES. TYPICAL BASINS ARE INSTALLED, THEY SHALL BE OUTFITTED WITH { 73, 1 x ` x��f -'`j- �c,�-3 - -.= - ] .5.74 x59.8: I x ! 73N:: ss IX. UTI POSE TO BE E I -6 68. 848 INSTALLATION AS NOTED. A SILT SACK. MAINTAIN SILT SACKS THROUGHOUT 3.79 7ssc I `� - I i REMOVED AFTR IT OVERHEAD I 71.361 f= 19. 1 CONSTRUCTION. L"-T-• x N. WIRES E:REINSTALLED 7 , �Is,12 I _ I �� 1 I r � IUND. 02 Ex. 99 �� GALVANIZED FENCE x74.24y. "Iq�_.._ �- 7P.�4 I : s'Sir, ., IE-59.2 , 7b.55 � I - CI 1 9��TdP C] PP EX. SSMH E-016 �r85a x3� 77.s1elt 7.- �.� -- ._ -�-t. -. _�2 ■ 1 7�-42 6 h5. PK N L - - r-� �TdF g2.23 x ]8 94 - • ,. \ IE 14" HOPE SS=71.13 78.�J0 •� ? • - -. • • ' S-8059'07"LE 15Q.c0'•-_- u '�'+,Aws- �. LEV.=IU.Z4' kti Q' 374•LF-.14•-.} E SS -S= •0294 ,.•. ,EX.' CRAVEL''AiLE'Y .. .. I EX. 14" HDPE 5S PER CITY RECORDS I x S5 - SS SS .. S '' x N 2 ;1 1 I, • - . _ . '- . _ l5-�rr� r - ' Cr�� 0.67 ?tB SS Elf SSMH I �s }[ = EXISTING UTILITY TO BE HORIZONTALLY AND VERTICALLY W - - _ _ _ _ _ _ 7 �: ";„„"",-•""""•"; `M 7: ." 4.?57 46 , Q-= " ' - - - ,.. 1�s E-015 ASBUILT PRIOR TO CONSTRUCTION. COORDINATE ASBUILT _ �D1 - ,.. '." . 7ft1•- -� - - - - - Er. �fi�ir�rrir .rf�.rir�ir►:+�� r 72� �S # x Ex. 8" SD 78.4978.42 x 7Q' EE INLET-5=89.41 INFORMATION WITH THE ENGINEER TO DETERMINE IF ANY N T ,� x x 7 .-7� T EX. ECOLO Y BL■ K WALL I m 7 18 x x 78 m�18 '6'S8 74 8 Di. 8 ' �- ���NfCLR-� 9.4I IE OUTLET-N=68.97 CONFLICTS EXIST WITH THE NEW UTILITY INSTALLATION. x78.7�s,64 EX. SS SIDE E7t. CABLE (TYP) I S n �� 1 EX. SSMH E-015 I 78.80 I SERVICE PER CITY O I I RECORDS I 1 'S I TOP=69.64 I Z II c I IE 14" HOPE SS=60.14 Ix SILT FENCE BMP #C233 ZONED: RESIDENTIAL HIGH DENSITY B DISTRICT (R4B) c71,97 7135 , I I ■ ■ ■ ■ ■ = GALVANIZED FENC BMP #C103 I I 4 } -'�7a99 i APE B ��DBGRATE I I I I I ADJUST TOP DOWN TO 70.4* FOR .71- \ A MINIMUM CROSS SLOPE OF 1% ZONED: C9MMERCIAL D�STRICT (C) I FROM THE ROAD CROWN TO THE CB n ir-� TOP. POSRION CB FRAME AND [� 4 " I GRATE TO RECEIVE GUTTER FLOW. P. I I I I ii I 1E 8" DI SD IN-5=69.39 I I I s 1 IE 8" DI SD OUT-N=fi9.39 , nit BUILDING HEIGHT CALCULATION: . AsM oljnFT NORTH TO BE REPLACED 4. Q f • J 1 PER THE CITY OF ANACORTES, THE MAXIMUM �r . tirnf^ r'';,r REZVANI EZATOLAH ETAL. JOHN TIBBLES DENNIS & TIiRESA LAVINE tIIPCHURCH FAMILY TRUST • ; WITH NEW 8" OUTLET PIPE TO TOP-OF-BUILDING ELEVATION IS BASED ON AN AVERAGE '1 EE sW ' $� SHEET sOF THE NATIVE GROUND ELEVATION AT THE NORTHWEST � �# P60614 P6 615 F P6 61f P60617 i �� 3 115 COMMERCIAL AVENUE 910 31 S STREET 908 31 S STREET I got 31ST STREET I I .� ' I AND SOUTHWEST BUILDING CORNERS, PLUS 40 FEET. ;:. ��. I ► ❑ II � I1 � 2579 5 kr y MAXIMUM TOP-OF BUILDING ELEVATION .a+s7E * �- 0 = (69.8+73.4)+40=111.6 DAANTEALEN- 2 3-u4 71 12 13 14 15 16 17 18 19 20 3.0 (7 ..42 % 72.27 )\12LiLl 16 A, i i_ 1 -_L__ 1 _L.. 1 JI 7 ,2 72,53 ENGI R IX. UTILITY POLE TO REMAIN. 7 .73 ' EXISTING OVERHEAD UTILITIES 4.1 I THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF NORTH OF THIS POLE ARE . ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF THE DESIGN WITH INTENDED TO BE REINSTALLED /3.47 APPLICABLE LAWS IS THE SOLE RESPONSIBILITY OF THE PROFESSIONAL ENGINEER. WHOSE NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING. COMPLYING WITH, AND PROVIDING UNDERGROUND FOR A 75.3 5.09 73,131 172.65 MITIGATION FOR ALL FEDERAL, STATE. COUNTY. AND LOCAL LAWS, PERMITS, AND MANDATES, I DISTANCE OF APPROXIMATELY �f 7 12 I INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT CONTRACTOR TO REFER TO THE SWPPP PLAN APPROVED BY THE DEPARTMENT OF ECOLOGY 262 FEET. 75k 4.93 74,57 ` ..` -2.69 , STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT. FEDERAL FLOOD PLAIN FOR THIS PROJECT FOR SPECIFICS ON THE FOLLOWING BMPS. BELOW IS A LIST OF BMPS '. '1 5 PERMITS, NATIONAL POLLUTANT DISCHARGE ELiMINATiON SYSTEM PERMIT IS THE WHICH CAN BE USED BY THE CONTRACTOR TO MANAGE THE CONSTRUCTION OF HIS SITE o �+ f ' �B 72 T PERMIT L THE DEVELOPER,ECONSTRUEDLAND OWNER, AND THEIR ENGINEER.EWITH THE ISSUANCE OF S 89 59 04 E 380.00 380 PLAT #154 THIS PERMIT SHALL NOT BE AS PROOF OF COMPLIANCE WITH APPLICABLE AS TAKEN FROM THE APPROVED SWPPP, HOWEVER THE CONTRACTOR MUST DETERMINE J 1 I 's LAWS AND PERMIT RIEQUIREMENT . WHICH BMP'S ARE TO BE USED WHEN AND WHERE TO STABILIZE SITE APPROPRIATLEY. 1 `. 72.4° � - - - - - - - - - - - - - - - - - - - - - - - - - jo-2.o.L' '.. '" FND LOOSE HARD NAIL AND END MONUMENT MARK CLEARING LIMITS BMPC103 �' CITY ENGINEER DATE ESTABLISH CONSTRUCTION ACCESS BMP #C105 3c C107 ! REPLACED WITH P}C NAIL AND IN CASE W/ PIN I , ,ALUM. DISK PLS 27807. g_4_ 018 CONTROL FLOW RATES BMP C233 ' $r4-2018 CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN INSTALL SEDIMENT CONTROLS BMP#C120, C233, C235, & C241 �j STREET R EX. 6" AC WATERLINE _ [ 1 YEAR OF THE DATE. PROTECT DRAIN INLETS-BMP #C220 �J l 1 L �� v v v v v �74 83 v v v v v v v CONCRETE WASHOUT AREA-BMP #C154 1 I 2'-. PLASTIC COVERING-BMP C#123 79 4 72 AN STATUS: REV. _N0. REVISION DATE BY APPROVED a+''V- 1 Ass iates IncHEET DESCRIPTION: SCALE: 1"=20' SHEET TITLE: SAL I S H INN - s EISTI NON DITI � NS 9 CIVIL ENGINEERING & LAND-USE PLANNING DRAWN BY: D. REMSEN 907 30TH STREET 180Z5.S1TE dw 1633 LINDAMOOD LANE/P.O. BOX 361 SITE PREPARATION & FOR JOB NO. BURLINGTON, WA 98233 CHECKED BY: J. RAVNIK ��rr 18025 PH: (360) 707-2048 FAX: (360) 707-2216 E I T E R A A S A R A, L L C _ .. • EROSION CONTROLS 1 OF SHEET 1NO. 6 ... .... DATE: 10.16'19 SECTION 30 T. 35 N., R. 2 E., W.M. 2 OF 16 • 55 I 66.n( I r _n, 237413 14 15 16 17 18 19 20 21 22T.„.., U { U RONALD FOLEY NEAL & CAROL PYKE PHILIP OSKAM & LAURIE EVERETT HOUSING AUTHORITY OF ANACORTES 8 I `� I� P60594 -- P6d595 - P60596 �-- P6C7597 EX. rB #160 c° ,� 66.74 2919 "Q" AVENUE 816 30TI1 STREET $10 30TH STREETa d- TYPI�-1 ` - - L - - - - - - - ' - - - - - 802 3{ITfi STREET ' cv TOP=54.59 • 4,63 �� ZONED: RESIDENTIAL HIGH DENSITY B DISTRICT (R4B) - - - Q �.;4 55 IE 8" PVC OUT-S=52.99- - - 66.91 or-- , EX. t PP REFER TO SHEET 2 FOR .-I-'"57•44 �, •6,91 ` 66,41 DUSTING CONDITION ' z o I INFORMATION WEST 0 1n 1 N - Z ❑ C7 + ,� • �M EL--TOP OF MONUMENT t TOP 0F; MONUMEN 59.7557,1f3 u� z - ELEV.=55.68 ELEV.=67.37 - Z Q x - SURI ACIL -}� �� c� a ;c U 1 0. 67.5 Ijii717.67 6S.E35li_t_i I 3 b1 41 d { { N 3 r' 53.31 5 7 ��"� EX. SDMH 4 ' T�, TYPE-2 s us to xN TOP=55.30 _ �� _ _ _ _ _ I _ E- 5 89°59' 2"E 379 97'(38D'PLAT} _ _ _ _ - - _ _ _ _ _ - _ w IE 1$" CONC. OUT-N=5o.78 SCALE' 1' = 20' 1 1 1 f.J' �T �� x �, 6d.lg ' 1 6.L: IE 12" CONC IN-W=50.62 TSR iE 7.7 e w x wE 6" CI WATERLI�E x w 1 w u w f 1 ! %T f� IIMMMI 7,83 f 7.34 65,14 , , ` 62.75 ! , x6f1.7%' S ' :,80 "` „ IE $" PVC IN- 1 52.18 x w ./ . "v_� w _, 67 w v r.I.,li l .1 1 6'c S3 .l 60, ga s. 4 „ 0 10 20 40 J i CC- $" CMP SD t r `�.5d � . d 6 X -- _ .___- - %3_-- 66,840 . _.- .7 TO BE REMOVED AND REPLACED. X 12` ® ~© • S G 4]��_ _.. -._. 6 97_ Ex. DITCH x64.07 - fx63, 3 x6 3,#�#' .._ �' 98 � 61,7 (i x60,79 :� ,, SD SD F� d �(IC REPLA[�ED $ *D a. �4.10 63, d5 � �NM f EX. CB 1$.5[3'� �f• �, t .5',1 __- * . ;g f C� - 8 CMP SD WCUT 6 .-5 TO BE REMOVED TYPE-BURLINGTON l EX. CB \ .t a.4i 66.11 IE INLET=65.38 IE INLET=61.76 62.83 VC 5D x TOP=57.9 -„," ••� :•7 1 IE OUTLET=63.96 1E OUTLET=60.67 -I E Ex. 6" PVC SD .1 32 ?�3 ' 59.54 IE=55.35 75.28 ''''g4 �6.E. A TYPE-1 OUTLET=61.24 60.30 ti TCP-56.01 t TO BE REMOVED AND REPLACED. TO BE REMOVED AND REPLACED._ _ _ TO BE REMOVED f ..... - - - - - � - - � - - - - - -- - 63,1 5 62.8 �- IE 11� L,ONC.=51.S1 I f - - 7 .►.47 '.. x67, BMP #C120 EX. 7H O; ,,., 6" PVC 5D TO OE REMOVED AND REPLACED i 67. 5,.i.,7.31 DRIVEWAY; CB TEMPORARY & "f DRIVEWAY [i8 N • WTTFI A NEW TYPE 2-54" CB.684� o TOP=62.�7 PERMANENT SEEDING _ - y I • IE 6" PVC OUT-NE=61.42 IE0 6" PVC OUT-NE=59.27 1 BMP #C220 Z n� D$ ro a BM� C23 „ (� 7 • 7 4 3 SD INLET TOP 58.53 t 586.810BMP #C235 PROTECTION IE 1f�" CONC. OUT-NE=52.33 SAWCUT SIDEWALK AND REBUILD 1 INSTALL STRAW WADDLES TO RETAIL! ALL INSTALL,STRAW WADDLES TO RETAIN ALL (CB INSERT) SIDEWALKS RAMP AND LANDING P=R A I 1E 8' CMP IN W=52.93 THR 6 7 77 DEBRIS AND SILT IN RUNOFF WATERS. DEBRIS LAND SILT IN RUNOFF WATERS. " 44 '7''' ' MAINTAIN WADDLES THROUGHOUT ' THE RAMP/SIDEWALK DETAIL ON SHEET o t v-s MAINTAIN WADDLES THROUGHOUT in ,�; CONSTRUCTION. TYPICALLY INSTALL AT CONSTRUCTION. TYPICALLY INSTALL AT 5, AND TO BE CONSISTENT WITH THE lati 10' UPSTREAM FROM CULVERT INLET SIDEWALK/RAMP/LANDING AT THE CITY MAPS SHOWN ABANDONED z cV 10 UPSTREAM FROM CULVERT INLET '1 6" & 20" STEEL WATER LINES o q, �' AND AT 50 ON-CENTER WITHIN ❑T1�CH. AND AT;50' ON-CENTER WITI-IIN DITCH. SOUTHWEST CORNER OF THE R �1VE 1 ROEBKE HEDOCOCK, JOINT RENTAL, LLC' INTERSECTION .WITH 315T STREET. NEAR RAVE CURB LINE N I m),,1 . 469.07 x57.8'f: P61 589 103 4• 801 30TH STREET • q 12 11 1, 'N 68.7 BMP #C120 " TEMPORARY do PERMANENT SE oiNG • t x58Y •86"68.3s UNTIL THE DITCH ALONG THE WEST • SIDE OF "Q" AVENUE HAS TO BE I e FILLED IN FOR THE PROPOSED I 9.74 x69.8 ROAIINNTAINDWADDLES INSTALL AND D ZONED: RESIDENTIAL HIGH DENSITY B DISTRICT (R4B) 1 `- t x6 .138. �g4g INSTALLATION AS; NOTED. e• .. 1 Y�9, 1 02 1 t • EX. $" I - d 1E=69.2 0 EX. PI�I I x _ -95$TOP 0 I •c'6 70.42 ^6° .,69,•� P E11 LD.24 - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - L J 0.49 I EX. 14" HDPE SS PER CITY RECORDS 37 I SS A. -69,64 SS CC8 0.24 ', EX. SSMH I 28 E-015 EX. 8" SD 7p q�q- EtIE INLET-5=69.41 r rt 7 WCLIT `�9,41 IE OUTLET-N=68.97 I EX. SSMH E-015 I TOP-69.64 I IE 14" HOPE SS=60.14 N X, N X. EX. CB #128 TYPE-1 STD GRATE # I 70.99 I TOP=70.67 ADJUST TOP DOWN TO 70.4± FOR A MINIMUM CROSS SLOPE OF 1% FROM THE ROATOP. POSmoN CB CROWN FRAMETAND O E CB NA AND P. FI GRATE TO RECEIVE GUTTER FLOW. Q r W / �. IE 8" DI SD IN-S=69.39 I 1 r, I4 I� ���c �'ri'" IE 8" DI SD OUT-N-69.39 `7 �o 1::.r...j t ' rlOUTLET NORTH TO BE REPLACED ,, WITH NEW B. OUTLET PIPE TO k ¢ SWALE. SEE SHEET B. '�� 25795 �lL 71.68 I I I SS�ONA� N" � ., e I 72.27 114/1 "VV 11 6 �L] ( I 1 ENGINEERDATE I-.) THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF THE DESIGN WITH APPLICABLE LAWS IS THE SOLE RESPONSIBILITY OF THE PROFESSIONAL ENGINEER, WHOSE NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH, AND PROVIDING r' * MITIGATION FOR ALL FEDERAL STATE, COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES, 72,65 x INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT, FEDERAL FLOOD PLAIN 2.69 PERMITS, NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE DB 72 RESPONSIBILITY OF THE DEVELOPER, LAND OWNER, AND THEIR ENGINEER. THE ISSUANCE OF 1 THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE 1 68 LA -.AND PERMIT REQUIREMENTS. 0 72.40 'E� _*6.(,,,,______:_x, ...___-- FND LOOSE HARD NAIL AND CITY ENGINEER DATE I ,REPLACED WITH PK NAIL AND SLUM. DISK PLS 27807. CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN 8-4 2o18 1 YEAR OF THE DATE. V `\ V --V V V V -V V V V - 1 72.85 l 73.14 2.98 PLAN STATUS: REV. NO. REVISION DATE - BY APPROVED • ` SHEET DESCRIPTION: SCALE' �'"=20' SHEET TITLE: SALISH INN DRAWING NO. RavnlK & Associates Inc. 18025.SITE.dwg E ISTIN ONDITIONS CIVIL ENGINEERING & LAND-USE PLANNING DRAWN BY: D. REMSEN 907 30TH STREET JOB NO. 1633 LINDAMUOD LANE/P.O. BOX 361 SITE PREPARATION & FOR 18025 BURLINGTON, WA 98233 CHECKED BY: J. RAVNIK EI( TERA ASARA9 LLC NO. PH: (360) 707-2048 FAX: (360) 707-2216 EROSION CONTROLS OF SECTION 30 T. 35 N., SHEET I DATE: 10.16.19 R. 2 E", V.M. 3 OF 16 N x76,57 x 2 *CD', x ¢!' 7 i, .ram �Z� X68.99 1 rive::: t' 31 LF 1D" SD �. 7 ;0 7 "7657%,59 )4 d '4 , 7ec} d4 ROW REFER TO SHEET 5 FOR r•�+ [_' p y P /� _ _ _ _ _ S 89 5 13 E 80.04 (38O PLAT) - [.... - _.. �- CENTERU1 1= - + ❑ WA'TERUNE INFO IN 30TH STREET ; ' '" "''. - - 4+ - - - - - - - - - - Xrart. p9TH5 / 1A1F7' I 1.00' _I _ ,�♦, sh. lor =:C�� SOUTH = 7 II S r X 1 + 0ASTI- E x76,6 7 SEE ROAD CROSS--SECTION , /Gilk ,REFER TO SHEET 5 FOR7 RY CB11 16.00' 16.00' 10LFQ2" SD DETAIL oN SHEET 17 75 LF1 17 TO 7 X EX. CI WATERI �!E CB ; 12 75 LF 12 SD X „` / 7. '' r }( v v v u X v v SPALL FLOW PATH INr"O srr ss� x su a sa sn -sn 0 a s11 CB 6 7,8 3 5 7 3 4 65,14 7 �, r 72, 31, y ° I,� X 4.9: �. . w, 0.1: a. _ •9.7 68, 8 r. , 67,1 ��■ : rr i �r� 5 7 4. +°�___ Q.1; O.*_ ;9.2 CB {•iall°' ;nI "X9 LF 18 5D _„�,. ,- r 1 i ,a . 5 i 5=0.005Q X ;4..." ._ _ , _ . 8" SD 2 SCALEI 1" = 10' I ^� r - j PRQ OEQ. N D " -E � . 16 LF $ SD : € 1 PR �T, - ❑ D_ ❑ sa q� SD q I 1 tQM' I I I I I l I _ -,� 16 LF 8" �° 66,40 x64.97 l�.r� ! _ _ 12 _ _ - - - - -P DETAIL O SHEET_6 _ =0;03791 ► w 4 7 '�► - = rrt n - - - - - - - LF 8 SD k1lk� 11.0% A. �" - - - - - - - - - 1000'- - - - - �72 J '� sn � sn - - - - - - ■ - - - I -y ' a.b010 r 0 5 • 10 20 7.76 ❑ 1 X i ,� 4 4 ',f G: 9 '.-+a cv x X - 1 lE 18" OUTLET=63.0 sD•, r� _ ___ x -- E X. I C H - -7 vC� _ u? x ,• •t f C G STA 4-F 11.0, 28.5' RT. _' •, .• - _ _ X_:35..197)6 X +�• i ! - !S' rr3❑ ' a - /P. - IwyA �'' •p° �* t ► 1` Ti� 3 - TC G4 PROPOSED GRASS-LJNED � ❑ d ❑ d �' 'JPROPOSED°GRASS-LINED y '� B , #7��.` _ _ . _ - -- -- B�OFiLATIOI�,SWAIE a ■ d a ❑ a ■1.7 fL'�r� BiOF1LTRA1i0N SWALE 7 L a X d .. e� A4111`►\ ' Top X TQ }E TOPi PER .DETAIL THIS SHEET4 a ��i, 4 ❑ BAD' .-�. 4 ` a. 7ri,'A ❑ PER DETAIL ON SHEF 6 4 '68• ,3 ❑ g v ! X I �j J TOP 655 8��� ��, �5,46 d ❑ A r r q 0 ❑ 1�=q 4 I n ■��" L]• p rr`F d {' 's�� . n a ' ?7,7wF .7 rr' rt .n��_!wA, .1 '-07 OO l� X r j LF 8' S17 1. "�8t� 1.5" FtP sue. . •: - r ;415 '5.7 77.9f 76 II x / Q.D4D0 ELT � � I qCs1 CB ce1 1 7C" X - - "` I I I a v '� fi TYPE I-SOLID TOP 78.38x7 j N 89°5�i'13" VV 1 Sa.01' 1 L L 11 .. _ 6 F S# <1+00.0, 1 O RT NOT USED �1 TYPE 2-48", SOLID TOP TOP=69.85 Al IE $" !N-S=67.31 30 LF 12 SD 5=0.0900 Cj-�2r *S. .� .••• •••� ^.• r �• �� ,�� TOP=75.16 " TO AN END CAP AND MARKER t / ea L 1 M• �' IE 12' IN-N fi 18 STA. 1+40.0, 35.5' RT. IE 8 OUT-E=67.31 ■= X i �.��.. 17 LF 6" RD - 47 w TYPE I-VANE GRATE POST. IE 12 71.88 �- 07 6, ■ i 1 X '' � ' B 1 .S=0.0200 TO AN IE 12 IN"SW=E9.i$ TOP=71.6 X - I 1 1 ' ` i �� END CAP AND ` •❑d cu 7 5 8 IE 12" OUT-E=69.18 WALL TOP=76.Ot� 7 .g; 0 5 / IE $" OUT-NE TO IX. SWALE=69.3$ CB #12 _...-_ i 1 w 2 MARKER POST. 1 16 LF 8 SD NE AT 5=0.0100 STA 2+90.5, 1 CB #2 0' RT. S r i k ,t�i 5 T IE fi" 65.34 WITH 2:1 BEVEL CUT OUTLET END AND " I . }f r f �a X _ � - _ �� STA. 3+49.0, 17' LT TYPE II-4$ SOLID TOP X 'TYPE ;_BEEHIVE GRATE ARMOR AROUND PIPE AND TO 5' TOP=69.69 X X l ■ °' I -€i j 1 O LF 8" SD • =e00 ,7�' Li X 1 �r l( 8 4 5 TAP ELEv. OF CB BbDY=ss.778`6378 17 } l S=Li.a59Q rti 1 4 if r3,�? II 8 -- - DOWNSTREAM NORTH. IE 12" IN--W=64.16 I ; 1 } i AN $" 45` BEND ` ( oIE 12' OUT-SE=63.56 DO NOT IMPEDE FLOW. IE 8" IN-S=64.16 1CI•iAROING STATION [T1'P) } IAT T{ E CONNECTION TQ lE 12" OUT-E=64.16 PROPOSED 6 WlDE REINFORCEDi I CB 1 Q w 'x I CB #3 CB6 CONCRETE RETAINING WALL WITH 1 SHEET 10. I # I ,4_ . / . 4 "L" FOOTING. WEST FACE OF I 1 i I ? ! I ►-• , / n o 4 o . STA. 3+20.0, 21.5' RT TYPE I-SOLID TOP 1 8•; ` £L Qa H�II 4 I I% TYPE !-BEEHIVE GRATE IE 6" DI IN-E=6$.17 } 1 TOP ELEV. OF CB BODY=67.98 TOP-70.85 WALL=WEST PROPERTY LINE. k I s �_ i } I ; -. ! I xi 8 IE 8" OUT-N=65.8 IE fi" DI OUT-N=68.17 1 C X I 71,448 / . Iuj 1 . b.1533 1 } 1 7�, d J f11D. f D NHILL NORTH T O A CB #9 1 1 4 q I I • dE 4 6 .C7 4 7' / 12'x8"!I•I 5 TYPE I-STD GRATE I } } / a l ,�� x r `� kki II I IE 12" AT TEE-63.79 TOP=69.50 ,f X 1 l x I •'0• (: "r�rir°i 10 „] " ' , iI IE 8" AT TEE=63.96 IE 6* DI IN-5=67.68 78,5278�53 I r / 7 : . 1 I / - -- Ar�K To} T •1 - I , i N 1L 8 CB #3A IE 8" OUT-N=67.68 �. } {/ J I ❑ c,, U Ilk c. STA. 0+32.2, 21.5' RT. CB #1 O k 1 I I .9.5 r w"�.' - Q p ❑ (2 III J 1 a TYPE I-BEEHIVE GRATE ONSITE RUNOFF TREATMENT VAULT (BASIC TREATMENT) I t 1 k ❑ 1 - �' W a W- TOP ELEV. OF CB BODY=67.05 BRAND: OLD CASTLE l L 1 k i J 1 < 7 w • i ,Ci 'I p Q> IE 8" OUT-N=65.0 MODEL: PERK FILTER CONCRETE CATCH BASIN WITH DOUBLE 12* L � , i ' CISCM, F.F.=f 9.6� tu , _ '� IE 6" RD IN-5w=65.a CARTRIDGE / f9 . � TOP=70.20 1 i 1 1-1 �„ Q I�ia� i'l B L 4 IE 8" IN-W=67.11 X S 11 0.=, I �❑ I, Za• 6 8, J, 46 ,0 % STA. -i-ego, 1 a RT IE 8' IN-5=67.11 Q 1 1 1 u�; _ 6 9°E 1 TYPE 2-4$ , SOLID TOP IE s" OUT-E=65.41 a, 1 0- 1 1 1 cn ,X' ' l■r g),_0(•,0 3 TOP fi7.44 a, 1 / / ❑ I a / . VAULT TREATMENT CAPACITY WITH TWO 12" CARTRIDGES = 13.6 GPM k 1 1 -€ IE 8" IN-S=64.77 1. / L - 1 QNSITE W.Q. ON-LINE FLOW RATE = 0.0285 CFS (12.77 GPM) o kl 1 1 1 / - d v IE 12" IN-NW=63.25 THUS: VAULT TREATMENT CAPACITY IS GREATER THAN THE r.� x o ! 1 1 ! •a IE 12 IN-W=63.25 el _ � CONTRIBUTING W.Q. FLOW RATE. SEE DETAIL ON SHEET 13. Li X 7 11 s X a 11 11 �j =>`i 7 - - `N €. - 8 7 o IE 8IE 8"IN-SWE6325 TO ON THE 8" OUTLET EAST, INSTALL AN 8" 90' BEND NORTH. 78,72 ', 1 7 23 e 1 C 72i,5 I I A 1 } 1 1 / . L+_-T)r-_. m ),_ �, € 1 CB i 5 5,24 1 t 1 / °° 72, . _ z N , o 4 .: l CB #5 l 1 11 11 /` _ z I OFFSITEn RUNOFF TREATMENT VAULT REFER TO SHEET; )0 FOR / I,- II IL CIIL b Q 711 9 5 -•r 1 +0 0 (BASIC TREATMENT) Lu ti DIMENSIONS & TR 'ING it , /1 i-- / x70,94 ❑ ' '- C , BRAND: PERK CASTLE " \ 1 1 \ I iCONCRETE CATCH BASIN WITH DOUBLE 12 CARTRIDGE TOP=67.10 11 1 7 4 9 1 1 1 ® • 4. IE 8" OUTLET=63.68 (41" DEPTH) 1 11 BUMPER C RB (P(P)X /I 59 !1 11 I � -- TJ�'�_ REFER TO SHEET 8 EI VAULT TREATMENT CAPACITY WITH TWO 12" CARTRIDGES=13.6 GPM ■ _` I rim' 1 \ 1 \ 1 a' I Lc) > ' 6 52 ON - a. - t FOR "Q"LAVE AREA CONTRIBUTING RUNOFF TO C8 = 5980 S.F. = 0.137 ACRES WALL TOR=77.Ot r- .-'- . € ram. t... _ t c- . r .__ -- 11 a •e a }1; I [L •4 - L� Y € U W RATIO = 0.1323 CFS/ACRE NTS ON NE FLD t _ _ -. IL w IMPROVEMENTS w.Q 1 M , 1 t i Q w 1 p ONLINE W.Q, FLOW RATE FROM 0.137 ACRES = 0.018 CFS = 8.12 GPM I 1 ' 1 g `� X �, - I r THUS: VAULT TREATMENT CAPACITY IS GREATER THAN THE CONTRIBUTING 1:17:1Mtlil-i%. 8� DEEP `! f '' 1 7 {^ - r}d_ w i. ►; '-J_ p Yo X _ �T / • �i I 1x69.88 W.Q. FLOW RATE. SITE DETAIL ON SHEET 13. • THICK ►. _..., FOR DUMPSTER. INSTALL BLACK 1 1 1 k k XN ,I, , , a • € € -.•- 16.00' EPDXY-COATED CHAINLJNK FENCE 1 1 ( k 7 , 19 LF 6 DJ SD , f WITH BLACK SLATS ON THREE X 5 d 1ti I i k I 7' S7 0.a430 r.• _, I s € 8" SSC(1_ d I 1 B: 8 .L8 - SkDEs. No GATE. ACCESSIBLE 7 0 " '' t f 1 t I _°' IP II ° k� AREA FOR DUMPSTER 1S 9' WIDE . --4 I } 1 1 l T7RAFLLFTC-RATTED I I f € '�� �- 9,51 0� F AS��, x 7.5' D �� t _ �� i 1 ,' 1, 6 i • I ■� _' - s TRENCH DI UN t € / r, -�'r, r,.. o +-D-1 TWO 39 LF 4 D1 SD 5=0.0540 FULLY ENCASED G' 78,12 _4 • �� I 1 1 t 1 - -- € I 7 ��. " K1, , ro , 78,41 �'4 1 F _ € TOP�*69.4 • € €' 1 ## `1==--�- �I-.. I IN CONCRETE WITHIN THE 6* THICK DRIVEWAY 3 �.. ,�• � - ��. �I '+ 1 l +a= -. 1 I _ �" X ■ , 1 I. I 4 ENTRANCE. t ' r. ■ a 1 f 7 € 1 '`1.-. DOWNHILL EAST TO PROPOSED SWAL E. PROVIDE + ; I 1 kl I '- _ _ "`- _ ? I QUARRY SPALL ARMORING ON INLET AND OUTLET. d `. ,r 4i a 9 OPC)S 1 CONCRETE I 3. ~- I x X. 44B _ 72,84 r- I I 5, 21.5' RT. To CL SWALE • CJ 25795 IQ 77 99 PR ETE _ INLET STA. 2+42. fi + r P IE=71.50 [1' BELOW T.Q.C.) ` �' X -APItpN {1v'(13: S" THICK} ` - ~_- - --- 4 '`` -• Illgt 49 tialr- r r - P - A. - C- - - = � --= = I �� - - y - - - ` . - - - - 1 ,�=, , . , 70.42 -1 �9, 0kiv' ` 20.00' - 30.00' - 3 N 89d59'07"E I SU.-uu t , f �'� ...5 .� _' � 7` GCB 7 - r s ]� 5.. L1-'l � 1 [6 ((6,_ 91 155 LF DEPRESSED__ 4 3 7 ; ",: 1 ENGINES DA REFER TO SHEET 9 FOR /�SECTION • 1.4 4 - CI QSS-SEGTIOEI A�1 - - - P D1 TAIL ON SHF 11 X_ g� SS EX. 374 LF S" HOPE. 5S S=E3..0294 SQ $ N. SS w� ti. SS SSMH 1' r 55 �. 4 ❑ SS �� ,4 9 SS SS EX. 1�+SS HOPE SS PER CITY RECORDS - W .. �- mow_... _ a _ c' r- r' d 1 ° - <: 4 �11 0,67 A �I 4 EX. SSMCILH �! - _-<� .. .. ` i 1 . 70,70 I THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF -c c .. r � � - I 9W� 2 G 7 13 2-G �7 Y f f XE-015 ANACQRTES ORDINANCES AND POUgk:S. ACTUAL CONFORMANCE OF THE DESIGN WITH ' "° 0 7 5 7 7 4,5 4 <^ 2-G II ❑ K APPLICABLE LAWS 1S THE SOLE RESPONSIBILITY OF THE PROFESSIONAL ENGINEER, WHOSE -Z7 0 - - _ _ _ _ _ - - _ , 7 0�i NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH, AND PROVIDING J MITIGATION FOR ALL FEDERAL, STATE, COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES, TRENCH DRAINS (ZURN OR EQU. ) 4.84 l Z /7/ fl C�yl` � G t �T11111 7 4 0 I 7 0 i }(. SSMH E-d 15 INCLUDING BUT NOT UNITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, 7 8 ` 7 XTRENCH DRAIN: 2-882, 12' W r , ARE-SLOPED, SSMH1 x• STATE DEPARTMENT OF FISHERIES AND HYDRAUUCS PERMIT, FEDERAL FLOOD PLAIN 4 X A€�A GRA'F : CLASS C, {2-$82 ` } AD -,DESIGNED, OPEN AREA TYPE I-48" (DOGHOUSE STYLE} _ 71; � o9,41 TOP PERMITS, NATIONAL POLLUTANT DISCHARGE EUMINATION SYSTEM PERMIT IS THE =APPROXIMATELY 298 LF OF EXISTING ALLEY (GRAVEL AND CRUSHED ROCK) MIINAIUM'-'I 4 SQUARE INCHES/FOOT x a1/7 IE 14" HOPE SS=60.1 RESPONSl131UTY OF THE DEVELOPER, LAND OWNER, AND THEIR ENGINEER. THE ISSUANCE OF 70. Al` TOP=73A5t � _ - 1 21 THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE TO BE REGRADED WITH CRUSHED SURFACING TOP COURSE AND PAVED FLUSH WITH NEW PAVING IN ALLEY. WITH A 2" THICK ASPHALT LIFT. GRADE THE WESTERLY 143' TO ESTABLISH NON-ADA GRATE = 2-882-DGC, CLASS C, OPEN AREA LA ND PERMIT REQUIREMENTS. IE EX. 14w IN-W/OUT-E=62.95t r A 12' ASPHALT WIDTH CENTER-DEPRESSED CROSS SECTION. CROSS SLOPE M UM 57.5 SQUARE INCHES/FOOT IE NEW 8" IN-N=66.0 (INTERNAL DROP). TO VALLEY SHALL BE 1.5% MINIMUM AND 6% MAXIMUM. ADJACENT TO D�-1' 47 LF {8-FOOT MODULAR SECTIONS} 18207-18212 POSITION MANHOLE ON THE EXISTING 14" INSTALL RAMP TRANSMON le-a,1ck PROJECT, INSTALL 155 LF OF DEPRESSED CURB/GUTTER TO RECEIVE 6 OUTLET PIPE HOPE AT 95.5' UPHILL WEST FROM EXISTING AS NECESSARY F ❑ - ALLEY RUNOFF FROM A UNIFORMLY-SLOPED CROSS-SECTION OF 1.5% MIN IE 6*=18.25" BELOW GRATE SSMH E-015. PRIOR TO MANHOLE € CITY ENGINEER DATE TO 6% MAX. FACE OF DEPRESSED CURB TO BE AT EDGE OF ALLEY R.O.W. GRATE = Z-882-DGC INSTALLATION, CONFIRM MANHOLE PLACEMENT 4 RE-GRADE 50 LF OF ALLEY TO PROVIDE A FINISHED GRADE AT THE PROVIDES THE NEW 8" SEWER SERVICE AT R CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN PROPERTY'S SOUTHWEST CORNER THAT IS 6" LOWER THAN EXISTING. (MO 16 LF {8-FOOT MODULAR SECTIONS} /8211-#8212 THE CORRECT LOCATION IN THE BUILDING. 1 YEAR OF THE DATE. MATCH EXISTING ALLEY GRADES AT 20' WEST AND 30' EAST. 6 OUTLET PIPE WITH A 6" 45' BEND NORTHWEST AND 6"xB" REDUCER NORTH FROM SSMH #1, INSTALL ❑ - - 8 TO A SSCO IE 6"=18.25" BELOW TOP OF GRATE 30 LF " PVC AT 5=0.0200 c € LE 8"=67.70 WITHIN A TRAFFIC-RATED LID. ' PLAS STATUS: 8 LF OF GRATE WITHIN ADA ACCESS AISLE=2-882-RAG IE 8" SSCO=66.60 71,9 ' NORTH 4' & SOUTH 4' OF GRATE = Z-882-DGC i ` ,, REV. NO. REVISION DATE BY APPROVED IRavnik & Assoc iates Inc, SHEET DESCRIPTION: SCALE: 1"=10' SHEET TITLE: SA L I S H INN 18025.DRAWING �O, wg CIVIL ENGINEERING & LAND-USE PLANNING DRAWN BY: D. REMSEN 907 30TH STREET JOB NO. 1633 LINDAMOOD LANE/P.O. BOX 361 ONSITE SITE PLAN CHE , FOR 18025 BURLINGTON WA 98233 CKED BY: J. RAVN K PH: (364) 747.2048 FAX: (360) 707-2216 E I( T E R A AS A R A, L L C SHEET NO. DATE: 10.16.19 SECTION 30 T. 35 N., R. 2 E., W.M. 4 OF 16 I 12 13 1 18 • 66.80 1 13 ND-1 TWO 39 LF 4" DI SD S=0.0400 FULLY ENCASED 1N CONCRETE WITHIN THE 6" THICK DRIVEWAY STA. 0+45f, 13' RT. I % , SCALEI 11 = 0' I ENTRANCE FINAL WATERLINE CONNECTION ln NECTION WHEN x I` `� f,b.7 I DOWNHILL EAST TO PROPOSED SWALE. PROVIDE REMOVE, ABANDON-IN-PLACE - - - - - - - 73 - s 1 QUARRY SPALL ARMORING ON INLET AND OUTLET.- - _ _ - - - - - - - - - - APPROXIMATELY 5 LF OF EXISTING PROPOSED -LINED BIQF1 T1( N SWALE 32 LF 12" SD S=O.010D 71 s REFER T ]BAN & PROFILE 0 10 20 40 INLET STA. 2+43.0, 21.5' RT. TO C SWALE 6" AC WATERLINE. I TO TREAT RUNOFF FROM THE '$' OF x75.p9 TO AN FIB CAP AND SHEETS 6 & 7 FOR 30TH xb�'¢1 ' I IE=71.47 (1' BELOW T.O.C.) HORIZONTALLY AND VERTICALLY IN-UNE [ 7-8,' PROPOSED ASPHALT IN ADJACENT 3OTH STREET. I►IARKEf "f'OST. EX BHP x x 66 G1 EX. OUTLET STA. 2+81.0, 21.5' RT TO C SWALE WITH THE IXIS11NG 6" AC WATERLINE, IE 12 -69.50 pp 7J.15 STREET IMPROVEMENTS 6 .53 PP IE=89.42 (1' BELOW T.O.C.} .b • x •_ - •:r INSTALL AN 8 45' BEND, FLxMJ 54 UHF EX�78.85 -. i .w_ _ - 1€i� -.._ _ 73.38 x €7F#f -- t 4' ClYip 1 67.4 �:j 66.41 WITH AN 8'x6" REDUCER, FLxMJ [LW r�r - - - - -30_r_u T- [�_ �j ] x69.4s CB I AND 2 LF 6" al A TRAIN)- '{ P PP . - x 16' � -x - ` L �] �1�-1- - COUPLING TO THE EXISTING 6" AC 78.43 75 87 x - s STA. 0+57. ,r�g2RT. x "7V.63 C _ _ _ _ _ _ _ _ _ 75 - - - _ - 4.72 - - - - _ _ _ _ _ _ _ _ _ _ _ q _ _ =�s 6a TOP OF MONUMEN 5 WATERLINE. T.B.=fi3O S.F. BEHIND BEND.`7 _ _ _ _ _ ELEV.=67.37 w CAP THE ABANDONED END OF 6" AC 8 45' BEND. MJxIIJ ''6 I T.B."6.2 S.F. BEHIND BEND x7 ;e T x7�, x75,79 `lf - - - , - - - - - - - _ - x28 6.61 x , SURFACE .- a WATERLINE. 1 _ - r E7.9:� b7.5 I ELEV.=67.67 s Z X N- STA 2+92.0, 9' RT. x• ,� •71,PC .- 31 LF 12" SD _ .F 65. iii?0+40 FAST . - %. a x 7 a x x i W 1{LH! PROJECT BASELINE R.O.W. - s 76,a=2+OD c}'13" E 3 O.00'€,0'PLAT) 3+00 TS=0.0100 _ _ _ - �+ 4+� MAJESTIC TAP, WM, & BACKFLOW x 12 SEE CITY DETAIL WA-05 W W � - '� - - `""` -1 z" � �_ + 2" TAP AND VALVE ASSEMBLY. PER DETAIL ON 31 LF $ DI 17 LF 8" DI ' .! q7_.LF 8" Di " 3'7 8 : 3+SQ EAST SHEET 12. x76.f�R5.6zx 1.20 LF 12" SD 67.3 �' [^f _ 76,4755 LF 12 SD 67.i1 4, EX. 6" CI WATERLINE I- 36 LF 2" DOMESTIC WATERLINE SOUTH TO A 2" �8 1 sn CB #12 Sm. Olt# x16 _ v x y v 1 Q.0814 '� 4CJ.D0` EX. 6" AC WATERLINE x7C7,44 x F'7.3A < 90' BEND WITH 2 LF WATERLINE (REHAU 200 " x v x '7718 ;�' ?Y6.�35 7t 5" x"'�"i' 63•'- 144r 49 LF 18" SD I PSI) EAST TO A 1.5" WATER METER ASSEMBLY y V y�7 F.{_�^' I�r,r.' ' x x Y CENTERED AT 37' RT. 2.5' BEHIND BACK OF 69115 78.29 s .. e x _ x c_ ��jj ; :t ! I - `i _ . Diu wa - ■ � S '=r y a - a7�s v Q • 1...: i i SG �rJv 4p .30 65.62 ' i _ 11111114-77:3ft-17 a S-0 66 x_;..: -� � °6 x64.97WALK). Ilioii /°79 . 1°. .. f`f -i, a i�� - s ■ . `.MiailiiVAI IMMEM - ►it!`r■■ t f� �� „59 '_ _ --- Ex. DIT ( ) 79, �_ :. � e . '• •� -� _ � � �.� � � x fi7� 6 � ��•. _ _� :c i 2 LF 2" DOMESTIC WATERLINE (COPPER-K � e d - - - a .�1:. -ee ■11 + r I � _ � _ ff r�; EAST TO A 1 5" RPBA PER DETAIL ON SHEET I.. $a,a ° 99?91s• '4' 1 . .79c6F5 79,36 7d3,21.. 79.08.,x78,92 x78S 8:42' ° ° w �.•• a 15 a "v �Gd�B = Tr - - 63 6`3.rrr' 13, 55 CONTAINED IN A HOT BOX HB2 INSULATED. �..a!Don' - - 778. 47. a °a,. ° 6 7' 7.9 3 5. ,F--�i3Prc 4 x 1 t n. ° rr; a. a e 34 I.F. $ k • 1 ° 4 ��� &5= 5.89 65.96 HEATED ENCLOSURE, WITH 2 LF WATERLINE EAST j 79,72 79.5E ° - 4 a - 5=0,.. °.. ° d_4 x ., •,. RPBA° .. ax68,31• .e a.a• x� 7° i�R�,n 65,93 I Q r°9 2 CURB A `AT STA. 1+7 . i • CT e : : a 67.7 1 s 7 56.11 TO A 2" 90' BEND, 2' DOMESTIC WATERLINE RI 1 6 5.7 STA. 4+11.0, 26.5' RT SOUTH TO BUILDING (REHAU 200 PSI). 79.4f� y� Y 1 80.25 UP-GRADIENT ROAD lRU1+IOFF TO 101 LF OF x i s ,. 1 ,GRASS-LINED HI TRATI 5WAI 41 OM STA, x78.�s 7� :3 3O' - �� x / '63 / 1 -■ � III I I I I �� CB #3A \I - - - - - {{ -} J J..I� l .; 6`: 1$" OUTLET EAST=63.0 - T + } AI D F'R 2+$1.5 TO -[ `�-1 -I f I - 89'59`1 `VV 150.001 = - !L f f� .. - - 1- - - sa.53 32 :t1 'o1�ED 4' ICrE SHAPED ;c5 I Ixi, Ia, �l �� " ! 4a I �i' s.: - 67' STA. 3+07, 1' RT. i PATH USING QUARRY SPACES UNDERLAIN WITH II 11 { i 1 I� 7 31 I SPRINKLER SERVICE TO INTERIOR DCDA + GEQTEX11LF FABRIC TO CONVEY GUTTER FLOW TO lj i 8"x8" TEE, MJxFL I ! THE SWALE AT STA. 1+75, GUTTER 75.90 1`7s.63 x , ; 1 �1 I �• ' �� _ 69,7E .69.14 :.69, • "6 "�",' 58.24 68-4 • p 1 8" GATE VALVE, FLxMJ d i _ I 7 D 9 8 7 6 1 5 1 3 7- 11111111in_- L. 1 a --r 12 36 LF 8" DI TO A TEMPORARY 8' END CAP I r �•.��+� , . , I I TAPPED 2" FOR TESTING. 30 LF 12' SD 5=Q.090t3 ii f t x 1 x 'I . ^ 11111111 J a { I 8.10 T.B.=$.O S.F. BEHIND THE TEE. I TO AN END CLAP AND POST. 1 7 ,8 f 7s. 1 Iti _ 68, 6- 1-17.77x USE FIELD-LOC GASKETS AND MEGA LUGS MARKER # r x ■ f c, 67,55 TO RESTRAIN THE ENTIRE SYSTEM FROM THE I IE 12 -71.88 � I i x.. F. g a� a ii' '�? '� GATE VALVE SOUTH TO THE END CAP. I FIRE FLOW AVAILABILITY: 8. 8.53 li i - f l I,ry SUBJECT TO NEW S'� DI WATERLINE BEING INSTALLED IN i i I II I / Ij Jq. 71 [C ''J L a �'► y I r = -r -. !.' w STA. 3+30. 21' RT. ,BOTH STREET FROM ,THE EXISTING 6" WATERLINES IN t 1 I f ` ° ' • ( FF=fig 6 . ! f �I FDC PER DETAIL ON SHEET 12. ''� `r' 1 i CB� 9 Q q d �I� '�I x FROM THE SPRINKLER ASSEMBLY IN THE THE INTERSECTION OF "Q" AVENUE/30THSTREET WEST o x �� ~, , I ° f f INSTALL A 6' 45 BEND, 7 . e ' ! 1 68, +- C7 67,8e MECHANICAL ROOM TO THE EXISTING 6"' WATERLINE AT THE EAST SIDE OF w �t � 7�� e I p �• x:7i- , ' .0 �� MJxMJ WITH MEGA LUGS, IMMEDIATELY � COMMERCIAL AVENUE, THE FIRE FLOW AVAILABLE FROM -� I ` ¢ x a `� 1 1 d I ;irr■+ (}' v OUTSIDE OF THE BUILDING WITH 29 LF OF n TINTS PROJECT'S NEW FIRE HYDRANT N AR THE 7g•72 M i x t l I a LIB F. 68.7 I 6" DI NORTHEAST FROM THE BUILDING TO °- 78,72 0 x 7 .2 l 7c�6b l,, 0 ft . • 1.. p oti PROJECTS NORTHEAST CORNER IS 3,175 GPM AT A 0 75, t 1 , t ! 2- • . b I o • f1 THE FDC AT 21' RT, (SOUTH) OF THE R.0.W. IESIDUAL PRESSURE. OF 20 PSI, AS CAILCULATED BY \ " 1 \ fl x71.8• a " CENTERLINE. 1 ff x 1 6 q 1}� x T.B.=3.65.F. BEHIND THE BEND 0MMERCIAL FIRE P OTECTION, APRIL 5, 2019. e T 70.94 .a ,- 68 '6 68'39 FROM 4' WEST OF THE FDC TO 4' EAST OF 1 4,2'9 1 f 9 x E - 1_ REFER 0 SHE T I I I I I � P- I '6 \� _ d uIII1II ' 8 FOR " " AVE 4 I THE FIRE HYDRANT, THE LANDSCAPE AREA S x I I b 6 1■111111� I I �I �J 79.a2X78.21 `� '.4;+� a ..s tilr.L �. ' - ;t 51■NII1I x71 :: ? , -0,MPROVENIOT I I I I I '( x i �, •7 ,�-. _ • ` ,Ir _• • STA. 3+38, 1' RT. ■ 7Is �1 1 i 1 C 7'.79 • . ~�~ • I . • LI f 6 .L3L3. • 8 48 FIRE HYDRANT, PER DETAIL ON SHEET 12. I PROPOSED 12' WIDE x 12 THICK I - I 1 4 I ' I iI9 1 8"xfi" TEE, MJxFL IALLEY PAVEMENT C RED INx i l 1 ' Is 7s.1P 1I `f I11 6 "x�7 C- ro 6" GATE VALVE, FLxMJ THE 16' WIDE ALLEY R O.W. 79.41 x " I e 1 1x - - f f 1 ; . i f I 2O LF fi DI TO FIRE HYDRANT AT 21 RT. 1 ! ti_1TiL=:i::::="-x---T--a_ I11.E ' �. a�„- V 1 'a' EX. PP ,i '• - - FROM4' WESTOFTHEFOG TO4 EASTQFi I X• 799 y• 144 -� '"- Y - J ITHEFIREHYDRANT, THE LANDSCAPEAREAPP 77,21 76. :••,e- ��- `- _ ,� [ 4 " �Iv6 .6$ 9.6 OP OEX. 55MH E-018 7 77 8�7.74 76.95 x --�5 _ _ d - _-41. .4•��.' 1!-• ,,.26 SHALL BE LEVEL. SO r - - - - - - - 8�33 .32 7 - - 76 •,_2_2, i/:f !!Q; . '..'1-1 x PK NA L - O I �4�=R7 Tf�- 94 ti r 5 �' �' b'.C.'__`-`s .+r•-tarr. .nw� e j 7' ..::� ? _ ' �-a�, 2-., ¢ --1 7p.42 6 69' K NA/U.' 4 T. lE 14" HOPE SS- 71,13 Y7 ' 0 S 89'59'€37"E 150.001 � ----- s 10 3 #7 rxr 4 Z AT THE EXISTING 6" AC WATERLINE t 14" HOPES 9fi 7 , ATA. E Da 1' R6 374 F EX. 14"SS INSTALL: 5S PER Q� ( SS SS SS w sj SS - El ! 5S x S INSTALL CNI �.l :.c3 l 7 6 U 9.64 .=-- - .., __ :% . - •---- i a SS o._4 M I 6"MJx6"FI_ TEE WITH 2 LF 6" DI _ _ w - w ICE, 1`X. H w r- .� s 76., . _' '6 74,-4 7 .sG s,: x-- ,� a NORTH AND SOUTH HAVING A -D - - - - - 7x4- - t - - - 82.0-1 °� E-0 6" DI/6' AC COUPLING ADAPTOR F.9 CT TRANSITION AT SOUTH EDGE OF ALLEY PAVI AT 10' ,SI70C25W 78x07 I y EX. ECOLO Y BLOCK WALL / TO THE EXISTING 6" AC. CV x 6-ri3 74 "8 I 9.-1 `-� PROPERTY CORNER, 4OUT1-1 EDGE OF PAVING -''xNp l6FROM THE' ga0I� EX. SS SIDE II -7•E 1(-- " iI 71 P'- 1 6" FLxFL GATE VALVE WEST TO A 00 I I EDGE OF ALLEY R.O.W. AT 10' EAST OF SW PROPE PROPERTY CORNER, SOUTH I SERVICE PER CITY End- CABLE (TYP) I EMI I EX. SSMH E-015 fi' FLx$"MJ REDUCER. I EDGE OF PAVING IS 1' NORTH FROM THE SOUTH ED &OF ALLEY R.O.W. I I I RECORDS I a I TOP=69.64 T.B.=8.O S.F. BEHIND THE TEE L_J 2 LF REBUILT FULL-HEIGHT CURB & (E) STA. 1+60.0 1' RT. 14 15 16 17 18 19 20 21 23 I . GUTTER INSTALL 8"x$" TEE. MJxFL 248" GATE VALVE, FLAW GU Ex. 1'B #16D TTFEREBUILT DEPRESSED CURB & 18 LF 8" DI NORTH TO A ' y -,r N TYPE-1 30TH STREET SH T13FLUSHING ASSEMBLY, PER DETAIL ON - -' - - - - L - - - �� �,� TOP 54.59 - - GB #15 - CB 113 0 ®-'XZ44,59IE 8" PVC OUT-S=52.99- - EXISTING C G � STA. 6+40,21, 24' RT. STA. 7+00, 24' RT, 3 v� a,55 TO REMAIN, L^J TYPE I-L, SOLID TOP W,, TOP=59.5f TYPE I-L -y , 1 - 0 - 0 - 0 - 0 A EXISTING C G MATCH IX. GROUND 58'5+ �� ¢ D 0 D CD 3 f IE 18" PVC IN-W=56.12 FLUSH WITH LAWN ...•� n � X7 TO REMAIN IE 18' IN-W=53.5 z r.L.1 > N Q. �►4 1 "� IE 18" PVC OUT-£=56.12 IE 18' OUT-E=53.5 ¢ o � 10' WIDE x 6' LONG LANDING ❑ .../ F' fr 73 LF EXISTING GRASS-LINED IE Ex. 6". IN-SW=57_Clf Q-�TOP OF MONUMENT HAVING A 2 x10' TRUNCATED 6' - o d� 'fr- SWALE TO BE DECONSTRUCTED 59.75 ? - - DOME PATTERN. ADJACENT '�� ... '�' a7.1Ci v� v ELEV.=55.68 w TO HAVE DOWNHILL SLOPE I iIs c, a "' SURFACE ELEV.=56.01 PEDESTRIAN CURBS ARE 6" a d 4 ❑ "�. EASTERLY AT S= Us 6I�I I t IN x4 '� HIGH ABOVE THE LANDING. - {' rrr, 63,3i I ; 7 EX. SOMH _ n 4 Z t I 33 n w �` ^,n. J J£ ! r� TYPE-2 5+00 S 89°59' 2" 379,97'(38X)'PLAT} `- 6+00 f 7+00 ,'�, x TOP=55.30 4 25T95 ti f,, 1 lE 18" CONC. OUT-N=50.78 1O WIDE x fi LONG 6•• orst C? I' �C]N AL (] • ? V STRIP 1 ', 1 T �/ x I tale [ �w IE 12" COIVC IN W=50.62 TBR 6' ADJACENT PEDESTRIAN S �� E .7s i 60,7I ! i I. 4 F- j „ y 1 v y ` v / y / _ x v I �� ! y v 1 I.A v V lE 8" PVC "IN-N=52.18 ❑ Q CURBS ARE 6" HIGH < f 65.14 8�8 ... 6p,-, _ .'�� )(5 .67 " �-i .'.56�4 IE NEW 18 SD IN-W=50.8 10' ABOVE THE TOE OF RAMP - a I C f ` j 71 II= 16 PVC SD - AND FLUSH WITH THE C r -, S=0.t3350 �6,sr r o Ig x �� _ -- ..G 3 ' -- 6 . 14p ,� - �.f X r r� �?6e, _ 53- - �`` , r ,.0 �a 5.3r TDI� OF RAMP �A f 64.II7 _ %. �x w. - 64 �61,7 6an� " x : • -- ` R r • ENGINEER DITCH - 63,43 r�-3 44 �y2 38 - - i -- -Ti -- ,.,'8c 5...7....-- 60 LF 18 SD c�O.D438 ` �p* � r "CC _��- 7 LF 18" SD ❑ Y x8_z_`3+4- X f: .�.,--. - - _ " 59.20 ' i:._x I 1 • 1� \ rr u.3] S=D.X}28Q fi' LONG TRANSITION IN - _ �._�. _ 60.4.1 _ �. MI G$ 4 5 - - - -Iv - - 64.92 x >� �_ "• - - - - - - - - - 51.�I�P 6p,96 - 78 CB 1 -7• . ; ' l'- 70 ra.: 5,5 L1 n SIDEWALK WIDTH FROM 8 fiS6.' fi �'Sa EXISTING fi'* TO 1 X]' THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF 64.10 3SAWCUT 63.a= 62,85 1I J ) ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF THE DESIGN WITH UNIFORMLY GRADE EXISTING 4 62•83 L UNIFORMLY GRADE IXkSTING VC SD x 6y . • - WIDTH AT TOP OF RAMP. APPLICABLE LAWS i5 THE SOLE RESPONSIB1UTY OF THE PROFESSIONAL ENGINEER, WHOSE IE EX. 6" PVC SD . -rr�2 6�,32P 5954 SEE �1�M+4F! 51DEWALI{ 7• 5 .67 ROADSIDE DITCH BETWEEN ENDS ROADSIDE DITCH BETWEEN ENDS / i ❑ NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH, AND PROVIDING _ OF CULVERT. PROVIDE SOD ON _ W OUTLET-61.24 _OF CULVERT. PROVIDE SOD ON _ _ _60'30 DETAIL THIS SHEET _ _ _ _ _ MITIGATION FOR ALL FEDERAL. STATE, COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES, BOTTOM AND UP SIDES TO 1'; >1 s 'b 62.e s„ PVC BO 0 AND UP SIDES 10 1' x p,57 I s INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT. FEDERAL WETLAND PERMIT, HIGH, WITH REMAINING HIGH, WITH REMAINING LX. H �►: l5 STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT, FEDERAL FLOOD PLAIN DISTURBED; SOILS I T1'ROSEEDED DRIVEWAY CB DE REED SOILS HYRO DED. PERMITS, NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE S '� DRIVEWAY B _ EXISTING I • TOP=62.97 TOP=60.57 A V - SIDEWALKWIDTRESPONSIBIUTY OF THE DEVELOPER, LAND OWNER. AND THEIR ENGINEER. THE ISSUANCE OF • • IE 6" PV OUT-NE=61.42 EX. �e THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE IE fi" PVC OUT-NE TYPE-1 WIDTH LAWS AND PERMIT REQUIREMENTS. 71 10 • 87 6 5 3 I ", TOP 55.53 I Q ls,r CB 14 IE 12" CONC. OUT-NE=52.33 • r`2'-- " STA. 7+71.95, 16.7' RT. A IE 81' CMP IN-W=52.93 TBR I L �U ` - 35.7 LF TS PVC SD S=DA1�6 39.7 LF 18 PVC:SD 5=OA423 STA. 4+98.3, 26.5' RT STA. 6+00.50, 26 5' RT TYPE 2-54", SOLID TOP �� I CITY ENGINEER DATE IE 18" INI ET=61.2 IE 18' INLET=57.80 TOP=56.0, FLUSH STA. 5+34.0, 26.5' RT • SHALLALLEXPOSED ED EN OF 2 STORM PIPE WITH ROAD CITY MAPS SHOWN ABANDONED IJ RAM P/SIDEWALK DETAIL CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN IE 18" OUTLET=fiO.SIE EX. 12 IN-W=51.3 16" & 20" STEEL WATER LINES Q 1 YEAR OF THE DATE. ALL EXPOSED ENDS OF STORM PIPE SHALL BE BEVEL SHALL BE ARMORED AROUND THE CUT 2:1 AND SHALL BE ARMORED AROUND THE PIPE AND PIPE AND TO 5' UPSTREAM ON THE ` IE 18" OUT-IN-WE 1.0 NEAR RAVE CURS LINE SCALE: 1 =5 SWALE BOTTOM AND UP THE SIDES lE 18" OUT-£=51.0 cy I TO 5' DOWNSTREAM/UPSTREAM ON THE SWALE BOTTOM �. I AND UP THE SIDES 18". DO NOT IMPEDE FLOW IN PIPES. : 18". DO NOT IMPEDE FLOW IN PIPES., x "` PLAN STATUS. . 1 `� 7 7 17 REV. NO. REVISION DATE BY APPROVED SHEET DESCRIPTION: SCALE: 1"=2a' SHEET TITLE: SAL I S H INN DRAWING NO. Ravnik & Associates Inc. 18025.SITE.dWg ' • CIVIL ENGINEERING & LAND-USE PLANNING DRAWN BY: D. REMSEN 907 30TH STREET JOB No. 1633 LINDAMOOD LANE/P.O. SOX 361 OFFSITE SITE PLAN CHECKED BY: J. FOR 18025 BURLINGTON, WA 98233 . RAVNIK Z/_:= - PH: (360) 707-2048 FAX: (360) 707.2216 E K TE RA ASARA L LLB��++ SHEET NO. DATE: 10.16.19 SECTION 30 T. 35 N., R. 2 E., W.M. 5 OF 16 CHF 8,61 � v OW OW L 46 7 8,8 5 PROPOSE: GRASS-LINED MIURA-MN SWALE To 32 LF 12 SD '3/44--•1 . ... pi4 X TREAT RUNOFF FROM THE NORTH 8' OF PROPOSED 5=0.0100 TO AN END °�AMP >� _Z ASPHALT IN THE ADJACENT 30TH STREET CAP AND MARKER POST. o I � ' 7r, J 76 LL - - - -� -� X -- IE 12"=59.50 l 7y,63 T 1 \ 6.50' 6.50' x / REFER TO SHEET 7 FOR * ' I I X 76 PR _. . 7 5,00' PLAN do PROFILE EAST SCALE( 1' = 10' STA. 0+57.3, 1' RT. 8,4 � = I� T5 BEND, xI�4J st T.B,=6.W S.F. Bl;HINI? BEND X 7 6, 2 rt. mil .11 11::1;+00 EAST 9.W5t •°W a 5 1a �o <SD1 +Oo RAJ E T BASELINE - .D. •iJ. 00 74.93 TC � W--7 �,I1 j - _ 17LF8 DI _ WITH RESTRAINED JOINTS - - - - - - - - - - - - - - - - - - - - - - RECONSTRUCT NORTH HALF W RESTRAINED TO a. I ` l'� iJ 1� 1� W W 250 LF 8" DIW ✓ -)' j 1r OF C/G/W wTTH A NEW FITTINGS AT EACH END. 1.00 ROAD CROSS-SECTION HANDICAP ACCESSIBLE RAMP DETAIL ON SHEEC 11 X N x 7 6,6 4.7 TYPE PARALLEL A PER '� 16,0W' s.nD' SH11-? FET 6 6 xCENTEfar STD PLAN 4D-12.W3 7 647 = 16.00' RAMP ON NORTH SIDRED ACROSS E IX =�f REFER TOe SHEET 5 FOR QUARRY C9 1 �� STREET. 4 - �- � sp �x sn AC WATI`I�tll�iE -----W u W W ' °' - .�� V .�- W W - W - _ _ X -Q 4.96 �� r��• y k ? X..... X _ L_�/' v Oat} / I y 7 t 0 , ti ri. �/ ..�1 , '..2 4. • Y 40 _I IX. CB ram" . X I I • '' :�' ❑ a* - I f o YARIE5 INX ° 3.796-7.2X ° 6.00' 1 VARE�S a i �r �.� - - - - - - - - - PI 8.00 Go I9 1 7- _ 8.93� 11.0X VV." ic : 1a Oo' = I 30TH STREET ASPHALT ,,,,,y. . . , .7 ? d ❑ • d� v v d . 4❑ a 30 LF� 1 � I I I, - ❑ Q }� X �{ 8.0W ° X " ■8.48 �7.78 F / / t_r4A I OC4 d Q 16.0 ' ---1 ?� d °a PRQPOSED G- '--LINED v Zg. F" 7.� 4 79 36 7�3. 1.. 7�3;�8 : 78. 2 78 78 42 eloF,LTATla1 - ALE 4 ' �� ,!�1=� � I! �w' C'O ❑ ° - X v� 7 4 v X PER DETAIL T`i!' SHEET �' a$.d0' - K 1,..- -- 1 1 - 4' THICK CLEAN ORGANIC • -g II TOPSOIL TO SUPPORT GRASS SOD 9T8C 9.TC. 7� 72 79,� 7 ,2� �y 7' 6.00 v a ° ��:� 4 +� 1.-. -i_, . PINNED IN-PLACE. 79,4680,�9 X 4 .4 5'-6.5' (SOD WIDTH=1 1.4'-1 3') WW j86± 77.9R 4'� 2' Y ' SEE PLAN PRIOR TO PLACING SOD, CONFIRM '' X .... 7 d 4 LATERALLY TRAOLELYELLE LEVEL AN WALE ARE PROPOSED DRIVEWAY ; TC „ •TC. _ - X- - 16' WIDE AT B.O.W./F.O.W. ? PROPOSED DRIVEWAY ,^.; _ / ' i Y' C 6,• -7 DEFINED TO ACHIEVE A C _DRIVEWAY * STA. 0+70 _ - - 2-FOOT-WIDE FLOW PATH FOR TYPE 3 TYPICAL PER WSDOT X X 16' WIDE AT B.O.W./F.O.W. 30 12' SD S=0.0900 7 r - I STD PLAN F-80.10-04 8a0180,02 0,01 It DRIVEWAY = STA 1+51 TO END CAP AND MARKER - RUNOFF WATERS. 28 TYPE 3 TYPICAL PER WSDOT PO .. IE 12"=71.88 X 1 1 x80.57 STD PLAN F--80.10-04 �7 � .FLJ I., .1i. 38.70' 1 73.00' 123.00' % DOWNHUL WEST DOWNHILL EAST - 1--- DOWNHILL EAST -JIr✓ - GLASS-LINED BI�FILTRATI�]N SWALE S=0.0168 - S=0.0286 0 S=0.0578 NORTH SIDE OF 30TH STREET 47 ; SCALE: NTS 79 �� 1. �i ..: PROFILE 7`� i 5+r 0 PROPOSED R.O.W. q -- X_ ,_:, o cv. - a NEOP = NORTH EDGE OF PAVEMENT - - - lI �U A 4 �� ( PROE RO.W. o +n�i - A. 16.5' - 10.00' 8.00' �� 78 �3 in o f uri o`°o, - L.r ¢II w 78 SIDEWALK w a 8 m o Sr, v 1�-- 32.54' NEOP �T _ . oa 50.0209 �r c� 3 3 3 d d d w (PROPOSED RIGHT itr a p o ,'TA 0+35.7, 21' RT TO a r _ GUTTER PROFILE an ao a PROPOSED NORTH EDGE - a a STA 0+78.0, 18 RT • d ] 42,3 LF C/G FIT 8=0.0052 Ci ci OF PAVEMENT (NEOP) - - �0�i.�� - ]] 30TH STREET ASPHALT • {' 1 ore PT l� I� PROFILE _ 41. .. EX. R.O.W. (i.)) - - ~ �1 4" THICK CLEAN ORGANIC TOPSOIL TO SUPPORT 21 8" 45' BEND-) 20 V.C. AT 76 rt, G, NEAP GRASS SOD PINNED IN-PLACE. �� - {50D WIDTH=10') GRASS LINED BIOFlLTRATION SWALE (101 LF) 'Pr 7C PRIOR TO PLACING SOD, CONFIRM THE 30TH STREET STA. 1+80, 21.5' RT. SWALE ELEV.-75.11 TO STA.F COVER AND WELLDDEFlNED TOAACHIEIIE A 2-0T-W DEAND 2+4 .5, 21.5' RT. SWALE ELEV.=71.50 E 5" AC WATERLINE 17 LF_#I"_A1 ._ 1-� � �r - FLOW PATH FOR RUNOFF WATERS. STA. 2+81.5, 21.5' RT. SWALE ELEV.=69.40 TO (ELEV. TO BE CONFIRMED) WATERLINE: DEFLECTION �� Or ` STA. 3+20.0, 21.5' RT. SWALE ELEV.=67.98 AT CB 13 2' WIDE CURB CUT, 75 �` _.---- - - 7 75 STA. 1+75.0, GUTTER ELEV.=75.90 - cr - CONSTRUCT a TEUE gyTyA�4' WIDE ARMORED SWALE PATH FROM THE CURB CUT �@• A �►►V CB1 Rr F - �' STA. I-SOU T-010' RT GRASS-LINED BIOFILTRATIDN SWALE CD TYPE-r-�0�1©-T-�P STA WATER, 13' CENTERLINE PO 1.6r - TOP-75.16! FINAL WATERLINE ONNECTION WHEN PC ETA 0+6 , ELEV. = 79.53 DEFLECTION IE 12' IN- =69.18 tr SOUTH SIDE OF 30TH STREET AND WEST SIDE "Q" AVENUE 74 ITEM VE,ABORIZED BY C CENTERLINE 'Pr 74� IE 12 I - 69.t8SCALE: NTS R�O]t7�ABANDONi IN-PLACE _ � - �.. _ � - APPROXIMATELY 5 LF OF IXISTING --PT STA. 0+ 0, 11.=79•;i41 I I IE 12' 0 E=69.18 6" AC WATERLINE. VPI STA. 0+7 , ELEV. = 79.70 I I HORIZONTALLY AND VERTICALLY IN-LINE VPOC STA. 0- 78, ELEV. = 79.59 I I cr GUTTER SOUTH _ Rr oi.i,g'- , INSTALL AN 8 451 BEND, FLxMJ PC ETA 0+68 16' RT. GUTTER ELEV. - 79.33 1 m �' P. �� WITH AN 8"x6" REDUCER, FLxMJ ,, p 1, 73 PT STA. 0+8B, 1 fi RT. GUTTER ELEV. = 79..09 73 (" w,s.-' - oin 9 I F R. fH 11fITH A TRANSITIQN -- STA. 0+78, 1.6' RT. G - - �j�y STA 1#B0A 1` RT. , , i~ �Q ( at, �,COUPLING TO THEIDCISTING fi AC VPOC STA. 0+78, 16' RT. GUTTER ELEV. = 79.29 '��" - ✓ v, 4 1� a Jt lib 7 6 r [ WATERLINE. T.B.=6�0 S.F. BEHIND BEND. INSTALL 8 x8 TEE, MJxF1_ CAP THE ABANDONED END OF 6" AC NEOP NORTH EDGE OFPAVEM 8" GATE VALVE, FLxMJ ;1�' ENGIN R DATE ( -18 11-13' DI-NORTH-TO-AA ly ' .. , ¢ wA ERtUI�IE. 1 I PC STA. 0+66, 11.1' LT. ELEV. = 79.33 " �!! PT STA. 0+88k 8' LT. ELEV. .4 79.25 2 FLUSHING ASSEMBLY PER 25195 U CITY DETAIL ON SHEET 13. .", R�_ 4o '� �THI5 PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF 78 VPI STA 0+743, 8' LT. ELEV. 79.54 72 , .a�5xes _yC? ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF THE DESIGN WITH VPOC STA. 0t178, 8' LT. ELEV. --'7$42 - - {�I�q'. _.1.14, APPLICABLE LAWS IS THE SOLE RESPONSIBIuTY OF THE PROFESSIONAL ENGINEER, WHOSE 7 NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH, AND PROVIDING MITIGATION FOR ALL FEDERAL, STATE, COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES, I I INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT. FEDERAL FLOOD PLAIN PERMITS, NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE RESPONSIBILITY OF THE DEVELOPER, LAND OWNER, AND THEIR ENGINEER. THE ISSUANCE OF 71 - - THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE LAWS AND PERMIT REQUIREMENTS. •---•-ar_---&-e ' 10•21 .9 CITY ENGINEER DATE 70 70 CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN 0+00 0+50 1+00 - 1+50 2+00 _ 1 YEAR OF THE DATE. 1 PLAN STATUS: REV. NO. REVISION DATE BY APPROVED • • SHEET DESCRIPTION: S : 1,.=10' SHEET TITLE: SA L I S H INN 1 DRAWING NO. I Ravnik & Associates nc. 18025.SITE.dwg CIVIL ENGINEERING 8i LAN(]-USE PLANNING DRAWN BY: D. REMSEN 907 30TH STREET 1533 LIN DAMOOD LANE/P.O. BOX 361 30TH STREET PLAN & PROFILE (1) FOR JOB NO. 1802E BURLINGTON, WA 98233 CHECKED BY: J. RAVNIK PH: (360} 707-2048 FAX: (360) 707-2216 EK T E R A AS A R A, L L C SHEET NO. DATE: 10.16.19 SECTION 30 T. 35 N., R. 2 E., W.M. 6 OF 16 72,03 , i 24' DRIVEWAY CENTER AT STA. 2+52A X E N REFER TO SHEET 12 FOR DRIVEWAY DETAIL TO 20' WEST 6 9 4 ? AND 20' EAST FROM THE DRIVEWAY EDGES, TRANSITION _ SIDEWALK CROSS-SLOPE FROM 1.5% DOWNHILL SOV �� - CB #2 Ej: j -► STA. 3+49.0, 17' LT ;) 'j - ~ -WHIN-li-fE�RfVEIhfAY�0 .5% $OWMF�ttL idOR`ff-� -- - - G�� ED 0.0 68.0 6 ` I TYPE I-BEEHIVE GRATE Z4�-2 - _ - - - _ - - _ - - � ��\\ _ _ _ 1� TOP ELEV. OF =63.56 Y=66.7 CB • ' IE 12" OUT-5E=63.56 - _ - _ _ _ - - - - - -- - -�- - 12 REFER TO SHEET 6FOR - - - - - - - - - - - X r S. I 5• ' N 4 -NATION PROFILE 5.00' 68,61 , 67 93 X 6 7,54 SEE SHEET 8 FOR 1 X 7, ,.. _ PROPOSED ASPHALT __, _ / 1 /717 X l ` 31 LF 12" SD GRADES AT NORTHWEST ■ �74,93 X- "1• ■ 301 I-1 i''L REI�IR Tb SHEET 5 FDR ;. 6 8'4j X so.oloo I CORNER OF INTERSECTION . _ 76,072 1.0 �4'; o I �., °t ROW - -t � WATERLINE INFO IN 30TH STREET ,] 7. 4+00 SCALE; 1 10' _ ] " - W S 89 5 'I E 84.0O <380 PLAT} - CENTERLINE - X g - _ _ _ Zrzsz: 1i w W 6 r.. _ 1� i v - W - - �' -w - T■ -<INNI - - B• 7 too' --1 ■i: x rm. ; X -�- SOUTH = El 5 10 20 6 �� 3+80 EAST SEE ROAD CROSS-SECTION X 1 Z.B LF e/G -EE NATE ON I 16.00' 16.00' 100 LF 12" 5D DETAIL ON SHEET 11 CB 12 75 LF 12" SD 6 , s-D.054C3 TO SHEET x4 <. E X . )1 CB #1 CB 5 n X 7 r f. `. d. . = K SA 5 0.0582 sip = s� �.. S 0 0# #r so an y / ' B 4 - v X w a r .6? 44 Inc STA. ,,s' RT * _ . 3 6 7.:4 X 4.9• 1. 0.1; O. . 'E •.7 t _c, 6�.' GUAR=B7.78 � 6 i 6, `i� 4.4: 0.1= O. :9. CBt' va ► 9 LF 18' SD ( 9 4.3 _ ;5 S=0.0050 o F =15; GRASS-LINED I , .. W • Ste_ I I I I ``='"`#�� �� + 16 LF 8" SD 6 6 .1 U - SYIEILE ❑ ►. ❑ • .. 7.8 '-' 67'*34; S=0.0269 6,40 `� - - - 10 - - _ DETAIL ON SHEET2.3 - - sn n 7,61 .�► ac- /,A{ L _ _ _ saga cm =M M. - - - - - - - - FDC FH - 23 LF 8 5D �+' r 0A010 f C •. "' IE 18" OUTLET=63.0 _ _ di I 1 I I ■ _� 'I "�' �r I I I I - x f'r.'. . r. • Cf G STA. 4+11.0, 26.5' RT. 64■ • ' - - 70 ■ v ❑ _ 4 Q❑ 4 . c• 4 ■ ■• PROPOSED GRASS-LINED 4 r.• . Ll ❑ 4 • k , r,- „ ) l -' 6 ��' . - _ ❑ • _ ❑ X ailv BIOFILTRATION 'SWALE X ❑ n .a 'NO ❑8.00 . • ,� ❑ - • .�' 7 Q -r ❑ PER :DETAIL ON' SHEET 6 6 caul a a it, � X i 65:., I yap 4 ;C 7 6 Q L X 1! 5LF 8 SD .; �W 5S 3A , 6 4 G I I I X S 0.04$O __ 4 PT STA. ! cr 1��7, 7 n p I+ _ _ I� � ❑ GUTTER 0, 7 8 RT 66,88 'r in •� A18 °_ _ 50. . A ■ _[ 1 "' �� _ - - - _ _ r ! �� ; -6 _ 6 .*.s**\ . 1237041---- 8&OO' -23.00' - - - DOWNHILL EAST F--- DOWNHILL EAST DOWNHILL WEST -.- tT _ 0 s=0.0578 a 5=0.0369 s=0.0100 I 74 74 /or - STA. 2+92.0, 1' RT. SEE CITY DETAIL #WA-05 2 TAP AND VALVE ASSEMBLY ON SHEET 13. cl [r 36 k 2! Ecnr WATERLINE-SDI rTu r- -- 4 _ . ...-- co 9D' BEND WITH 2 LF WATERLINE (REHAU 200 co \--.... .:-...„............... ....% v a PSI) EAST TO A 1.5 WATER METER ASSEMBLY73t r PROPROPOSED W. + #a CENTERED AT 37' RT. (2.5' BEHIND BACK OF f i 73 81 WALK). W a O EL2 LF 2' DOMESTIC WATERLINE (COPPER-K) M $ EAST TO A 1.5" RPBA CONTAINED IN A HOT BOX i� La , O a 2 2--LF , WATERLINE EAST TO A 2' 90' BEND, 2' ►s 4rz E • PROPOSED NORTH EDGEDOMESTIC WATERLINE SOUTH TO BUILDING d W 72 \1/4......,....,%%%..........%%%.%%%%%%•,5 OF PAVE (REHAU 200 PSI). cs � 72 PROFILEIyIENF (NCOP) SEE RPBA DETAIL ON SHEET 13. _ ri cll 71 3COVER 4r g 70 PROPOSED RIGHT tr 70 Gl ITTER _P_R❑z - - - I .....- - PROFILE o Ems. R.O.W. Q - tr _ C812 > 0 rl - STA. 2+90.5, 10' RT. d 69 69 TYPE II-48' SOLID TOP tr �n I .. TOP-69.69 _ p. RA I IE 8""INN S=64.166 STA. 3+07, 1' RT. t r �- ..° �4 ' 9 wAsn, ifj _IE.E 2L-OU �16 .._-_. _ SPRINKLER SERVICE -'� ` _-� -CB45_ - rryP !?tr �a 8+ " 8'x8"" TEE,I Jx FL SEE RUNSHEET E4 FOR INFORMATION l } 68 4 0_ 8T GATE VALVE, FLxMJ A!- 68 VN TAPPED 2" FOR TESTING. _� _ �=- .._ '. _ 1'�� '�[� �° �� 25795 r F {C* �rsT�� C� S T�.=8.0 5.F. BEHIND THE TEE, �'9/ONAI- , - - 7 . USF FIFI n-I _GASKETS A3�1D_MMAJ ur ituo 5 22 Sp TO RESTRAIN THE ENTIRE SYSTEM FROM THE STA 3+38, 1 RT. _ I 1.2' FIRE HYDRANT 67 DEFLECTION ` GATE VALVE SOUTH TO THE END CAP. 8"x6" TEE, MJxFL * - 67 _� -Jr-GATE-VALVE, cMJ �. �' _�_ 20 LF 6' DI TO FIRE m - ._ r HYDRANT AT 21' RT. o ca CB #4 �n, �], r FROME STA. 3+65.0. 10' RT I Q A iiii "`---"`...""" 4' WEST OF TH co ry 30T1oF'S RE1=T_ � STA? 3 5 �1' ENGINES g/i&• 7/, DATE FDC TO 4 EAST OF THE �_ FIRE HYDRANT, THE STA. 0+10.0, 15' RT. AT THE EXISTING 6' AC WATERLIIYE� 66 LANDSCAPE AREA SHALL BE *Cr AVENUE INSTALL: - - _ _ TYPE-248!, SOLD_top - "I414XFL TEE Yin I.._2 LF S" .DI. • 66 ��_, THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH NE CITY OF f 1 TOP=67.44 NORTH AND SOUTH HAVING A 6' ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF THE DESIGN WITH IE 8" IN-5=64.77 I DI/6' AC COUPLING ADAPTOR TO APPLICABLE LAWS IS THE SOLE RESPONSIBILITY OF THE PROFESSIONAL ENGINEER, WHOSE `37 iE 12' IN-NW=63.25 THE EXISTING 6' AC. NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH, AND PROVIDING - MITIGATION FOR AU. FEDERAL, STATE, COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES. IE T2' IN-W=63.25 B" BEST 'C INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, Ad, ;4 IE 8' IN-SW=133.25 13* F1-x6"MJ REDUC . STATE DEPARTMENT OF FISHERIES AND HYDRAUUCS PERMIT, FEDERAL FLOOD PLAIN 65 H4.' T.IE 18" OUT-E=63.25 B.=8.0 S.F. BEHIN THE TEE 65 PERMITS, NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE RESPONSIBILITY OF THE DEVELOPER, LAND OWNER, AND THEIR ENGINEER. THE ISSUANCE OF 2+00 2+50 3+00 _3+50 4+00 THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE MATH APPLICABLE . LA AND PERMIT REQUIREMENTS. 5 LF 11 SO n EX. 6" AC WATERLINE r \ 10.2011 0 012 37 LF 8" DI I 1 -)41)•. I CITY ENGINEER DATE .(). WATERLINE II �21' 401- 49 LF 18' SD [CONSTRU11ON FOR THE ACCEPTED PROJECT IS TO START WITHIN 1 YEAR OF THE DATE. PLAN STATUS: REV. NO. REVISION DATE BY APPROVED ' ' SHEET DESCRIPTION: SCALE: 1"=10' SHEET TITLE: SALI S H INN DRAWING NO. .�.V1�11� Associates, Inc• 18025.SITE.dwg CIVIL ENGINEERING & LAND-USE PLANNING DRAWN BY: D. REMSEN 907 30TH STREET JOB No. 1633 LINDAMUOD LANE/P.O. BOX 361 30TH STREET PLAN & PROFILE FOR 18025 BURLINGTON, WA 98233 CHECKED BY: J. RAVNIK PH: (360) 707-2048 FAX: I1350} 707-2216 /'' EK TERA ASARA, LLC SHEET NO. DATE: 10.16.19 SECTION 30 T. 35 N", R. 2 E., W.M. 7 OF 16 in Q J -` .,p dill aQi 7RJ---- �' EX.4„ SD I• Cry + it �� ---- .f} dal I! JNLET-S=fi9.47 --J---------Ch--____-_____ ,JD �____ t IE OUTLET-N=fi8.97 • 0A I r--- 7) Q ,--- La) 0 r �D X - - -- A rail Oj �.CJ 0.l CDs? f o 6 TOP X TpP --'FOP X LD Tog X------ \0 / f I"- 1 >. Q AV.t/iNU A ,/ N SCALE: 1 10 {� rtj la- R.o . CENTERLINE•= PROJECT BASELINE N ' - ,/ ND°0'34" "295.50' `0 r- c X I� - - _ X _ - _ _ _.. _ - - - - - _ - ___._ X PROPOSED 12' WIDE DRIVEWAY. I ri, CENTER = STA. 1+45.75 ROAD CROSS-SECTION EX. 6" AC WAT LINE t t 4 i C'3 d ` TYPE 3 PER WSDOT STD PLAN ,' Ll DET"AIL ON SHEEP 11 n M �, PC STA. �) J o C� \f W F--80.10-04 ON SHEET 12.,INCLUDE B -0+33.00, 11.5 RT 1 !�• {� " 7 ,; WIDE PEDESTRIAN CURB PER WSDOT STD a.. rT, -- `� 16.00 \ 5 PLAN F-10.12-03 T.a fi" HIGHER THAN --- i. ._-_ _0+41 4)0i / I . PC STA, 'I ; E❑A=67.39t MATCH , Ir NORTH EDGE OF DRIVEWAY 23 8 X 1-'` � C#3 #4 8f [ GUT1 ERB7.• _. - _ ' ; 4E14 ,z-. f.i .070 SO T JT2 ;° IirQS� • ib - ..A :ta�PTQESIII f� - i p IDE[}N SH _ -=._0.02-17 - - ft �. -� fib - at ' 40517 --m61 AL : -2- - - _ _ _ ......- - f. ' �� 66.70 67.44 $7.10 ► : �. •_ �: v - w v - =€ys ,� per C L; . . _. x_.. - M j { , i xD / �,��v 100 L OF 2' WIDE GRASS-LIN SWALE .i ❑ f� r r `, � Ln LL , 0: r,-r. , q, v / •LiPS1REAi�A •END: 5 X ❑ ' •9.72 •X 16 8 SD i i.571� `�_�.5Z- ....INSTALL RAMP AS C " . : _ ki o i 8' , i STA 1 32.5. 21.5 RT, �ELEV.=69.22 v -- ❑ 5=4 100 1.60 v '�q NTREACNSONMON TO MATCH [ 1• . _s: .89 q . �-- DOWNSTR E'ND AT 3A ° .. - v x X a v • ❑ ExIST1NG SIDEWALIt AND LO i ;.:. 1 1- _ s1 �► •7 `.� CMG ELEVATIONS ��-rr it O3 ,. a_, *I X i Ckd ��Pi i [i-� - Q d J� w in mur 1 - i J i � r ���J �ll X 7.94 X ! I0---- . .. / till • __i__ II loor j - / i \, I 2.00 11' , - - { H \. f Q Cjr �o / ; \ t I 1{ I L STA. 1+40.68, 35.4' RT. A • . '! I X� did / I \ I f I•I• X X• I 1 \ _ TYPE I-VANE GRATE ` ! , I ` 15d�71d��}� J` ! I II' I • i R + I r r rrr W In lil I 1 3 I IE❑8 OUT-NE TO SWALE=69.38 I l REFER TO SHEET 7 FOR 30T1 STREET DESIGN INFORMATION { I STA. 1+45.75 - i - - j - I PCAVED ENTER OF 12' WIDE I ALLEY 73 F-O.C. AT16' RT. - -- - I - - - 73 92.75' 3300' DOWNHILL NORTH a i j - 01 I j I IX 72 �cI o. 72 I + f� O 71 i �, rggqq W 71 7 n I �} - 2O U 0�o W -- 1 _ r 70 Y, re al , PROFILE CP EX. R.O.W. - EX 8" SD WIg i W + �- CENTERLINE gl� x � - - g� - - i PROFILE 0 EX. WEST EDGE d[x d g OF EX ASPHALT t " P.69 �_ l� :R - _ - 691 _ l - AP4 P r u: l -- - - -- l far .41 .. � - -- I } + 68 _ r r - _ 68 • CI 25795 1-C// ` �� - + I • '�`fi�, Rea+rsTset° *. GUTT� PROFILE X- CS #12s `'f0NA1. . l �YTYPE-1 STD GRATE r - - i AT_16" RT. F.O.C.) TOP=70.67 _ CB #3A STA. 1+47.98, 16.5' RT. STA. 0+32.2, 21.5' RT. TYPE I-BEEHIVE GRATE ADJUST TOP DOWN TO 70.9 t FOR 67 67 A MINIMUM 'CROSS SLOPE F 1% - _ _ FROM THE TOAD CROWN TO THE CB /4 TOP ELEV. OF CB BODY=87.05 IE 8" OLIT-N65.0 TOP. POSRION CB FRAME D � I DATE r IE 6" RD IN-SW-65.0 GRATE TO I#ECENE GUTTER FLOW. ENGINEE CB #4 ' ' IE 8" DI S[ OUT-N=69.39 TO BE r r CO REPLACED WITH NEW 8" DI TO THE THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF 66 _ STA. �0, 15' RT, �� - T UPSTREAM END OF BIOFlLTIIATION .66 ANACORTES ORDINANCES AND POUCIES. ACTUAL CONFORMANCE OF THE DESIGN WITH 30TH STREET SWALE. APPUCABLE LAWS IS THE SOLE RESPONSIBILITY OF THE PROFESSIONAL ENGINEER, WHOSE STA. 3+65.0, 10' RT E IE NEW 8" hi OUT NW=89.39 NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH, AND PROVIDING MATCH IN)I MITIGATION FOR ALL FEDERAL, STATE, COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES. TYPE 2-48 S❑UD TOP INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, - - - 14 LF 8-r D S=0.0100 STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT, FEDERAL FLOOD PLAIN IE 8" IN-'=64.77 8" ! PERMITS, NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE IE 12" IN NW=63.25 23 RESPONSIBILITY OF THE DEVELOPER, LAND OWNER, AND THEIR ENGINEER. THE ISSUANCE OF 65 IF 12" IN =:.195_ S�0Q10 _ _ _ 65 THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPUANCE VHTH APPUCABLE IE 18" ❑ -E=63.25 1 LA AND PERMIT REQUIREMENTS. IE 8" IN =63.25 TO 1 f:Y) CB #5 1'6-7A Act ___- CITY ENGINEER DATE 64 II ' 64 CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN -0+50 0+00 II 0+50 1+00 1+50 1 YEAR OF THE DATE. U PLAN STATUS: REV. NO. REVISION DATE BY APPROVED • SHEET DESCRIPTION: SCALE: 1"=20' SHEET TITLE: SALTS H INN DRAWING NO. Ravnik & Associates Inc. 18025.SITE.dwg CIVIL ENGINEERING & LAND-USE PLANNING DRAWN BY: D. REMSEN 907 30TH STREET 1633 LINDAMnOD LANE/P.O. BOX 361 ” ” FOR JOB No. BURLINGTON, W A 98233 AvENuE PLAN & pRoFTLE 18025 L/_: . PH: (350) 707-2048 FAX: (360) 707-2216 CHECKED BY: J. RAVNIK E K T E RA ASARA, LLC SHEET NO. DATE: 10.16.19 SECTION 30 T. 35 N., R. 2 E., W.M. 8 OF 16 . -, (1.If - ____. r 1 T.\ 17 _ _ _ _ ., /\ ./ /. ./ /.. ./ _ .... _ E x76, 5 2+00 3+00 �`p 4+00 S 89°59'13"E 380.00'(380'PLAT) �' SCALE: 1' = 10' �► 1 +-00 SOUTH = n 5 is 20 301 H S T _RE T .41 3+80 EAST '8'00' W w SIGN LEGEND sn SD SD I SD SD sD SD SD SD , SD SD ; SD c c , 12.6 LF C/G a t � 1 "HANDICAPPED PARKING ONLY" R7-8b. u 111 � ' _ 12"x18" "VAN ACCESSIBLE" R7-8P5, 12"x6" 7 P6 3 - yy '/ No kilt 3 gg ' STRIPING LEGEND SD SD ./__ 10.00 n Illii �� it sn :� 4Sn - - - - 1 . 26.7 LF C/G TYPICAL 4" WIDE YELLOW PAINT LINES 285 i I I - ❑ - I J I I I L I Y I 25 AND BORDER (2 COATS) PER WSDOT ❑' ° rs d ❑ e ❑ 4. • 4 - o =61.5 36 STD PLAN M-17.10-02 FOR A VAN A v 4 4 ° ❑• 4 ❑. 4j ❑ ACCESSIBLE STALL.a 4 . d❑ ❑ ❑ am'• A. ❑' 2 OO d . ❑ d ° 4 ° 4 a 4' � 1 t 5 I . 14 ❑ 4 • I ❑ 4 ° 4 I t 4 ❑ 8> • ° 4 SOOT STANDARD ASIZE)GCO S STING SPACE MOOFLA 1 a-- 1-D-1 1 r i66, 5,-.7 4 WHITE WHEEL CHAIR SYMBOL UPON A BLUE ;-50' - 0 1 =10' - J H a 8 BACKGROUND HAVING A WHITE BORDER PER _ _ h t , 1 8 °50'13"W 15fl.0 ' _ 1 _I L L 11 _I ° 6�' WSDOT STD PLAN M-24.fi0--02. -41 r ---PT 0 .: ' 44 ' TYPICAL 4" WIDE WHITE PAINT STALL STRIPE -Ca) 0 6.50' °� d `� (2 COATS) 8.00 ,L, N � -❑ 4 67, 5'3'�67.3 17.Ot3' --- - 0 Li) w ....,1 r 4._ ,,____, ‘1.- c144 9.00' ' 1 IP 0 ILI 4 PARKING REQUIREMENTS. 1 i 19.50' 118•00 ;fife, f� 1 ❑ I 1 STALL GUEST ROOM - QO�H-II,, ,..,,,L. , ,. _ 4 • D , 4 ' ----• 8.50' 8.501 T=----- .50• 8.5v ' 8•50' ---- 8•50' 8•50' 4-.00' 04 /7/41; E I ONE THIRD OF PARKING STALLS MAY BE COMPACT 1 B.t3e - L - > 1 _).____ - -- -4 ��,C16,417,77 '` ONE BICYCLE RACK PER5 PARKING �� .� - I A AR G STALLS SHALL BE.cam` 4. ` ; { 1 PROVIDED. RACK TO ACCOMMODATE 7 BICYCLES. TANK TI7i£T ❑ 1 i o 0/1 • �•O�' °In i-=- Q 4-94 _I . a II ( I o % 36 MOTEL ROOMS REQUIRES 36 ONSITE PARKING STALLS 5'x12' CONCRETE PAD WITH ° . I �J , • . - z I - ; I ; '- ONSITE PARKING PROVIDED = 36 STALLS BIKE I�CIt TO ACCOMMODATE a � -- _I 24.00' 7 BICYCLES ° F.F.=69.60 Iu - - rn f i 1 7� �J rr) 4 I. oI > ' X `' 4 ❑ - 2 68 ;7 46 ,07 ( STANDARD STALL: MUST BE AT LEAST 8.5 FEET WIDE AND as a a i ' AT LEAST 18' DEEP. w-•- 6Li m ICOMPACT STALL: MUST BE AT LEAST 8.0 FEET WIDE AND 4I- 4 II ® s.s' B.Do� 1:}.;if ,s°°• AT LEAST 1 fi' DEEP. --- 8.50 -=-- 8. ...... .... 8•5o ---.-- 8.50 --,- 8•50 - 8.50 -�--w 8•50 ---~.- 8•00 .--~y-- 8•0 ---�- 8.00 --- • 8' LON 0I Z C = COMPACT PARKING STALL (STENCILED WHITE 6 CON - ivic J • _ 1 T1 +00 68, "COMPACT" LETTERS 12" HIGH FULL '�IT ONT I. � �� l' M� � � . dv ' lb- ��- AB -I` W � . . p CAR CHARGING STATIONS: SHALL BE PROVIDED FOR A 1. jwc ,- E- _ IOF THE PROVIDED ONSITE PARKING. MINIMUM 20% _ E P. u.- 1 I a ._ �._-. � - - • k I THEREFORE, 8 CAR-CHARGING STATIONS SHALL BE 1 1 I f -_, `11 t - r - L. _ ---- r --F -- c ' PROVIDED AT THE LOCATIONS DENOTED AS TO SERVE IT 1 0 s OI L a . . . . a111 .� �1 I . . . , A_ ❑ , i x TWO STALLS EACH. { 4.5.E ° M00 I 'itimx:r.- �--. 8.50' 7---_- 8.50' W--w- 8.80' --,- 8.00' I 8.50' ---- 8.50' -�-- - 8.50' - 8.50' ----•-.-- 8.50' 8.00' 1...- 16.001 Ips , �� -�- 9.5[? ;,.� 8.[�1' ------�- 5.tso' �---�- 8.00' ,E soar 8.00' •--- - .g � i � � �N P. Flit,WAs • I i--, . : �'1��' el ; S I` L.�7.�J$ i i , ..,.., ,,of 0"Yr , ,b - - j �(4► ENGI4-1kAUVib-41, I DATE x 1• `! 4 25�5 �U� THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF ° 4 �,Gr5;95, �,�y ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF THE DESIGN WITH • r 1.. . . - 8.00' 1:::1 • O rm 4 0 r C�,� C� APPUCABLE LAWS IS THE SOLE RESPONSIBILTY OF THE PROFESSIONAL ENGINEER, WHOSE A' fl 1.5[1' 1 I N NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH, AND PROVIDING - --.' - . -N % i j 9,j 0 MITIGATION FOR ALL FEDERAL. STATE, COUNTY. AND LOCAL LAWS, PERMITS. AND MANDATES. �- _ _ . - p '- _ _ P _ 7. --;--7 ._ .�.a..�.. _.A - ram. ` _ r _ _ � _ _ 5 INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, 789J5�J'€l7"E. I50.UU' - r ''• ✓1a ! AS:1 9, STATE DEPARTMENT OF FISHERIES AND HYDRAUUCS PERMIT. FEDERAL FLOOD PLAIN • L s, y1Niflf. 1.00 r ' PERMITS. NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE 16.00' . I '� RESPONSIBILITY OF THE DEVELOPER, LAND OWNER. AND THEIR ENGINEER. THE ISSUANCE OF �' _ _ w THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE - :O _ _ T-� - TT c - - - .,_ __- - - ❑ i LAWS AND PERMIT REQUIREMENTS. SS 5S SS SS SS S SS ,--- SSS - SSN T SS 55 SS - SS : -c: _....--------L 4---L--- cr _ -- c --uM - _ _ _ L.26 ❑ CITY ENGINEER DATE ._ -_ _ _ 2 G 2 G 2-G mow.__ _. _ _ _ _ _ _ _ _ _ _ _ - /77 7177 G7r /7////// d • p4 ' t 1 CONS R OF TN FOR E ACCEPTED PROJECT IS TO START WITHIN i • DC'i l I x_..�-x x-.--. a PLAN STATUS:l; REV, NO. REVISION DATE BY APPROVED K.avni AssociatesInc+ SHEET DESCRIPTION: SCALE: 1"=10' SHEET TITLE: SAL I S H INN k & 18DRAWING 025.5 TE dw ' I g CIVIL ENGINEERING & LAND-USE PLANNING . DIMENSIONS PARKIN ] DRAWN BY: D. REMSEN 907 30TH STREET JOB NO. - - 1633 LINDAMOOD LANE/P.O. BOX 361 FOR 18025 BURLINGTON, WA 98233 CHECKED BY: J. RAVNIK 1---,,,,, PH: (360) 707.2048 FAX: (360) 707-2216 S I G N A G E & STRIPING PLAN E K T E R A AS A R A L L C 3 7 SHEET NO. DATE: 10.16.19 SECTION 30 T. 35 N., R. 2 E., W.M. 9 OF 16 I Q \ cl I i w z SCALE: 1" = 0' QLt w WIDTH VARIES w• z %C C6 ZI J 3 EX. { J O - =P �' 40.00' 40.00' Ce 16.00 = .....___..... � _..._-......._.....__ ._..lJ._- Li3 �_______- -a - DAP �I' GA•3PIt _.'"-. .= a' yJ D 'L' 14.00' a ALLEY § tn cr ` - - - - -I -A = - - - - - - -� - - -- - - - - - - - � II Id it al O8: I� EX. GROUNQ PROFILE I i- - - - V - - - - - - �- - z �i.04 n 71.2❑ 0.8: 71.02 70.90 a 70.4072.00 - - -70 1 _ __ _ _ _ ___ __ _ : _ _ _ _ _ _ _ _ _, . . ,,,,._,9 _. -_______.__.- - - ___. _ V j- mFm----. _ .. ., - .- _ _ - -: - �r . f I 8.00' 16.00 10.50' $.0a' F.__ I I �^+ "" • 00 SOUTH = ROADWAY ROADWAY SIDEWALK I I > ' STREET`T Iall 3+80 EAST SII D -sp so I v ■ Pr 1 F,-.■ __.--1-I1 k ��:�. 4 . ° -� - �I - I I , I I I } .1 1-1 I_LI 1-1 11--111 ° > I-i 11 '-.°. . .� [ 4-ts , _ =• 4,`.. a a. a• _•. - 9• d' ■ ICROSS-SECTION C-C . • 4 a. e• .' •a I. j; • - �. 7, SCALE: 1❑ .. II r mil - - - �- d -I ] 11 - xi a ' 6E I I I I --- I� I �-` 89'59'I3" W .15O.0O' ' 1 = - '-- • - - i N. I� I I 3 ��� y • • 0 4 i (68 . 5. 7,•_ ce* lif OC (.1 gu LU 1, LA 0 . GI la _ II ' I E wD 6 ;000 MIL . I I�11■11111- Illinill ~ I _ _ MI x68 I=• LA I 1. 7.7. 0 k Ct aN I s •. _ r �,e a u_•., Al - Nii, WIDTH VARIES - 47.00' -• 40.00' � , W MINIMUM BUILDING SETBACK REQUIREMENTS: �5 d L F.F.=69.60 m d a I F_i a I�� rry X68 . I 6 3 a . NONE, EXCEPT THAT ALONG PROPERTY LINES - . o I v 1..1.07 5.37 °` ADJOINING RESIDENTIAL ZONE DISTRICT WITH 1 1 I INTERVENING /� OR y 'THERE y _ y EX. GROUND PROFILE / �[ n NO I�I�I�N+G yE`�rt�+ A ALLEY, 1 ER tl { i 6 ,4 d " ' 14171°' z q ' �' / / 1.DL M �E A•S K O AI FEETk r• '� M wI • - (��],��V a ." .�^a .=-.w,.-.' sa"""`"., - .` PER 0 *R ODE 7`,24,Q 0 �I _ o . - a • II., �11• . rf 69.45 y 69.35 / - PROPOSED BUILDING / I 69.16 69.04 •9.0 68.92 =N a_ 6 II ' • I /. _ F.F.=69.60 65.5 �/ I PC ILI �� I 1 ■■ A I I- `� 1+00 68 :�6 I - / / / Ari ArE �� -- - - ,. r..,. .d.a -. I EX. ASPHALT I ■■ 7. 1 0 -�- -I I I �_ •_'M_l�i i a I - a i l 16.00' ROAD WIDTH F ' E "zi' • ' ` r-` 1 1 I " s ■1�1111 I10.00' ROAD VARIES 4 I I t I ■1■IHI ° ` - I I� % 6.49` 8.00' LANDSCAPELI • . '6 e� k°' •, II - �' �+�r 7 LANDSCAPE I SIDEWALK r:,r r....►.. W__. S a .Pi Ii I� 6 .85, i 8 48 CROSS-SECTION D-D I� �.;.� 1 Il. , I # a. SCALE: 1" = 10' I I I� :, ..! A ...� I 1 °.OM _._ I 6-,58 1- 9,4• - - _ • �.., __ I i. - '��r%tom °�M' 69. S 89°59'O7''E 150A0t ..-.. P,. , .0. :.-. 1,Lind or 7 9.5 SS - SS T` ^ - r G,p .-..w,. --St "_". -. s :SS I 11 t- SS ( - (-4r 2-G 2-0 h •a �. A .v., Illop, % �--- , I .9.4t - 24" - 12" pI 18" 161 ALLEY `` (:)---\ 1 12' I '�' F DRMNG I SOUTH .. BUILDING '•'- 4,r :;�. ,. 0. SURFACE ��' : ;= ;�;-;�:,: _:r ; _�=�=r: :��';a�;.. ;r �rt;!��;: . •�-��;u`:••;..;-;� :�,�,,,,:;; WALL w ■..r ■+ ■+M"'tellx■� w ■ �c- Nts ■ 11' ' AVi,� 1 A it��F��� �~+II ~ A R �� . R �l 4' - ASPHALT 1' �_s.� s�+ � �.i+� �.a�.� ,,.� rs!�:.� . .� �.. �..� SURFACE I 11 3 ! F.F.=69.6 2.5' -{ fi'}�1' a a - I ,) I II ^III III 1 f-1 I I I 1 f I € [ 1 ICI ! I l--f 11I ] !-I 11 I I I1 11= f i-III-: I I 11 1 € 1 I--111-E I -1 I7 I_ 1 I [ I I I I I.-I a I-1 1 I- DEPRESSED CONCRETE ' 2.5" MINIMUM DEPTH HMA-0.5" CURB/GUTTER PER WSDOT 47 2" MINIMUM DEPTH CRUSHED SURFACING TOP COURSE STD PLAN F-10.12-03 TRENCH-RATED 4" MINIMUM DEPTH 2-INCH-MINUS TRENCH DRAIN '� CROSS-SECTION A-A CROSS-SECTION B-B ONSITE ASPHALT SECTION - _ SCALE: NTS SCALE: NTS CROSS-SECTION NOTES 0 ALL ASPHALT SHALL BE HMA 1/2-INCH HMA CONFORMING TO SECTION 5-04 OF THE 2018 STANDARD SPECIFICATIONS, COMPACTED TO A MINIMUM OF 92% RICE DENSITY. WHERE PROPOSED ASPHALT ABUTS EXISTING ASPHALT, THE EXISTING ASPHALT SHALL BE SAWCUT FULL DEPTH AND TACK COATED IMMEDIATELY BEFORE PAVING. ALL SURFACE JOINTS SHALL BE SEALED WITH CSS 1 AND SAND, APPLIED WITH HEAT. CRUSHED SURFACING TOP COURSE, BEING 100% FULL FRACTURE FACE SHALL CONFORM TO SECTION 9-03.9(3) OF THE 2018 STANDARD SPECIFICATIONS, COMPACTED TO A MINIMUM OF 95% AXIMUM DENSITY IN ACCORDANCE WITH ASTM D-1557 TESTING. ALL CRUSHED SURFACING SHALL BE SPRAYED WITH SOIL RESIDUAL HERBICIDE A MAXIMUM OF 24 HOURS PRIOR TO PAVING. ACCORDING TO SECTION 5-04.3(5)D OF THE 2018 STANDARD SPECIFICATIONS. THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF 0 2" MINUS CRUSHED ROCK, BEING 100% FULL FRACTURE FACE COMPACTED TO A MINIMUM OF 95% MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-1557 TESTING. ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF THE DESIGN WITH 3� AT LOCATIONS WHERE THE PREPARED/APPROVED SUBGRADE CONDITION IS MORE THAN 8.5" BELOW THE ONSITE FINISHED GRADE ASPHALT, STRUCTURAL FILL SHALL BE USED TO FILL UP TO Q y4.11. �! APPUCABLE AND STAMPAMS IS THE SOLE HIRES SHEET. AC OFI THE PROFESSIONAL . AINEER, WHINE 4. NAME AND APPEAR ON THIS ACQUIRING, COMPLYING MATH, AND PROVIDING Llr .� MITIGATION FOR ALL FEDERAL, STATE, COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES. 8.5" BELOW THE FINISHED GRADE. STRUCTURAL FILL SHALL SUPPORT ALL PAVEMENT AREAS AND CONCRETE AREAS AS NOTED. STRUCTURAL FILL SHALL CONFORM TO GRAVEL BORROW ram.. INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, REQUIREMENTS, SECTION 9-03.14(1) OF THE 2018 STANDARD SPECIFICATIONS. THE PERCENTAGE PASSING THE #200 SIEVE SHALL NOT EXCEED 5%. STRUCTURAL FILL SHALL BE COMPACTED TO A ~! STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT, FEDERAL FLOOD PLAIN MINIMUM OF 95% MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-1557 TESTING AND THE GEOTECHNICAL REPORT PREPARED FOR THIS PROJECT BY GEOTEST SERVICES. �' �� PERMITS, NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE " ._..' RESPONSIBILITY OF THE DEVELOP , LAND OWNER, AND THEIR ENGINEER. THE ISSUANCE OF (4) THE EXCAVATED SUBGRADE SHALL BE FREE OF TOPSOIL, ORGANICS, AND OTHER DELETERIOUS MATERIAL, COMPACTED TO A MINIMUM OF 95% MAXIMUM DENSITY IN ACCORDANCE WITH ASTM 1 • 0 ER THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPUCABLE tf-1557 TESTING, PREPARED CONFORMING TO SECTION 2-06.3(1) OF THE 2018 STANDARD SPECIFICATIONS. SOFT SUBGRADE AREAS SHALL BE OVER EXCAVATED AND BACKFILLED WITH ' x 25795 LA D PERMIT REQUIREMENTS. MECHANICALLY COMPACTED GRAVEL BORROW. PRIOR TO PLACEMENT OF STRUCTURAL FILL MATERIAL, ANY SUBGRADE AREAS THAN CONTAIN CONCENTRATED ORGANIC MATERIALS, SUCH AS BUT .*i� ''?o1sTE051 C?. NOT LIMITED TO REMNANTS FROM BURN PILES OR STUMP HOLES, SHALL BE OVER-EXCAVATED TO EXPOSE UNDISTURBED, NON-ORGANIC MATERIAL AND BACKFILLED WITH MECHANICALLY 3/ONALS' _ la.2o,[i COMPACTED STRUCTURAL FILL. -' ® CAST IN PLACE CEMENT CONCRETE TRAFFIC CURB AND GUTTER SHALL BE CONSTRUCTED PER WSDOT STANDAR❑ PLAN F-10.12-03 AT THE LOCATIONS IDENTIFIED ON THE CIVIL PLANS. CITY ENGINEER DATE AFTER THE CURB/GUTTER HAS BEEN CONSTRUCTION STAKED, THE CONTRACTOR SHALL INSPECT THE ACTUAL CROSS-SLOPE BETWEEN THE EDGE OF EXISTING ASPHALT AND THE DESIGNED GUTTER (:) f � ELEVATIONS. GUTTER ELEVATIONS SHALL BE FIELD-MODIFIED AS NEEDED TO ACHIEVE A MINIMUM 1.5% CROSS-SLOPE AND MAXIMUM 4% CROSS-SLOPE. FRONTING THE PROJECT ARE. � t J CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN ENGINEER I A 1 YEAR OF THE DATE. - EXTRUDED CONCRETE CURB SHALL BE INSTALLED AT THE LOCATIONS SHOWN ON THE PLANS, BEARING FULLY ON THE COMPLETED ASPHALT SURFACE AND BONDED USING CONCRETE SLURRY R EPDXY. ALL CURBS SHALL BE IN STRAIGHT LINES AND PLACED ACCORDING TO THE RADIUS ON THE PLANS. EXTRUDED CONCRETE CURB SHALL CONFORM TO WSDOT STD PLAN F-10.42-00, TYPE 6, NO PIN. PLAN STATUS: REV. NO. , REVISION DATE BY APPROVED ; SHEET DESCRIPTION: SCALE: 1"=20' SHEET TITLE: SALIS H INN DRAWING NO. Ravnik & Associates Inc. 18025.SITE,dW CIVIL ENGINEERING & LAND-USE PLANNING BUILDING SETBACKS & DRAWN BY: D. REMSEN 907 30TH STREET 9 JOB NO. 1633 LINDAMOOD LANE/P.O. BOX 361 FOR 18025 BURLINGTON, WA 98233 � ���� . S E�T I N CHECKED BY: J. RAVNIK PH: (360) 707-2048 FAX: (360) 707.2216 : - . EIS TERA ASARA, LLC SHEET NO. DATE: 10.16.19 SECTION 30 T. 35 N., R. 2 E., W.M. 10 OF 16 JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS OR _ ..; :+••...- -•:•,•;•�-• �'• '=ti•'?k}'�d EQUIVALENT TO ATTCH FABRIC TO POSTS 4.II j .II '; + :''- `''' - :‘'.1: :.f•ri.• -•:':'x ;' x a. DRIVEW SHALL MEET THE .II-II lI C f; ';3:7;. ;,-' -" ;:, :-f', �11 r:•: ;� + 2" �" 1 REQUIREMENTS OF THE _ BY 4 G WIRE OR - '.` ,: '?'''' l: 1B EP VALENT, IF STANDARD STRENGTH PERMITTING AGENCY =11 -:; .t -{.tea .��'{;e:;�:: f ,�: FABRIC IS USED '' „...,,,,,..,:,:.,..,..„,„:„...:;.„.:,,,„,.„,,,....„.„..„, :�''("•.•..••:.�! � •}'•.',:�; •%"' •�:.1:�t V UV ������.,..__iv- � IT IS RECOMMENDED THAT THE '-•r.., . -II _, .�f r ir:•:' , VA artrr.Feddi-oir AridjA&thy: RAP\° 1t.•I�pl�- ENTRANCE BE CROWNED SO THAT _ nmEiodMnndiV, FILTER FABRIC -t‘NG �= imp RUNOFF DRAINS OFF THE PAD PUBLIC EASEMENTS IIII:II I'M _ �.n�r'�....� m#000 A 1- 1 0 - aairo�i.i��e S1„71►iiididAFiii lad MIN MINIMUM111 +•�r w►p�ipf ri r,it -i- CONCRETE\PAVEQ STREET S ®' � b.1A --- - \.\\ t`' \\ \ \ \ \ \ \ \ � f.� \\ � ��� _1 INSTALL DRIVEWA i w //%//il///////////////%/////////////�I///%///i.. Q ,rat/� /;r /,/A/, f / �// / CULVERT 40. v GENERAL NOTES: " n \ \ \ \ IF ROADSIDE II II II I 4 5' MAX MINIMUM 4 x4 TRENCH \ - , , //\ j / DITCH PRESENT IA. 3 INCH MINIMUM CLASS B ASPHALT, PER SECTION ]2 #+TIN\�\ �� .VillIAT{ C� -II __________-- 4 - 8" QUARRY SPACES • �ib �� M it 2-06.3(2) OF THE 2002 WSDOT STANDARD " ❑ v v BACKFILL TRENCH WITH NATIVE SOIL , SPECIFICATIONS FOR ROADS, BRIDGES AND MUNICIPAL 15 MIN ;.-:••:••:.•:•_;, ---, CONSTRUCTION, OR - 1 WASHED GRAVEL 'All*_ 1,_0. : .f•;:; •;:��'; 1B, CONCRETE PATCH TO BE THE SAME DEPTH AS EXISTIN( GEOTEXTILE •`.....,■.7....,•;!' :•-:••:;::' CONCRETE STREET. MINIMUM ;•:•" '•' •::•.:•1 POST SPACING MAY BE INCREASE +'• '•'::' r SB ]C. 12 INCHES - COMPACTED DEPTH TOP SOIL TO BE 12" MIN Q FINISHED WITH SEED OR SOD. SEED TO BE WEED FREE. TO 8' IF WIRE BACKING IS USED 2"x2" WOODEN POSTS, STEEL FENCE PROVIDE FULL WIDTH OF 2, SAWCUT POSTS, OR EQUIVALENT INGRESS/EGRESS AREA :. • .• • 78 TEMPORARY GRAVEL CONSTRUCTION ENTRANCE(BMP C105) 3, ALL JOINTS(SECTION 5 N OLD AND USING ASPHALT TO BE 62 SILT FENCE DETAIL(BMP C233) Not to Seale •'�'-7• ] SEALED 5-05.3(8>B) A HOT POURED :-. + PER SECTION 9-04.2(1). lir�.�.,� ,,_; F JOINT SEALANT, •r••,•• •S' tL lirNot to Scale :.;..V• :! w 4. 6 INCHES - CRUSHED SURFACING, PER SECTION _ '•' :�;is ,' la 9-03,(9)3, AND PREPARED PER SECTION 2-06.3(2), �� :' �:'.' 'SUBGRADE FOR SURFACING'. • • • • . • • :••■ 5(A). GRAVEL BASE MATERIAL, APPROVED WSDOT SPECIFIEI ,I : • '-.• '�'.-••'.'11,::...,, *- MATERIAL, OR SPECIFIED IN THE APPROVED PLANS. I� : _ ':'skirY;��:'•;•r:•:;,•:•i=. MATERIAL TO BE COMPACTED TO 95%, PER SECTION 'I'r'-•1:4,.i-rr'_• ;zif..."f;.,G',';r5 6 7-09.3(11) 'COMPACTION BACKFILL', SEE ALSO, {•,err•i '-f':,ice •r=`' SECTION 7-08.3(3) 'BACKFILLING'. 9 5(B), CONTROL DENSITY FILL VILL BE REQUIRED BY THE • • ' .•n�,_r•:s`.; CONTRACTOR IF THE TRENCH CROSSING FAILS. r,•K•/;I:� '; ti r::t•-,•►.•,:. 6. THE PIPE ZONE SHALL BE BACKFILLED WITH SAND +�' _��‘ :ys , ,•;.s:'t....w:Y r�!•'I s- BACKFILL TO 12-INCHES ABOVE THE PIPE, PER w '� F S�RAISED sou, s, '_- '._ SECTION 7-09,3(10) 'BACKFILLING TRENCHES' THE i SW APART, Sr MGM �I.':`_'t.:.:,!}•;.: .i.: ;•r?it-::,►:;-•;I�. PIPE ZONE SHALL BE COMPACTED TO 90%, PER II'`�rl;': r •: =y`:`' r`•'{,I SECTION 7-08.3(1>C. I. . 1. ! I r 7. SAND BACKFILL - PIPE ZONE �I-I�=�I^I 8. 6 INCHES - SAND BACKFILL PAVED STREET 9. LAY ALUMINUM LOCATE TAPE A MINIMUM OF 12 INCHES z ❑ BELOV FINISHED GRADE AND 12 INCHES ABOVE PIPE, ' ' ❑ ] •,SCALE: NOT TO SCALE �r�� a. DETAIL: 5T-D1 w ❑ ❑ ❑ ❑ Q r„..i- i-/•_--.1 i -fij 2 ram.noorr DRAWN BY 5.L a J I ❑ PAciar o r am' FILE 5T-01 UTILITY TRENCH TYPICAL DWG T ❑ STREET CUT REPAIR 0 40' ti' ■ EFFECnvE DATE: RENEW BY DATE.: REVIEWER: +4, -- 4,, TYPICAL a HALF ROW ,� 01-02-2017 10-31-2018 SHJARBACK ° APPENDIX A - STANDARD DRAWING 2017l'g , + R ..Ir '. a cg SEE DETAIL OF SWALE • - i � ON SOUTH SIDE OF 30TH, CEMENT CONCRETE BARRIER y I SHEET 6. CURB AND GUTTER PER WSDOT T T STANDARD PLAN F-10.12-D3. + - - u PROPOSED 8' WIDE 1 PRESSURE TREATED, 4"x4r. ,SIDEWALK. TOP FACIA 5-6° i WOOD MARKER POST, - T 5.5 LEVEL WITH TOP 10' PROPOSED EX. PAVED ROAD - 9- - "f FOR SANITARY SCR USE DAD WIDENING 15 t _ $ ,. _ " STENCILED, AS SPECIFIED T I OF CURB GRAVEL - - ' 1 BORROW TO 16�ALL SIDE SEWERS MUST L 4' EXTEND 1.0' - r. ��`�a�' , 'r�r •I HAVE LOCATOR TAPE OR LEVEL MTI-I BEYOND - 0.50' r ,r ; �� 3 TOP OF CURB BACK OF ' 01 WIRE BURIED WITH PIPE I Apatomeiri AS SPECIFIED .ti CURB. 4 MIN ¢ � f 'I v��'� f �p4-L�a �D� �. i&588�9 .L]' I �s w - 3 sf4NAL 0' �.: .3. •,,,.r: :,:_ 16 Bar3TO. �,r Ili i51 YT PROPOSED t= y - r tel 1 I GRASS-LINED .oa' iiI:r IIIIIIIIIIIIIII __. 8 . .a x�� aEY I.2oor I I SWALE tMINIMUM 2" ASPHALT - �� 8 INCH SEWER CLEAN-OUT \r yr _ EX. GROUND \k'V-v' I 3" HMA 0.5-INCH ASPHALT (TWO LIFTS) OVERLAY OVER EX. ROAD 1, �•.'• \\\•\\\. \\�`' TO CENTERLINE to10' sscum O STANDARD PLAN 8-85.40-00 0 �q �` �' 3" CRUSHED SURFACING TOP COURSE . SF '0 '$N=� -N I 0 it CAST IRON RING AND COVER ApPRp 7 FOR INJ81-I�AI11f+N 1 I 12" GRAVEL BORROW 4D Harold,.Fetefeso 06-08-06: ' GEOTEXTILE FABRIC - AS SPECIFIED GEOTEXTILE FABRIC _ Nmhlpxn . °`°,"��."p,l°" • •❑ MAY NOT BE DELETED WITHOUT CITY ENGINEER APPROVAL LENGTH AS IDENTIFIED ON SUBGRADE PREPARED PER WSDOT SECTION 0 r CIVIL PLAN 2-06.3(1) AND 2-06.3(2) TYPICAL: wcn VEL BALLAST TO EXTENDED �� (3' MINIMUM) 1.0' BEYOND BACK OF CURB. GRAVEL DEPTH BELOW SIDEWALKS (] .•.••:.:. IS fi': GRAVE 6. I (] INA,, �" y ••:;;::; "Q" AVENUE CROSS SECTION :� ~�•.• ti N Ts ¢o Raw 4p. DRI VEWA YS IS 12' � 'T 4. �fig ." ;:i• • i, 47 4..iji..wi' . :,i;I= ® ;• 5 CROSS-SECTION NOTES s e 1. ALL ASPHALT SHALL BE HMA 1/2-INCH HMA CONFORMING TO SECTION 5-04 OF THE 2018 STANDARD SPECIFICATIONS, COMPACTED ' '' 4r :: �:.•.• 0 A MINIMUM OF 92% RICE DENSITY. WHERE PROPOSED ASPHALT ABUTS EXISTING ASPHALT, THE EXISTING ASPHALT SHALL BE SAWCUT 8' 16' 8' •.:.:.; ' '' FULL DEPTH AND TACK COATED IMMEDIATELY BEFORE PAVING- ALL SURFACE JOINTS SHALL BE SEALED WITH CSS 1 AND SAND, APPLIED - 10.5 - - SIDEWALK 5'5' iir. ik„,,,E0��r ��. - ---__ . .,.s..+il. ^ WITH HEAT. I I �S/ONp1l-�� FEW +1] ® 2 CRUSHED SURFACING TOP COURSE, BEING 100% FULL FRACTURE FACE A5 MANUFACTURED AT A QUARRY, SHALL CONFORM TO SECTION I SEE DETAIL OF SWALE I RILL/11-a17\'/D74'A 9-03.9 3 OF THE 2018 STANDARD SPECIFICATIONS, COMPACTED TO A MINIMUM OF 95% MAXIMUM DENSITY IN ACCORDANCE WITH ASTM ON SHEET 5. E"7 �� .: � ENGINEE! r � ;;;,.;.•.•.;;;��;�•• ;;• ��;�I�IP �: � .-+ D-1557 TESTING. ALL CRUSHED SURFACING SHALL BE SPRAYED WITH SOIL RESIDUAL HERBICIDE A MAXIMUM OF 24 HOURS PRIOR TO _ � - - - I w :IL::�=r`'''''''''••- ~•= PAVING, ACCORDING TO SECTION 5-04.3(5)D OF THE 2016 STANDARD SPECIFICATIONS. �� �r ca •hhhhhhh.. ••• t. _ _ THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF U ;:j•::•.•••;::•:••.'.::••:•:••«:•:�:�:•:.:,i:';'.;:�'.�:;: liar.•�I ,!�:'j•ji_ ,•`, .�. �. z '%::: .:.:::::.::::;:•:;''�:•�=''�:•••�:;:;:;: t�3 STRUCTURAL FILL SHALL SUPPORT ALL PAVEMENT AREAS AND CONCRETE AREAS AS NOTED. STRUCTURAL FILL SHALL CONFORM TO '� :' :' ►S .�"�s "� ��'?y�w= �: CEMENT CONCRETE BARRIER ANACQRT£S ORDINANCES AND PQUC[ES. ACTUAL CONFORMANCE OF THE DESIGN WITH INEER, WHOSE GRAVEL BORROW REQUIREMENTS, SECTION 9-03.14(1) OF THE 2018 STANDARD SPECIFICATIONS. THE PERCENTAGE PASSING THE #200 SEE DETAIL OF SWALE eiti_i'�*a�toiMalitift-�'--i.:' .`•'+'46>�414Ao� ►:� •:+! CURB AND GUTTER PER WSDOT NAME APPLIAND SBLE TAMP APPEAR ON THIS WS IS THE SOLE SHEETUACQt11RiNGTY OF E COMPLYING WITH,AL GANG PROVIDING SIEVE SHALL NOT EXCEED 5% STRUCTURAL FILL SHALL BE COMPACTED TO A MINIMUM OF 95% MAXIMUM DENSITY IN ACCORDANCE WITH ON SHEET 6. asA �"��! STANDARD PLAN F-10.12-03 1-ALUMINUM OR CAST IRON 0-PVC STAND PIPE 08 -PVC CAP OR PIPE AS ASTM D-1557 TESTING AND THE GEOTECHNICAL REPORT PREPARED FOR THIS PROJECT 8Y MATERIALS TESTING & CONSULTING, INC.. MITIGATION FOR ALL FEDERAL STATE, COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES, BY PLANS 3" HMA 0.5-INCH ASPHALT TWO LIFTS 1 INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, FOGTIGHT VALVE CASING THE EXCAVATED SUBGRADE SHALL BE FREE OF TOPSOIL, ORGANICS, AND OTHER DELETERIOUS MATERIAL, COMPACTED TO A MINIMUM 3 CRUSHED SURFACI TOP COURSE 2 STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT, FEDERAL FLOOD PLAIN COVER OR EQUAL. a PVC 45 BEND " PERMITS, NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE ®9 -PIPE ZONE MATERIAL 95% MAXIMUM DENSITY IN ACCORDANCE WITH ASTM D-1557 TESTING, PREPARED CONFORMING TO SECTION 2-06.307) OF THE 2018 12" GRAVEL BORROW AS REQUIRED IN RESPONSIBILITY OF THE DEVELOPER, LAND OWNER, AND THEIR ENGINEER. THE ISSUANCE OF STANDARD SPECIFICATIONS. SOFT SUBGRADE AREAS SHALL BE OVER EXCAVATED AND BACKFILLED WITH MECHANICALLY COMPACTED GRAVEL GEOTEXTILE FABRIC - AS SPECIFIED GEOTEXTILE FABRIC HARD-SURFACED 0-PVC 45 DEGREE WYE BORROW. PRIOR TO PLACEMENT OF STRUCTURAL FILL MATERIAL, ANY SUBGRADE AREAS THAN CONTAIN CONCENTRATED ORGANIC THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE AREAS AS SPECIFIED UPSTREAM OF C.O. MATERIALS, SUCH AS BUT NOT LIMITED TO REMNANTS FROM BURN PILES OR STUMP HOLES, SHALL BE OVER-EXCAVATED TO EXPOSE MAY NOT BE DELETED WITHOUT CITY ENGINEER APPROVAL LA U PERMIT REQl11REMENTS. 7 ALL JOINTS SHALL BE SUBGRADE PREPARED PER WSDOT SEC770N �^,� THREAOEI] PVC PLUG INSTALL IN-LINE GASKETED UNDISTURBED, NON-ORGANIC MATERIAL AND BACKFILLED WITH MECHANICALLY COMPACTED STRUCTURAL FILL. 2-06.3(1) AND 2-06.3(2) 'I'�� PVC FITTING AS40•2°• l�j SPECIFIED, Sc PVC 0 CAST IN PLACE CEMENT CONCRETE TRAFFIC CURB AND GUTTER SHALL BE CONSTRUCTED PER WSDOT STANDARD PLAN F-10.12-03 AT _ 0-EXISTING GROUND PIPE TO PVC END THE LOCATIONS IDENTIFIED ON THE CIVIL PLANS. AFTER THE CURB/GUTTER HAS BEEN CONSTRUCTION STAKED, THE CONTRACTOR SHALL CITY ENGINEER DATE CAP INSPECT THE ACTUAL CROSS-SLOPE BETWEEN THE EDGE OF EXISTING ASPHALT AND THE DESIGNED GUTTER ELEVATIONS. GUTTER ELEVATIONS SHALL BE FIELD-MODIFIED AS NEEDED TO ACHIEVE A MINIMUM 1.5% CROSS-SLOPE AND MAXIMUM 4% CROSS-SLOPE. FRONTING THE PROJECT ARE. 30TH AVENUE CROSS SECTION CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN 1 YEAR OF THE DATE. 4" & 6" CLEAN OUT DETAIL 0 ALL CONCRETE WALKS SUBJECTED TO HEAVY TRAFFIC SUCH AS IN DRIVEWAYS AND RAMPS SHALL BE 8" THICK WITH FIBER MESH NT.S - - -- SUPPORTED BY A MINIMUM 12" THICK GRAVEL FOUNDATION. ALL SIDEWALKS NOT SUBJECT TO HEAVY TRAFFIC LOADS SHALL BE 4" THICK SUPPORTED BY A MINIMUM 6" THICK GRAVEL FOUNDATION. AT THE APPROACH TO ALL DRIVEWAYS, THE END OF SIDEWALK SHALL HAVE A PLAN STATUS- NO SCALE DETECTABLE WARNING PATTERN PER WSDOT STD PLAN F-45.10-02. • REV. NO. REVISION DATE BY APPROVED Ravnik Associates, Inc. SHEET DESCRIPTION: SCALE: AS SHOWN SHEET TITLE: SALISH INN 18025.DET.dwDRAWING NO. CIVIL ENGINEERING & LAND-USE PLANNING DRAWN BY: D. REMSEN 907 30TH STREET 1633 LINDAMOOD LANE/P.O. BOX 361 DETAILS FOR JOB NO. 18025 BURLINGTON, WA 98233 CHECKED BY: JPR , PH: (360) 707-2048 FAX: (350) 707.2216 E K TE RA ASARA, L LC SHEET NO. DATE: 10.16.19 SECTION 30 T. 35 N., R. 2 E., W.M. 11 OF 16 THRUST BLOCK - TABLE �=: _t:, I t, a a MINIMUM BEARING AREA AGAINST Q" �'_' '% GALVANIZED 11 I 'r' UNDISTURBED SOIL SQUARE FEET ' VERTICAL BLOCKING RODS `'ti1 {•fc_ '`" 1 A a NO MORE THAN 10' FROM OPERATING NUT TO THE DRIVE SIDE OF CURB FrIllill r I IL=II=I1- .t.4 yN s`$ti�.'T' r� x; tl=!! 2" TC POR i o c I� o -'Il=ll-I N mPIPE PRESSURE A B C D E x N. {, = { } . ) m. _I ��� V FOR 111�4'-221�2`-3D' BENDS �!"n n �- ,...,-.11-t rm. a SIZE: 91 PSI: �rpPtp 8 II1111 fi f1 4. N �+If-li EDo 2J[11 WHx OEM HOE FIDE 1=11=11:u La gli i! "• .+ Ai OPERATING NUT SHALL BE 1 1/4" PENTAGON. 4 30) WM) u� 2/a) va) HICIE - PIPE Cu �I� -111111, U : L311 �° fl 0 1t_ LL :: :: :.200 i�ao 3/(E) a/a) vn) uHO SIZE: V8 FT A D L , In1i1_=t z «1i�1 ::: ! re 2.5" PORT MATH N.S.T.' 1111 a8.112 I iM }- 4' PUMPER PORT WITH P.C.T. THREADS. 300 6/(4) 4/(3) 3/(23 2/03 ORE !LDE `� " , I111„V* VERTICAL n=n:: 0 �^+ - S: t" m INCH ID. MEASURED. 4 11 1/4 8 2.0' 3/4' 1.5 ' tl= . '-::::: _ 6 MEASURING 4.72 INCHES O.D.. (STORZ ,. aa0 7/(5) 5/(3) 41(3) 21(2) ma) + BEND 11-t1=:4 r �`' ADAPTER AS LISTED BELOW IN GENERAL 8 31110 UAW e/cs) 6/(4) 3/(2) 2/a.) 3,(23 TEE 22 1/2' 11 2.2' 2.fY D !� _'FI= N 1=0=;` i._ a > NOTES #3) 200 11/03) e/(a) 6/(4)3/t2) 2/CD30' 17 2,6' 11=11= . 10- ,. 90' BENDT 11' =11=4� 11 I (3 31i" FROM 36' FROM 275 vwaD BIM 9/05) 5/C3) 3/CD _ n=11•,•. 12" P� � 9/(6) � 6" 11 1/4' 11 2.2' 3/4' 2.0' . . - -II e f1 f1:s L��j ANY OBSTRUCTION~ -4 ANY OBSTRUCT' CONCRETE PSO 41f16)l7/(8) L3/i9) 7/(� 4/f30 3/{4) -: �1-1 �i 0 T 2 A.: -f 22 1/2' 25 2.9' a .A'- 4.k•-• - 11=1 XCOLLAR 14" 200 W/a3)L6/au 12/03) 6/(4) 3/S2? l'-," 'g; 30' 41 3.5' - • . .=;q.:1111 il BREAKAWAYS 2 INCH MIN. DROP COVER WITH 2:7+0 33// 3/a6)03/02) 9/(6) 51t3) 7/(6) n. , !! ._ - - -. , _ , •-111I. u) NOTE m �r� 6 INCH MAX. WATER ON COVER. 206 \±s/as;t1/a4),wav 8/(6) 5/qo •.t ' E� 8" 11 1/4' 16 2.5' 3/4' 2.0' • :4...- ;,wlx' • ' :11=11= a FINISHED GRADE 16" Lo/rn :'�' :' ••o•• •.../ : =II.I' z / SEE ST-01 UTILITY WENCH TYPICAL 0 R o-°-e-a-e-a sp•e eia` s0,;•••a"exe.nab • "o".8r,e •e" e e o-e e-� - ' !! �...°o°v°n°a 002::::::°° - ° w ^ , /°e,e°°a °CAST IRON VALVE 2� n/aEopr s)7/ne) 9/t6) 7/t� _ B \ [Mf 22 I/2` 47 3.6' 1- - - FOR BACKFILL REQUIREMENTS ° °e °° e a e °e e e e o_� '1::::: a ° ° n �. e e e e a e a ° e s s a e� / e r -I=+L F DOUBLE SERVICE - PLAN VIEW �o°aee°e°e P°veoeN° %a. ;e°q N,le 200 200 /C24; a7)MALT WAD 5/(4) 13/(9) _ 30' 70 4.1' A eee°°oe °veeeeee ,a° ,°ve °eo CASING COVER.• °°vav .°eqe°e ve -°°a /°°� " 1�� 11 1/4' 32 3.2' 3/4' 2.0' ��` Q 4 le: °se°e0� ' .*ON 1/ee 2O eDa u"/e916E/t2up4/a6)Ia/ce) 7/(4) ARID \ NO.: ITEM: MATERIAL: 5/8 OR 3/4 1 INCH ] INCH . 9q 'i°eg:` . SEE TRENCH DETAILS FOR -° ' CAST IRON VALVE CAPVERTICAL BLOCKING DaEJ I :� a �° "� - 45 BEND 22 1/2' 88 4.5 7/8' 3.0' 6ACKtILL REQUIREMENTS a CASING. FOR 11 1/4' - 22 1/2' - 30' BENDS 1 "G ' "M '+�' o �:_ I I I ;eg,, 24` 2rio i4/�*�N6/ " � 9/ 30` 132 5.1' TAR PAPER OR PLASTIC BARRIER .gee/ _' RESILIENT WEDGE 2 ANGLED HALL FUZ CLIPPER 1 1#Ipi 1 IHCH l'f/B QCH a 3 1/2 CU.YD. GRAVEL r ! OVER DRAIN ROCK. ga°a'` GATE VALVE " PETER STD SERVICE p!t e$ UNDERDRALN, DRAIN ,oege..���:° . 16 11 1/4 70 4.1' 7/8' 3.D v4 nxar L e-ae° _ ovevav .e Devon°uv°6v 2 - 3I4 DIA. RODS FOR 10' SIZE & SMALLER - A►/kUCu WINGS "OCK °°.-4,444a..„° e.+ve°eeepec, ,,":41°e•o- A �"o a °e °° ° ,° vv °a ° °°e°e 2 - 1' DIA. RODS LARGER THAN 10' SIZE d 22 1/2' 184 5.7' 1 1/8' 4,0' APE DRAIN HOLE. +:°R°°eseo°eae°seseAesess�`eRe°.� a°se°e° e ° " °ONC° := '' _ 30' 275 6.5' 1 1/4' CROSS-SECTION 3 PIPE TYPE K , >Ha� 1 >r�H , H a EPDXY COATEDlaib- " II. Ilitako.�' '_':. FIL11ttCIPEf[ Aro SHOE (INSIDE I - MEGA LUG OR GRIP RING �� THRUST Ij iii : '' r4 ]� �Q" lI 1/4' 41 4.5' 7/8' 3.0' RODGAL54NIZfD v. SS INSERTS _ z �_ 1� AND OUTSIDE). 11 � '•le ' - + +• ° v v v v II • # 1=1 4 . STOP Rift C1 'PER I INDI 1 INCH 1 INCH a II=II 'R'': ••I+RAIN ........ I:°i3dOCK. II= 22 1/2. 225 6.1' 1 1/4' 4.0' CONC. THRUST .p' b 4 SERVICE - _r ua - x - -II v -If ROCK ::SAND 'BEDDING r BLOCKING. H=11• -tx. M• ..:, :.- ._:. :: :: ::::::::;: :. I Il��fl�� �!II 30' 330 6.9' 1 3/8' 4.5' _ 5 SADDLE eRAss way n ITT I i 24" 11 1/4' 128 5.0' 1' 3.5' ss (SEE NOTE 1) -��I �I II II II II II II 11 II II I � ��: : : ~ � II II 11 II II II If I Bloat STRAP F II II I! II II Il -E1NDI5TURBED EARTHS R II II li II pat i 22 1/2' BEND i 1 1/4' BEND 22 1/2. 320 6.8' 1 3/8' 4.5• �� n IInI: II - - _+:: i'i1 ,+4,45. s Try BRASS 1xa/4x3/4 z 0 UNDISTURBED EARTH I--- 30' 4I3D 7.9 1 5/8' _ S.5' 2 ,� THRUST BLOCK NOTES: VERT. BLOCK. FOR 45' BENDS 7 ADAPTER III '_�, W. ' �; _ DIN 1,- 0154Ps 7:1d n FIRE HYDRANT NOTES: X x 1. SQUARE FEET OF CONCRETE THRUSTS - BLOCK AREA 4" 45` 30 3.1' 3/4' 2.0' , 8 PIPE BRASS 3/4• x 6• d Z 1. A THRUST BLOCK SHALT. BE PLACED AT THE BACK OF THE HYDRANT SHOE FROM THE DITCH BOTTOM TO A POINT 3/4 OF THE WAY UP �j BASED ON SAFE BEARING LOAD OF 2000/3000 - mi _I POUNDS PER SQUARE FOOT. " 6g 4.1' _ 9 9v ELBOW BRASS 3/4 IHCH n THE BACK OF THE SHOE AND "V` SHAPED TO SOUD GROUND AND SHALL BE A MINIMUM OF 2'-0" WIDE AT THIS POINT AND SHALL NOT GATE VALVE 6 • 1 C OBSTRUCT BOLTS OR DRAIN HOLES ON NE SHOE. ALL BOLTS BELOW GRADE SHALL BE CHECKED FOR TIGHTNESS BEFORE BACKFIWNG. SAFE BEARING LOADS IN U3./S3.FT. THE 2. AREAS MUST BE ADJUSTED FOR OTHER SIZE PIPE, 8" ''�' a '~ THE USE OF MEGA-LUGS OR GRIP RINGS IS ALSO ACCEPTABLE. 123 5.0' 1 O P BRASS 3/4 INCH z p SAFE BEARING LOADS GIVEN IN THE PRESSURES AND SOIL CONDITIONS. %r/� WATER SERVICE NOTES: _ x m 2 THE FOLLOWING HYDRANTS HAVE BEEN ACCEPTED AS A STANDARD BY THE CITY OF ANACORTES: MUELLER {SUPER CENTURION 200), FOLLOWING TABLE ARE FOR HDRIIONTAL 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE 12" 232 6.1' 3/4' 2.5' R';';'.: p \��\f/ 1 1 [:umu1T PVC >' AICH o EAST JORDAN AND M+H. THRUSTS WHEN THE DEPTH OF COVER MINIMUM OF 1/4 SQUARE FOOT BEARING AGAINST THE FITTING. " _ 8 •- \��`• 8 A. SEE EDS STANDARDS W2-20 FOR METER BOX m 3. RED HEAD BRAND OR EQUIVALENT WITH 5" STORZ RIGID FEMALE ADAPTER WITH CAP AND CABLE. OVER THE PIPE CXC®5 2 FEET. 16 478 7.8' 1 1/8' 4.0' %✓/� m SIZES. FIRE SPRINKLER SYSTEMS MAY REQUIRE LARGER SOIL SAFE BEARING LOAD 4. BLOCK SHALL BE CLEAR OF JOINTS TO PERMIR AGAINST T FITTINGS ONLY OR DVS- 20" • 560-8.2' 1 1/4' •: p :•,.;•-:�. :..,,s�/\ R r �;'; o•• B. METER WILL BE PROVIDED BY THE CITY METER AND SERVICE PIPING TO MEET FIRE FLOW LB. PER SQ. FT. MANTLING JOINT. Z4 820 9.4' 1 3/8' 4.5' . . V) AFTER FEES ARE PAID. REQUIREMENTS. COORDINATE WITH BUILDING K _ -1 iniuCx, PEAT, ETC. 0 5. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO I- A I zC. ANGLED METER BALL STOP AND CORPORATION DEPARTMENT IF SPRINKLERS ARE PROPOSED. SE>FT CLAY 1,000 WITHSTAND FULL TEST PRESSURE AS WELL AS TO CON- STOP SHALL BE MUELLER 1]0, FORD QUICK OR BROOMED I- VARIES(SEE CONTRACT) SAND 2,000 AY McDONALD JOINT COMPRESSION FITTING, OR APPROVED EQUAL. SAND AND GRAVEL 3,000 TINUOUSLY WITHSTAND OPERATING PRESSURE UNDER VERTICAL BLOCKING FINISH(TYP.) - - SAND AM) GRAVEL ALL CONDITIONS OF SERVICE. THRUST BLOCK NOTES: D. THE SADDLE SHALL BE RESEALED IN 8 MIL CEMENTED VIM CLAY 4,000 FOR 45' BENDS POLY BAGGING. THE CORP AND COPPER SERVICE �� CEMENT CONC. PEDESTRIAN CURB(TYP-) 6. ADDITIONAL BLOCKING MUST BE PROVIDED IF GATE VALVE IS � -E �+ 1. CONCRETE BLOCKING BASED ON 200 PSI PRESSURE AND SHAM BE WRAPPED IN TAPE 3'-4' FOR CATHODIC PROTECTION. i (WHEN SPECIFIED IN CONTRACT‘? - AT END OF LINE DURING TESTING. 7 *IN MUCK OR PEAT, ALL THRUSTS SHALL 2500 PSI CONCRETE. E. OWNER SHALL SUPPLY PRESSURE REDUCING VALVE AT BUILDING ENTRANCE IF STATIC OR SEE STANDARD PLAN F-10.12 7. WASTE BLOCKS MAY BE ALLOWED IN AREAS OF UNDISTURBED BE RESTRAINED BY PILES OR 11E RODS SOILS. THE SIZE OF THE BLOCK DEPENDS ON THE SIZE OF PIPE, 2. WASTE BLOCKS MAY BE ALLOWED IN AREAS OF UNDISTURBED SOILS. FIRE PUMP PRESURE EXCEEDS 80 PSI. / CEMENT CONC.SIDEWALK TO SOLID FOUNDATIONS OR BY REMOVAL THE SIZE OF THE BLOCK DEPENDS ON THE SIZE OF PIPE, PRESSURE, ETC. OF MUCK CF PEAT AND REPLACEMENT PRESSURE, ETC. POUR CONCRETE BETWEEN THE WASTE BLOCK POUR CONCRETE BETWEEN THE WASTE BLOCK AND BEND TO FILL THE VOID. F. FOR DOUBLE SERVICE, A U-BRANCH MUELLER FR MODEL NO: H-15364 OR OR EQUAL MAY BE USED. 3"(ITYP] WITH BALLAST OF SUFFICIENT STABILITY AND BEND TO FILL THE VOID. THIS ACTION IS BY WRITTEN THIS ACTION IS BY WRITTEN REQUEST ONLY. G. ALL FITTINGS SHALL BE IRON PIPE THREADS. TO RESIST THRUST. REQUEST ONLY. _ MATCH SIDEWALK wlaTH -,.....4, 7 /77/7 (SEE CONTRACT) SCALE NOT TO SCALE ��s Y o,, DETAIL: WA-08 SCALE: NOT TO SCALE Gt.1Y o,4. DETAIL: WA-09 'SCALE NOT TO SCALE �,""Y 0,, DETAIL: WA-04 � DRAWN BY: S.l.. DRAWN BY: S.L DRAWN BY: S.L AllgillikFILE: WA-07 TEILDWIIG THRUST BLOCKING FILE: WA-08 THRUSTBLOCK2-DWG THRUST BLOCKING WATER SERVICE i i AllirilL 0 � r FILE: WA-O4 SERV-SLNALLDMIG Li'i tC11VE DATE REVIEW BY DATE: REVIEWER: v HORIZONTAL BENDS EFFECTIVE DATE REVIEW BY DATE' REVIEWER: r g, VERTICAL BENDS EFFECTIVE DATE REVIEW BY DATE REVIEWER: ' -i g UNDER 2 11 ` 11-1B-2D]8 07-15-2020 SHJARI3ACK �' a"'�` AND VALVES ]]-18-2018 07-15-2020 SHJARBACx �° �` "4 o g�w a APPENDIX C STANAARR�DRAWING 2D1$ , APPENDIX C - STANDARD DRAWING 2018 J�f1-18-2018 07-15-2020 SHARBACK APPENBIx C - STANDARD DRAWING 2018 J 538 II-II-II-II-II- I ril Ei > ` - Ico l'Z,...4' `.w K r :a4.-,"; =II=If- - p} PLAN VIEW C CEMENT CONCRETE ! a �:!�- 1 a FIRE DEPARTMENT CONNECTION (FDC) NOTES: J a o w Lti 1 :II I g o g a CURB AND GUTTER TYPE 1 y -I CONCRETE SEAL M z •+.I od p w N -I 1. SHALL COMPLY WITH NFPA-13 STANDARD FOR PIPE SIZE (SEE NOTE 3) m 7 (SEE ) ,v+ E- -I AND MATERIAL �0 !j ;; -'� -,;'I 0 T a N 2. SHALL BE INSPECTED BY CITY OF ANACORTES FIRE 15'MAX-(SEE NOTE 6) VARIES 15'MAX.(SEE NOTE �+ + . v n MARSHALL PRIOR TO BACKFWNG. 4" OR 8" THREADED 90' BEND 6) v, el F �--L, �` ,w 3. THRUST BLOCK WILL BE USED UNLESS GRIP RINGS OR 5" STORZ a GRADE (TYP.) (SEE CONTRACT) (TYP.) ! m F. 4 I MEGA LUGS ARE USED. COUPUNG BREAK GRADE GRADE BREAK N _ N In * BREAK NOT STEEPER THAN a v v i 2 o v 4. INSTALL DRAIN HOLE AND BALL DRIP TO ALLOW FOR PIPE --- No NOTE: 4ti ;` oN a DRAIN WHEN NOT IN USE. �� ROAD GRADE �� T�T SEE0 TRENCH DETAILS FOR 5- A HYDROSTATIC PRESSURE TEST PER NFPA STANDARDS 4" OR 6- MIPTXS` 30' ' BACKFILL REQUIREMENTS IS REQUIRED TO BE WITNESSED BY THE CITY OF ANACORTES STORZ ADAPTER W\CAP. W wo •' '• ; �: :•.: • .• r FIRE MARSHAL OR DESIGNATED REPRESENTATIVE {R® HEAD OR EQUIVALENT) m < PEDESTRIAN RAMP a PEDESTRIAN RAMP - NO.: ITEM: MATERIAL SIZE: ! 6. A FINAL VELOCITY RUSH OF PIPE AT A FLOW RATE OF �1 ,,, a ca �-. w 1 m z m 10 FEET PER SECOND. IT SHALL BE WITNESSED BY CITY BOLLARD AS II CEMENT CONCRETE 00 1 HETER CONC. 2 INCH m NEEDED SEE E (13 �i1 BOLLARD AS SIDEWALK(TYP.} v SECTION A 3/8"(IN)EXPANSION JOINT(TYP.}-- av Al OF ANACORTES FIRE MARSHALL, DESIGNATED REPRESENTATIVE, NEEDED SEE SEE STANDARD PLAN F-30.10 BOX OR DESIGNER UNTIL PIPE IS CLEAR OF CONSTRUCTION DEBRIS. NOTE 12. a NOTE 12. PLUG BRASS 2 INCH " 7. ALL FIRE DEPARTMENT CONNECTIONS SHALL BE 30-36 INCHES 1/2"(IN)LIP BETWEEN 3 11D BRASS 2 INCH ABOVE FINISHED FINAL GRADE. ROADWAY GUTTER y 1 COUPLING FINALE 'i 8. ALL FIRE DEPARTMENT CONNECTIONS SHALL HAVE "REDHEAD" a (SEE CONTRACT) (SEE CONTRACT] AND CURB(OR SEE E'?:‘ - N x IP a`' OR EQUIVALENT 5 INCH STORZ COUPUNG WITH CAP AND CHAIN. 1/2"(IN)R. CONTRACT) n a ADAPTOR n ) A 30' OR 45' ELBOW SHALL BE PROVIDED BETWEEN RISER PIPE La Fa am (TYP.) 'CifDEPRESSED CURB AND STORZ COUPUNG. a. FINISHED GRADE / {SEE CONTRACT] AND GUTTER 9 a CE]PPER 2 INCH y e �va°oeeveeoo `+pa aoavea°oeoeo°:°:'n�." A y �` , 9. ALL FIRE DEPARTMENT CONNECTIONS RISERS SHALL BE PAINTED �0°44vova cp �vave6v 0:40°-^ �� 7�' Eo (SEE NOTE 3 PIPE TYPE K SOFT STICKS " °° °v ° a °a s a a •. .- , ) 4. Ill - 8 A STANDARD MEDIUM RED FROM FINISHED GRADE UP TO, BUT 'e°e°°::::" ¢ Ie:e:ea°:°°' HUNICIPEX A NOT INCLUDING, THE STORZ COUPUNG ADAPTER. °°e°neavo 2+ am:n::: •. .. ►..': .• ..- •=•• • •. . 1.•. •;' W\ SS INSERTS 10. ALL DUCTILE IRON PIPE AND FITTINGS SHALL BE °°a '� roe:"`S'EE TRENCH DETAILS v DRIVEWAY RAMP f REFER TO WSDOT STD L! BAGGED IN 8 MIL POLY. '63. FOR BACKFILL REQUIREMENTS 318"{IN}EXPANSION JOINT tTYP.) PLAN F-80.10-04 t• -+ p 5 VALVE CAST -u �T ID z DRIVEWAY EE STANDARD PLAN F-30.10 rn (SEE NOTE 7] FOR FURTHER Bax IRON 11. ALL FIRE DEPARTMENT CONNECTIONS WILL BE ON PRIVATE -'`'= ;; SECTION B REQUIREMENTS OF Q j �+ PROPERTY. THE FDC'S WILL NOT BE LOCATED IN NE CITY OF :: DRAT TAR PAPER OR ■ 6 SADDLE BRASS is ANACORTES RIGHT-OF-WAY. COMPANION FLANGE ROB .:i,,-.11-PLASTIC BARRIER DRIVEWAY CONSTRUCTION x r WITH �, r ` OVER DRAIN ROCK TYPE 1 DRIVEWAY n !V 2 INCH I*1 12. IF BOLLARDS ARE REQUIRED FOR VEHICLE PROTECTION, DRAIN HOLE/ 1 Y NIPPLEI 1 Z 0 y SEE W4-19 OF THE WATER ENGINEERING STANDARDS. BALL DRIPSA / � - I"r'I Z o -I[1!7C Al a i ::: 01 7 RESILIENT 2 INCH C`' C7 WEDGE 0-C m E MJ X FL 90' BEND ,... ; •I.K'' . .1 BROOMED VARIES 316"(IN)EXPANSION JOINT(TYP) p I WATER SERVICE NOTES: a N I'1 n ■ FINISH{TYP.} (SEE CONTRACT PLANS) SEE STANDARD PLAN F-30.10 GATE C Z " :' r' ?� I *� I 112'(IN)LIP BETWEEN ROADWAY A. T - VALVE 1 ]�� WASHED DRAIN -LI-! -�-'�-ITIn II - MATCH SIDEWALK WIDTH GUTTER AND CURE(OR SEE I"*1 n SEE EDS STANDARDS W2 20 FOR METER BOX SIZES. �► ROCK UNDERDRAIN. -11 I-II- - - ��. {SEE CONTRACT} N�p -1 n II u n{!a 11 CONTRACT) a z B. METER WILL BE PROVIDED AND INSTALLED BY THE CITY AFTER FEES ARE PAID. 8 IPx110 BRASS a INCH n ^11-1i \ C C. SADDLE SHALL BE ROMAC ND.2025 OR EQUAL COUPLING MALE E 0 = *' Z I Z .` MATCH SIDEWALK NADTH (SEE CONTRACT) ADAPTOR c� MEGA LUG OR GRIP RING TO D.I. li (1N)R-(TYP.) 0 D. OWNER SHALL SUPPLY PRESSURE REDUCING VALVE IF REQUIRED. >Z (SEE CONTRACT) N pi - ru Z i*1 DRIVEWAY E. FOR METER INSTALLATIONS GREATER THAN 2 INCHES, CONTACT THE ENGINEERING o UNDISTURBED EARTIi CO Z WATER WORKS DEPARTMENT. 9 NIPPLE BRASS 2X3 m 13 #. �`p �� O • 27 0 C) {SEE NOTE 7) * } 07 0I F. ALL FITTINGS SHALL BE IRON PIPE THREADS. L ^ p ���� • / ` m Z '- - .' w ++ SIDEWALK '...•-••• = r ;�� 0 i7R1VEVVAY RAMP DEPRESSED a �� w a r 318"(IN)EXPANSION JOINT(fYP.)- CURB AND GUTTER THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF # N w " SEE STANDARD PLAN F-30.1Q (SEE NOTE 3) ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF' THE DESIGN WITH •'• - CO \ \H" .. SECTION EAPPLICABLE LAWS IS THE SOLE RESPONSIBILITY OF Ti�E PROFESSIONAL ENGINEERR, WHOSE `CAN p F�Q� NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH, AN❑ PROVIDING Q y�A MITIGATION FOR ALL FEDERAL, STATE. COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES, k 6r INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, (SEE NOTE 1) CEMENT CONCRETE 't } G' BUFFER STRIP[TYP-} 2'-6"�.� t t.% O STATE DEPARTME NT OF FISHERIES AND HYDRAULICS PERMIT, FEDERAL FLOOD PLAIN 0 P] CURB AND GUTTER ` j PERMITS, NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE (sEE NOTE 3)... r E M E NTCONCRETE :[/ RESPONSIBILITY OF NE DEVELOPER, LAND OWNER, AND THEIR ENGINEER. NE ISSUANCE OF PLAN VIEW r I ..i.4 ' , THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE DRIVEWAY ENTRANCE 25795 LAWS AND PERMIT REQUIREMENTS. TYPE 3 SIDE SLOPE(TYP-) DRIVEWAY ENTRANCE ill c)..‹. ..p. 06 1,ipNAI-E� ` .� lG -ZeJ •1 WSDOT STD PLAN F-80.10-04 CITY ENGINEER DATE TYPE 3 DRIVEWAY SCALE: NTS _ _ ' --n/`''-' - 1-\)-AXI a . I V 6 i ki1C1 ENGINEER ATE O,NNS EAR OTFNiEFORDA THE ACCEPTED PROJECT IS TO START WITHIN PLAN STATUS' • 1REV. NO. REVISION DATE BY :APPROVED IRavnik & Associates, Inc SHEET DESCRIPTION: SCALE: AS SHOWN SHEET TITLE: SAL A S H INN 18025.DET.dwgDRAWING O • CIVIL ENGINEERING & LAND-USE PLANNING DRAWN BY: D. REMSEN 907 30TH STREET JOB NO. 1633 LINDAMOOD LANE/P.O. BOX 361 D ETAI LS FOR 18025 BURLINGTON, WA 98233 CHECKED BY: JPR /� PH: (360) 707-2048 FAX: (360) 707.2216 E K T E R A ASA R A, L L C SHEET NO. -�- DATE: 10.16.19 SECTION 30 T. 35 N., R. 2 E., W.M. 12 OF 16 THE UTILITY CONTRACTOR SHALL COORDINATE WITH THE PROJECT ELECTRICIAN FOR AN AVAILABLE DEDICATED 110-VOLT POWER SERVICE TO PROVIDE AN ELECTRICAL OUTLET INSIDE THE RPBA ENCLOSURE TO SERVE THE HEATER COMPONENT WITHIN THE RPBA ENCLOSURE. THE UTILITY CONTRACTOR SHALL PROVIDE ALL WORK, PERMITS, DISCIPUNES AND SERVICE TO INSTALL CONDUIT AND WIRE FROM THE AVAILABLE ELECTRICAL SERVICE TO THE RPBA'S HEATER. WATTS 1.5" LF919QT RPBA 120 GPM MAXIMUM FLOW RATE WITH 14.5 PSI HEADLOSS INSTALL A 1.5" BRASS COUPLER UNION ON EACH SIDE OF RPBA HOT BOX INSULATED, HEATED ENCLOSURE MODEL HB1. _ LENGTH=18.75" Win ti-5/8" INSIDE LENGTH=27" HEIG T-11- 7/16 INSIDE WIDTH#=13" INSIDE HEIGHT=23" 1.5" BRASS gg COLOR: BEIGE 90' BEND 1 P9 6 PER THE MANUFACTURER'S RECOMMENDATIONS, THE ENCLOSURE SHALL BE ANCHORED TO A 36"x22"x4" THICK CONCRETE SLAB WITH ANCHORS AND REQUIRE A PADLOCK FOR SECURITY PURPOSES. 1.5" BRASS 90' SEND INITIAL AND SUBSEQUENT ANNUAL TESTING IS THE RESPONSIBILITY OF OWNER. r r s. i -117111 2 MAX 16' D MIN © L ISOLATION BALL VALVE DRAIN DRAIN V > PORT FINAL PORT �� 1.5" BRASS PIPE LOCKING TAB SURROUNDING 12" MIN. 13.5" MAX. THROUGH FINISH GRADE FLANGE I� 4 2' CONCRETE PAD T,5" BRASS PIPE ��� CONCRETE PAD TYP TYPICAL FOAM WRAP l AT PENETRATIONS 1.5" BRASS 90' BI=ND _ 15'x2" BRASS REDUCER 1.5" TYPE K COPPER PIPE FROM THE COORDINATE WITH THE BUILDING 1.5"--INCH DOMESTIC METER TO THE 2" DIAMETER CONTRACTOR AND PLUMBER TO 1.5 RPBA DOMESTIC SERVICE CONFIRM LOCATION WHERE DOMESTIC PIPE, PE 200 HD CLASS 2O0 HOPE OR WATER PIPE IS TO ENTER THE REHAU TO BUILDING BUILDING. NO.: ITEM: MATERIAL: SIZE: 1 NIETElit IM CONIC. PROFILE VIEW 2 TFREALED CAP THREA= Pvc 2 INCH 3 PIPE GALV. 21NICH 4 VALVE JIM CAST IRON 5 90 tiALV. 2 D" 6 0SAIENT WM01611f GATE VALVE 2 B CH 7 NIPPLE •B msm PPER e MICH x 3 > 8 IF., CAP tits-n 1 aFcxt 1331TLET WATER BLOW -OFF NOTES: 1. IF GRIP RINGS. MEGA LUGS OR FIELD LOCKS ARE USED. THE PIPE SHALL BE RESTRAINED FOR (3) 18-FOOT PIPE LENGTHS. 2- ALL FITTINGS SHALL BE IRON PIPE THREADS. SCALE NOT TO SCALE 1.5" REDUCED PRESSURE DRAW" BY: sL. BACKFLOW ASSEMBLY (RPBA) 2 EFFECTIVE DATE REVIEW BY DATE: REVIEWER: WATTS MODEL #LF9190T DR STATE -APPROVED EQUAL �11-16-2018 07-15-2070 SlHJARBACK NO SCALE 15, WATER METER ALL SIDEWALK RAMPS TO BE STAMPED, PER EDS STANDARDS, CHAPTER-3 STREETS, SECTION STR-06 DETECTIBLE WARNING DEVICES SHALL BE EITHER '"WHITE OR "BLACK- IN COLOR ALONG CITY STREETS AND "YELLOW" ALONG WSDOT ROUTES. NOTES A CURB RAMP WIDTH4' - 0" MIN- LA DING T A N C MATCH CURB RAMP WIDTH - SEE CONTRACT PLANS CURB RAMP WIDTH W - 0" MIN, 1. At marked crosswalks, the connection between the curb ramp and the road- - LANDING TO MATCH CURB RAMP LANDING - WIDTH - SEE CONTRACT PLANS way must be contained within the width of the crosswalk markings. I I I -GRADE BREAK I 2. Where "GRADE BREAK" is called out, the entire length of the grade break LANDING f CURB RAMP GRADE BREAK between the two adjacent surface planes shall be Rush. GRADE BREAK Y ` SEE CONTRACT PLANS - CEMENT CONCRETE SEE CONTRACT PLANS " IN _ I a' - 0" MIN- SIDEWALK - SEE NOTE 5 I 3. Do not place Gratings, Junction Boxes, Access Covers, or other appurten- antes on any part of the Curb Ramp or Landing, or in front of the Curb PROVIDE SMOOTH TRANSITION Ramp where it connects to the roadway - CEMENT CONCRETE TO SIDEWALK WIDTH 7 - D' SIDEWALK SEE NOTE 5 (TYP.) SEE CONTRACT PLANS - I MIN. SEE CONTRACT 4, See Contract Plans for the curb design specified. See Standard Plan 4'-D" MiN. , �� PLANS- 4'-(- MIN- F-10.12 for Curb, Curb and Gutter, Depressed Curb and Gutter, and FLARE (TYP.) 3I8" EXPANSION BUFFER WIDTH - MATCH Pedestrian Curb details. JOINT (TYP.) -SEE - `. �, • TO CURB RAMP DEPTH 318" EXPANSION I CURES RAMP STANDARD PLAN F s0.10 u Y {rYP.] 5. See Standard Plan F-30.10 for Cement Concrete Sidewalk Details. See JOINT [TYP_) - SEE - I v Contract Plans for width and placement of sidewalk_ STANDARD PLAN F30A0 GRADE v 6. The Bid Item "Cement Concrete Curb Ramp Type _' does not include the BREAK TRANSITION TO SIDEWALK BUFFER. IF GRADE BREAK i PRESENT, OR TO BACK OF CURB (TYP.) - adjacent Curb. Curb and Gutter, Depressed Curb and Gutter, Pedestrian ;;;;;;;;; * �; SEE CONTRACT PLANS (I �:iiii? v.� a �= Curb, or Sidewalks. -y .t?+ 7. The Curb Ramp length is not required to exceed 15 feet (unless shown CURB, OR CURB ��� 1 -�" - CEMENT CONCRETE otherwise in the Contract Plans). When applying the 15-foot max. length, AND GUTTER - CURB, OR CUR B / PEDESTRIAN CURS - SEE NOTE 4 1 AND GUTTER -• - SEE NOTE 4 the running slope of the Curb Ramp is allowed to exceed 8-3%. Use a DETECTABLE WARNING SURFACE - SEC_ NOTE 4 g I single constant slope from bottom of ramp to top of ramp to match into FACE OF CURB - SEE STANDARD PLAN Fa5.10 DETECTABLE WARNING SURFACE the landing Over a horizontal distance of 15 feet- Do not include the FACE OF CURB - SEE STANDARD PLAN F4s.irr abutting landing in the 15-fod max. measurement MEASURED PARALLEL J DEPRESSED CURB AND GLITTER- DEPRESSED CURB AND GUTTER 8- Curb Ramps and Landings shall receive a broom finish- See Standard TO CURB (TYP.) CROSSWALK SEE MOTE 4 CROSSWALK Specifications 8-14. H L L 9. Pedestrian Curb may be omitted if the ground surface at the back of the A --- Curb Ramp and/or Landing will be at the some elevation as the Curb n Ramp or Landing and there will not be material to retain- 1V CONTRACTION JOINT IIIP.] - SEE STANIDARD PLAN F-30.10 FOR CURB RAMP LENGTHS GREATER THAN 8'- 0" PROVIDE PLAN VIEW CONTRACTION JOINT EQUALLY SPACED 4'- 0" MIN, OC. PLAN VIEW TYPE PERPENDICULAR A TYPE PERPENDICULAR B DETECTABLE WARNING SURFACE - (SHOWN WITH BUFFER) SEE STANDARD PLAN F45.10 4' - 0" MIN. _ _ 1_6 - 0" MAX. (TYP.) GRADE BREAK SLOPE TREATMENT SEE CONTRACT PLANS SEE NOTE 7 COUNTER SLOPE - SEE STANDARD PLAN F-30.10 ri * GRADE BREAK 5.0% MAX- 7t• I - TOP OF ROADWAY LANDING _/f CURB RAMP S'e 4 }�` t • I DEPRESSED CURB AND GUTTER - �� - SECTION I A 1 SEE STANDARD PLAN F-10.12 CEMENT CONCRETE CEMENT CONCRETE CURB RAMP "TYPE CEMENT CONCRETE CURB RAMP "TYPE PEDESTRIAN CURB - PERPENDICULAR A" PAY LIMIT - SEE NOTE 6 PERPENDICULAR "S" PAY LIMIT - SEE NOTE 5 SEE NOTE 4 1 - DETECTABLE WARNING SURFACE - SEE STANDARD PLAN F45.10 _� I l REV. NO. 3- R.TYP- DEPRESSED CURB AND GUTTER - SEE NOTE 4 CEMENT CONCRETE CURB AND GUTTER - SEE NOTE 4 CURB RADIUS DETAIL ISOMETRIC VIEW TYPE PERPENUICULAR A PAY LIMIT LEGEND SLOPE IN EITHER DIRECTION 1.5 OR FLATTER RECOMMENDED FOR DESiGNIFORMWORK (2%MAX.) * 7.5% OR FLATTER RECOMMENDED FOR DESIGNIFORMWORK (8.3% MAX.) W * 95% OR FLATTER RECOMMENDED FOR OESIGNTORMWORK (10%MAX.) ISOMETRIC VIEW TYPE PERPENDICULAR B PAY LIMIT �n $ 2BG80 4 �� �� P01 S �s/ONAL 4' Zeller, Scott Jun 24 2016 7;20 AM PERPENDICULAR CURB RAMP STANDARD PLAN F-40.15-03 SHEET t OF 1 SHEET APPROVED FOR PUBLICATION ,:�Ir 1-2920t6'.'_'APM WATE TIES ENGDW.I AML wp,hino_ 5tm.Yrv".P."clio- CONCRETE ANCHOR BLOCKS WATER MAIN MIN. SIZE BLOW -OFF SIZE FOR BLACK SIZE 4 INCH 9 CU. FT. 2 INCH 6 INCH 18 CU. FT, 2 INCH 8 INCH 33 CU. FT. 2 INCH 12 INCH 75 CU. FT. 2 INCH 16 INCH 125 CU. FT, 2 INCH a Q CD $-5, ►'� 30' RAMP 6 YARD AND C❑NC, OR ASPHALT m i B YARD SLOPE - 1/4'/FT MAX. 2% �? LL 1 � i � - f `01 oti i �&T AD AND RAMP MUST BE F 1 6'-7' SAME GRADE. i' 3 YARD/ r OR LESS I CONTAINER NOTES: ` L PAD IS TO BE CONCRETE ONLY. • UN -REINFORCED CONCRETE, 6' THICK. • IF REINFORCED CONCRETE PAD, 4' THICK MINIMUM, R=30' MIN. 2. ACCESS DRIVEWAY, IN IF ASPHALT, 2' MIN. THICK OVER 4' CRUSHED 1/4' MINUS COMPACTED TO 90% MINIMUM. 3, CONTAINERS 3 CUBIC YARD OR MORE MAY ABUT A N❑N- COMBUSTIBLE WALL WITH Nil OPENINGS, IF A COMBUSTIBLE WALL, SOFFIT OR COMBUSTIBLE WALL WITH UNPROTECTED OPENINGS MAINTAIN AT LEAST 5'-D' OF SEPARATION BETWEEN THE CONTAINER AND THE STRUCTURE. 4, ENCLOSURE, l * I2'-0' WIDE MINIMUM. it * 11'-0' DEEP FOR 3 YARD OR LESS CONTAINERS. * 16'-0' DEEP FOR CONTAINERS LARGER THAN 3 YARDS. 5, PAD - NO ENCLOSURE, * 9'-B' WIDE MINIMUM. * 6'-7' DEEP FOR 3 YARD OR LESS CONTAINERS. * 8'-5' DEEP FOR CONTAINERS LARGER THAN 3 YARDS. 6, GATE, IF PROVIDED, THE POST SHALL BE SET RIGID WITH ADEQUATE STRENGTH TO SUPPORT THE ENTIRE LOAD OF THE GATE WITH A BASIC WIND SPEED OF 80 M.P.H., THE GATE(S) WILL BE EQUIPPED WITH THE APPROPRIATE MEANS TO BOTH HOLD GATECS) OPEN OR CLOSED, GATES ARE DISCOURAGED. 7, THERE SHALL BE NOT OVERHEAD OBSTRUCTIONS ABOVE THE ENCLOSURE OR THE APPR❑ACH TO THE ENCLOSURE. 8, THE LOCATION OF THE CONTAINERS IS TO BE SUCH THAT SANITATION TRUCKS DO NOT HAVE TO BACK INTO CROSS TRAFFIC. 9, THE DUMPSTER PAD MUST BE ON A PLANE LEVEL WITH THE PLANE OF APPROACH. THE PAD MAY BE UP TO 6' HIGHER THAN THE APPROACH BUT NO LOWER THAN THE APPROACH. 10. RECYCLE BINS AND OTHER LION CITY CONTAINERS MUST BE PLACED OUTSIDE THE CONTAINER PAD, OPEN OR CLOSED. DETAIL. hurt-02 SCALE: NOT TO SCALE �.�Y o� DETAIL: ST-07 DRAWN BY: S.L. 2 INCH BLOW -OFF FILE: ST-07 SW CONTAIN PAD.DWG SOLID WASTE y ASSEMBLY EFFECTIVE DATE RENEW BY DATE RENEWER: -+If t CONTAINER PAD Oa c o ,p APPENDIX C - STANDARD DRAWING 2018 01-02-2017 I 10-31-2011 I M. KOEGAL c ° �S APPENDIX A - STANDARD DRAWING 2017 J� NOTES 4'- D' MIN--,,� A SEE CONTRACT PLANS j SEE CONTRACT PLANS 1. At marked crosswalks, the connection between the landing and the 3I8" EXPANSION PEDESTRIAN CURB - 3JO JO(ININT EXPANSION roadwaymust be contained within the width of the crosswalk markings - JOINT s JOINT (TYP.) - SEE �. f L SEE NOTE 9 JOINT (TYP.] -SEE - PEDESTRIAN CURS - g - STANDARD PLAN F30.10 STANDARD PLAN F-3DA9 �i SEE NOTE 9 2. Where "GRADE BREAK" is called out, the entire length of the grade LANDING -, LANDING break between the two adjacent surface planes shall be flush. y g SIDEWALK _ - I. ! 3- Do not place Gratings, Junction Boxes, Access Covers, or other appurte- - CURB AND GUTTER * � r � � l � � �' � , � � ' C nances on any part of the Curti Ramp or Landing, or in the Depressed S{DSWALK Curb and Gutter where the Landing connects to the roadway- 3- R. 4. See Contract Plans for the curb design specified. See Standard Plan F-10.12 for Curb, Curb and Gutter, Depressed Curb and Gutter, and CURB AND GUTTER Pedestrian Curb details - CURB RAMP - f C 4'-0"MIPLURa RAMP CURB RAMP DETECTABLE WARNING SURFACE - S. See Standard Plan F-30.10 for Cement Concrete Sidewalk Details. � SEE CONTRACT PLANS I►l _ DETECTABLE WARNING SURFACE - 4'- n- MIN- - _r SEE STANDARD PLAN F-4C10 See Contract Plans for width and placement of sidewalk - SEE STANDARD PLAN F45.10 SEE CONTRACT PLANS 6- The Bid Item "Cement Concrete Curb Ram T does not include FACE OF CURS FACE OF CURB DEPRESSED CURB AND GUTTER p Type _" 1 � -DEPRESSED OURS ANp GUTTER � the adjacent Curb, Curb and Gutter, Depressed Curb and Gutter, CROSSWALK CROSSWALK Pedestrian Curt], or Sidewalks - a R 7. The Curb Ramp length is not required to exceed 15 feet (unless otherwise y shown in the Contract Plans)- When applying the 15-foot max. length, PLAN VIEW DETECTABLE WARNING SURFACE - PLAN VIEW the running slope of the curb ramp is allowed to exceed 8.3°%. Use a single TYPE PARALLEL A SEE STANDARD PLAN F45.10 TYPE PARALLEL 6 constant slope from bottom of ramp to top of ramp to match into the sidewalk m 4'-9'WN_ over a horizontal distance of 15 feet. Do not include abutting landing{s) in SEE CONTRACT PLANS GRADE BREAK the15-foot max- measurement When a ramp is constructed on a radius, the J 15-foot max, length is measured on the inside radius along the back of the 0 <&CONTRACTION JOINT (TYP.) - SEE STANDARD PLAN F-30.1 } walkway. FOR CURB RAMP LENGTHS GREATER THAN B`- 0"PROViDE V a COUNTER SLOPE TOP OF CONTRACTION JOINT EQUALLY SPACED N - D" MIN, OC. 5.0%NII ROADWAY B. Curb Ramps and Landings shall receive a broom Finish. See Standard ;1A Specifications 8.14, + ` DEPRESSED CURB AND GUTTER - 9. Pedestrian Curb may be omitted if the ground surface at the back of the CEMENT CONCRETE PEDESTRIAN a LANDING SEE STANDARD PLAN F-10A2 Curb Ramp and/or Landing will be at the same elevation as the Curb CURB - SEEN OTE 9 7 AND NOTE fi Ramp or Landing and there will be no material to retain. SEctlaN f A } 4'-4"MIN. 13_-0" MAX. (TYP.) �J 'SEE CANIWICT PLANS SEE NOTE 7 LEGEND SLOPE IN EITHER DIRECTION SIDEWALK GRADE BREAK - A 1.6% OR FLATTER RECOMMENDED FOR 15-0" MAX. {TYP.) 4'-D MIN- 15'-D' MA7(.(1YP.] GRADE BREAK DESiGN1FORMWORK(2%MAK) SEE NOTE 7 SEE CONTRACT PLANS SEE NOTE 7 4a f * 7.5% OR FLATTER RECOMMENDED FOR DESIGNI SIDEWALK - GRADE BREAK - GRADE BREAK * '� I" j ' • FORMWORK (8-39% MAX) - SEE NOTE 7 CURB RAMP I- -. PEDESTRIAN CURB - 3J8" (IN) EXPANSION JOINT (TYP) - a t t " SEE NOTE 9 LANDING 1 SEE STANDARD PLAN Fv40.10 r�i 14 - CURB RAMP 'r11� CURB RAMP LANDING T8" EXPANSION JOINT (TYR) - � SECTION SEE STANDARD PLAN F30.10 �J $ (ALONG INSIDE RADIUS AT BACK OF WALKWAY) SECTION (ALONG INSIDE RADIUS AT BACK OF WALKWAY) "CEMENT CONCRETE CURB RAMP TYPE PARALLEL B" PAY LIMIT - SEE NOTE 6 S'O `A L "CEMENT CONCRETE CURB RAMP TYPE PARALLEL A" PAY LIMIT - SEE NOTE 6 REVISION DATE BY APPROVED Ravnik & AssociatesInc. SHEET DESCRIPTION: 7 CIVIL ENGINEERING & LAND -USE PLANNING 1633 LINDAMOOD LANE/P.G, BOX 361 BURLINGTON, WA 98233 PH: (360) 707-2048 FAX: (360) 707.2216 I ISOMETRIC VIEW TYPE PARALLEL A PAY LIMIT DETAILS i:iOMETRIC VIEW TYPE IARALLEL B PAY LIMIT Zeller, Scott !un 24 2014 7:14 AM PARALLEL CURB RAMP STANDARD PLAN IF-40.12-03 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION cammw IC5 Jw �9 xPl6 2 +7 Pd1 �AiE oE31[p1 F1JGWEE4 T weohirrglan srofa Q.v�m--, ui lmnsawlchu„ PLAN STATUS: SHEET TITLE: SCALE: AS SHOWN DRAWN BY: D. REMSEN CHECKED BY: JPR DATE: 10.16.19 _ � I CARTRIDGE -TREATMENT TOTAL FLOW Washington SIZE FLOW RATE CAPACITY GPMICFS CFS F ti GULD I i2 13.$10.034 1.3* .3 += 18-00- 20-4 ! 0.045 1.3 STACKED 12-00' + 12.00' 27.210_D51 1.3 IY STACKED 18.00' + 12.00" 3410.076 1.3 2X TRAFFIC RATED SOLID PLATE COVER. j ?•- I'MATABLES WEIR. PIii4AXv BYPASS BEWEEN FLAW IniM TUBE=.. TTI,*W RATED FLI]Ilf THRU TUBES. � INLET GRATE IMO FILTER CHAMBER. PERPDRATED DRNN•-DOWN 2X I TER'• FEED--TiIRLI. �2X FLOW OU TU FILTERED DRAIN -DOWN. CARnWOL BM SEE DETAIL A. DETAIL A ouI SEE BOJOW & NDTE 3 INLET / BYPASS ■SSMBI Y FOR LWATKIN OPTION" h SPECS. & DR►IN-DOWN SOML, 2X TDP SE TloN.- :ti MINIMUM DEPTHS (SEE NOTES) CARTRIDGE G Off O 8.0' O 10.0" fd 12.0' *AM SEE BELOW SIZE OUTLET PIPE OUTLET PIPE OUTLET PIPE OUTLET PIPE & NOTE 3 FOR ' • (IN INCHES, (IN INCHES) (IN INCHES) (IN INCHES) LOCATION OPTIONS S � - 12.00' 39 41 43 45 2K OoNCRM 16.00' 46 48 50 52 FALSE FLOOR I STACKED 12.OW + 12,00" 56 56 60 62 BASE SECTION. I STACKED 18.00• + 12.00' 63 65 67 69 oUILEr QNJ=Y. 2x TRAFFIC RATED SouO PLATE cavFlL OUTLETS 012- LFAklilAL 1 SEE NOTE 3. Notes: F.M. � 1. Precast concrete structure shall be A manufactured in accordance with ASTM 3'ce Designation C857 and C858. E=m'! :1 (24 -col 2. Perk Filter"" Catch basin shalt be supplied with traffic rated (H20) bicycle -proof grates and ors ABOVE. e� c z solid plate cover. o(mEIS BELOW, } � 3 SEE NOTE 3. F 3. Inlet pipets) may enter dev lee on three sides of 2x PM RLTER"' CARIRLacE the inlet chamber. Outlet plpe(s) may exit on all SEE DETAIL A. rrif!"ASS four sides_ All pipe is 0 12" maximum. � POW j 7-00- 4. Inlet chamber shall be supplied with a ix� f el moo" drain-down device designed to remove SECTION.{ �. YII EPTII standing water between storm events. '� �, SEE 5. Perk FilterT"" cartridge shall be maintained & NOTE 6. 9.. NOTE � SECTION.-' : in accordance with manufacturer recommendations. .�., �- OUTLETs�� %'' •; . �'..'`.� '' x. :. ` a"=a. �i is. 6. For depths less than the specified minimum 012' MA%WL1Y. ry %�-2X TREATED 0VILa1. � I contact Oldcastle5 Stormwater Solutions for SEE NM 3• 2X ODFICRETE FALSE FLOOR oLRLSTs engineering assistance. 6•D61 TYPF 012' WUOYLRII. WALL THICIOIESST &OO' [as.GoO SEE NIOM 3. * Treatment Flow Rates shown conform to SECTION A -A Washington State GULD Specifications. °°" "0,X"'I0'"" Perk Filter TM Concrete Catch Basin d ® Double Cartridge Washington State GOLD Media DRAMNG NO. REV too ECO-play 09E Filtration (End Grate Configuration) PF-GCB-WA-0002 11= I ZHD 8/26/16 I JPR 3/2/11I SHEET 1 OF 1 CB #5 FOR TREATMENT OF ONSITE POLLUTION -GENERATING IMPERVIOUS SURFACES. OLD CASTLE - PERK FILTER CONCRETE CB (TWO 12' CARTRIDGES) TOP= 67.10 IE 8' OUT-E=63.68 STRUCTURE HEIGHT TO INSIDE FLOOR - 41.0 INCHES CB #10 FOR TREATMENT OF RUNOFF FROM THE ADJACENT WEST HALF OF "Q" AVENUE AND THE ADJACENT SOUTH HALF OF 30TH STREET OLD CASTLE - PERK FILTER CONCRETE CB (TWO 12' CARTRIDGES) TOP=70.20 IE 8" IN-W=67.11 IE 8" IN--S=67.11 1E 8' OUT-E=65.41 STRUCTURE HEIGHT TO INSIDE FLOOR - 57.5 INCHES - ENGINErR 1.16116 //1 DATE THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF THE DESIGN WITH APPLICABLE LAWS IS THE SOLE RESPONSIBILITY OF THE PROFESSIONAL ENGINEER, WHOSE NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH, AND PROVIDING MITIGATION FOR ALL FEDERAL, STATE, COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES, INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT, FEDERAL FLOOD PLAIN PERMITS, NATIONAL, POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE RESPONSIBILITY OF THE DEVELOPER, LAND OWNER, AND THEIR ENGINEER. THE ISSUANCE OF THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE LA D PERMIT REQUIREMENTS. CITY ENGINEER DATE CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN 1 YEAR OF THE DATE. SALISH INN DRAWING NO. 18025.DET.dwg 907 30TH STREET FOR JOB N0. 18025 EK TERA ASARA, LLC SHEET NO. SECTION 30 T. 35 N., R. 2 E., W.M. 13 OF 16 BY APPROVED Ravnl*k & Associates, Inc. CIVIL ENGINEERING & LAND -USE PLANNING 1633 LINDAMOOD LANE/P.O. BOX 361 BURLINGTON, WA 98233 PH: (360) 707-2048 FAX: (360) 707-2216 SHEET DESCRIPTION: /" x U z W Er F_ r w 5 J n z STANDARD 10-FOOT WIDE TRENCH FOR TRENCH BOX TYP. 48' MANHOLE ri I TYPICAL TRENCH BACKFILL AFTER I FIRST MANHOLE SECTION, PER PLANS r — I w w 3 x u z W a 5 w w n x z 3 3% Y a' * , • DEPTH MIN.- :. VARIES -- - - - - - - - - - - - - -_ - - -_ _ _ __ ____ _____ ------------------------ ------------------- —=-------------------------- DETAIL NOTES: 1, PIPE SIZE VARIES. 2, THE CONCRETE BASE SHALL BE POURED TO THE MIDPOINT OF THE EXISTING PIPE AND 6-INCHES MINIMUM BELOW THE BOTTOM OF THE PIPE. 3• THE CONCRETE BASE SHALL BE POURED I -FOOT ON EITHER SIDE OF THE MANHOLE SECTION (CENTERED) TO ALLOW FOR SOLID, FLAT BASE. (CONCRETE, 5,5 SACK MIX/3000 PSI - 28 DAY STRENGTH) 4. 12-INCHES OF COMPACTED CRUSHED SURFACING BASE COURSE TO 95% MAXIMUM DENSITY, OR PER THE CITY OF ANAC❑RTES TESTING PROT❑CAL. 5, BACKFILL AROUND THE FIRST MANHOLE SECTI❑N SHALL BE CONTROL DENSITY FILL, MEETING THE CITY OF ANACORTES ENGINEERING SPECIFICATIONS, 6. CHANNEL FL❑WLINE, PER DETAIL S-01 'FLOW CHANNEL TYPICAL'. SCALE: NOT TO SCALE DRAWN BY: S.L. FILE: S-02 DOGHOUSE MH.DWG EFFECTIVE DATE: REVIEW BY DATE: I REVIEWER: 01--02-2017 10-31-2018 SHJARBACK DETAILS m V• gip: �:t7- , J. .4 e :,4 .: '*4 0 0 1 1, 8 INCH OFFSET FROM CENTER LINE ON SEWER LINES ENTERING THE MANHOLE BASE AT LESS THAN 80 DEGREES. 2. LESS THAN 80 DEGREES TYPICAL. 3, 80. OR MORE TYPICAL. 4. CONCRETE SHELF SHALL HAVE A BROOM FINISH 5, FLOW CHANNELS MUST BE FINISHED SMOOTH 6, PRECAST BASE TYPICAL 7, PVC TO CONCRETE ADAPTOR COLLAR 8, COLLAR SHALL EXTEND INT❑ THE MAN HOLE NO MORE THAN 3/4 OF AN INCH. 9, ALL COLLARS AND LIFTING HOLES SHALT. BE GROUTED INSIDE AND OUTSIDE THE MAN HOLES TO STOP INFILTRATION. r,►s V uF DETAIL: S-02 DOGHOUSE MANHOLE DETAIL y4 4PPENDIX B - STANDARD DRAWING 2017 PLAN STATUS: SCALE: NOT TO SCALE DRAWN BY: S.L FILE: S-01 FLOW CHANNEL TYP.DWG EFFECTIVE DATE: REVIEW BY DATE: REVIEWER: 01-02-', 10-31-2018 SHJARBACK ►�" aF sk DETAIL. 5-01 FLOW CHANNEL. TYPICAL ZACa � 4PPENDIX B - STANDARD DRAWING 2017 ri ll ENGINES THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF THE DESIGN WITH APPLICABLE LAWS IS THE SOLE RESPONSIBILITY OF THE PROFESSIONAL ENGINEER, WHOSE NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH, AND PROVIDING MITIGATION FOR ALL FEDERAL, STATE, COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES, INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT, FEDERAL FLOOD PLAIN PERMITS, NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE RESPONSIBILITY OF THE DEVELOPER, LAND OWNER, AND THEIR ENGINEER. THE ISSUANCE OF THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE LAWS AND PERMIT REQUIRE3AENTS. CITY ENGINEER DATE CONSTRUCT10N FOR THE ACCEPTED PROJECT IS TO START WITHIN 1 YEAR OF THE DATE. SCALE: AS SHOWN SHEET TITLE: SAL I S H I N N DRAWN BY: D. REMSEN 907 30TH STREET FOR CHECKED BY: JPR EIS TERA ASARA, LLC DATE: 10.16.19 SECTION 30 T. 35 N., R. 2 E., W.M. DRAWING NO. 18025.DET.dwg JOB NO. 18025 SHEET NO. 13A OF 16 GENERAL CONSTRUCTION NOTES 1. ALL CONSTRUCTION AND MATERIALS SHALL CONFORM TO THE 2018 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION AS PREPARED BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND THE AMERICAN PUBLIC WORKS ASSOCIATION (WSDDT/APWA) TOGETHER WITH THE REQUIREMENTS OF THE ANACORTES PLANNING AND PUBLIC WORKS DEPARTMENTS FOR SALISH INN IMPROVEMENTS WESTERLY OF THE SITE, THE CITY OF ANACORTES SEWER ❑EPARTMENT, REQUIREMENTS OF CITY OF ANACDRTES WATER DEPARTMENT FOR THE WATERLINE EXTENSIONS SERVING THIS PROJECT, AND REQUIREMENTS OF THE APPLICABLE UTILITY COMPANIES PROVIDING SERVICES TO THIS PROJECT. IF THERE ARE ANY CONFLICTS IN REQUIREMENTS, THE MOST STRINGENT SHALL APPLY UNLESS OTHERWISE APPROVED BY THE ENGINEER. 2. DURING THE COURSE OF THIS PROJECT THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND CONDUCTING PRECONSTRUCTION MEETINGS WITH A REPRESENTATIVE FROM THE FOLLOWING AGENCIES FOR, AT A MINIMUM, THE FOLLOWING CIVIL PHASES OF WORK: EROSION & SEDIMENT CONTROLS -CITY OF ANACORTES PUBLIC WORKS SANITARY SEWER SYSTEM -CITY OF ANACORTES STORM DRAINAGE, ON -SITE GRADING, PIPING -CITY OF ANACORTES AND PROJECT ENGINEER PUBLIC WATERLINE EXTENSION -CITY OF ANACORTES WATER DEPARTMENT P, T, C, G,FO COORDINATION -ALL UTILITY COMPANIES ROAD SUBGRADE -CITY OF ANACORTES & PROJECT ENGINEER ROAD TOP OF FINISHED GRAVEL GRADE AND COMPACTION -CITY OF ANACORTES & PROJECT ENGINEER ROAD FINAL CRUSHED ROCK GRADING PRIOR TO ASPHALT -CITY OF ANACORTES, AND PROJECT ENGINEER CONCRETE CURB/GUTTER-CITY OF ANACORTES PUBLIC WORKS DEPARTMENT TEMPORARY UTILITY SHUT -DOWNS- UTILITY COMPANY AND AFFECTED PROPERTIES FINAL GRADING & SITE CLEANUP - CITY OF ANACORTES PUBLIC WORKS DEPARTMENT & OWNER COORDINATION WITH ADJOINING PROPERTY OWNERS FOR ALL WORK ACTIVITIES FRONTING THESE OFFSITE PROPERTIES, 3. THE DEVELOPMENT OF THIS PROJECT REQUIRES THE CONTRACTOR CLOSELY COORDINATE UTILITY AND ROADWAY IMPROVEMENTS WITH CITY OF ANACORTES, UTILITY COMPANIES, AND OTHER DISCIPLINES INVOLVED WITH THIS PROJECT. THE CONTRACTOR IS RESPONSIBLE FOR THOROUGHLY REVIEWING EACH COMPONENT OF WORK ON THE CIVIL PLANS AND COORDINATING WITH THE OWNER, ENGINEER, AND THE CITY OF ANACDRTES FOR ANY QUESTIONS OR CLARIFICATIONS OF WORK BEFORE COMMENCING. 4. CONSTRUCTION STAKING FOR THIS PROJECT SHALL BE PERFORMED BY A LICENSED LAND SURVEYOR, COORDINATED AND RETAINED BY THE OWNER. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL ASPECTS OF CONSTRUCTION STAKING WITH THE SURVEYOR. NO RESTAKING OF ANY PREVIOUSLY STAKED ITEMS WILL BE PAID BY THE OWNER. ANY RESTAKING WILL BE PAID FOR BY THE CONTRACTOR. AT THE ONSET OF THE CONSTRUCTION PROCESS, THE CONTRACTOR SHALL PROVIDE TO THE OWNER, SURVEYOR, AND ENGINEER, A DETAILED LIST AND SCHEDULE OF CONSTRUCTION STAKING ITEMS. 5. DURING THE COURSE OF THIS PROJECT, THE CONTRACTOR SHALL MAINTAIN ACCURATE RECORDS OF ALL ASBUILTS OF UTILITIES INSTALLED; EXISTING UTILITIES ENCOUNTERED INCLUDING THEIR DEPTH, SIZE, AND MATERIAL; AND EXISTING CONDITIONS NOT CONSISTENT WITH THOSE IDENTIFIED ON THE PLANS. ALL ASBUILT INFORMATION SHALL BE MAINTAINED IN A CLEAR, LEGIBLE, COMPREHENDIBLE ORDER. ASBUILT INFORMATION SHALL BE CLEARLY WRITTEN ON A CLEAN SET OF CONSTRUCTION PLANS AND PROVIDED TO THE ENGINEER UPON THE PROJECT'S COMPLETION. THE ASBUILT PLANS, PREPARED BY THE ENGINEER, SHALL BE SUBMITTED AND APPROVED BY CITY OF ANACORTES PUBIC WORKS DEPARTMENT. 6. EXISTING UTILITIES HAVE BEEN IDENTIFIED USING THE AVAILABLE UTILITY RECORDS, PREVIOUS DESIGN DOCUMENTS, AND A TOPOGRAPHIC SURVEY OF THE SURFACE CONDITIONS WITHIN THE SUBJECT PROPERTY AND THE ABUTTING PORTIONS OF 30TH STREET AND "Q" AVENUE. THE TOPOGRAPHIC SURVEY OF THIS SITE AND THE ABUTTING ROADWAYS HA5 BEEN PROVIDED BY HERRIGSTAD ENGINEERING & SURVEY OF ANACORTES, WASHINGTON AT (360) 299-8804. 7. THE CONTRACTOR IS RESPONSIBLE FOR HAVING ALL EXISTING UTILITIES LOCATED PRIOR TO ANY CONSTRUCTION. THE CONTRACTOR SHALL CONTACT THE ONE -CALL UTILITY LOCATE SERVICE AT "81 1 " A MINIMUM OF TWO WORKING DAYS PRIOR TO ANY WORK. THE CONTRACTOR IS ALSO RESPONSIBLE FOR RETAINING A PRIVATE UTILITY LOCATE SERVICE TO IDENTIFY ANY EXISTING UTILITIES BEYOND THE LIMITS OF THE PUBLIC RIGHTS -OF -WAY. DAMAGES TO THE EXISTING UTILITIES RESULTING FROM THIS CONSTRUCTION SHALL BE REPAIRED BY THE CONTRACTOR OR THE UTILITY COMPANY, AS REQUIRED, AT THE CONTRACTOR'S EXPENSE. AT ALL CROSSING'S OF NEW UTILITIES WITH EXISTING UTILITIES THE EXISTING UTIUTY SHALL BE HORIZONATALLY AND VERTICALLY ASBUILT PRIOR TO COMMENCING CONSTRCTION IN THAT AREA AND THE ENGINEER SHALL BE NOTIFIED OF POTENTIAL CONFLICTS. 8. GENERAL CONDITIONS HAVE BEEN INDICATED ON THE PLANS FOR THE REMOVAL OF EXISTING MATERIALS AND STRUCTURES NECESSARY TO ACCOMMODATE THE PROPOSED IMPROVEMENTS. THE LIMITS OF THIS WORK ARE FOR USE BY THE CONTRACTOR IN PREPARING A COST FOR THIS PROJECT. HOWEVER, THE CONTRACTOR IS RESPONSIBLE FOR THOROUGHLY INSPECTING THE ENTIRE PROJECT SITE AND ASCERTAINING THE ENTIRE LIMIT OF ALL WORK THAT WILL BE NECESSARY TO PROVIDE THE PROPOSED IMPROVEMENTS IN A COMPLETED, ACCEPTABLE CONDITION, TO THE SATISFACTION OF THE OWNER, ENGINEER, OWNER'S RETAINED SOIL'S ENGINEER, THE CITY OF ANACORTES DEPARTMENTS, AND UTILITY COMPANIES INVOLVED WITH THE CONSTRUCTION OF THESE SITE IMPROVEMENTS. THE CONTRACTOR IS RESPONSIBLE FOR PRESERVING AND PROTECTING ALL ELEMENTS THAT ARE TO REMAIN. DAMAGED CONDITIONS MUST BE PROMPTLY REPAIRED BY THE CONTRACTOR TO THE SATISFACTION OF THE ASSOCIATED OWNER. 9. THE CONTRACTOR SHALL PROVIDE DAILY EFFORTS TO KEEP THE SITE IN A NEAT AND ORDERLY CONDITION TO THE SATISFACTION OF THE OWNER, ENGINEER, AND THE CITY OF ANACORTES PUBLIC WORKS DEPARTMENT. THE CONTRACTOR IS REQUIRED TO PROVIDE PROVISIONS NECESSARY TO PREVENT DEBRIS FROM BEING WASHED INTO ANY DRAINAGE SYSTEM ADJACENT TO THE SUBJECT PROPERTY, OR ANY OTHER STORM SYSTEM THROUGHOUT AND NEAR THIS PROJECT SITE. IT IS IMPERATIVE THE CONTRACTOR PROVIDE EVERY MEASURE TO PREVENT SILT AND DEBRIS FROM BEING WASHED fNTO ANY PORTION OF ANY OFFISTE PROPERTY, DITCH AND/OR NEW DRAINAGE SYSTEM IMPROVEMENTS. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONS TO PREVENT WASH WATERS FROM DAMAGING ANY OFFSITE PROPERTIES. THE CONTRACTOR SHALL PROVIDE ALL PROVISIONS TO PREVENT DIRTY RUNOFF WATERS FROM ENTERING ANY PORTION OF THE EXISTING OR PROPOSED STORM SYSTEM OR PROPERTY OWNED BY OTHERS. 10. THE SITE CONTRACTOR SHALL BE RESPONSIBLE FOR IMPLEMENTING EROSION AND SEDIMENTATION CONTROL REQUIREMENTS IN CONFORMANCE WITH CITY OF ANACORTES AND WASHINGTON STATE DEPARTMENT OF ECOLOGY REQUIREMENTS. THE SITE CONTRACTOR IS RESPONSIBLE FOR INSPECTION OF EROSION CONTROL CONDITIONS, MONITORING OF STORMWATER RUNOFF CONDITIONS, WEEKLY INSPECTION REPORTS, MONTHLY REPORTING TO ❑.O.E., RAINFALL OCCURRENCE INSPECTION REPORT, COPY ALL REPORTS AND NOTES TO CITY, AND IMPLEMENTING CHANGES/IMPROVEMENTS/MAINTENANCE OF ALL EROSION CONTROL FACILITIES. 11. ALL CONSTRUCTION ACTIVITIES SHALL BE CONDUCTED TO PREVENT ANY DIRTY RUNOFF WATERS FROM ENTERING UPON OFFSITE PROPERTIES. REV. NO. 12. TRAFFIC LANES MUST BE MAINTAINED ON ALL ADJACENT ROADWAYS. NO FULL -WIDTH ROAD CLOSURES WILL BE ALLOWED. TO ACCOMMODATE UTILITY INSTALLATIONS WITHIN THE RIGHT OF WAY, PARTIAL ROAD CLOSURES WILL BE ALLOWED ONLY IF APPROVED BY THE CITY OF ANACORTES PUBLIC WORKS AND FIRE DEPARTMENTS. WITH EACH PARTIAL CLOSURE, AND DURING ALL CONSTRUCTION ACTIVITIES, THE CONTRACTOR SHALL PREPARE AND PROVIDE A TRAFFIC CONTROL PLAN TO THE CITY OF ANACORTES PUBLIC WORKS DEPARTMENT IDENTIFYING FLAGGERS AND TEMPORARY SIGN INSTALLATIONS FOR ON -GOING WORK ACTIVITIES. THE REQUIREMENTS OF TRAFFIC CONTROL SHALL BE APPROVED BY THE CITY OF ANACORTES PUBLIC WORKS DEPARTMENT, PERTAINING TO FLAGGERS AND LIGHTS. ALL TRAFFIC CONTROL PLANS SHALL CONFORM TO THE REQUIREMENTS OF THE CITY OF ANACORTES PUBLIC WORKS DEPARTMENT AND THE MOST RECENT VERSION OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. REGARDLESS OF WHERE THE CONSTRUCTION ACTIVITY IS OCCURRING FOR THIS PROJECT, THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL TRAFFIC CONTROL SIGNS AND FLAGGERS FOR CONSTRUCTION VEHICLES ENTERING AND EXITING THIS PROJECT SITE. FLAGGERS MUST BE USED DURING ALL PERIODS OF CONSTRUCTION WITHIN THE RIGHTS OF WAYS. 13, THE SURROUNDING PROPERTIES ARE DEVELOPED. THE CONTRACTOR MUST PROVIDE ALL PROVISIONS TO PROPERLY AND SAFELY MANAGE THE CONSTRUCTION ACTIVITIES FOR PEOPLE THAT WALK ON ADJOINING ROADS. DURING PERIODS WHEN NO CONSTRUCTION ACTIVITIES ARE OCCURING ONSITE, ALL TRAVEL LANES SHALL BE AVAILABLE FOR USE. 14. DURING ALL PHASES OF CONSTRUCTION, THE CONTRACTOR SHALL PROVIDE DUST CONTROL MEASURES TO MINIMIZE THE IMPACTS ON THE ADJOINING PROPERTIES. IT IS THE CONTRACTOR'S DAILY RESPONSIBILITY TO PROVIDE THIS MEASURE WHENEVER NECESSARY. THE CITY OF ANACORTES PUBLIC WORKS DEPARTMENT RESERVE THE RIGHT TO REQUIRE ADDITIONAL DUST CONTROL MEASURES TO BE PROVIDED BY THE CONTRACTOR, AT NO ADDITIONAL COST TO THIS CONTRACT. THE CONTRACTOR IS RESPONSIBLE FOR THE PROMPT CLEANUP OF ALL DEBRIS TRANSPORTED FROM THIS SITE. 15. THE CONTRACTOR SHALL COMPLY WITH ALL LOCAL, STATE, AND FEDERAL REGULATIONS CONCERNING THE DISPOSAL OF MATERIALS REMOVED FROM THIS PROJECT SITE. ALL ASPHALT, CONCRETE, STRUCTURES, NATIVE, AND NON-NATIVE DEBRIS REMOVED FROM THIS SITE SHALL BE DISPOSED IN A LEGALLY APPROVED DISPOSAL SITE OBTAINED BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE FOR ALL FEES ASSOCIATED WITH THE DISPOSAL OF MATERIALS, REGARDLESS OF NATURE, FROM THIS PROJECT SITE. 16. IN ADDITION TO NOTIFYING CITY OF ANACORTES FOR ANY TEMPORARY OR PARTIAL ROAD CLOSURES, THE CONTRACTOR IS ALSO RESPONSIBLE FOR NOTIFYING ALL ADJOINING RESIDENCES AND BUSINESSES WITHIN THE VICINITY OF THIS PROJECT TO INFORM THEM OF CONSTRUCTION ACTIVITIES AND WHEN ACCESS TO THIS AREA MAY BE LIMITED. THE CONTRACTOR IS RESPONSIBLE FOR PERFORMING THESE SITE IMPROVEMENTS IN SUCH A WAY AS TO NOT SIGNIFICANTLY IMPACT THE OPERATION OF ANY ADJOINING BUSINESSES OR RESIDENCES. THE CONTRACTOR SHALL PERFORM ALL SITE IMPROVEMENTS IN SUCH A MANNER AS TO CONTINUALLY ALLOW THE ADJOINING RESIDENCES THE ABILITY TO DRIVE ON ALL ADJACENT ROADWAYS. AT NO TIME SHALL ANY ROADWAY BE TOTALLY CLOSED TO PUBLIC TRAFFIC. 17. THE CONTRACTOR SHALL USE EQUIPMENT THAT IS OPERATING EFFICIENTLY. MANY OF THE UTILITY INSTALLATIONS ARE AT A VERY SMALL SLOPE, THEREFORE, ALL LAZIER EQUIPMENT SHALL HAVE BEEN RECENTLY CALIBRATED AND FIELD CHECKED FOR ACCURACY. NO EQUIPMENT SHALL BE ALLOWED ONSITE THAT LEAKS FLUIDS. AT ALL TIMES DURING THE COURSE OF THIS PROJECT, THE CONTRACTOR SHALL HAVE SPILL CLEAN UP EQUIPMENT AND MATERIALS READILY AVAILABLE. EQUIPMENT SHALL BE PARKED IN AN AREA THAT IN THE EVENT A SPILL SHALL OCCUR, THE SPILL WILL BE CONTAINED AND NO FLUIDS WILL HAVE THE POTENTIAL TO ENTER ANY OF THE OFFSITE AND ONSTTE DRAINAGE SYSTEMS. ON A DAILY BASIS, THE CONTRACTOR SHALL INSPECT ALL EQUIPMENT AND PROVIDE ALL NECESSARY MAINTENANCE OF SAID EQUIPMENT AS NEEDED TO MINIMIZE THE POTENTIAL FOR ANY SPILLS OR LEAKING OF FLUIDS. CLEARING AND EXCAVATION 18. A GEOTECHNICAI_ INVESTIGATION AND VARIOUS REPORTS AND MEMOS HAVE BEEN PREPARE❑ FOR THIS PROJECT BY GEOTEST ENGINEERS. THE CONTRACTOR IS RESPONSIBLE FOR OBTAINING AND REVIEWING A COPY OF THIS GEOTECHNICAL INFORMATION PRIOR TO CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR IMMEDIATELY CONTACTING THE OWNER AND ENGINEER, IF SITE CONDITIONS INDICATE UNSTABLE OR NON -UNIFORM SOIL CONDITIONS. 19. IF NATURAL, UNDISTURBED, SUBGRADE CONDITIONS ARE IDENTIFIED DURING THE COURSE OF THIS WORK THAT REQUIRES ADDITIONAL EXCAVATION; THE CONTRACTOR SHALL NOTIFY THE ENGINEER REGARDING THE ENCOUNTERED CONDITIONS. AS DIRECTED BY THE ENGINEER AND OWNER, THE CONTRACTOR SHALL PERFORM ADDITIONAL EXCAVATION TO REMOVE SOFT, YIELDING, OR ORGANIC MATERIALS WITHIN THE PRISMS OF THE PROPOSED ONSITE AND OFFSITE IMPROVEMENTS. WHERE NECESSARY, EXCAVATION SHALL BE PERFORMED TO REMOVE VEGETATION, TOPSOIL, DEBRIS, REMNANT STRUCTURES, ORGANIC MATERIALS, AND ANY OTHER DELETERIOUS MATERIAL THAT MAY DETRIMENTALLY IMPACT SITE EXCAVATION OR FOUNDATION SUPPORT FOR THE PROPOSED IMPROVEMENTS. STRIPPED MATERIALS SHALL NOT BE USED, NOR MIXED, WITH ANY GRANULAR MATERIALS TO BE USED AS STRUCTURAL FILL WITHIN UTILITY TRENCHES OR PROPOSED ROADWAY IMPROVEMENTS. NATIVE MATERIALS ARE UNACCEPTABLE AS STRUCTURAL FILL, AND SHALL NOT BE USED FOR ANY IMPROVEMENT EXCEPT FINAL SURFACE GRADING AS SPECIFIED AND FILL WITHIN LANDSCAPE AND LOT AREAS, OUTSIDE OF DRiVELANES. OUTSIDE OF THE RIGHT OF WAY, SUBJECT TO APPROVAL BY THE OWNER'S RETAINED SOILS ENGINEER, NATIVE CLEAN SAND MATERIALS MAY BE USED AS TRENCH BACKFILL. NATIVE CLEAN SAND AS TRENCH BACKFILL SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT. 20. ALL SUBGRADE CONDITIONS SHALL BE PREPARED AND COMPACTED CONFORMING TO WSDOT SECTION 2-06.3(1) AND 2-06.3(2). THE SUBGRADE CONDITIONS SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT MAXIMUM DRY DENSITY AT A MOISTURE CONTENT PLUS OR MINUS 2 PERCENT FROM OPTIMUM. THE CONTRACTOR MUST HAVE ALL SUBGRADES, AT THE BOTTOM OF GRAVEL, INSPECTED AND TESTED BY OWNER'S RETAINED SOILS ENGINEER AND INSPECTED BY THE CITY OF ANACORTES. THE CONTRACTOR SMALL PERFORM ALL WORK NECESSARY TO ACHIEVE THE REQUIRED SUBGRADE CONDITIONS, INCLUDING PROTECTING THE SUBGRADE FROM EXCESSIVE MOISTURE, AND CONDITIONING THE NATIVE SUBGRADE TO REMOVE MOISTURE. 21. EXCAVATION SHALL BE PERFORMED, AT A MINIMUM, TO THE DESIGNED SUBGRADE ELEVATION FOR THE BOTTOM OF GRAVEL. THIS SUBGRADE SHALL BE PREPARED AS SPECIFIED. WHERE SOFT, YIELDING, OR ORGANIC CONDITIONS EXIST AT THE DESIGNED SUBGRADE ELEVATION, ADDITIONAL EXCAVATION MUST BE PERFORMED TO EXPOSE FIRM, NON -YIELDING, NON -ORGANIC, SUBGRADE CONDITIONS. ALL OVER -EXCAVATION WORK MUST BE BROUGHT TO THE ENGINEER'S AND OWNER'S ATTENTION AND APPROVED BY THE OWNER PRIOR TO THE CONTRACTOR PERFORMING THE WORK. ALL PERIODS WHEN NO CONSTRUCTION AC z2 DURING IVITY IS OCCURRING NO OPEN r SHALL BE LEFTACCESSIBLE. OPEN HOLES AND SHALL BE COVERED HOLES HAL A R WITH STEEL PLATES OR OTHER DEVICES WHICH PREVENT ANY ACCESS INTO THE EXCAVATION. OTHERWISE, ALL OPEN HOLES AND TRENCHES SHALL BE BACKFILLED. 23. THE CONTRACTOR IS RESPONSIBLE FOR CLEARING BRUSH, TREES, AND OTHER VEGETATION AS NOTED ON THE PLANS IN ORDER TO PREPARE THE SITE FOR CONSTRUCTION. CONITRACTROR SHALL REVIEW THE TREE REMOVAL PLAN PREPARED FOR THIS PROJECT TO ASSURE CONFORMANCE WITH THIS PLAN. ON -SITE BURNING IS NOT ALLOWED. THE CONTRACTOR IS RESPONS#BLE FOR ALL LOADING, HAULING, AND PROPER OFFSITE DISPOSAL OF VEGETATED MATTER. THE USE OF CHIPPED VEGETATION IS PERMISSIBLE IN THE TEMPORARY EROSION AND SEDIMENTATION CONTROL FACILITIES INSTALLED, MAINTAINED, AND OPERATED BY THE CONTRACTOR. 24. SUBGRADE CONDITIONS AND PLACED -MATERIAL CONDITIONS THAT ARE APPROVED, BUT MITER FAIL TO MEET SPECIFICATIONS DUE TO EXCESSIVE TRAFFIC, UNPROTECTED FROM WEATHER, OR UNDUE IMPACTS, AS DETERMINED BY THE ENGINEER, SHALL BE REBUILT/RECONSTRUCTED BY THE CONTRACTOR AT THE CONTRACTOR'S COST. 25. DURING ALL COURSES OF THIS PROJECT, THE CONTRACTOR IS TO PROVIDE ALL POSSIBLE MEANS TO PREVENT STORMWATER FROM PONDING ON THE EXCAVATED SUBGRADE AND ON PLACED MATERIAL SURFACES, AND FROM CAUSING EXCESSIVE MOISTURE. PROVISIONS TO PREVENT AND/OR REMOVE STORM RUNOFF SHALL INCLUDE, BUT ARE NOT LIMITED TO, PLASTIC COVERS, TEMPORARY DITCHING, PUMPS, AND SILTATION PONDS. ALL STORMWATER DISCHARGED FROM THIS SITE SHALL BE THOROUGHLY FILTERED THROUGH EROSION AND SEDIMENTATION CONTROLS PRIOR TO BEING DISCHARGED INTO ANY NEW OR EXISTING DRAINAGE FACILITY. AREAS PROPSSD FOR INFILTRATION TRENCHS SHALL BE PROTECTED FROM EXCESSIVE TRAFFIC AND COMPACTION. 26. ALL CONSTRUCTION PRACTICES AND SITE OPERATIONS SHALL BE PERFORMED TO PROTECT THE UNDERLYING SOILS. 27. AT ANY LOCATIONS WHERE TREE STUMPS OR ORGANIC MATERIALS ARE REMOVED FROM WITHIN THE IMPERVIOUS AND UTILITY TRENCH AREAS, THE CONTRACTOR SHALL BACKFILL THE LIMITS OF THE OVEREXCAVATION WITH COMPACTED STRUCTURAL FILL MATERIAL AS SPECIFIED. NATIVE MATERIAL SHALL NOT BE USED AS BACKFILL AT ANY LOCATION BELOW OR WITHIN THREE FEET OF THE PROPOSED RIGHT-OF-WAY, EXCEPT AS FINAL SURFACE GRADING AS SPECIFIED AND AS FILL WITHIN LOW LOT AREAS. 28. DURING THE COURSE OF THIS PROJECT, THE CONTRACTOR IS RESPONSIBLE FOR STOCKPILING CLEAN, NATIVE TOPSOIL MATERIALS TO BE USED AS FINAL GRADING AGAINST BACI{S OF CURBS, AND AT DESIGNATED AREAS DIRECTED BY THE OWNER. STOCKPILED TOPSOIL TO BE USED FOR FINAL GRADING SHALL BE FREE OF ROCKS, STICKS, AND DEBRIS GREATER THAN TWO INCHES IN ANY DIMENSION. THE CONTRACTOR IS RESPONSIBLE FOR STOCKPILING TOPSOIL AT LOCATIONS THAT WILL NOT INTERRUPT CONSTRUCTION ACTIVITIES, AND FOR PROTECTING THE TOPSOIL STOCKPILE FROM CONTAMINATION AND SATURATION. TOPSOIL MATERIAL SHALL BE GRADED AS SPECIFIED, AND STATIC ROLLED TO PROVIDE FOR A LIGHTLY DENSE SURFACE CONDITION. EXCESS REMAINING NATIVE SOILS SHALL BE COORDINATED WITH THE OWNER FOR THE PLACEMENT AND GRADING OF EXCESS CLEAN NATIVE SOILS UPON THE SUBJECT LOTS. IF CAUSED BY THE CONTRACTOR'S PRACTICES, NATIVE SOILS BECOME CONTAMINATED WITH GRANULAR MATERIALS AND OTHER DEBRIS, THE CONTAMINATED NATIVE SOILS SHALL BE DEPOSITED OFFSITE BY THE CONTRACTOR, AT THE CONTRACTOR'S EXPENSE AND REPLACED WITH SUFFICIENT MATERIALS. 29. AT ALL LOCATIONS WHERE GRADING AND EXCAVATION OF NATIVE SOILS RESULTS IN A SLOPED CONDITION STEEPER THAN 10:1, THE SURFACE SHALL BE TRACKED SO AS TO CREATE A RIDGED PATTERN PERPENDICULAR TO THE DIRECTION OF SLOPE. UNLESS ONLY EXPOSED TO WEATHER FOR LESS THAN FIVE WORKING DAYS AND UNLESS WET WEATHER CONDITIONS EXIST OR ARE ANTICIPATED, ALL SLOPED CONDITIONS STEEPER THAN i O:1 SHALL BE PROMPTLY COVERED WITH A DENSE STRAW MAT, ALL DISTURBED SOIL CONDITIONS SHALL BE SEEDED WITH GRASS AS SPECIFIED. 30. THERE ARE MANY EXISTING UTILITIES THAT WILL BE CROSSED WITH THE PROPOSED IMPROVEMENTS HEREIN. FOR ALL SLOPE -CONTROLLED UTILITIES SUCH AS STORM DRAINAGE AND SANITARY SEWER, THE CONTRACTOR MUST HORIZONTALLY AND VERTICALLY ASBUILT ALL EXISTING UTILITIES WITHIN THE ALIGNMENT OF THE PROPOSED SLOPE -CONTROLLED UTILITY PRIOR TO PERFORMING ANY CONSTRUCTION. THE CONTRACTOR MUST OBTAIN THE HORIZONTAL LOCATION AND VERTICAL ELEVATION OF THE EXISTING UTILITY AND COMPARE IT TO THE DESIGNED IMPROVEMENT. CONFLICTS BETWEEN PROPOSED UTILITIES AND EXISTING UTILITIES MUST BE IMMEDIATELY BROUGHT TO THE ENGINEER'S ATTENTION SO A RESOLUTION CAN BE ACHIEVED IN A TIMELY MANNER. 31. THROUGHOUT THE COURSE OF THIS PROJECT, VARIOUS UTILITY COMPANIES WILL BE INVOLVED IN SITE IMPROVEMENTS FOR REMOVAL OF A UTILITY, PROPOSED UTILITY CROSSING, AND TO MAKE CONNECTIONS FROM THE PROPOSED WORK HEREIN TO THE EXISTING UTILITIES. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH EACH UTILITY COMPANY PRIOR TO COMMENCING SITE ACTIVITIES, AND CONDUCTING A COORDINATION MEETING ONSITE WITH A REPRESENTATIVE FROM EVERY UTILITY COMPANY. THE CONTRACTOR SHALL PERFORM EXCAVATION, BACKFILL, AND WORK AS REQUIRED BY THE UTILITY COMPANIES FOR THE COMPLETE AND FUNCTIONAL INSTALLATION OF EACH SERVICE. CONTRACTOR TO COORDINATE WHAT TYPE OF INSPECTION WILL BE REQURIED BY EXISITNG UTILITY COMPANIES WHEN CROSSING THEIR SPECIFIC UTILITY. 32. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING UTILITIES. ANY DAMAGED UTILITY CONDITIONS MUST BE PROMPTLY REPAIRED, IN CONFORMANCE WITH UTILITY COMPANY REQUIREMENTS, AT THE CONTRACTOR'S EXPENSE. 33. CONSTRUCTION OF THESE IMPERVIOUS AND UTILITY IMPROVEMENTS WILL REQUIRE THAT SOME UTILITIES TEMPORARILY BE SHUT DOWN. PRIOR TO PERFORMING ANY WORK THAT WILL INTERRUPT ANY EXISTING SERVICES; THE CONTRACTOR MUST COORDINATE WITH THE ASSOCIATED UTILITY COMPANY AND THE ASSOCIATED PROPERTY OWNERS REGARDING THE TEMPORARY UTILITY SHUTDOWN. UTILITY SHUTDOWNS MUST BE PERFORMED AND COORDINATED SO IMPACT TO THOSE EXISTING PARTIES SERVED IS MINIMIZED. 34. FOR POWER, TELEPHONE, TV CABLE, FIBER OPTIC, AND GAS; THE CONTRACTOR MUST INDEPENDENTLY COORDINATE WITH EACH UTILITY COMPANY REGARDING TRENCH CONDITIONS AND REQUIREMENTS, BEDDING AND COVER MATERIALS, CONDUIT AND ROAD CASINGS. TYPICALLY, A COMMON 48" WIDE TRENCH, BEDDED AND COVERED WITH SIX INCHES OF CLEAN SAND, AND SUFFICIENT DEPTH FOR THREE FEET OF CONDUIT COVER IS ACCEPTABLE TO THE UTILITY COMPANIES. THE CONTRACTOR SHALL EXCAVATE, GRADE, AND PROVIDE BACKFILL FOR ALL VAULTS AND STRUCTURES. 35. WITHIN THIS PROJECT, ONSITE AND OFFSITE, THERE WILL BE EXISTING UTILITIES THAT ARE TO BE ABANDONED IN PLACE. NO OPEN ENDED CONDUITS OR PIPES SHALL BE LEFT, AND ALL OPEN ENDED UTILITIES THAT ARE ABANDONED MUST BE PLUGGED WITH A CONCRETE GROUT MATERIAL OR CAPPED. EVEN ABANDONED UTILITIES SHALL BE ASBUILT WITH THIS INFORMATION PROVIDED TO THE PROJECT ENGINEER AT THE COMPLETION OF THIS PROJECT. EROSION AND SEDIMENTATION CONTROLS 36. THE CONTRACTOR IS RESPONSIBLE FOR CONFORMING TO ALL EROSION AND SEDIMENTATION CONTROL REQUIREMENTS FROM THE CITY OF ANACORTES AND AS CONTAINED ON THE CIVIL PLANS HEREIN. THE CONTRACTOR MUST INSPECT ALL EROSION CONTROL DEVICES DURING AND AFTER EACH RAINFALL OCCURANCE, AND SHALL UPGRADE AND SUPPLEMENT ALL EROSION CONTROL ELEMENTS AS NECESSARY TO PREVENT ANY DIRTY RUNOFF WATER FROM ENTERING ANY EXISTING AND PROPOSED DRAINAGE FACILITIES AND FROM IMPACTING OFFSITE PROPERTIES. 37. THE CONTRACTOR MUST PERFORM ALL SITE CONSTRUCTION ACTIVITIES IN SUCH A MANNER TO PROVIDE ALL RUNOFF WATERS AN OPPORTUNITY FOR SEDIMENT AND DEBRIS TO SETTLE OUT OF RUNOFF WATERS, PRIOR TO THEM FLOWING INTO ANY EXISTING OR PROPOSED DRAINAGE FACILITY. 38 FILTER FABRIC FENCE IS TO BE INSTALLEO AT ALL LOCATIONS WHERE IT APPEARS SURFICIAL RUNOFF WILL EXIT THE SITE TO AID IN THE REMOVAL OF DEBRIS FROM STORMWATER EXITING THE SUBJECT PROPERTY. THE CONTRACTOR IS RESPONSIBLE FOR THE INSTALLATION, CLEANING, REPLACEMENT IF NECESSARY, AND MAINTENANCE OF FILTER FABRIC SILT FENCE AS NECESSARY TO ADEQUATELY CONTROL ALL SURFACE RUNOFF FROM THIS PROPERTY AND ITS ASSOCIATED DEVELOPMENT. 39. THE CONTRACTOR IS RESPONSIBLE FOR INSPECTING THE PROJECT SITE AND DETERMINING LOCATIONS WHERE STORMWATER MAY EXIT THE SUBJECT PROPERTY AND FLOW ONTO ADJACENT AREAS. AT ALL THESE LOCATIONS, THE CONTRACTOR MUST INSTALL FILTER FABRIC FENCE TO AID IN THE REMOVAL OF DEBRIS FROM STORMWATER EXITING THE SUBJECT PROPERTY. CONSTRUCTION ACTIVITIES SHALL NOT BE ALLOWED TO CAUSE ANY CONCENTRATED RUNOFF WATERS ONTO ADJOINING PROPERTIES OR RIGHT OF WAY AREAS. 40. AFTER SITE WORK IS COMPLETED AND SITE SOIL CONDITIONS ARE STABILIZED, THE CONTRACTOR SHALL CLEAN UP AND REMOVE THE EROSION CONTROL ITEMS AND ALL ACCUMULATED DEBRIS. UNTIL THE SITE IS APPROPRIATELY STABILIZED, AS DETERMINED BY THE CITY OF ANACORTES PUBLIC WORKS DEPARTMENT, THE CONTRACTOR IS RESPONSIBLE FOR ALL EROSION AND SEDIMENTATION CONTROL FACILITIES. REVISION DATE BY APPROVED Ravnik & AssociatesInc, SHEET DESCRIPTION: 7 CIVIL ENGINEERING & LAND -USE PLANNING 1633 LINDAMOOD LANE/P.O. BOX 361 BURLINGTON, WA 98233 I"PH: (360) 707.2048 FAX: (360) 707.2216 SPECIFICATIONS 41. WITHIN NEW CATCH BASINS AS THEY ARE INSTALLED AND ANY EXISTING CATCH BASIN THAT MAY RECEIVE STORM RUNOFF FROM THE PROJECT AREA, THE CONTRACTOR SHALL INSTALL FILTER FABRIC SACKS UNDER THE RESPECTIVE GRATES. THE CONTRACTOR 15 RESPONSIBLE FOR CLEANING, MAINTENANCE, AND REPLACEMENT OF FILTER FABRIC SACKS AS NECESSARY TO CONTINUALLY ALLOW STORMWATER TO BE FILTERED PRIOR TO ENTERING THE DRAINAGE SYSTEM. 42, UPON COMPLETION OF THE PROJECT IMPROVEMENTS, THE CONTRACTOR IS RESPONSIBLE FOR THOROUGHLY CLEANING OUT ALL NEW AND EXISTING STORM PIPES AND ASSOCIATED STORM STRUCTURES INCLUDING CATCH BASINS. 43. AS SOON AS PARTICULAR GRADING ACTIVITIES ARE COMPLETE, THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING A MIXTURE OF GRASS SEED, FERTILIZER, AND MULCH TO ASSIST IN STABILIZING THE DISTURBED SOILS. HAND -APPLIED SEED AND FERTILIZER IS ACCEPTABLE PROVIDING THE WEATHER CONDITIONS ARE SUPPORTIVE, OTHERWISE, HYDROSEEMNG SHALL BE PERFORMED. 44. CONSTRUCTION IMPROVEMENTS ARE REQUIRED ON SITE, AND WITHIN THE ADJOINING 30TH STREET PUBLIC RIGHT-OF-WAY AND THE "Q" AVENUE RIGHT OF WAY AS IDENTIFIED ON THE CIVIL PLANS. THE CONTRACTOR IS RESPONSIBLE FOR MAINTAINING THESE ON -SITE AND OFF -SITE PROPERTIES IN SUCH A MANNER THAT A SIGNIFICANT RAINFALL EVENT WILL NOT CAUSE SILT-LADENED STORM RUNOFF WATERS TO ENTER ANY PORTION ❑F AN EXISTING OR NEW DRAINAGE SYSTEM, WITHOUT BEING APPROPRIATELY FILTERED AND CLEANED. THE PROJECT SITE SHALL BE MANAGED AND MAINTAINED SO THAT NO DAMAGES OCCUR FROM NORMAL RAINFALL EVENTS EXPERIENCED IN CITY OF ANACORTES. 45, THROUGHOUT THE COURSE OF THE PROJECT, THE CONTRACTOR IS RESPONSIBLE FOR HAVING THE ADJOINING ROADWAY SWEPT IF DEBRIS IS TRANSPORTED FROM THE PROJECT SITE ONTO THE ADJOINING ROADWAY. THE ROADWAYS MUST BE THOROUGHLY SWEPT TO REMOVE AS MUCH DEBRIS AS POSSIBLE, AND THEN WASHED OR VACUUMED. WHEREVER ROAD -WASHING ACTIVITIES OCCUR, SEDIMENT -CONTROL DEVICES MUST BE IN PLACE TO TRAP SILT AND DEBRIS FROM BEING WASHED INTO THE DRAINAGE SYSTEM AND UPON ADJOINING PROPERTIES. THE CONTRACTOR SHALL PROTECT ALL PROPERTIES FROM BEING DAMAGED AND IMPACTED BY WASH WATER. GRAVEL AND PROCESSED MATERIALS 46. STRUCTURAL FILL, AS NEEDED TO COMPLETE GRADING CONDITIONS AND AS NECESSARY WITHIN THE PROPOSED UTILITY TRENCHES AND IMPERVIOUS SURFACES, SHALL CONFORM TO THE GRAVEL BORROW SPECIFICATION IN WSDOT SECTION 9-03.14(1). GRAVEL BORROW MATERIAL SHALL NOT CONTAIN MORE THAN 5 PERCENT MAXIMUM ANY MATERIAL PASSING THE NO. 200 SIEVE. IF IN THE OPINION OF THE ENGINEER, OWNER, OR CITY OF ANACORTES, THE IMPORTED STRUCTURAL FILL MATERIAL APPEARS TO CONTAIN MORE THAN 5 PERCENT OF MATERIAL PASSING THE NO. 200 SIEVE, OR DOES NOT APPEAR TO CONFORM TO THE REQUIRED GRADATION, THE CONTRACTOR SHALL PROVIDE A GRADATION ANALYSIS AT NO ADDITIONAL CHARGE TO THE OWNER. PRIOR TO CONSTRUCTION, THE CONTRACTOR MUST PROVIDE A NEW GRADATION ANALYSIS AND PROCTOR OF THE GRAVEL MATERIAL TO BE IMPORTED. THIS ANALYSIS IS TO BE PROVIDED TO THE OWNER'S RETAINED SOILS ENGINEER FOR REVIEW AND APPROVAL. THE OWNER WILL RETAIN PERSONNEL TO PERFORM COMPACTION TESTING OF GRAVEL FILL MATERIALS AS IDENTIFIED HEREIN. THE CONTRACTOR SHALL HAVE THEIR OWN MATERIALS TESTING COMPANY OBTAIN A NEW SAMPLE OF GRAVEL AND PROVIDE A NEW GRADATION ANALYSIS AND PROCTOR ANALYSIS FOR REVIEW AND APPROVAL BY THE PROJECT ENGINEER AND THE OWNER'S MATERIALS TESTING COMPANY. MATERIALS THAT ARE DETERMINED TO BE UNACCEPTABLE SHALL BE PROMPTLY REMOVED FROM THE PROJECT SITE AND REPLACED WITH APPROPRIATE MATERIALS AT NO ADDITIONAL CHARGE TO THE CONTRACT. EACH LIFT OF STRUCTURAL FILL MATERIAL, REGARDLESS OF LOCATION, SHALL BE MECHANICALLY COMPACTED TO A MINIMUM OF NINETY-FIVE PERCENT OF THE MAXIMUM DRY DENSITY, AT A MOISTURE CONTENT PLUS OR MINUS TWO PERCENT FROM OPTIMUM, AS DETERMINED BY THE ASTM TEST METHOD D-1557. MATERIALS THAT ARE DETERMINED TO BE UNACCEPTABLE SHALL BE PROMPTLY REMOVED FROM THE PROJECT SITE AND REPLACED WITH APPROPRIATE MATERIALS AT NO ADDITIONAL CHARGE TO THE CONTRACT. GRAVEL MATERIALS SHALL BE TESTED FOR COMPACTION AS REQUIRED. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR PROVIDING ALL IMPORTED GRAVEL THAT CONFORMS TO THE REQUIRED GRADATION AND CAN BE COMPACTED AS SPECIFIED 47. CRUSHED SURFACING TOP COURSE AND CRUSHED SURFACING BASE COURSE FOR ALL IMPERVIOUS AREAS SHALL BE 100 PERCENT FULL -FRACTURE FACE OBTAINED FROM A QUARRY AND CONFORMING TO WSDOT SECTION 9-03.9(3), PLACED IN LOOSE: LIFTS NOT EXCEEDING FOUR INCHES IN DEPTH AND COMPACTED TO A MINIMUM OF NINETY-FIVE PERCENT MAXIMUM DRY DENSITY AS DETERMINED BY THE ASTM TEST METHOD D-1557. MOISTURE CONTENT OF ALL MATERIALS SHALL BE PLUS OR MINUS TWO PERCENT FROM OPTIMUM. THE OWNER RESERVES THE RIGHT TO EXCHANGE CRUSHED SURFACING BASE COURSE WITH CRUSHED SURFACING TOP COURSE AT NO CHANGE IN CONTRACT PRICE. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR PROVIDING ALL IMPORTED CRUSHED ROCK MATERIALS THAT CONFORM TO THE REQUIRED GRADATION AND CAN BE COMPACTED AS SPECIFIED. THE COMPLETED CONDITION FOR PLACED CRUSHED ROCK SHALL BE A DENSE, NON -YIELDING, TIGHT, CONDITION FROM THE BOTTOM TO THE TOP OF THE CRUSHED ROCK SECTION. 48, DRAIN ROCK TO BE PROVIDED IN THE INFILTRATION TRENCHES MUST BE CLEAN, WASHED PRODUCT VARYING IN SIZE FROM 0.75---INCHES TO 2.0-INCHES. DRAIN ROCK SHALL BE FREE OF FINES AND ALL OTHER DEBRIS. NON -WASHED DRAINROCK WILL NOT BE ACCEPTED. 49, QUARRY SPALLS ARE TO BE USED WHERE NECESSARY AS UTILITY TRENCH FOUNDATION, STRUCTURE FOUNDATION, AT THE EXPOSED STORM PIPE INLETS AND OUTLETS, FLOW ARMOURING, AND AS REQUIRED BY THE CITY FOR TEMPORARY CONSTRUCTION ACCESS ROADS. QUARRY SPALLS SHALL CONFORM TO WSDOT SECTION 9-13.6. 50, GEOTEXTILE FABRIC SHALL BE PLACED UPON THE SUBGRADE SURFACE AS DIRECTED BY THE CIVIL PLANS. GEOTEXTILE FABRIC SHALL CONFORM TO WSDOT SECTION 9-33, TABLE 3, SOIL STABILIZATION PROPERTIES. LISTED BELOW ARE THE MINIMUM REQUIREMENTS FROM THIS REFERENCED SECTION: APPARENT OPENING SIZE: NO. 40 SIEVE MAX WATER PERMITTIVITY: 0.1 / SEC MINIMUM GRAB TENSILE STRENGTH 315/200 SEAM BREAKING STRENGTH 270/180 51. WHERE FABRIC IS REQUIRED, THE CONTRACTOR IS RECOMMENDED TO PERFORM AS MANY OF THE UNDERLYING UTILITY IMPROVEMENTS AS POSSIBLE TO PREVENT HAVING TO CUT THE GEOTEXTILE FABRIC. WHERE ARE CUTS FABRIC E NECESSARY,THE CONTRACTOR SHALL USE A SHARP DEVICE AND NOT TEA H FABRIC FOR HE PROPOSED WORK. N TEAR T AT LOCATIONS WHERE A CUT MUST BE MADE, THE OVERLAPPING FABRIC TO COVER THE CUT MUST OVERLAP A MINIMUM OF THREE FEET IN EACH DIRECTION. 52. PLACEMENT OF THE GEOTEXTILE FABRIC WHERE REQUIRED, SHALL BE ON A SUBGRADE THAT HA5 BEEN EXCAVATED, PREPARED AS IDENTIFIED HEREIN, AND INSPECTED FOR APPROVAL. PLACEMENT OF THE FABRIC SHALL BE PERFORMED UTILIZING THE MANUFACTURER'S RECOMMENDED METHODS IN ORDER TO STRETCH THE FABRIC AS TIGHT AS POSSIBLE. ALL FABRIC JOINTS MUST OVERLAP A MINIMUM OF THREE FEET. 53. AT LOCATIONS WITHIN THE PROJECT SITE WHERE OVEREXCAVATION IS NECESSARY TO REMOVE SOFT, YIELDING, SUBGRADE MATERIALS, AND AS DIRECTED BY THE SOILS ENGINEER, THE CONTRACTOR SHALL UTILIZE TWO LAYERS OF GEOTEXTILE FABRIC FOR SOIL STABLIZATION PER WSDOT SECTION 9-33, TABLE 3. THE GEOTEXTILE FABRIC SHALL BE PLACED ALONG THE BOTTOM AND SIDES OF THE OVEREXCAVATED AREA, AND SHALL EXTEN❑ BEYOND THE OVER EXCAVATED AREA A MINIMUM DISTANCE OF FIVE FEET ONTO AREAS WHERE THE SUBGRADE CONDITIONS ARE FIRM AND NON -YIELDING. THE OVER EXCAVATED AREA SHALL BE FILLED WITH MECHANICALLY COMPACTED GRAVEL BORROW MATERIAL TO THE DESIGNED SUBGRADE ELEVATION WHERE THE PRIMARY SHEET OF GEOTEXTILE FABRIC SHALL 3E PLACED. PLAN STATUS: SCALE: A5 SHOWN SHEET TITLE: DRAWN BY: D. REMSEN CHECKED BY-J. RAVNIK DATE: 10.16.19 GEOTEXTILE FABRIC PLACED WITHIN THE INFILTRATION TRENCHES SHALL CONFORM TO CLASS C PRODUCT OF TABLE 5 FROM WSDOT SECTION 9-3. THE FABRIC SHALL HAVE AN APPARENT OPEN SIZE EQUAL TO THE #70 U.S SIEVE SIZE. INSTALLATION OF THIS PRODUCT SHALL BE ON THE SIDES AND OVERLAPPING THE TOP OF ALL DRAIN ROCK -FILLED TRENCHES ASSOCIATED WITH THIS PROJECT'S INFILTRATION SYSTEM. OVER THE TOP OF THE QRAIN ROCK, THE FILTER FABRIC SHALL OVERLAP NOT LESS THAN ONE-HALF TRENCH WIDTH. ASPHALT PAVI NG 54. HOT MIX ASPHALT (HMA) AS SPECIFIED IN THE GEOTECHNICAL INVESTIGATION, SHALL CONFORM TO WSDOT SECTION 5-04. ALL ONSITE ASPHALT PLACEMENT SHALL CONFORM TO REQUIREMENTS OF THE CIVIL PLANS, AND THE REQUIREMENTS OF THE MATERIALS TESTING COMPANY. THE ENGINEER AND OWNER SHALL APPROVE ALL ONSITE ASPHALT IMPROVEMENTS. CITY OF ANACORTES SHALL APPROVE ANY ASPHALT IMPROVEMENTS WITHIN THE EXISTING AND PROPOSED PUBLIC RIGHT OF WAY, ALL ASPHALT SHALL BE COMPACTED TO A MINIMUM OF NINETY-TWO PERCENT OF THE RICE DENSITY AND TESTED FOR COMPACTION BY THE CONTRACTOR'S RETAINED MATERIALS TESTING FIRM AND THE CONTRACTOR'S SUBCONTRACTOR PERFORMING THE PARTICULAR WORK. THERE IS NO ADDITIONAL PAYMENT FOR ASPHALT COMPACTION THAT IS GREATER THAN 92%. THE CONTRACTOR IS RESPONSIBLE FOR BECOMING FAMILIAR WITH THE CIVIL PLANS THAT WERE DONE FOR THE PROJECT. THE CONTRACTOR MUST PERFORM AN ON -SITE CONSTRUCTION MEETING WITH THE OWNER'S RETAINED COMPACTION -TESTING FIRM, ENGINEER, CITY OF ANACORTES, AND THE ASPHALT PAVING CONTRACTOR, PRIOR TO ASPHALT PAVING, TO DETERMINE ANY ADDITIONAL SPECIFIC REQUIREMENTS OR CONCERNS EXPRESSED BY THE ENGINEER AND OWNER RELATIVE TO THE ONSITE ASPHALT IMPROVEMENTS, FROM CITY OF ANACORTES FOR RIGHT OF WAY ASPHALT IMPROVEMENTS. 55. POROUS AGGREGATE CONDITIONS WITHIN THE ASPHALT PAVING, THAT ARE NOT CONSISTENT WITH THE AVERAGE ASPHALT PAVING SURFACE OR ARE UNACCEPTABLE TO THE ENGINEER, OWNER, OR CITY OF ANACORTES, SHALL BE REPAIRED OR RECONSTRUCTED AT NO ADDITONAL COST TO THE CONTRACT. IF PORTIONS OF THE ASPHALT SURFACE ARE T00 OPEN AND POROUS, THE ENTIRE ASPHALT SURFACE SHALL BE FOG-SEALE❑ AS DIRECTED BY THE ENGINEER OR OWNER, AT NO ADDITIONAL CONTRACT AMOUNT. ALL ABUTTING EDGES OF EXISTING ASPHALT SHALL BE NEATLY SAWCUT FULL DEPTH TO PROVIDE A NEAT, STABLE EDGE FOR THE NEW ASPHALT IMPROVEMENTS. SAWN ASPHALT FACES THAT ARE BROKEN AS A RESULT OF THIS CONSTRUCTION, OR RAVEL, SHALL BE SAWCUT AND REMOVED IMMEDIATELY PRIOR TO ASPHALT PAVING. ALL SAWCUT FACES AND THE FACE OF ABUTTING STRUCTURES SHALL BE THOROUGHLY COATED WITH ASPHALT TACK COAT MATERIAL PRIOR TO ASPHALT PAVING. UPON COMPLETION OF ALL ASPHALT WORK, THE CONTRACTOR SHALL IMMEDIATELY, AND THOROUGHLY, CLEAN THIS SITE OF ALL LOOSE AND TRACKED ASPHALT DEBRIS. FAILURE OF THE CONTRACTOR TO PERFORM AND COMPLETE THIS WORK WITHIN TWO CALENDAR DAYS AFTER EACH PHASE OF PAVING, GIVES THE OWNER THE RIGHT TO HAVE THIS WORK DONE BY OTHERS, AT THE CONTRACTOR'S EXPENSE. UPON COMPLETION OF ALL ASPHALT PAVING, ALL SURFACE JOINTS BETWEEN EXISTING ANd NEW ASPHALT SHALL BE THOROUGHLY SEALED WITH HEAT -APPLIED AR4000 AND SAND COAT, UNLESS OTHERWISE SPECIFIED BY THE ENGINEER OR OWNER. 55. AFTER ALL PAVING IS COMPLETE, THE CONTRACTOR SHALL INSPECT AND CLEAN THE LIDS OF ALL STRUCTURES WTIHIN THE AREA PAVED TO MAKE SURE THE LIDS ARE ACCESSIBLE AND CAN EASILY BE OPENED. 57, WITHIN TWENTY-FOUR HOURS PRIOR TO ASPHALT PAVING, SOIL RESIDUAL HERBICIDE SHALL BE APPLIED TO ALL SURFACES TO BE PAVED. SOIL RESIDUAL HERBICIDE SHALL CONFORM TO WSDDT SECTION 5--04.3(5)D. 58. WITHIN THE PROPOSED ASPHALT IMPROVEMENTS, THE TOPS OF ALL STRUCTURES SUCH AS MANHOLES, CATCH BASINS, VAULTS, AND WATER VALVES, SHALL BE SET AND GROUTED FLUSH WITH THE FINISHED ASPHALT GRADE. ALL STRUCTURE TOPS SHALL BE PROPERLY ALIGNED WITH THE UNDERLYING STRUCTURE. CONCRETE STRUCTURES 59. CONCRETE SHALL BE USING CLASS 3000, AIR -ENTRAINED, WSDOT SECTION 8-14, AND WSDOT STANDARD PLAN F-30.10-00. FINISHED CONCRETE SHALL BE SPRAYED WITH A WHITE CURING COMPOUND AND COVERED WITH A REFLECTIVE -TYPE SHEETING TO PROVIDE A COVERED CURING TIME OF AT LEAST 72 HOURS. ALL JOINTS SHALL BE CLEANS❑ AN❑ EDGED WITH AN EDGER HAVING A ONE -QUARTER INCH RADIUS. 60, STANDARD CAST IN PLACE CEMENT CONCRETE TRAFFIC CURB AND GUTTER SHALL CONFORM TO WSDOT SECTION 8-04 AND WSDOT STANDARD PLAN F-10.12-00. CONCRETE FOR TRAFFIC CURB AND GUTTER, AND CONCRETE FOR TRAFFIC CURB, SHALL BE THE SAME AS THAT REQUIRED FOR CONCRETE SIDEWALKS, AND SHALL BE FOUNDED ON A MINIMUM 12-INCH DEPTH OF COMPACTED GRAVEL, AS SPECIFIED, OVER A NON --YIELDING, FIRM, SUBGRADE. THE CONTRACTOR IS RESPONSIBLE FOR FINISHING AND PROTECTING ALL CURB AND GUTTERS AS REQUIRED BY THE ENGINEER AND CITY OF ANACORTES PUBLIC WORKS DEPARTMENT. 61. AT VARIOUS LOCATIONS WITHIN THE PROJECT, A DEPRESSED CURB/GUTTER SECTION SHALL BE CONSTRUCTED. THE TOP BACK OF CURB HEIGHT SHALL BE SUFFICIENT TO CONVEY ALL RUNOFF WATERS, YET BE MOUNTABLE. TRANSITIONS FROM A FULL -HEIGHT CURB SECTION TO A DEPRESSED CURB SECTION SHALL BE A MINIMUM OF SIX FEET LONG CONFORMING TO ADA RAMP REQUIREMENTS. 62. INSTALL 3/16-INCH THICK EXPANSION JOINT MATERIAL AT 20 FEET ON CENTER. COLD JOINTS SHALL ALSO BE PROVIDED AT ALL HIGH POINTS, LOW POINTS, AND VERTICAL ANGLE POINTS WITHIN THE CURBING. P. 14 y ,, QF wA6 � - F�w 5 N I ' z� 27� • rt �,l // q E�� 1//, ENGI DATE THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE NTH THE CITY OF ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF THE DESIGN WITH APPLICABLE LAWS IS THE SOLE RESPONSIBILITY OF THE PROFESSIONAL ENGINEER. WHOSE NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH, AND PROVIDING MITIGATION FOR ALL FEDERAL. STATE. COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES, INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT. STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT, FEDERAL FLOOD PLAIN PERMITS, NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE RESPONSIBILITY OF THE DEVELOPER. LAND OWNER, AND THEIR ENGINEER. THE ISSUANCE OF THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE LAWS AND PERMIT REQUIREMENTS. 1 ' -. ��ksL_ l°'n.19 CITY ENGINEER DATE CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN 1 YEAR OF THE ❑ATE. SALISH INN 907 30TH STREET FOR EK TER.A ASARA, LLC SECTION 30 T. 35 N., R. 2 E., W.M. DRAWING NO. 18025. SPECS. dwg JOB NO. 18❑25 SHEET NO. 14 OF 16 63. ALL CONCRETE SURFACES FOR CURBS AND GUTTERS SHALL BE VERY NEATLY GROOMED AND FREE OF EXCESS CONCRETE DEBRIS. NON -UNIFORM SURFACES AND NON-BROOMED SURFACES WILL NOT BE ACCEPTED. UNACCEPTABLE CONCRETE IMPROVEMENTS SHALL HE PROMPTLY REMOVED BY THE CONTRACTOR AND REPLACED TO THE SATISFACTION OF THE OWNER AND ENGINEER, AT NO ADDITIONAL CONTRACT COST. 64. AT ALL DRIVEWAY LOCATIONS, THE CONCRETE DRIVEWAY SECTION SHALL BE EIGHT INCHES THICK REINFORCED WITH FIBER MESH, FOUNDED ON A 12 INCH THICK GRAVEL FOUNDATION. STORM DRAINAGE 65. THE FOLLOWING PIPE MATERIALS ARE APPROVED FOR USE AS STORM DRAINAGE PRODUCTS FOR THE PROPOSED IMPROVEMENTS. WHICHEVER CHOSEN, THE SAME TYPE SHALL BE USED THROUGHOUT EACH INDIVIDUAL STORM SEWER SYSTEM BETWEEN STRUCTURES. IF A SPECIFIC MATERIAL IS IDENTIFIED ON THE CIVIL PLANS, OR HEREIN, THE CONTRACTOR SHALL PROVIDE THE INSTALLATION AS NOTED. A. REINFORCED CONCRETE PIPE SHALL CONFORM TO SECTION 9-05.3 AND SECTION 9-05.7. B. PVC STORM PIPES SHALL CONFORM TO WSDOT SECTION 9-05.12 (1) MEETING THE REQUIREMENTS OF ASTM D 3034, SDR 35. ALL PVC PIPES SHALL HAVE GASKETED JOINTS CONNECTED WITH INJECTION MOLDED FITTINGS ALSO WITH GASKETS. ALL PVC PIPE SHALL BE SOLID WALL, NOT PROFILE WALL- C. CORRUGATED POLYETHYLENE PIPE (CPP) SHALL HAVE A SMOOTH BARREL INTERIOR, CORRUGATED EXTERIOR CONFORMfNG TO WSDOT SECTION 9-05.20 AND MEETING THE REQUIREMENTS OF AASHTO M-294. POLYETHYLENE PIPE THAT IS CORRUGATED INSIDE AND OUTSIDE IS NOT ACCEPTABLE WITHIN ANY PORTION OF THIS PROJECT. ALL JOINTS SHALL BE PREMIUM, WATER TIGHT COUPLERS WITH GASKETS. NON-GASKETED BANDS THAT ARE SECURES? WITH POLYETHYLENE TIE -STRIPS ARE UNACCEPTABLE. D. DUCTILE IRON PIPE SHALL BE CLASS 50, CONFORMING TO WSDOT SECTION 9-05.13. WITHIN THE ONSITE, PRIVATE, IMPROVEMENTS, DUCTILE IRON PIPE SHALL BE USED AT ALL LOCATIONS WHERE THE DEPTH OF COVER IS 15-INCHES OR LESS. WITHIN THE OFFSITE RIGHT OF WAY IMPROVEMENTS, DUCTILE IRON PIPE SHALL BE USED AT ALL LOCATIONS WHERE THE DEPTH OF COVER IS 24-INCHES OR LESS. E. PERFORATED, CORRUGATED, POLYETHYLENE PIPE HAVING CORRUGATIONS OUTSIDE WITH A SMOOTH INTERIOR BARREL SHALL BE USED IN DRAINAGE TRENCHES AS NOTED ON THE CIVIL PLANS. THIS PIPE SHALL CONFORM TO WSDOT SECTION 9-05.2(7). ALL CONNECTIONS SHALL BE ACHIEVED WITH THE APPROPRIATELY SIZED FITTINGS AND ADAPTORS COMPRISED OF THE SAME MATERIAL AS THE PIPE. PERFORATED PVC PIPE MAY ALSO BE USED PROVIDING THE PERFORATIONS ARE A SIZE THAT WILL NOT ALLOW BACKFILL MATERIALS TO MIGRATE INTO THE PIPE. 66. AT ALL LOCATIONS WHERE PIPE ENDS ARE EXPOSED AT SWALES, DITCH INLETS AND OUTLETS, THE PIPES SHALL BE CUT WITH A 3:1 BEVELED END. AT ALL LOCATIONS WHERE STORM PIPES ENTER OR EXIT FROM THE SWALE OR DITCH, A QUARRY SPALL SPLASH PAD SHALL BE CONSTRUCTED AS PREVIOUSLY REFERENCED. THE SPLASH PAD SHALL BE SWALE SHAPED TO CONVEY WATER AND SHALL NOT BE AT AN ELEVATION THAT IMPEDES FLOW. 67- AT ALL LOCATIONS WHERE STORM PIPES CONNECT TO CONCRETE STRUCTURES, THE CONTRACTOR SHALL NEATLY GROUT THE INSIDE AND OUTSIDE OF THE STRUCTURE TO TOTALLY ENCOMPASS THE STORM PIPE CONNECTION. GROUTING MATERIAL SHALL BE NONSHRINK, CONCRETE -TYPE MATERIAL. THE CONSTRUCTION OF STORM PIPE CONNECTIONS TO CATCH BASIN STRUCTURES SHALL BE PERFORMED IN SUCH A WAY THAT NO GROUND WATER WILL LEAK INTO THE STRUCTURE, NOR WILL WATER LEAK FROM THE STRUCTURE. THE CONTRACTOR HAS THE OPTION OF USING RUBBER BOOTS OR OTHER DEVICES TO ASSURE NO LEAKAGE OCCURS. AT ALL LOCATIONS WHERE PVC PIPE IS USED AT CONNECTIONS TO CONCRETE STRUCTURES, THE CONTRACTOR SHALL INSTALL A PVC/SAND COLLAR ADAPTER OR RUBBER BOOT ADAPTOR ON THE END OF THE PVC PIPE IN ORDER TO PROVIDE A CLEAN, GROUTED, WATERTIGHT CONNECTION BETWEEN THE STORM PIPE AND THE CONCRETE STRUCTURE. 68. UPON COMPLETION OF ALL SITE IMPROVEMENTS, THE CONTRACTOR SHALL THOROUGHLY FLUSH OUT ALL STORM PIPES TO REMOVE ALL DEBRIS. DEBRIS REMOVED FROM THE STORM SYSTEM IS NOT TO BE WASHED INTO THE DOWNSTREAM DRAINAGE SYSTEM. THE CONTRACTOR IS RESPONSIBLE FOR THE APPROPRIATE DISPOSAL OF ALL MATERIALS REMOVED FROM THE STORM SYSTEM CLEANING. 69, STORM CATCH BASIN STRUCTURES AND THEIR APPURTENANCES SHALL CONFORM TO THE REQUIREMENTS OF CITY OF ANACORTES PUBLIC WORKDS DEPARTMENT AND THE FOLLOWING WSDOT STANDARD PLANS: TYPE I CATCH BASIN -STANDARD PLAN B-5.20-00 TYPE IL CATCH BASIN --STANDARD PLAN B-5.40-00 SOLID METAL COVER FOR CATCH BASINS -STANDARD PLAN B-30.10-00 AND B-30.20-01 METAL FRAME AND GRATE -STANDARD PLAN B-30.10-00 AND B--30.50-00 CATCH BASIN TYPE II-48", 60" 96" INCH -STANDARD PLAN 8-10.20-00 MISCELLANEOUS DETAILS FOR DRAINAGE STRUCTURES -STANDARD PLAN 8-30.90-00 IF SUBGRADE CONDITIONS ARE SOFT BELOW PROPOSED STRUCTURES, THE FOUNDATION SHALL BE OVER -EXCAVATED TWO FEET BELOW THE STRUCTURE AND TO THREE FEET BEYOND THE PERIMETER EDGE OF THE STRUCTURE AND FILLED WITH MECHANICALLY COMPACTED QUARRY SPALLS TO PROVIDE FOR A FIRM, DENSE, NON -YIELDING SUBGRADE CONDITION. THE BOTTOM AND SIDES OF THE OVER -EXCAVATION SHALL BE LINED WITH GEOTEXTiLE FABRIC AS SPECIFIED FOR THE ROAD SUBGRADE. 70. AT THE END OF ALL STORM SEWER SERVICES, THE CONTRACTOR SHALL INSTALL A MARKER POST AS INDICATED ON THE CIVIL PLANS. THE MARKER POST SHALL BE INSTALLED VERTICALLY PLUMB, PAINTED WHITE AND NEATLY STENCILED WITH LARGE BLACK LETTERS THE WORD "STORM." AS WITH ALL UTILITIES, THE MARKER POST MUST BE INSTALLED AT THE SAME TIME AS THE UTILITY. 71. AT VARIOUS LOCATIONS WITHIN THE STORM DRAINAGE SYSTEMS, CLEAN OUT ASSEMBLIES ARE IDENTIFIED. CLEAN OUT ASSEMBLIES SHALL BE INSTALLED AT THE LOCATIONS AND ELEVATIONS AS IDENTIFIED ON THE CIVIL PLAN. WITHIN LANDSCAPED AREAS, THE TOP OF THE CLEAN OUT SHALL COMPRISE ITS CAP, SET FLUSH WITH THE FINISHED LANDSCAPE GRADE. WITHIN HARD SURFACED AREAS, THE TOP OF THE CLEAN OUT CAP SHALL BE CONTAINED WITHIN A CONCRETE OR ALUMINUM FOG -TIGHT ENCLOSURE, WITH THE CLEAN OUT CAP SET WITHIN THREE TO SIX INCHES BELOW THE ENCLOSURES LID, AT ALL LOCATIONS WHERE THE FOG -TIGHT ENCLOSURE IS INSTALLED, IT SHALL BE SET FLUSH WITH THE FINISHED HARD SURFACED GRADE. SANITARY SEWER 72. SANITARY SEWER PIPE SHALL BE PVC CONFORMING TO WSDOT SECTION 9-05.12(1) MEETING THE REQUIREMENTS OF ASTM D 3034, SDR 35. ALL JOINTS SHALL BE BELL AND SPIGOT TYPE WITH RUBBER GASKETS. ALL MATERIALS AND CONSTRUCTION SHALL CONFORM TO WSDOT SECTION 7-08 AND 7-17 AND REQUIREMENTS OF THE CITY OF ANACORTES SEWER DEPARTMENT. THE CITY OF ANACORTES SEWER DEPARTMENT MUST BE CONTACTED PRIOR TO THE SEWER INSTALLATION TO COORDINATE THE CITY'S INSPECTION REQUIREMENTS. 73. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLING ALL COMPONENTS OF THE SANITARY SYSTEM IN SUCH A MANNER AS TO PREVENT ANY GROUNDWATER INTRUSION. 74. THE CONTRACTOR SHALL CONDUCT AN AIR PRESSURE TEST OF EACH NEW INDIVIDUAL SANITARY SEWER MAIN BETWEEN THE MANHOLE AND THE ENDS OF PIPE. THE SANITARY SEWER PIPE SHALL BE AIR -PRESSURE TESTED AT A PRESSURE EQUAL TO 4 PSI IN EXCESS OF THE ESTIMATED WATER TABLE HEAD OVER THE PIPE. THE AIR PRESSURE TEST SHALL BE PERFORMED FOR A TEN-MINUTE PERIOD. DURING THE PRESSURE TEST NO NOTICEABLE CHANGE IN GAUGE PRESSURE SHALL OCCUR. THE CONTRACTOR IS RESPONSIBLE FOR RESTRAINING ALL PIPE ENDS, CLEANOUTS, AND SERVICES DURING THIS TESTING PERIOD, THIS TEST MUST BE MONITORED BY THE ENGINEER AND THE CITY. REV. NO. 75. AT THE ENDS OF ALL SANITARY SEWER SERVICES, THE CONTRACTOR SHALL INSTALL A CAP ON THE END OF PIPE AND INSTALL A MARKER POST. THE MARKER POST SHALL BE INSTALLED VERTICALLY PLUMB, PAINTED WHITE, AND STENCILED WITH LARGE BLACK LETTERS, THE WORD "SEWER" AND THE DEPTH OF BURY FROM THE ADJACENT FINISHED GRADE. THE MARKER POST MUST BE SET AT THE TIME THE UTILITY IS INSTALLED. 76, AT LOCATIONS WHERE PROPOSED SEWER LINES CROSS EXISTING OR PROPOSED WATERLINES, THE INTERSECTION OF THE SEWER PIPE AND THE WATER PIPE SHALL BE AT A MID -PIPE LOCATION FOR THE PVC SEWER PIPE AS WELL AS THE MID -PIPE LOCATION FOR DUCTILE IRON WATER PIPE. AT THESE INTERSECTIONS, A MINIMUM ONE -FOOT OF VERTICAL CLEARANCE BETWEEN THE PIPE -WALLS SHALL BE ACHIEVED. 77. CLEANOUT ASSEMBLIES WITHIN THE SANITARY SEWER SYSTEM SHALL BE INSTALLED AT THE LOCATION AND ELEVATIONS IDENTIFIED ON THE CIVIL PLANS, AND AS NECESSARY TO ACCOMMODATE EACH SANITARY SEWER SERVICE. THE CONTRACTOR IS RESPONSIBLE FOR SETTING THE TOP OF THE CLEANOUT ASSEMBLY WITHIN 3" - 6" BELOW THE ENCLOSURE ASSEMBLY'S LID. CLEANOUT ASSEMBLIES SHALL CONFORM TO WSDOT STANDARD PLAN B-85.40-00, THE REQUIREMENTS OF THE CITY OF ANACORTES SEWER DEPARTMENT, CITY OF ANACORTES PUBLIC WORKS, AND THE DETAIL PROVIDED ON THE CIVIL PLANS. ALL CLEANOUT ASSEMBLIES THAT ARE INSTALLED WfTHIN FUTURE HARD SURFACED AREAS SUCH AS GRAVEL, CRUSHED ROCK, ASPHALT, CONCRETE, OR HEAVY TRAFFIC AREAS, SHALL BE CONTAINED WITHIN A CAST IRON OR ALUMINUM FOG-TITE LID ASSEMBLY. THE FOG TITE LID ASSEMBLY SHALL BE SIZED APPROPRIATELY TO ALLOW REMOVAL OF THE CAP ON THE TOP PORTION OF THE VERTICAL CLEANOUT STANDPIPE ASSEMBLY. CLEANOUT ASSEMBLIES WITHIN LANDSCAPE AREAS SHALL HAVE THEIR TOP CAP SET FLUSH WITH THE FINISHED LANDSCAPE GRADE. WATER 78. STANDARD SPECIFICATIONS SHALL BE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION 2018 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION, APWA CURRENT STANDARDS AND THE CITY OF ANACORTES WATER DEPARTMENT REQUIREMENTS. SPECIFIC SPECIFICATIONS FROM THE CITY ARE PROVIDED ON THE CIVIL PLANS, AND SHALL BE CONFORMED TO. WHERE THERE IS A DISCREPANCY IN THE WATER SYSTEM SPECIFICATIONS HEREIN AND THOSE FROM THE CITY, THE MOST STRINGENT SHALL APPLY UNLESS OTHERWISE APPROVED BY THE CIVIL ENGINEER AND THE CITY OF ANACORTES. 79. CONTRACTOR IS RESPONSIBLE FOR REVIEWING THE CITY REQUIREMENTS THOROUGHLY PRIOR TO COMMENCING WORK. 80. ANY PERMITS OR OTHER REQUIREMENTS THAT WILL BE NEEDED TO COMPLETE THIS PROJECT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR AND/OR THE DEVELOPER, 81. A PRECONSTRUCTION CONFERENCE MUST BE SCHEDULED BY THE CONTRACTOR WITH THE CITY PRIOR TO CONSTRUCTION. AT THE PRECONSTRUCTION MEETING, THE CONTRACTOR MUST PROVIDE A LIST OF ALL MATERIALS, WATERLINE INSTALLATION AND TESTING SCHEDULE, CONTRACTOR'S LICENSE AND OTHER INFORMATION AND CERTIFICATIONS REQUIRED BY CITY OF ANACORTES ENGINEERING AND WATER DEPARTMENTS. 82. THE UTILITY LOCATIONS MARKED ON THIS MAP ARE APPROXIMATE. THE CONTRACTOR IS TO VERIFY THE ACTUAL LOCATION AND DEPTH OF ALL WATERLINES PRIOR TO CONSTRUCTION. THE ONE -CALL UTILITY LOCATE SERVICE SHALL BE CONTACTED PRIOR TO CONSTRUCTION AT 811. 83. BEFORE CONNECTION TO AN EXISTING WATER MAIN, ALL NEW WATER MAINS AND REPAIRED PORTIONS OF/OR EXTENSION TO EXISTING MAINS SHALL BE ADEQUATELY CHLORINATED, HYDROSTATICALLY PRESSURE TESTED, AND A SATISFACTORY BACTERIOLOGICAL REPORT OBTAINED. BACTERIA SAMPLING AND TESTING SHALL BE PERFORMED TO THE REQUIREMENTS OF CITY OF ANACORTES WATER DEPARTMENT AND THE SKAGIT COUNTY HEALTH DEPARTMENT. THE CONTRACTOR iS RESPONSIBLE FOR COORDINATING WITH THESE JURISDICTIONS TO OBTAIN WATER SAMPLING DEVICES, OBTAINING THE WATER SAMPLES AS REQUIRED BY THE CITY OF ANACORTES WATER AND PUBLIC WORKS DEPARTMENTS, AND SUBMITTING ALL SAMPLES FOR TESTING. THE CONTRACTOR IS RESPONSIBLE FOR ALL TESTING FEES. 84. ALL TIE-INS, SHUTDOWN, FLUSHING, AND HEALTH SAMPLES SHALL BE COORDINATED WITH THE CITY. THE CONTRACTOR SHALL NOT OPERATE ANY VALVES WITHOUT CITY APPROVAL. THE CONTRACTOR IS RESPONSIBLE FOR RETURNING THE VALVES TO THEIR PROPER POSITIONS, AS DIRECTED BY THE CITY. 85. NO CONNECTION SHALL BE MADE BETWEEN THE EXISTING DISTRIBUTION SYSTEM AND THE NEW PIPELINE UNTIL THE NEW SYSTEM HAS BEEN PROPERLY DISINFECTED AND ADEQUATELY FLUSHED. A PROPER WASHINGTON STATE APPROVED REDUCED PRESSURE BACKFLOW PREVENTION ASSEMBLY SHALL BE INSTALLED AT THE CONNECTION (BY WAY OF A JUMPER). THE ASSEMBLY SHALL HAVE BEEN TESTED AS REQUIRED BY THE CITY AND PER WSDOT SECTION 7-11.3(12)J. 86. THE CONTRACTOR IS RESPONSIBLE FOR ALL GRAVEL TRENCH BACKFILL WITHIN WATERLINE TRENCHES AND RESTORATION OF THE TRENCH CONDITIONS TO THE FINISHED CONDITION REQUIRED. 87. MAXIMUM TRENCH DEPTH SHALL BE 48 INCHES BELOW FINISHED GRADE ELEVATION WITH MINIMUM COVER OF 36 INCHES OVER TOP OF PIPE UNLESS OTHERWISE SPECIFIED ON THE CIVIL PLAN, AND AS NECESSARY TO AVOID CONFLICTS WITH OTHER UTILITIES. A MINIMUM OF 1-FOOT VERTICAL CLEARANCE AND 5-FOOT HORIZONTAL CLEARANCE BETWEEN WATER PIPELINE AND ALL OTHER UTILITIES UNLESS OTHERWISE SPECIFIED. WATER PIPELINE HORIZONTAL AND VERTICAL ALIGNMENTS ARE REQUIRED TO BE STAKED ON A MAXIMUM 50-INTERVAL, OR AS REQUIRED BY THE CITY. LOCATIONS WHERE PROPOSED WATERLINES CROSS EXISTING OR PROPOSED SEWER LINES, THE INTERSECTION OF THE WATER PIPE AND THE SEWER PIPE SHALL BE AT A MID -PIPE LOCATION FOR THE WATER PIPE AS WELL AS A MID -PIPE LOCATION FOR THE SEWER PIPE. AT THESE POINTS OF INTERSECTION, A MINIMUM OF 12 INCHES VERTICAL CLEARANCE MUST BE MAINTAINED BETWEEN WATER MAINS AND SEWER MAINS. 88. CONTRACTOR IS RESPONSIBLE FOR ALL EXCAVATIONS, INSTALLATION OF DOMESTIC SERVICE TAPS, INSTALLTION OF WATER SERVICE PIPE, AND MARKER POSTS AT EACH END OF WATER PIPE FOR FUTURE DOMESTIC SERVICES. 89. ALL MATERIALS SHALL BE APPROVED BY CITY OF ANACORTES WATER DEPARTMENT PRIOR TO CONSTRUCTION. PRIOR TO THE PRE --CONSTRUCTION MEETING, THE CONTRACTOR LS REQUIRED TO PROVIDE INFORMATION AS REQUIRED BY THE CITY WATER DEPARTMENET WHICH MAY INCLUDE A LIST OF ALL MATERIALS IDENTIFYING MODEL NUMBER, MANUFACTURER, SIZE, AND COMPOSITION. CONTRACTOR IS RESPONSIBLE FOR COORDINATING WITH THE CITY WATER AND PUBLIC WORKS DEPARTMENT TO DETERMINE EXACTLY WHAT INFORMATION WILL BE REQUIRED, 90, DUCTILE IRON PIPE SHALL. BE A MINIMUM OF CLASS 50 AWWA C151 PER WSDOT STANDARD SPECIFICATIONS 9-30.1 AND 9-30.1(1). ALL JOINTS SHALL BE RUBBER GASKETS WITH TYTON TYPE OR MECHANICAL JOINT MEETING AWWA SPECIFICATIONS. 91. A ❑ SOLID CORE COPPER WIRE WITH BLUE INSULATION IS TO BE INSTALLED WITH. AND ATTACHED TO, ALL NEW WATER PIPELINES AND SERVICE PIPELINES. REFER TO CITY DETAILS FOR INSTALLATION REQUIREMENTS. 92. ALL VALVES ARE TO BE RESILIENT SEATED GATE VALVES PER AWWA C509 OR C515. 93. 13LOCK ALL FITTINGS WITH POURED CONCRETE ACCORDING TO THE CITY OF ANACORTES WATER DEPARTMENT STANDARD DETAIL AND AS IDENTIFIED ON THE CIVIL PLANS. RESTRAINED JOINTS MAY BE USED IN PLACE OF CONCRETE BLOCKING AS DIRECTED BY THE PROJECT DESIGN ENGINEER AND AS ACCEPTED BY THE CITY WATER DEPARTMENT. AT LOCATIONS WHERE JOINT RESTRAINT AND THRUST BLOCKS ARE NOTED, BOTH SHALL BE INSTALLED. 94. ALL DUCTILE IRON PIPE MUST BE COMPLETELY WRAPPED WITH POLYETHYLENE PIPE ENCASEMENT, WHICH IS A MINIMUM OF EIGHT MIL. THICK AND INSTALLED PER WSDOT STANDARDS AND IN ACCORDANCE WITH AWWA C105 AND WSDOT STANDARD SPECIFICATION 7-09.3(17) AND 9-30.1(2). POLYETHYLENE SHALL BE TAPED TIGHT AGAINST THE PIPE AT ENDS AND MIDPOINTS, WHILE MAINTAINING AN OVERLAP BETWEEN SECTIONS OF WRAP. 95. PRESSURE TEST NEW DUCTILE IRON PIPELINE AT 150 PSI IN EXCESS OF THE MAXIMUM OPERATING PRESSURE PER WSDOT STANDARDS. TEST PRESSURE SHALL NOT BE LESS THAN 250 PSI. TESTING SHALL BE OBSERVED AND APPROVED BY THE CITY. REVISION DATE BY APPROVED Ravnik & Associates Inc. 7 CIVIL ENGINEERING & LAND -USE PLANNING 1633 LINDAMOOD LANE/P.O. BOX 361 BURLINGTON, WA 98233 PH: (360) 707.2048 FAX: (360) 707.2216 SHEET DESCRIPTION: 96. THE CONTRACTOR IS RESPONSIBLE FOR CHLORINATING ALL PORTIONS OF THE NEW WATERLINE AS REQUIRED BY WSDOT SPECIFICATIONS. CHLORINATED WATER SHALL SOAK A MINIMUM OF 24 HOURS AND AS PER WSDOT STANDARDS. FLUSHING WATER MUST BE DISCHARGED INTO A TANKER TRUCK FOR OFF -SITE DISPOSAL, OR FLUSHING WATER MAY BE DEPOSITED INTO THE PUBLIC SANITARY SEWER SYSTEM ONLY UPON APPROVAL FROM THE CITY OF ANACORTES SEWER TREATMENT PLANT. ABSOLUTELY NO PORTION OF CHLORINATED FLUSHING WATER SHALL BE ALLOWED TO ENTER THE DRAINAGE SYSTEM OR BE SPRAYED UPON THE SITE. 97. AT THE PRECONSTRUCTION MEETING FOR THE PROPOSED PROJECT IMPROVEMENTS, THE CONTRACTOR SHALL PROVIDE AN APPROPRIATE PLAN AND SCHEDULE FOR ALL WATER PIPE INSTALLATION, FLUSHING, PRESSURE TESTING, DISPOSAL OF CHLORINATED WATER, AND CONNECTIONS. 98. COORDINATE ALL SHUTDOWN, FLUSHING, AND HEALTH SAMPLES WITH CITY OF ANACORTES WATER DEPARTMENT INSPECTOR. 99. FLUSHING ASSEMBLIES, CONFORMING TO THE CITY OF ANACORTES WATER DEPARTMENT DETAIL, SHALL BE INSTALLED AS IDENTIFIED ON THE CIVIL PLANS AND AS NECESSARY FOR THE TESTING AND FLUSHING OF THESE WATER SYSTEM IMPROVEMENTS. 100. BEDDING AND PIPE COVER SHALL BE SELECT, NATIVE, GRANULAR MATERIAL FREE FROM WOOD WASTE, ORGANIC MATERIAL, OR OTHER EXTRANEICUS OR OBJECTIONABLE MATERIALS AND SHALL BE A MAXIMUM SIZE OF 1.5 INCHES OR APPROVED PIPE BEDDING PER WSDOT STANDARDS 7-09.3(9) AND 9-03.12(3). THE CONTRACTOR SHALL MAKE ALL PAVEMENT REPAIRS AND PERFORM ALL RESTORATION. TRENCH BACKFILL REQUIREMENTS SHALL CONFORM TO THE SPECIFICATIONS HEREIN WITHIN THE UTILITY TRENCH SECTION. PEA GRAVEL AND BUCKSHOT SHALL NOT BE USED WITHIN ANY PORTIONS OF THE WATERLINE TRENCH. 101. ALL SALVAGED USABLE WATER SYSTEM MATERIALS ARE TO BE DELIVERED TO THE CITY OF ANACORTES WATER DEPARTMENT OR AS DIRECTED BY THE CITY WATER DEPARTMENT. UTILITY TRENCHES 102, ALL UTILITY TRENCHES FOR POWER, GAS, TELEPHONE, TELEVISION CABLE, FIBER OPTIC, WATER LINES, SANITARY SEWER, AND STORM DRAINS SHALL BE EXCAVATED TO ALLOW A MINIMUM OF EIGHT INCHES BETWEEN THE EDGE OF THE UTILITY AND THE TRENCH WALL. TRENCHES SHALL BE EXCAVATED TO THE DEPTH AS REQUIRED FOR GRAVITY UTILITIES AND SHALL BE EXCAVATED TO ALLOW A MINIMUM OF 36-INCHES OF COVER OVER THE TOP OF PROPOSED WATERLINES TO THE FINISHED GRADE. THE DEPTH OF THE UTILITY TRENCHES FOR POWER, TELEPHONE, TELEVISION CABLE, FIBER OPTIC, AND GAS, SHALL CONFORM TO THE REQUIREMENTS OF THE SPECIFIC UTILITY COMPANY. THE CONTRACTOR SHALL COORDINATE ALL SITE REQUIREMENTS AND SCHEDULING WITH THE NECESSARY UTILITY COMPANIES. 103. ALL UTILITY TRENCHES, REGARDLESS OF UTILITY TYPE, SHALL BE INSTALLED WITH MARKING TAPE CONFORMING TO WSDOT SECTION 9-15.18. MARKING TAPE SHALL BE SIX-INCH WIDE AND COLOR -CODED AS REQUIRED BY THIS WSDOT SECTION AND SHALL BE INSTALLED AT A LOCATION 12 TO 18 INCHES BELOW THE FINISHED GRADE. MARKING TAPE SHALL BE POLYETHYLENE PLASTIC COLORED AND LABELED AS FOLLOWS: WATER -BLUE SEWER -GREEN ELECTRICAL -RED GAS -OIL -YELLOW TELEPHONE -CAN -ORANGE THE TAPE WIDTH SHALL BE A MINIMUM OF SIX INCHES. 104. UNLESS OTHERWISE SPECIFIED HEREIN, ALL UTILITIES SHALL BE BED ON A MINIMUM OF SIX INCHES OF SAND, BUCKSHOT, OR GRAVEL 100 PERCENT PASSING THE QUARTER -INCH SCREEN. BEDDING TYPE MATERIAL SHALL ALSO BE PLACED TO SIX INCHES OVER THE TOP OF EACH UTILITY PIPE. ALL BEDDING MATERIAL AND PIPE COVERING MATERIAL SHALL BE THOROUGHLY HAND COMPACTED ALONG THE SIDES AND OVER THE TOP OF EACH INDIVIDUAL UTILITY AND CONDUIT. REGARDLESS OF LOCATION, ALL UTILITIES SHALL BE BED AND COVERED AS SPECIFIED. PEA GRAVEL AND BUCKSHOT SHALL NOT BE USED WITHIN ANY PORTIONS OF THE WATER SYSTEM. EITHER PEA GRAVEL OR BUCKSHOT SHALL BE USED WITHIN SANITARY SEINER PIPE TRENCHES. 105. THE BOTTOM OF UTILITY TRENCHES SHALL HAVE A STABLE, NON -YIELDING SOIL CONDITION, SUITABLE FOR SUPPORTING THE DESIGN LOAD. WHERE THE BOTTOM OF TRENCH CONDITIONS EXHIBIT PUMPING, YIELDING CONDITIONS, THE BOTTOM OF THE TRENCH SHALL BE OVER -EXCAVATED TO EXPOSE A FIRM, STABLE, NON -YIELDING MATERIAL AND BACKFILLED WITH AN 18-INCH THICK COMPACTED BED OF QUARRY SPALLS, TO THE BOTTOM OF THE REQUIRED UTILITY BEDDING MATERIAL, AS DIRECTED BY THE SOILS ENGINEER. 106. TRENCH BACKFILL SHALL CONSIST OF STRUCTURAL FILL MATERIAL AS SPECIFIED. STRUCTURAL FILL TRENCH BACKFILL IS REQUIRED IN ALL TRENCHES UNDER PROPOSED ASPHALT, CONCRETE, CRUSHED ROCK, FUTURE BUILDING FOOTPRINTS, AND HEAVY CONSTRUCTION TRAFFIC AREAS AND TO AN EXTENT OF THREE FEET BEYOND THE ABOVE LISTED CONDITIONS. ALL STRUCTURAL FILL MATERIAL WITHIN UTILITY TRENCHES SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DRY DENSITY, AT A MOISTURE CONTENT PLUS OR MINUS TWO PERCENT FROM OPTIMUM, REGARDLESS OF DEPTH, AND TESTED ACCORDING TO THE ASTM TEST METHOD D-1557, AS SPECIFIED. 107. NATIVE SOIL MATERIALS MAY BE USED AS TRENCH BACKFILL ONLY AT LOCATIONS BEYOND THOSE REQUIRING GRAVEL STRUCTURAL FILL, PROVIDING THEY ARE OUTSIDE OF EXISTING AND PROPOSED RIGHT OF WAYS. AT LOCATIONS WHERE NATIVE SOIL IS USED AND RESULTS IN A PUMPING, UNSTABLE TRENCH CONDITION, OR THE SOILS USED CONTAIN UNSUITABLE PRODUCTS, THE CONTRACTOR SHALL REMOVE ALL UNSUITABLE MATERIALS AND REPLACE WITH APPROPRIATE NATIVE MATERIALS, OR IMPORTED GRAVEL STRUCTURAL FILL MATERIAL AT NO ADDITIONAL COST TO THIS CONTRACT. NATIVE MATERIAL SHALL BE COMPACTED TO A MINIMUM OF 90 PERCENT DRY DENSITY AT A MOISTURE CONTENT PLUS OR MINUS OF TWO PERCENT FROM OPTIMUM. COMPAC'nON TESTING 108. THE OWNER WILL RETAIN PERSONNEL LICENSED AND EXPERIENCED IN PERFORMING SUBGRADE INSPECTIONS AND COMPACTION TESTING FOR GRAVEL PLACEMENT AND ASPHALT PAVING. PROVIDED BELOW IS A LIST OF REQUIRED COMPACTION TESTING AREAS. IF WORK CONDITIONS INDICATE SUBSTANDARD COMPACTION, THE ENGINEER, OWNER, CITY OF ANACORTES OR SKAGIT COUNTY PUBLIC WORKS RESERVE THE RIGHT TO REQUIRE THE CONTRACTOR TO PERFORM ADDITIONAL WORK AS NECESSARY TO RESOLVE ALL DEFICIENCIES AND RESERVE THE RIGHT TO REQUIRE THE CONTRACTOR TO HAVE COMPACTION TESTS PERFORMED TO SUBSTANTIATE WORK. THE CONTRACTOR IS RESPONSIBLE FOR ALL COSTS ASSOCIATED WITH RETESTING COMPACTION AT AREAS THAT PREVIOUSLY FAILED COMPACTION TESTING. IF THE CONTRACTOR DOES NOT SEPARATELY RETAIN A MATERIALS TESTING COMPANY, COSTS INCURRED BY THE OWNER FOR RETESTING OF PREVIOUSLY -TESTED FAILED AREAS SHALL BE DEDUCTED BY THE OWNER FROM MONIES OWNED TO THE CONTRACTOR. 109. WITHIN ALL UTILITY TRENCHES, THE CONTRACTOR SHALL COORDINATE COMPACTION TESTS ON THE TOP OF GRAVEL GRADE. TESTS SHALL BE PERFORMED WITHIN UTILITY TRENCHES AT 50-FOOT INTERVALS. WITHIN TRENCHES HAVING MORE THAN FIVE FEET OF GRAVEL BACKFILL-DEPTH, TESTS SHALL ALSO BE TAKEN AT THE MID -DEPTH OF GRAVEL, AT 50-FOOT INTERVALS. 110. THERE ARE STRUCTURES WITHIN THE GRAVEL -FILLED AREA SUCH AS CATCH BASINS AND VALVE CASINGS. AROUND ALL STRUCTURES, TWO COMPACTION TESTS SHALL BE PERFORMED AT EACH STRUCTURE WITHIN ONE TO TWO FEET OF THE STRUCTURE, TO CONFIRM BACKFILL PLACEMENT. 111. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING GRAVEL COMPACTION TESTS AFTER EVERY TWO -FOOT INTERVAL OF PLACEMENT IS ACHIEVED. GRAVEL COMPACTION TESTS SHALL BE TAKEN ON A FIFTY FOOT GRID, EACH DIRECTION, THROUGHOUT THE ENTIRE PROJECT SITE. SPECIFICATIONS 112. THE CONTRACTOR 15 RESPONSIBLE FOR COORDINATING WITH THE OWNER'S RETAINED MATERIALS TESTING COMPANY TO ASSURE THAT ALL COMPACTION TESTING IS PERFORMED AS IDENTIFIED HEREIN. IF THE CONTRACTOR FAILS TO COORDINATE HAVING COMPACTION TESTS PERFORMED, AT THE CONTRACTORS EXPENSE, THE CONTRACTOR WILL BE RESPONSIBLE FOR EXCAVATING AND EXPOSING SUFFICIENT AREAS FOR COMPACTION TESTING TO BE PERFORMED AS REQUIRED BY THE ENGINEER. THE CONTRACTOR IS THE RESPONSIBLE PARTY FOR CONTACTING THE OWNER'S RETAINED MATERIALS TESTING FIRM. THE CONTRACTOR SHALL CONTACT THE TESTING FIRM WHEN THE CONTRACTOR FEELS THE COMPLETED WORK IS SUFFICIENT AND READY FOR COMPACTION TESTING. AT ALL LOCATIONS WHERE COMPACTION TEST RESULTS ARE INSUFFICIENT, THE CONTRACTOR IS RESPONSIBLE FOR PERFORMING ALL NECESSARY WORK TO RESOLVE THE CONDITION, AND FOR HAVING FURTHER COMPACTION TESTS PERFORMED TO SUBSTANTIATE THAT THE WORK MEETS THE SPECIFICATIONS HEREIN. 113. PRIOR TO ASPHALT PAVING, THE CONTRACTOR MUST COORDINATE AN ON -SITE CONSTRUCTION MEETING WITH THE ASPHALT PAVING COMPANY, CITY, MATERIALS TESTING COMPANY AND THE PROJECT ENGINEER. 114. THE MATERIALS TESTING COMPANY MUST BE ON SITE AT THE ONSET OF ALL PAVING OPERATIONS, EACH DAY, TO MONITOR ASPHALT PLACEMENT, COMPACTION, AND NECESSARY ROLLING PATTERNS. THE MATERIALS TESTING COMPANY MUST INSPECT AND TEST ALL ASPHALT PLACEMENT AND SHALL ASSIST THE ASPHALT PAVING COMPANY IN ACHIEVING THE MINIMUM ACCEPTABLE ASPHALT COMPACTION OF 92% RICE DENSITY. CONDUITS 115. WITHIN THE PROJECT AREA, CONDUITS NOT IMMEDIATELY USED SHALL BE INSTALLED WITH VERTICALLY -ORIENTED LARGE -RADIUS SWEEPS, VERTICAL EXTENSIONS AS NECESSARY TO EXTEND ABOVE GROUND, PVC END CAPS, NYLON PULL STRING, AND MARKER POSTS. TYPICALLY, ALL CONDUITS SHALL BE INSTALLED AT 36-INCHES OF COVER. TO AVOID CONFLICTS WITH OTHER UTILITIES, THE MINIMUM DEPTH OF COVER FOR CONDUITS SHALL BE 24 INCHES BELOW FINISH GRADE. ALL CONDUIT TRENCHES SHALL INCLUDE MARKER TAPE AS SPECIFIED. 116. PRIOR TO PERFORMING SITE CONSTRUCTION, THE CONTRACTOR SHALL COORDINATE WITH PUGET SOUND ENERGY, FRONTIER TELEPHONE, CASCADE NATURAL GAS, AND BLACK ROCK CABLE, AND OTHER APPLICABLE UTILITY COMPANIES FOR ALL CONDUITS AND ROAD -CROSSING CASINGS NECESSARY TO SERVE THEIR SPECIFIC UTILITIES. 117. BEDDING MATERIAL FOR THE CONDUIT SHALL BE OF A QUALITY SUITABLE TO ALL UTILITY COMPANIES. PRIOR TO CONSTRUCTION, THE CONTRACTOR SHALL COORDINATE WITH EACH UTILITY COMPANY AS TO BEDDING MATERIAL, CONDUIT, COVER MATERIAL, AND TRENCH BACKFILL REQUIREMENTS. THE CONTRACTOR SHALL PERFORM ALL TRENCHING FOR THE INSTALLATION OF ALL CONDUITS, VAULTS, PEDESTALS, AND HAND HOLES ASSOCIATED WITH THE UTILITIES SERVING THIS PROJECT. THE CONTRACTOR SHALL PROVIDE AND INSTALL ALL CONDUITS REQUIRED FOR THIS PROJECT. ALL CONDUITS ASSOCIATED WITH ELECTRICAL SERVICES SHALL BE PERMITTED THROUGH THE DEPARTMENT OF LABOR AND INDUSTRIES AND INSPECTED BY THE SAME. SEED, FERTILIZER, MULCH AND LANDSCAPING 118. DURING THE COURSE OF CONSTRUCTION, EXCAVATION WILL BE PERFORMED IN NATIVE SOILS, CONSISTING OF SOD, ORGANIC TOPSOIL, AND CLAY. 119. FOR THE PURPOSES OF LANDSCAPE FILL WITHIN PLANTER STRIPS, TRANSITION GRADING BEHIND CURBS AND ROAD EDGES, AND SITE GRADING TO FILL THE LOWEST PROJECT AREAS, CLEAN NATIVE ORGANIC TOPSOIL MATERIALS SHALL BE USED AS FILL. NATIVE SOILS SHALL NOT BE USED AT ANY LOCATION WHERE STRUCTURAL FILL (GRAVEL) IS REQUIRED AND NEEDED. DURING THE COURSE OF CONSTRUCTION, CLEAN NATIVE ORGANIC SOILS SHALL BE STOCKPILED AND COVERED FOR EVENTUAL USE AS LANDSCAPE FILL AND LANDSCAPE GRADING. REGARDLESS OF LOCATION, THE PLACEMENT OF TOPSOILS AND NATIVE SOILS SHALL BE MECHANICALLY COMPACTED TO A MINIMUM OF 90 PERCENT MAXIMUM DRY DENSITY. UNTIL NEEDED, CLEAN NATIVE SOILS SHALL BE COVERED WITH AN IMPERVIOUS MATERIAL TO PREVENT EROSION FROM RAINFALL AND TO AID IN PREVENTING GROWTH OF UNSUITALBE VEGETATION IN THE STOCKPILED SOIL. 120. NATIVE SOILS THAT HAVE BECOME CONTAMINATED BY GRAVEL AND OTHER PROCESSED MATERIALS SHALL BE REMOVED FROM THE SITE BY THE CONTACTOR, AT THE CONTRACTOR'S EXPENSE, AND DEPOSTED AT A LEGALLY -PERMITTED LOCATION APPROVED FOR THE RECEIPT OF THE PRODUCT. 121. SEEDING SHALL BE PROVIDED FOR ALL DISTURBED SOIL CONDITIONS THROUGHOUT THE PROJECT AREA. 122. ALL SEEDING PERFORMED DURING EXTENSIVE PERIODS OF DRY WEATHER SHALL BE APPLIED USING A HYDROSEEDED APPLICATION WITH A MIXTURE OF GRASS SEED, FERTILIZER, AND MULCH. HAND SEEDING OF THIS MIXTURE IS ACCEPTABLE, PROVIDING THERE IS SUFFICIENT MOISTURE WITHIN THE SOIL FOR GERMINATION. ON ALL STEEP SLOPED AREAS GREATER THAN 10:1, THE CONTRACTOR SHALL ALSO APPLY A DENSE STRAW MAT TO REDUCE EROSION, AND TO SUPPORT THE UNDERLYING SEEDED CONDITIONS. 123. AFTER COMPLETION OF SITE IMPROVEMENTS, THE CONTRACTOR SHALL SEED, FERTILIZE, AND MULCH ALL DISTURBED SOIL AREAS WITHIN THE DESIGNATED AREAS. GRASS SEED: 200 LBS. PER ACRE 10% HIGHLAND COLONIAL BENTGRASS 40% PERENNIAL RYEGRASS 40% PENLAWN RED FESCUE 10% WHITE CLOVER MODIFICATIONS TO THIS GRASS SEED MIXTURE MAY BE PROVIDED BY THE CONTRACTOR AS AVAILABLE BY LOCAL SUPPLY COMPANIES. THE SUBSTITUTED MIXTURE SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND CONSIDERATION PRIOR TO ITS APPLICATION. FERTILIZER: 100 LBS. PER ACRE MIXTURE: 10-20-20 MULCH: 1000 TO 2000 POUNDS PER ACRE DEPENDING UPON SLOPE CONDITIONS 124. THE CONTRACTOR SHALL PROVIDE ALL MAINTENANCE AND PROTECTION OF THE SEEDED CONDITION UNTIL A SUBSTANTIAL DENSE GROWTH HAS BEEN ESTABLISHED. THE CONTRACTOR IS RESPONSIBLE FOR PROTECTING THE SEEDED CONDITIONS FROM DAMAGES CAUSED BY EROSION AND RAINFALL. DAMAGED AREAS SHALL BE PROMPTLY REPAIRED BY THE CONTRACTOR. 125, DURING SITE WORK PERIODS AND EVEN AFTER SEEDING, THE CONTRACTOR IS RECOMMENDED TO STABILIZE THE SURFACE OF SEEDED CONDITIONS. 126. ONCE SITE CONSTRUCTION IS COMPLETE. THE CONTRACTOR SHALL THOROUGHLY EXAMINE THE SITE CONDITIONS TO ASSURE ALL DIRT PILES ARE CLEANED UP AND NEATLY GRADED WITH THE SURROUNDING CONDITIONS. PLAN STATUS: STRIPING AND SIGNAGE 127. SPECIFIC SIGNS ARE TO BE INSTALLED WITH THIS PROJECT, AS IDENTIFIED ON THE CIVIL PLANS. SIGN MATERIALS AND INSTALLATION SHALL CONFORM TO THE FOLLOWING REQUIREMENTS FROM THE CITY OF ANACORTES: ALL SIGNS MUST CONFORM TO MUTCD ALL SIGNS SHALL BE DIAMOND GRADE ON ALODiNE TREATED ALUMINUM 128. THE CONTRACTOR SHALL COORDINATE WITH THE ANACORTES STREET DEPARTMENT REGARDING THE TYPE AND SIZE OF POSTS TO BE USED FOR SIGN INSTALLATIONS, AS WELL AS THE TYPE OF RECEIVING COMPONENT TO BE INSTALLED. IF NO DIRECTION IS PROVIDED BY THE CITY, POSTS SHALL BE TWO-INCH INSIDE DIAMETER SCHEDULE 40 GALVANIZED STEEL PIPE AND SHALL BE INSTALLED WITHIN A CONCRETE -FILLED 30-INCH DEEP BY 12-INCH DIAMETER HOLE, INSTALLED IN A FIRM AND UNYIELDING MANNER THE SIGN POSTS SHALL BE OF SUFFICIENT LENGTH TO FULLY SECURE THE SIGN PLATE TO THE POST, PROVIDE SEVEN FEET OF VERTICAL CLEARANCE BETWEEN THE LOWEST EDGE OF SIGN PLATE AND THE ADJACENT FINISHED GRADE, AND TO BED THE SIGN POST 30 INCHES INTO THE GROUND WITHIN A CONCRETE -FILLED BASE. ALL SIGNS SHALL BE BOLTED TO THE POST USING STAINLESS STEEL HARDWARE. 129. PRIOR TO INSTALLING ANY SIGNPOSTS, THE CONTRACTOR SHALL CONDUCT AN ON --SITE MEETING WITH THE CITY TO CONFIRM THE LOCATION OF SIGNS. 130. STRIPING OF THE ASPHALT SURFACES IS DENOTED ON THE CIVIL PLANS. PRIOR TO PERFORMING ANY STRIPING, THE CONTRACTOR SHALL COORDINATE ONSITE WITH THE CITY TO CONFIRM THE LOCATION OF STRIPING TO BE PERFORMED. i l �( ENGINE R I DATE t THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF THE DESIGN NTH APPLICABLE LAWS IS THE SOLE RESPONSIBILITY OF THE PROFESSIONAL ENGINEER, WHOSE NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING. COMPLYING WITH, AND PROVIDING MITIGATION FOR ALL FEDERAL, STATE, COUNTY, AND LOCAL LAWS, PERMITS, AND MANDATES, INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT, FEDERAL FLOOD PLAIN PERMITS, NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE RESPONSIBILITY OF THE DEVELOPER, LAND OWNER. AND THEIR ENGINEER. THE ISSUANCE OF THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE LA AND PERMIT REQUIREMENTS. �0•2-0 l� CITY ENGINEER DATE CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN 1 YEAR OF THE DATE. SCALE: AS SHOWN SHEET TITLE: SALI S H I N N DRAWN BY: D. REMSEN 907 30TH STREET FOR CHECKED BY: J. RAVNIK E K T E RA ASA RA, L LC DATE: 10.16.19 SECTION 30 T. 35 N., R. 2 E., W.M. DRAWING NO. 18025.SPECS.dwg JOB NO. 18025 SHEET NO. 15OF16 CITY OF ANACORTES STANDARD NOTES: GENERAL NOTES 1. WORK HOURS: The City of Anacortes Ordinance allows work from 7:00 A.M. to 10:00 P.M, seven days a week (COA Ord. #2316). Someone in charge to be on site at all times when work is in progress. If work is done on weekends, please inform the Project Manager so the City of Anacartes can have an Inspector on site. Contractor will be billed for City of Anacortes Overtime, 2. CALL 48-HOURS BEFORE THE FOLLOWING: For Inspection contact 360.299.1951 A. Prior to work start-up B. Prior to any utility construction in the right of way. C. Prior to pouring cost--in-place concrete structures. D. Prior to placing any crushed rock on roadway sub grade. E. Prior to placing curb, gutters and sidewalks. F. Prior to asphalt paving. 3. MATERIALS AND WORKMANSHIP: A. Alt materials used, must meet WSDOT, APWA and City of Anacortes specifications. B. All (Add: work and) materials that does (Delete: does and add do) not meet the above specifications must be removed as directed by the Project inspector. C. SUBGRADE COMPACTION TESTS: Will be done before any C.S.B.0 is put In place, all trenches will be tested for compaction. The Material Testing Lab needs 24-HOUR NOTICE. Use the testing protocol provided by the City. Items to be compaction tested will include the pipe bedding (Section 7-08.3(1)C), Backfiil (Section 7-08.3(3) and sub grade for surfacing (Section 2-06.3(2)) and asphalt (Section 5-04.3(10)8). D. INSPECTION: All aspects of this project will be inspected including piping, backfill, sub grade, concrete and asphalt, as well as forms, curb, gutter and sidewalk. If a portion gets backfilled before inspection, the contractor will dig up that portion for inspection. 24-HOUR NOTICE REQUIRED. Know the schedule and let the City know. E. TESTING PROTOCOL: Prior to construction, a proctor and sieve analysis shall be submitted, reviewed and approved by the City of Anacortes on all material used in the Right -of -Way. See the City of Anacortes Testing Schedule. F. All compaction test shall be approved by the City of Anacortes Engineer and Project Manager prior to placing of crushed surfacing, asphalt, curb, gutter, sidewalk (Including trench restoration when test may be required in each lift), G. City of Anacortes may require additional tests on sub grade, trenches, concrete, or asphalt. The costs of testing shall be paid for as indicated in the contract documents. 4. TRAFFIC CONTROL AND PUBLIC SAFETY: A. FLAGGING: All flaggers must have Flagging Certificates and must hove attended a flagging course or an off duty police officer is required. The job will be shut down if any uncertified people are flagging. A stop work order will be given and work will not proceed until a certified person is flagging. B. SIGNAGE. All signage must be per the Manual Uniform Traffic Devices. Before job is to begin, proper signage will be in place with flaggers in place if needed. Extra signage may be needed. Be ready to rent signs if needed. C. TRAFFIC CONTROL PLAN: Needs to be submitted and approved by the Assistant City Engineer prior to Construction start. Traffic Control plan shall include the location of signage, floggers, work zone, safe zone, and traffic flow and needed dimensions. No Detours Allowed without approval from the Assistant City Engineer. D. FOR STREET CLOSURE: Call 911. E. CONSTRUCTION SAFETY: is the responsibility of the contractor. 5. ROADWAY EMBANKMENT AND SUBGRADE CONSTRUCTION: A. Crushed Surfacing shall be compacted to 95% of maximum density. No recycled material allowed. B. Embankment and sub grade must be compacted to 95% of maximum density. C. Proper moisture must be maintained throughout placing and compacting. D. Compaction testing to be performed by an independent lab. Use a "Modified Proctor". 6. TRENCHES IN DEVELOPED RIGHT -OF -WAY - See City of Anacortes Standard Construction Details and Section 7 of the current WSDOT Specifications for Road, Bridge and Municipal Construction. A. Pipe zone shall be compacted to 90% of maximum density. B. Trench zone shalt be compacted to 95% of maximum density in 12-inch lifts. C. Crushed Surfacing shall be compacted to 95% of maximum density, No recycled material allowed. 7. DRAINAGE SYSTEM CONSTRUCTION: A. ANY PERMANENT FLOW CONTROL FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE FACILITY IS TO FUNCTION AS AN INFILTRATION SYSTEM, THE TEMPORARY FACILITY MUST BE GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE (3) FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. B. OVERFLOWS, SPILLWAYS, GRAVEL FILTER WINDOWS, MUST BE CONSTRUCTED PER PLANS AND SPECIFICATIONS. NO DEVIATIONS. AS -BUILT FOR VERIFICATION REQUIRED. C. QUARRY ROCK MUST BE SOUND "HARD" DURABLE ROCK. NO RECYCLED MATERIAL. D. GRASS LINED SWALE SHALL BE CONSTRUCTED PER THE DETAILS PROVIDED. NO DEVIATION ALLOWED. ALL SWALES MUST BE OPERATIONAL BEFORE ACCEPTANCE_ E. CATCH BASINS MUST BE SET TO LINE GRADE USING NO MORE THAN TWO (2) ADJUSTMENT BRICKS. F. MINIMUM 1-FOOT SEPARATION BETWEEN PIPES IN TYPE If CATCH BASINS. 8. RESTORATION OF RIGHT-OF-WAY: A. CONTRACTOR MUST LEAVE THE RIGHT-OF-WAY, EQUAL TO EXISTING OR BETTER CONDITION B. PLACE COMPACTED TOPSOIL (SECTION 9-14.1(1), (2) AND (3)) AND SEED ALL AREAS DISTURBED BY EXCAVATION. (SECTION 9-14.2). C. ALL DRAINAGE SYSTEMS MUST BE FULLY CLEANED, RESTORED AND OPERATIONAL BEFORE FINAL ACCEPTANCE. (SECTION 7-07.3). 11. FINAL INSPECTION AND ACCEPTANCE: SEE SECTION 1-05.11 AND SECTION 1-08.5) A. WHEN CONTRACTOR HAS COMPLETED ALL OF THE WORK ON THE APPROVED PLANS, THE CONTRACTOR WILL: " COMPLETE THE "FINAL INSPECTION GUIDELINES FOR CONTRACTORS INSPECTION FORM". IF GIVE THE COMPLETED "FINAL INSPECTION GUIDELINES FOR CONTRACTORS INSPECTION FORM" TO THE PW INSPECTOR AND REQUEST A SITE INSPECTION. ALL SITE INSPECTIONS ARE ON WEDNESDAYS BETWEEN 9 AM AND 12 PM. B. THE PROJECT MANAGER, ENGINEER OF RECORD, INSPECTOR, CONTRACTOR AND OTHER CITY OF ANACORTES DEPARTMENTS WILL WALK THE SITE AND CREATE A PUNCH LIST. THE CONTRACTOR WILL COMPLETE THE PUNCH LIST AND CHECK OFF EACH ITEM, THEN RETURN IT TO THE INSPECTOR FOR REINSPECTION. THE INSPECTOR WILL VERIFY THAT ITEMS ON WALK THROUGH ARE COMPLETED. C. THE CITY WILL NOT MAKE THE FINAL INSPECTION UNTIL THE PHYSICAL WORK REQUIRED BY THE CONTRACT AND APPROVED PLANS, INCLUDING FINAL CLEANUP AND ALL WORK ORDERED BY THE PROJECT MANAGER, HAS BEEN COMPLETED. (SECTION 1-05.11) D. FINAL APPROVAL OF THE PROJECT WILL NOT BE GRAFTED UNTIL "AS BUILT" DRAWINGS (BOTH DIGITAL AND HARD COPY) HAVE BEEN RECEIVED AND APPROVED BY THE PROJECT MANAGER. E. THE CONTRACTOR MUST FURNISH ALL DOCUMENTATION REQUIRED BY LAW, TO ALLOW THE CITY OF ANACORTES TO PROCESS FINAL ACCEPTANCE OF THE CONTRACT. N;&Vtea 12. MISCELLANEOUS: A. AS -GUILTS: THE DEVELOPER WILL SUPPLY TO THE CITY, ONE HARD COPY AND ONE ELECTRONIC FILE (AUTOCAO VERSION 2002) OF AS -BUILT DRAWINGS TO INCLUDE ALL CITY UTILITIES. THE AS -BUILT DRAWINGS WILL BE SUBMITTED TO THE PROJECT MANAGER AT SUBSTANTIAL COMPLETION FOR REVIEW AND APPROVAL PRIOR TO THE ISSUANCE OF FINAL PROJECT APPROVAL AND ACCEPTANCE. B. UTILITY LOCATES NUMBER: 1.800.424.5555. REQUIRED BEFORE STARTING ANY GROUNDWORK. EROSION CONTROL NOTES A. A Certified Erosion and Sediment Control Supervisor is required. The ESC Supervisor must have attended and Erosion and Sediment Control class within 3-years from today's date. Must provide certification card. B. The Certified Erosion and Sediment Control Supervisor will oversee and be responsible for all erosion control. The facilities shall be inspected daily and maintained to ensure proper functioning. Written records shall be kept of weekly reviews and after every significant storm event of the ESC facilities during the wet season (October 1 to April 30). Monthly reviews during the dry season (May 1 to September 30). Written records shall be turned into the Project Manager or Inspector on a weekly basis at the weekly scheduled project meetings. C. Shall be in place per the approved set of plans prior to any construction sta rt. D. The erosion control shall be inspected once o day and modified to meet the surrounding conditions as needed. E. Provide ❑ sign displaying a 24-hour contact number and name of the ESC Supervisor. The letter size shall be a minimum of 2" fetters. This shall be in place prior to construction start. Remember, the look of the sign will be a reflection of the Contractor and Developer and Development. F. The storm drain system and existing ditches shall be cleaned doily (Section 7-07.3). AEI drainage systems shall be cleaned to the acceptance of the City of Anacortes prior to acceptance of the project. G. Stabilized construction entrances and roads shall be installed at the beginning of construction and maintained during the duration of the project. Additional measures may be required such as wash pads to ensure that ail paved areas are kept clean. No mud is allowed to enter onto City streets. H. Any soils exposed that will not be disturbed for two (2) days during the wet season or seven (7) days in the dry season shall be immediately stabilized with the approved ESC methods (seeding, mulching, plastic covering, etc.) L Two (2) weeks prior to the beginning of the wet season (October 1). all disturbed areas shall be reviewed to identify which ones can be seeded in preparation for the winter rains. Disturbed areas shall be seeded within one (1) week of the beginning of the wet season. A sketch map of those areas to be seeded and those areas to remain uncovered shall be submitted to the Project Manager. The Project Manager can require seeding in additional areas in order to protect surface waters, adjacent properties or drainage facilities_ J. Penalties for an Erosion Control violation are subject to a $300 to $1000 fine under Chapter 17.66 - Penalties for Violation. Each day is considered a different violation. SEWER MAINS: A. All PVC Sewer Pipe and fittings shall conform to and meet the requirements of the latest ASTM specifications D3034. Also, - Pipe and fittings shall meet Standard Dimension Ratio 35. All sanitary sewer pipes shall bear the mark of the National Sanitation Foundation. - All pipes shall be suitable for use as a gravity sewer conduit. - Pipe shall have flexible joints. B. All fittings and accessories shall be manufactured and furnished by the pipe supplier or be on approved equivalent and have bell and/or spigot configuration identical to that of the pipe. Manhole couplings corresponding to the size of the sewer pipe shall be used. C. 6-inch PVC sanitary sewer pipe shall be used for side sewers. Side sewers will be constructed of a minimum slope of 2% at the locations shown on the plans and have a 6 inch test wye at the extremity, plugged and blocked for testing and future use. Side sewers wye shall be factory made with matched ends for rubber gasket fittings, no cut in tees shall be permitted. A side sewer grade that is less than 2% may be approved only by the Engineer and the City of Anacortes upon written request. D. The end of each sanitary sewer stub shall be marked with a pressure treated 2x4_ It shall be placed at the flow line of the stub and extend 4- feet above finished grade. There shall be a permanent mark labeled "SEWER" with a depth to the flow line shown on the 2x4. E. Rubber gasket shall be installed properly to avoid water infiltration into the manhole. F. When connecting the pipe to manholes, use A-LOK flexible connector, KOR-N-SEAL by NP. Inc., or approved equivalent. The pipe to manhole connections require flexible connectors, see WSDOT/APWA Specifications Section 7-05.3. G. Pick holes shall be grouted from the inside and outside and to be inspected prior to bockfill of the manhole by the City Inspector. H. Manhole frames and lids shall be sloped to conform to the street grades. L Tops of manholes within the Public Right -of -Ways shall not be adjusted to final grade until just prior to paving. J. All manholes and clean -outs in unpaved areas shall include a concrete seal around the adjustment rings per the current EDS standard detail ST-02, "Structure Adjustment and Perimeter Seal". K. All manholes shall be protected from intrusion of rocks, grovel, water and other debris during construction. L. The Contractor shall install, at all connections to existing down stream manholes, screens or plugs to prevent foreign material from entering existing sanitary sewer system. Screens or plugs shall remain in place throughout the duration of construction and shall be removed along with the collected debris at the time of final inspection and in the presence of a designated representative of the City of Anocortes. Call 360.299.1951 to schedule an inspection. Allow 24-hours notice. M. THE FLOW CHANNEL INSIDE EACH MANHOLE SHALL BE FORMED OF CAST -IN -PLACE PORTLAND CEMENT CONCRETE. CHANNEL SHALL HAVE A SEMI -CIRCULAR CROSS-SECTION AND SMOOTH, UNIFORM SLOPE FROM INLET TO OUTLET. WHERE THREE OR MORE PIPES ARE CONNECTED TO ONE MANHOLE, THE FLOW CHANNEL SHALL BE FORMED TO SMOOTHLY DIRECT FLOW FROM INLETS TO OUTLET. N. STEPS CONSISTING OF ONE (1) INCH DIAMETER HOT BENT AND GALVANIZED DEFORMED BARS SHALL BE INSTALLED AT ONE (1) FOOT CENTERS. EACH MANHOLE SHALL HAVE A MINIMUM OF EIGHT (8) INCHES OF ADJUSTMENT BRICK OR CONCRETE ADJUSTING RINGS BETWEEN THE TOP OF THE CONE AND THE BASE OF THE MANHOLE FRAME. 0. ALL TESTING AND CONNECTIONS TO THE EXISTING MAINS SHALL BE DONE IN THE PRESENCE OF A DESIGNATED REPRESENTATIVE OF THE CITY OF ANACORTES. CALL 360.299.1955 TO SCHEDULE AN INSPECTION. ALLOW 24-HOURS NOTICE. P. A LOW-PRESSURE AIR TEST AT 5 PSI FOR 15 MINUTES FOR SEWER MAINS IS REQUIRED. PRE -TESTING IS REQUIRED. RESCHEDULING A FAILED TEST MAY RESULT IN SEVERAL DAYS DELAY DUE TO CONFLICTS WITH OTHER PROJECTS. CALL 360.299.1951 TO SCHEDULE AN INSPECTION. ALLOW ' 4-HOURS NOTICE. A RE -INSPECTION WiLL APPLY. Q. UPON INSPECTION APPROVAL BY THE CITY OF ANACORTES PUBLIC WORKS INSPECTOR AND THE VIDEO INSPECTION REQUEST FORM IS COMPLETED BY THE CONTRACTOR, THE CITY OF ANACORTES MAINTENANCE CAMERA CREW WILL PERFORM A VIDEO INSPECTION OF THE SANITARY SEWER MAINS TO DETERMINE CLEANLINESS, ALIGNMENT AND PROPER BEDDING AFTER LINES HAVE BEEN FLUSHED. CALL THE PUBLIC WORKS INSPECTOR AT 360.299.1955 TO SCHEDULE APPOINTMENT. 48-HOUR NOTICE REQUIRED. (SECTION 7-17.3(2)H). A RE -INSPECTION FEE WILL APPLY PRIOR TO RE -INSPECTION VIDEO OF THE SANITARY SEWER LINE. A PRE -INSPECTION CHECKLIST IS AVAILABLE PRIOR TO A VIDEO REQUEST. L►sl : ►+ 1?-` A. No connection to the existing mains will be allowed except by means of an approved backflow prevention device prior to satisfactory flushing, testing, disinfections and receipt of satisfactory bacteriological test results. B. Any persons performing Hot Tops shall be approved in advance by the City of Anacortes. Superior Tapping Inc. at 1.888.859.9221 or Spears Tops, Inc. at 425.485.4764 are acceptable companies. C. Pipeline materials and installation are to conform to the latest revision of the following standards: - Ductile Iron Pipe design (AWWA C150/A21.50) - Ductile Iron Pipe manufacturing process (AWWA C151/A21.51) --- Cement Mortar Lining (AWWA C104/A21.4) - Polyethylene Encasement (AWWA C 105/A21.5) - Ductile Iron Pipe joints (AWWA C1 1 1 /A21.1 1) - Ductile Iron Resilient Wedge Gate Valves (AWWA C515) - Dry Barrel Fire Hydrants (AWWA C502) - Ductile Iron fittings (AWWA C153/A21.53 and C110/A21.10) Disinfections (AWWA C651) - Ductile Iron Pipe installation (AWWA C600) Owner shall furnish to the City of Anacortes Engineering Representative copies of the certifications that all materials meet the AWWA specifications. D. Ductile Iron Pipe to be Thickness Class 50 or Pressure Class 350. E. Alt Ductile Iron Pipe shall be poly wrapped in accordance with the manufacturer's guidelines. Poly wrap shall be 8 mil minimum thickness and taped at the seams. Loose bagging will be folded and secured to the pipe. F. Fire Hydrants are to be Mueller Model Super Centurian 200, AVK or M+H. G. Fire Hydrants shall be set vertical plumb with the pumper port facing the street. H. Fire Hydrants shall be set as such that the break away joint is no more than 6-inches above and no less than 3-inches above the finished grade. I. There shall be 3-foot minimum clearance around the fire hydrants. J. Fire Hydrants shall have a Red Head brand or equivalent with 5" Storz Rigid Female Adapter with cap and connecting cable. K. The water services to the property line from the main line shall be 1-inch minimum copper and shall be installed in accordance with Section 7-15 of the current version of the Standard Specifications for Road, Bridge and Municipal Construction and the City of Anecortes Construction Guidelines. L. Installation of Thrust Blocks shall conform to the City of Anacortes Construction Guideline details, "Thrust Stock No. 1 (WA---7)" and "Thrust Block No. 2 (WA-8)". Soil Bearing strength of 2,500 PSF shall be used in most areas above the water table. A qualified soils engineer will evaluate subsurface conditions, which indicate c lesser soil strength in the native material. The Contractor shall use plastic sheeting to prevent contact between the concrete and the fittings. The City of Anacortes Engineering Department shall inspect thrust Blocks prior to backfiliing the trench. M. The water main shall have a minimum of 30-inches or a maximum cover of 40-inches from the final grade before paving. This cover includes the top of the Crushed Surfacing Base Course. N. The waterline shall be fitted with a watertight plug at any anytime work is delayed or stopped and overnight. If newly installed waterline is contaminated with ground water, the entire length of pipe affected shall be thoroughly cleaned prior to installing additional pipe. 0. Maintain a minimum 1-foot vertical separation and a 30-inch horizontal separation between the waterline and all other Utilities except Sanitary Sewer, which is to be a 10-foot horizontal separation. Waterline trench is not to be shared with other Utilities. P. Trench excavation, bedding and backfill for water mains shall be in accordance with section 7-10 of the current version of the Standard Specifications for Road, Bridge and Municipal Construction and the City of Anacortes Construction Guidelines trench details. Q. Maximum length of open trench shall be 100-feet. R. All WSDOT requirements for traffic control shall be met at oil times. S. The City of Anocortes Engineering Department must be notified at least 48-hours prior to commencing construction and for inspection requests. T. Inspections shall include pipe installation, pipe bedding, bagging, thrust blocking, pressure testing and trench backfill. U. TESTING PROTOCOL: Prior to construction, a proctor and sieve analysis shall be submitted, reviewed and approved by the City of Anacortes on all material used in the Right-of-Woy. See the City of Anocortes Testing Schedule- V. The Contractor shall furnish all labor, equipment and material to disinfect, flush and conduct a pressure test of the completed waterline as specified in Sections 7-11.301) and 7-11.3(12) of the current version of the Standard Specifications for Road Bridge and Municipal Construction. W. Dechlorinixation will be required of all disinfection water flushed from waterlines which cannot be conveyed to existing Sanitary Sewer Systems. X. The water line, including the core. stops to the water services, shall be pressurized to 225 PSI with no greater than a 5 PSI pressure drop over ❑ 2-hour period. The City of Anacortes Public Works Inspector, Engineer or designated representative shall witness this test. Y. The Contactor shall notify and coordinate with the City of Anacortes Water Department prior to the start of construction and prior to any water shut off or turn on that will affect the water system. Water Department personnel will operate distribution valves. Z. Scheduled waterline shut downs: 72-hours notice required. Contact 360.293.1921 for scheduling. AA. Emergency waterline shut downs: Contact 360.293.1921. The Water Department will be notified. Also, contact the Public Works Inspector at 360.299.1951 and 360.661.7838, BB. Contractor is responsible for obtaining the water sample bottle from the Skagit County Health Deportment prior to scheduling bacterial sampling. The length of pipe will determine the number of samples taken. REVISION DATE BY APPROVED Ravnik & Associates, Inc. SHEET DESCRIPTION: CIVIL ENGINEERING & LAND -USE PLANNING 1633 LINDAMDOD LANE/P.D. BOX 361 BURLINGTON, WA 98233 PH: (360) 707.2048 FAX: (360) 707.2216 SPECIFICATIONS STORM DRAIN NOTES STORM DRAIN GENERAL PLAN NOTES: A. All work shall conform to the current WSDOT Specifications for Road, Bridge and Municipal Construction, City of Anacortes Drainage Codes and Ordinances and the City of Anacortes Engineering and Development Standards. B. All Poiy-vinyl Chloride Pipe (PVC) and fittings shall conform to and meet the requirements of the latest ASTM Specification D3034. Pipe and fittings shall meet Standard Dimension Ration 35. Provisions must be made for contraction and expansion at each joint with a rubber ring, securely placed to prevent displacement. C. All concrete storm pipe shall be rubber gasketed, reinforced concrete culvert pipe conforming to section 9-05.3(2) of the said APWA Standard Specifications. D. All corrugated polyethylene pipes (CPEP) sholl be smooth interior and manufactured from high -density polyethylene resin, which shall meet or exceed the requirements of type III, Category 4 or 5, Grade P33 or requirements of AASHTO M249. All fittings and accessories shall be manufactured and furnished by the pipe supplier- E. All 12 inch thru 36-inch diameter Corrugated Polyethylene Pipe (CPE) for storm sewer and culverts shall comply with the requirements of WSDOT/APWA section 9-05.19 Corrugated Polyethylene culvert pipe. Joints shall be soil -tight. All 3-inch thru 10-inch diameter corrugated Polyethylene Pipe (CPE) shall comply with all the requirements of AASHTO M252 and be manufactured with a smooth integral lining that complies with all material and stiffness requirements of AASHTO M294. Joints shall be soil tight as defined in section 9-05.19. F. All fittings shall be of like material as the pipe furnished by the pipe supplier. G. All pipes shall be suitable for use as a gravity drain conduit. H. The end of all roof and footing drain stub outs shall be marked Storm Drain on a PVC pipe. I. The marker shall extend a minimum of 36 inches above the ground. The portion above the ground shall be labeled "Storm sewer" with black letters. It shall also identify the invert of the stub. J. Clean -outs shall have cast iron cases. K. All driveway culverts located within the Right -of -Way shall be of sufficient length to provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. L. Footing drains, roof down spouts and curtain drains are to be connected to the storm drainage system or swales as shown on the construction plans. M. Minimum slope on roof and foundation drain stubs shall be 0.5% and have o minimum of 1 foot of cover. Roof drains and foundation drainpipes shall be constructed of PVC ASTM D3034 SDR 35, and ASTM F679. N. Drainage outlets (Stub outs) shall be provided for each individual lot. Stub -outs shall conform to the following: Each outlet shall be suitably located at the lowest elevation on the lot, so as to service all future roof downspouts, footing drains, driveways, yord drains, and any other surface or subsurface drains necessary to render lots suitable for their intended use. Each outlet shall have free -flowing, positive drainage to an approved storm water conveyance system or to an approved outfall location. - Outlets on each lot shall be located with a section of PVC pipe marked "Storm" on the end of the pipe and shall extend 36 inches above the ground. - Drainage easements are required for drainage systems designed to convey flows through individual lots. - The Engineer/Contractor is responsible for coordinating the locations of all stub out conveyance lines with respect to utilities (e.g., Power, Gas, Telephone, Coble, etc.) - All individual stub outs shall be privately owned and maintained by the lot owner, 0. Catch basins at the Curb line shall be recessed 0.1 feet. P. Alf storm drainage structures, such as catch basins and manholes, not located within o traveled, paved roadway or concretes sidewalk, shall have locking lids. All dr❑incge structures associated with ❑ permanent detention facility shall have locking lids. All drainage structures located within a bike or walking path shall hove locking lids. Q. All catch basins grates shall include the stamping "Outfoll to Stream, Dump No Pollutants". R. Catch basins shall conform to Type I, Type II, or the Inlet Type as defined in said APWA Standards Specifications and Standard Plans with flat top frame and grate. S. Catch basins must be set to line grade using no more than two (2) adjustment rings. T. The cast iron frame may be placed flange down on adjustment blocks in lieu of precast collar. The installation of catch basins shall include final adjustment as may be required to finish grade. installation within the paved roadway shall be per the City of Anacortes Type I catch basin with 18-inch barrier curb detail unless specified as a thru-curb inlet. U. Cast iron frame for Type I catch basin shall accommodate a 20-inch x 24-inch grate. V. A low-pressure air test at 5 PSI for 15 minutes for sewer mains is required, The City of Anocortes Maintenance Camera crew will video Sanitary Sewer and Storm Sewer mains. Call 360.293.1921 to schedule appointment. 48-HOUR NOTICE REQUIRED. (Section 7-17.3(2)H) W. The Contractor shall be required to place metallic tape over all non-metallic pipes. The metallic tape shall be ❑ minimum of 2 inches in width and placed continuously the entire length of the storm drain trench. X. All trenches for storm drains shall be in accordance with the Section 7 of the current WSDOT Specifications for Roads, Bridges and Municipal Construction. Y. Any permanent flow control facility used as a temporary settling basin shall be modified with the necessary erosion control measures and shall provide adequate storage capacity. if the facility is to function as on infiltration system, the temporary facility must be graded so that the bottom and sides are a least three (3) feet above the final grade of the permanent facility. Z. Overflow, spillways, gravel filter windows must be constructed per plans and specifications. No deviations. As -built for verification required. AA. Quarry rock must be sound "hard" durable rock. No recycled material. BB. Gross lined swale shall be constructed per the details provided. No deviations allowed, All swales must be operational before acceptance. CC. Minimum 1-foot separation between pipes in Type II catch basins. PLAN STATUS: ASPHALT CONSTRUCTION NOTES ASPHALT CONSTRUCTION: See Section 5-05 and Section 9 of the Current WSDOT Specification for Road, Bridge and Municipal Construction. A. All asphalt to be removed must be saw cut. A jackhammer can be used if a nice even cut is made. Wheel cutting is not an approved method unless approved by the City of Anacortes Engineer in advance. Any deviation from this specification shall be in writing 48-hours before saw cutting takes place. B. Additional asphalt may be required for removal by the City of Anacortes Engineer or Inspector. C. All vertical drop --offs within the traveled way will be backfilled each night. D. Abutting edges and curbs must be thoroughly cleaned E. All asphalt edging will be tacked prior to asphalting. F. All asphalt patches must be a smooth transition. No bumps or high/low spots (Section 5-04.3(13)), Surface smoothness maximum variation in 10-feet parallel to the centerline is 1 /8" and transverse '/4". G. Sub grade will be compacted and tested prior to asphalting. H. A minimum of 3-inch HMA patch to be compacted to 92% max rice density (Section 5-04.3(10)B). 1. All final joints and saw cuts to be sealed (Section 5-05.3(8)B) using a hot poured joint sealant (Section 9-04.2(1). A preferred sealant is AR-4000. J. in areas where asphalt has been removed and CDF is in the trench curing, ❑ steel plate is required for cover while it is curing. Provide asphalt around steel plate to prevent the plate from rattling. The Contractor will be called out at anytime to correct any rattling that provides complaints. K. On Commercial Avenue where local businesses are affected, no asphalting will happen in the lane of travel. Work will proceed before or after business hours. L. On major streets where traffic congestion is a problem, the patch will be protected with a X inch steel plate until sufficiently cooled. CONCRETE CONSTRUCTION NOTES CONCRETE CONSTRUCTION: Section 8-04 and 8-14 of the current WSDOT Specification for Road, Bridge and Municipal Construction, A. Call for a forms inspection before placing of concrete. Call 360.299.1951 to schedule. B. No monolithic pours allowed per the City of Anacortes City Engineer. In other words, the sidewalk, curb & gutter, driveways, driveway aprons, wheelchair ramps, etc. are to be individual pours and separated by a fabric expansion joint. C. Protecting the concrete is the responsibility of the contractor. No graffiti, footprints, finishing blemishes or other objectionable marks allowed. If any of this takes place, the section that is damaged will be replaced. D. Concrete shall be a 5.5 sack mix with a 28-day strength of 3000 psi. Any deviation from this specification shall be in writing 48-hours before concrete is placed. E. The pan and wings shall be stamped. The use of 1-inch construction fencing acceptable. Rolling is not an option. F. During the first 14-days of curing, the contractor must protect from freezing. CURB/GUTTER AND SIDEWALK WORKMANSHIP AND AESTHEf1CS 1. CURB/GUTTER AND SIDEWALK CONSTRUCTION SHALL FOLLOW A TRUE AND UNIFORM HORIZONTAL AND VERTICAL ALIGNMENT. 2. THE VERTICAL AND HORIZONTAL SURFACE SHALL BE A SMOOTH BROOM FINISH WITH NO DETECTABLE FINISHING BLEMISHES, UNDULATIONS, RIPPLES, SWELLS, WAVES, RUTS, FURROWS, GRAFFITI OR OTHER OBJECTIONABLE MARKS. THE ENO RESULT SHALL BE A NEAT AND PROFESSIONALLY FINISHED APPEARANCE. 3. THE EDGE FINISH ADJACENT TO THE EXPANSION JOiNT MATERIAL SHALL BE CLEAN AND FREE OF EXCESS SLURRY. THE EXPANSION JOINT MATERIAL SHALL BE TRIMMED TO A LEVEL EVEN WITH THE ADJACENT CONCRETE RESULTING IN A NEAT AND PROFESSIONALLY FINISHED APPEARANCE. 4. THE CITY ENGINEER iN HIS SOLE DISCRETION RESERVES THE AUTHORIY TO ORDER THE REMOVAL OF SECTIONS OF CURB/GUTTER AND SIDEWALK THAT DO NOT MEET THE WORKMANSHIP AND AESTHETIC STANDARDS OF THE CITY OF ANACORTES. 5. SECTTONS OF NEWLY CONSTRUCTED CURB/GUTTER AND SIDEWALK THAT EXHIBIT CRACKING FOLLOWING THE CURING, SHALL BE SUBJECT TO REMOVAL AND REPLACEMENT. CRACKING RESULTING FROM SUB -BASE FAILURE OR CONSTRUCTION SITE DAMAGE SHALL BE IMMEDIATELY REMOVED AND REPLACED TO THE NEAREST EXPANSION JOINT. MINOR HAIR LINE STRESS CRACKS MAY, AT THE DISCRETION OF THE PROJECT MANAGER, BE MONITORED AND RE-EVALUATED FOR POSSIBLE REMOVAL AT THE END OF THE MAINTENANCE PERIOD. PP. IL ',0pr 251L35 (V NAL'� i ENGINEER D�TE THIS PLAN SHEET IS ACCEPTED FOR CONSTRUCTION IN ACCORDANCE WITH THE CITY OF ANACORTES ORDINANCES AND POLICIES. ACTUAL CONFORMANCE OF THE DESIGN WITH APPLICABLE LAWS IS THE SOLE RESPONSIBILITY OF THE PROFESSIONAL ENGINEER, WHOSE NAME AND STAMP APPEAR ON THIS SHEET. ACQUIRING, COMPLYING WITH. AND PROVIDING MITIGATION FOR ALL FEDERAL. STATE, COUNTY. AND LOCAL LAWS, PERMITS. AND MANDATES, INCLUDING BUT NOT LIMITED TO THE ENDANGERED SPECIES ACT, FEDERAL WETLAND PERMIT, STATE DEPARTMENT OF FISHERIES AND HYDRAULICS PERMIT, FEDERAL FLOOD PLAIN PERMITS, NAT1fliVAL POLLUTANT DISCHARGE ELIMINATION SYSTEM PERMIT IS THE RESPONSIBILITY OF THE DEVELOPER. LAND OWNER, AND THEIR ENGINEER. THE ISSUANCE OF THIS PERMIT SHALL NOT BE CONSTRUED AS PROOF OF COMPLIANCE WITH APPLICABLE 77: IT REQUIREMENT'S. la -Zc.V� CITY ENGINEER F DATE CONSTRUCTION FOR THE ACCEPTED PROJECT IS TO START WITHIN 1 YEAR OF THE DATE. SCALE: AS SHOWN SHEET Ti TLE: S A L I S H I N N DRAWN BY: D. REMSEN 907 30TH STREET FOR CHECKED BY: J. RAVNIK EIS TERA ASARA, LLC DATE: 10.16.19 SECTION 30 T. 35 N., R. 2 E-, W.M. DRAWING NO. 18025.SPECS.dwg JOB NO. 18025 SHEET NO. 16OF16