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Civil&LandscapePlans_PW22-054_PW22-055 Diaz MeadowsLEGAL DESCRIPTION DIAZ MEADOWS APARTMENTS TAX PARCEL 032301-2-043-2000: _ j EGtsnp Mu}tler A. 9ralvs � ' "r IF''lY39rh'8 Boat Works 03231E k- SINCLAIR INLET Navy Gry Matela � LOT C OF SHORT PLAT NO. 3616, AS RECORDED UNDER AUDITORS FILE NO. 8411020145, RECORDS OF KITSAP COUNTY, WASHINGTON, S 03 T 23 R 1 E Tournesol Srtewahcs BEING A PORTION OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER, SECTION 3, TOWNSHIP 23 NORTH, RANGE 1 EAST,n9W.M., KITSAP COUNTY, WASHINGTON. '" Q' � �,"--�- Mu,uel Mele[ialsTAX PARCEL 032301-2-042-2001: 03231 E LOT B OF SHORT PLAT NO. 3616, AS RECORDED UNDER AUDITOR'S FILE NO. 8411020145, RECORDS OF KITSAP COUNTY, WASHINGTON, BEING A PORTION OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER, SECTION 3, TOWNSHIP 23 NORTH, RANGE 1 EAST, W.M., KITSAP COUNTY, WASHINGTON. 03231 E RESULTANT LOT 2 OF DECLARATION OF LOT PARTITION RECORDED UNDER AUDITOR'S FILE NO. 202108040069, AND AS DEPICTED ON SURVEY RECORDED UNDER AUDITOR'S FILE NO. 202108040070, IN VOLUME 93 OF SURVEYS, PAGES 237 AND 238, RECORDS OF KITSAP COUNTY, WASHINGTON, BEING A PORTION OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER, SECTION 3, TOWNSHIP 23 NORTH, RANGE 1 EAST, W.M., IN KITSAP COUNTY, WASHINGTON; TOGETHER WITH AND SUBJECT TO EASEMENTS OF RECORD. 03231 E LOT D OF SHORT PLAT NO. 3616, AS RECORDED UNDER AUDITOR'S FILE NO. 8411020145, RECORDS OF KITSAP COUNTY, WASHINGTON, BEING A PORTION OF THE NORTHWEST QUARTER OF THE NORTHWEST QUARTER, SECTION 3, TOWNSHIP 23 NORTH, RANGE 1 EAST, W.M., KITSAP COUNTY, WASHINGTON; SUBJECT TO AND TOGETHER WITH EASEMENTS OF RECORD. A6 LAM JCCkellP _ AJ ` ULsap Auto l3ltliM Get6erCdlEsa4n8Gless9 9Ferrslgo's ! k on Purl \� \ \ \ \ \ (\ \\ 0ai NI CAP\�T�2AI� SEE,-\A�V11G S DR \ \�� \ \`__� \\\\\�� -------� �_ -- �\ \\ \\\ \\\_�� _ _ \� — // / � J/ — N39 33 E,— / �\ \ — EAb1`Bl[FFER� — — — — _ — — _ — — \ // / \ \ \ I 1 TOP OF �LOpE�SE4C�E DOG\\\\ \� —�\ —_ >l//// C \ \ \ \ \ �/ ///_-_— _ �\ S�_ NICAL-RERORI \\RVIOUS \ -_ \ \ \\ --- _ \\ / ///� \ \ _ _�\-__- ter= PARK zsl- �, 2ki ATION iJ!/ / /� `_ _ — — _ -- D-P1 P�T�` UN SEE-�A1�DS APB bR ilt 9y �' (4) STD PKING— / �6) STD PKING ooy�,o = W/ (2) HC \9� ' I / — _ — _ _ \ \ -PARK L-J / / ( (11) COMPACT PKING I / 5} STD PKING ;� (9) COMPACT PKING ENCH \ S--15 I ROLLED CURB TYP LO I ' Ff EL\%W..0 r 0 AICTI PKING— / `V (7➢ COMPACT PKIN� RAIN \ Z I EXTRUDED CONC B, TYP (17) SjfD PKING I / i \ / N r �. cO I TAI I \ 1 I - - N A$PNP�� PP ST IRS �r o 12 COMPACT 1 / �� / � � � � � o . • \ � • / �4) STD PKING PARKING STALLS \ I < n I 119'X16' T 2e \ (1) DUE � PORT • \ � I I CF C ETE CHARGING SATION / ' I o \ moo, / \ \ \ \ I ° N1111SI E ALK T P \ a)i (10) STD PKING TRENCH RAIN (12 KIND (4) STANDARD ASPHALT PAVEMENT (4) STD PKING - _ 1 STD PKING (6) -COMPACT \ e / \ (3) STD PKING STD PKING Cy' (3) STD PKING / J PARKING STALLS N (5) STD PARKING \ N — p (5) STD PKING_ �• ' \ / \ 9'X20' TYP / W/ (2) 9'X20' HANDICAP / PKING I \ LEAS/MG OBE \ �s , 't. . - �: :� 4— \ 1� RECRE4WNBUILDiNrG \ P / I s _ . • _ _ ,• r f \\ \ 6' WOOD FENCE F CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER Ff EL 3fl.55 15' \ -' ' (2) IDUEL PORT HANDICAP CHARGIN STATIONS RAMP P' F!4-00 BUI #2-(24 MUil — I�II�fi001R EL a EVA - 309.25 PLAY REVISED P OPERTY LINE � AREA THROUGH LA, TYP 56.0%d o RIGHT OF WAY 1 4' CHAIN LINK FENCE, TYP --,, SE SS SS — \ ROADWAY CENTERLRNE SS I SS HANDICAP RAMP \ \ (14) STD kING 12' I r, / 12 s� \ \ \ 740.0 \ N30' 33' 45"E (2) D L PORT REVISM P OPERTY LINE CHARGING TATIONS I 15' 15' THROUGH �LA BlILD/N�G-(24 [AI �TSJ BUILDING k-(24 UM / 1 - — OOT E ,60 I � — I-ELEY,4 �291.80 I \ I I I DECO MI SION 6' WOOp EXISTING (2) FENClE WELLS 0 ASP'�ALT PAVEMENT, TYP —4— SS SS SS I G�� SW OLD CLIFTO�fIOAD SITE - PLAN SCALE: 1 "=40' 12' ASPHALT TRAIL HALF STREET W@OVEMENTS- — SS SS \ SS —� \ -� r 40 9 20 40 ( IN FEET) 1 inch = 40 feet penrnad a War Relous4� ,.� - chard rgent Carp opugol Saul Veterinary 1 FY 1 l YJIsaPC ��i l 1 � PROJECT Juuenilo and Fa ® Mea,sr ildl odon,irs� „Ii1 p�� I and fecialfsShe[res AREA �,..G., .� Orchard Pvinte�. �J itce i �gnta 3 ufe Caro Canter r ,aril Reor ,.. - of Mrl Ur hard rHalghts E�S-thool ' Q r',i� ad On thr Grti,n C4 Q �Sandrelend " �iL � mT 9eptint Chu Preschool& Ilnycare 4 ' Mlschel 11r01he-1% % ar �' �agglllg Ahdge At Mc - Gold Maunlcl n Au Cu"Icf Woods Mobile Manorr . o - � rl VICINITY MAP N.TS. DRAWING LIST C1 COVER, DRAWING INDEX & VICINITY MAP C2 TOPOGRAPHICAL SITE PLAN (CSI SURVEY) C3 ABUTING PROPERTIES C4 TESCP NOTES C5 TESCP PLAN & DETAILS C6 OVERALL GRADING PLAN & PROFILE C7 PARTIAL GRADING PLANS C8 SITE CROSS SECTIONS 1 OF 2 C9 SITE CROSS SECTIONS 2 OF 2 C10 OVERALL STORM DRAINAGE — PLAN C11 INFILTRATION TRENCH #1 STORM DRAINAGE PLAN & PROFILES C12 INFILTRATION TRENCH #2 STORM DRAINAGE PLAN & PROFILES C13 INFILTRATION TRENCH #3 STORM DRAINAGE PLAN & PROFILES C14 INFILTRATION TRENCH #4 STORM DRAINAGE PLAN & PROFILES C15 WATER & SANITARY SEWER — PLAN C 16 ROAD SECTIONS 1 OF 2 C17 ROAD SECTIONS 2 OR 2 C18 GRADING DETAILS 1 OF 2 C19 GRADING DETAILS 2 OR 2 C20 STORM DRAINAGE DETAILS C21 SEWER DETAILS C22 WATER DETAILS 1 OF 2 C23 WATER DETAILS 2 OF 2 C24 SOIL AMENDMENT NOTES L1 LANDSCAPE SCHEMATIC DESIGN ABBREVIATION ARPA AQUIFER RECHARGE PROTECTION AREA BRC BIORETENTION CELL CENTERLINE CONC CONCRETE CSTC CRUSHED SURFACING TOP COURSE CSBC CRUSHED SURFACING BASE COURSE EOP EDGE OF PAVEMENT ELEV ELEVATION EXIST EXISTING FG FINISH GRADE FF FINISHED FLOOR FL FLOWLINE GB GRADE BREAK IE INVERT LF LINEAR FOOT LT LEFT MIN MINIMUM N NORTH NVA NATIVE VEGETATION AREA OHW ORDINARY HIGH WATER PE POLYETHYLENE PT POINT RT RIGHT S SOUTH SD STORM DRAIN STA STATION STIR STRUCTURE TOC TOP OF CONCRETE TP TEST PIT NUMBERS TYP TYP I CAL W/ WITH WQ WATER QUALITY SECTION INDICATORS: SECTION A DETAIL , SS SS xx" = 1'-0" - xx" = 1'-0" C2 AT SECTION AT DETAIL SECTION LETTER A C2 DRAWING NUMBER ON WHICH SECTION APPEARS ON PLAN DETAIL NUMBER 1 - DRAWING NUMBER ON WHICH DETAIL APPEARS ON PLAN z a U o U Z W Z z z Z m Q Ld W W c z o 0 0 d � m ca 0Im Q X m � � O o tD m PO N 0 IL� W Q N — m ZD Cn U) Qf N N \ W o Ld 1.7 Q Q rn w O Q O N 10 N o � j I — NO Z 1 1 U � > wtoI g N w0to 6 Q 00 O N r- X O I W -dOZ �� O I N _ N O w000 0 I N N N Z N M � Goo Q O M I M N O � Q w O � JN W Ld IM > 00 O U 0- DRAWING NO. C 1 PW22-054 / PW22-055 STATEMENTS OF COMPLIANCE PER WAC 332-130-145 -THE INTENDED USE OF THIS MAP IS FOR SITE PLAN DEVELOPMENT,• -CONTOURS DERIVED FROM 2 SOURCES: 1. ASSUMED, BASED ON LIDAR CONTOUR OBSERVATION; 2. CONVENTIONAL TRAVERSE WITH RADIAL DATA COLLECTION VIA 3" TOTAL STATION. -CONTOUR ACCURACY IS 112 CONTOUR INTERVAL; -SPECIFIC UTILITY LOCATION WAS NOT A PART OF THE CONTRACTED SCOPE EXCEPT AS NOTICEABLE DURING THE EXECUTION OF THE MAPPED DATA COLLECTION. -BOUNDARY BASED UPON DEED DESCRIPTION AND PREVIOUS SURVEYS PERFORMED BY THIS OFFICE CIRCA 2009 Owner/Applicant: Michael Diaz Mailing Address: 144 BRICK KILN RD FOX ISLAND WA 98333 Parcel #s 032301-2-042-2001 / 032301-2-025-2002 032301-2.043-2000 / 032301-2-044-2009 -Multiple Site Addresses - Lot Area 3141360 SF - 7.22 Acres VICINITY MAP NOT TO SCALE C aV) O -j SW DURFEY LN p O _ O 0 ��o 3; LU Q S SW BERRY LK RD 032301-2-025-2002 NOT A PART 032301-2-071-2005 NOT A PART 032301-2-061-2007 NOT A PART (° 00 r /4z- 2099270.88 032301-2-039-2006 a 208272.00 NOT A PART o /� 032301-2-090-2002 (0 NOT A PART 89 1 10 10 d 4 _� ry~r4� L J m � �6) -1 V 10 4.2 C) r 0 Q) a L Q) / 3107 296.47 993 991 270.23 45 (� ` 275.55 09 �1 . 63 \ 9 278,78P2 '' g2 995 GP 275.11 291 QJ � O O ^ � GS271.49 //A) /� 9997 77, /. �280.94 99 PBANK 02A,) J 9.27 02 .55 � ° 80.95 MJ Cb / J ? 1012 1001 55 000 27 3 O 0 /y T BA 82.52 4 84.16 2NK 0 281.59 ��X �O� • / / 1�/ 89 282 O 289 1309 O 307.25 312 0292.78 GS 30 292.67 .67 1 3 1292 2 1 1 131 311.13 O 310.78 IE9O 311.34 10'31 .39 1 28309.01 1 310.94 1305 1 0309.76 1398 1282 - 0309.83 13159.67 GS 129 0 311.57 O 310.94 O 6 1281 277 3 y�q 5 1304 0311.18 311.'PJ 312.98 1312 0311.12 311.96 GS 1O 1 GS 2 2. 5 99 1296 310.7 / 1 8 21943 1Gd310.47 10 313.10 313.11 Cedar �S 311,77 0 S. 2 10313.17 Cedar 1 9 313.27 1313 10 313.47 1269 7 311.5 0313.36 O 313.14 1374 '06 Well to be 03 O 30 .44 12.38 \ 1 „.abandon 1 O 315.87 1 0 31, 1 0 315.48 1 10 315 1344 0315.83 ) 16.17 1 0 315.88 1360 0315.89 10 316.60 lc 1239 1230 O 316.04 0 316.93 1 0 315.76 18 1 0 315.64 TL 1228 14.80 Tedar 12 l20314��45 - L 1163 15.36 L 'L 6� 'L pp p L 'L 1365 0316.93 NOT A PART 93 O 28 6 281 30 285.35 08283. 203 0 O 4 GS 9 21 a 1211 rru at� Culvert / 6 2 48 4 96.1 1105 1 t 1 9 5. 9 l 3 285.27 27}t 295 23 280 S JP2 . � 285.09 294.87 1 204285.14 TOE .35 27 82295. 3 27273296.77 4NK 0`D DA M 272296. 7 / 284.59 271 296.71 house an270 2029. ave Dri .45 d Sep IC Syste outbld to be296.63 Ti 307 296,41 269 110 ! �6 0286.81 to a aba o Ag$�S demolished rvt:CO296.52 TBM # 285 R 035 285.50 0284.7 O 8 7 S S 1 266 299.5 02 ,09 Elev 297.45 2 O028 46 9 296.24 1111 / S288.48 24022 .44 37 1 4 297.03 3/2 0/ 288,60 297.83 GS 0298.13 R 26 297 1 156 9 5 225 23 2?9.11 0 / 289.87 28 .85 227 Septic System - 78 230 ® �:299.17 24 296.99 0298.52 S 6 9.16 to be aban 36 .82 well to e 21, 0 250 ' 299.1i5 0289.49 abandon 02 6 / llkil� 21 299. V G/1 11 977-17 291.99 _ 7.59 8.46 231 e'g8ls 299.50 0°300.1 Q / ^^ 0 p229 10 Jo , E M E 2O 9 298.82 MJ ^ 1 e 249 303.24 b J / 0293.03 2� q/� 24 29 22 4'00, Jo `� 20 30 .54 244 99.36 O 471 0294.7 232 1 301.8711117 / Septic Syste 973299.56 024 3 24. 299.1025 O 302.89 475 C 2 2 q 298.84 182 t o b e a b a n d o 7Q20429 0300.24 ST p house to `N 1 rav I Diver a 186 !� 300.30 O / 0%92.06 970299ANK. d i S h e d 18 pp O L65 -`t,- q_ 24 29 .50 2B0.33 197_100.69 30�I03 Ofi^ Q7 �n c , ((( 1�11 10 300.88 196 O 01.03 (0300.78 3x Util Poles 29372 To J T. *°f6-'be removed 99,69 / 1 9 ' 94 5 1A0 301.78 k297.9 09 195 103303.69 18301. 112r�, 05.92 O� US 92 03 4 0302.88 •+J Q 10298.92 188 4 r11 306.6 / Bearings based on N line of the GS IIIIIIII■ 304.08 189 0307.38 NW 1 S-3 T-23N R-1E being 030 . 1 0 301.45 1 88 'GO ° O 307,36 / Q �� 4 8 0 302.12 305.79 , o� N 88017' 37"W 1 0302.72 1121 1 / .15 1387 O 4.87 47 10 305.58 1385 1 0 3 3.15 O 305. 9 163, Q 13890599 �' .6 O� 0 40 80 120 99 08.10 308.4 1279 ` 0308. 12731384 O B M # 4 37, 1390 1121"-40' 1278 1 1 309.19 O 308. 1 4 Q O 305, 93 O� SS 3G8S3 R i/ 127138�0p09.16 Elev- 306.80 O610.410310,82 9 Q / 1 O 311.02 O 113 4- �4 / 1381 / O 311.40 � Well h use to be 12067,15.111371 demo) 10313.63 316.04 hed 11 22 .�.�.z.� cQ 1372 / GS 1212 �^ 3,86, 1�2p66 l.E'AC7r 1370 0315.73 y1 � ILDG 1214 1265 O 316.87 12: 314.361j63 0315.0GS 0313.67 O 314.08 2 2" e d as 1135 12 1n6 Q 69 ar 18" FIGS ' Cedar 2.81 1248 GS 315.06 1252 O 314.91 gg 1247 15.14 1G0315.21 GS 1244 0315.17 10315.83 10315.73t`� 1 6�16ae It3WQfi� Q,/ 19 INS as 3 7 38986 $.$s H �t' ��GISTEg�� ssJ��'AL LAND s�4 S. R. A. FILING DATA / 1 9 NW41 - NW 4 1/17/22 S-031 T-23N, R 1E HLVISIONS DATE COMMENT BY DA77/M q- T B M #3, SS Rim Elev- 316.75 � 'IN "IN �, ,-Z QZ 0 O File No. Q) 0 Q Q z � LJ ti (of) � o Q a 210201 MMW 00 Drawing No. TP-2('88) REF: 011722 i Sheet 1 of 2 ABUTTING PROPERTY OWNERS 1 032301-2-052-2008 RYAN D. &JENNIFER R. ANDERSON 1510 SW. OLD CLIFTON RD. PORT ORCHARD, WA. 98367 2 032301-2-053-2007 ROGER BRUMMER & TOMPKINS BENJAMIN P.O. BOX 792 PORT ORCHARD, WA. 98366 3 032301-2-003-2008 COLLEEN BRUHN 1404 SW. OLD CLIFTON RD. PORT ORCHARD, WA. 98367 4 032301-2-024-2003 GARY L. BRUHN 1394 SW. OLD CLIFTON RD. PORT ORCHARD, WA. 98367 5 032301-2-098-2004 ROBERT & TIFFANI BUIE 1509 SW. OLD CLIFTON RD. PORT ORCHARD, WA. 98367 6 032301-2-101-2009 JEFFERY P. BLACKSTOCK P.O. BOX 4236 SOUTH COLBY, WA. 98384 7 032301-2-039-2006 WILLIAM L. BROWN 12017 -109TH AVENUE E. ARLINGTON, WA. 98223 8 032301-2-061-2007 ERROL S. DOW 10667 FAIRVIEW BLVD. SW PORT ORCHARD, WA. 98367 9 032301-2-071-2005 v ERROL S. DOW 10667 FAIRVIEW BLDV. SW PORT ORCHARD, WA. 98367 032301-2-038-2007 WILLIAM L. BROWN 1207 -109TH AVENUE NE ARLINGTON, WA. 98223 11 032301-2-037-2008 WILLIAM L. BROWN 1207 -109TH AVENUE NE ARLINGTON, WA. 98223 032301-2-050-2000 12 SHILOH I. BRADLEY 1538 SW. OLD CLIFTON RD. PORT ORCHARD, WA. 98367 1 032301-2-051-2009 RYAN D. & JENNIFER R. ANDERSON 1510 SW. OLD CLIFTON RD. PORT ORCHARD, WA. 98367 14 032301-2-052-2008 RYAN D. & JENNIFER R. ANDERSON 1510 SW. OLD CLIFTON RD. PORT ORCHARD, WA. 98367 15 032301-2-062-2006 MICHAEL & CYNTHIA S. MARTIN 3813 LIESEKE LANE SW PORT ORCHARD, WA. 98367 1 032301-2-026-2001 THOMAS M. & DANA L. DANIELS 5180 MCCOOL PLACE SW PORT ORCHARD, WA. 98367 032301-2-018-2001 17 STEVEN & BARBARA BOERNER 5140 MCCOOL PLACE SW PORT ORCHARD, WA. 98367 18 032301-2-018-2001 YOLANDA & JERRY C. FONG 5160 MCCOOL PLACE SW PORT ORCHARD, WA. 98367 1 032301-2-091-2001 WILLIAM L. BROWN 12017 - 109TH AVENUE E. ARLINGTON, WA. 98223 20032301-2-092-2000 WILLIAM L. BROWN 12017 -109TH AVENUE E. ARLINGTON, WA. 98223 21 032301-2-060-2008 ERROL S. DOW 10667 FAIRVIEW BLDV. SW PORT ORCHARD, WA. 98367 22 032301-2-094-2008 ERROL S. DOW 10667 FAIRVIEW BLDV. SW PORT ORCHARD, WA. 98367 BUTTERS 23032301-2-089-2005 WILLIAM L. BROWN 12017 -109TH AVENUE E. ARLINGTON, WA. 98223 2 4032301-2-070-2006 ERROL S. DOW 10667 FAIRVIEW BLVD. SW PORT ORCHARD, WA. 98367 25042301-1-039-2007 BENTON L. SKINNER 1141 TACOMA STREET PORT ORCHARD, WA. 98366 2 6 042301-1-041-2003 BENTON L. SKINNER 1141 TACOMA STREET PORT ORCHARD. WA. 98366 2 7 042301-1-062-2007 I JOHN & VICE TAVIA K MEDLOCK 1740 DURFEY LANE PORT ORCHARD, WA. 98366 2 8 042301-1-012-2008 SEAN M. & CARRIE E. MCCONNELL P.O. BOX 363 SILVERDALE, WA. 98383 2 032301-2-100-2000 TNT HOMEBUILDERS, LLC P.O. BOX 1126 PORT ORCHARD, WA. 98366 30032301-2-099-2003 DAVID & SHARON M. KERR 1537 SW. OLD CLIFTON RD. PORT ORCHARD, WA. 98367 31 032301-2-039-2006 WILLIAM L. BROWN 12017 -109TH AVENUE E. ARLINGTON, WA. 98223 32032301-2-061-2007 ERROL S. DOW 10667 FAIRVIEW BLVD. SW PORT ORCHARD, WA. 98367 3 3 032301-2-071-2005 ERROL S. DOW 10667 FAIRVIEW BLDV. SW PORT ORCHARD, WA. 98367 34032301-2-038-2007 WILLIAM L. BROWN 1207 -109TH AVENUE NE ARLINGTON, WA. 98223 35032301-2-095-2007 ROSEMARK PROPERTIES, LLC 6306 SW CABOOSE COURT PORT ORCHARD, WA. 98367 3 6 032301-2-090-2002 I WILLIAM L BROWN 12017 109TH AVE NE ARLINGTON WA 98223 MAE 0 CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER L --I 2; a U O U U Z O W z z Z Z m J_ Q W W C Z ON O 0 O M Lo — 00 rn I 00 ca ° a"' .L m O (p 00 N J 0_ � W Q (n m N m (/) N CC LL- CV N W o Q o W O O N p.) 10 N O Rt (V 01 I lqt N OI N W 04 w M 1 H M 04 w Mo M W Q cV 0- 06 O Q O T- V) N 46 IL 1 O O O O O Z N N ~ 1 M F- O Q O m O N N Q M 1 O .. O V) M J cV W I4) U O Q CL DRAWING NO. MINIMUM EROSION AND SEDIMENTATION CONTROL REQUIREMENTS 1. STABILIZATION AND SEDIMENT TRAPPING. ALL EXPOSED AND UNWORKED SOILS, INCLUDING SOIL STOCKPILES, SHALL BE STABILIZED BY SUITABLE APPLICATION OF BMPS WHICH PROTECT SOIL FROM THE EROSIVE FORCES OF RAINDROP IMPACT AND FLOWING WATER. APPLICABLE PRACTICES INCLUDE, BUT ARE NOT LIMITED TO VEGETATIVE ESTABLISHMENT, MULCHING, PLASTIC COVERING, AND THE EARLY APPLICATION OF GRAVEL BASE ON AREAS TO BE PAVED. FROM OCTOBER 1 TO APRIL 30, NO SOILS SHALL REMAIN UNSTABILIZED FOR MORE THAN 2 DAYS. FROM MAY 1 TO SEPTEMBER 30, NO SOILS SHALL REMAIN UNSTABILIZED FOR MORE THAN 7 DAYS. AT ALL TIMES OF THE YEAR, THE CONTRACTOR SHALL HAVE SUFFICIENT MATERIALS, EQUIPMENT AND LABOR ON -SITE TO STABILIZE AND PREVENT EROSION FROM ALL DENUDED AREAS WITHIN 12-HOURS AS SITE AND WEATHER CONDITIONS DICTATE. FROM OCTOBER 1ST TO APRIL 30TH, THE PROJECT ENGINEER SHALL VISIT THE DEVELOPMENT SITE A MINIMUM OF ONCE PER WEEK FOR THE PURPOSE OF INSPECTING THE EROSION AND SEDIMENTATION CONTROL FACILITIES, REVIEWING THE PROGRESS OF CONSTRUCTION, AND VERIFYING THE EFFECTIVENESS OF THE EROSION CONTROL MEASURES BEING UNDERTAKEN. THE PROJECT ENGINEER SHALL IMMEDIATELY INFORM THE DIRECTOR OF ANY PROBLEMS OR POTENTIAL PROBLEMS OBSERVED DURING SAID SITE VISITS, AS WELL AS OF ANY RECOMMENDED CHANGES IN THE EROSION CONTROL MEASURES TO BE UNDERTAKEN. WHEN REQUESTED BY THE DIRECTOR, THE PROJECT ENGINEER SHALL PROVIDE THE DIRECTOR WITH WRITTEN RECORDS OF SAID WEEKLY SITE VISITS, INCLUDING DATES OF VISITS AND NOTED SITE OBSERVATIONS. IN THE EVENT THAT GROUND ON A PROJECT SITE IS LEFT BARE AFTER SEPTEMBER 30TH, THE CITY MAY ISSUE A STOP WORK ORDER FOR THE ENTIRE PROJECT UNTIL SATISFACTORY CONTROLS ARE PROVIDED. IN ADDITION, THE OWNER WILL BE SUBJECT TO THE PENALTIES PRE CITY CODE. IN THE EVENT THAT GROUND ON A PROJECT SITE IS LEFT BARE AFTER SEPTEMBER 30TH, AND THE CITY IS UNSUCCESSFUL IN CONTACTING THE OWNER OR HIS/HER DESIGNATED EMERGENCY CONTACT PERSON, THE CITY MAY ENTER THE PROJECT SITE AND INSTALL TEMPORARY GROUND COVER MEASURES AND BILL THE OWNER FOR ALL EXPENSES INCURRED BY THE CITY. THESE COSTS WILL BE IN ADDITION TO ANY MONETARY PENALTIES LEVIED AGAINST THE OWNER. 2. DELINEATION OF CLEARING AND EASEMENT LIMITS. CLEARING LIMITS, SETBACKS, BUFFERS, AND SENSITIVE OR CRITICAL AREAS SUCH AS STEEP SLOPES, WETLANDS AND RIPARIAN CORRIDORS SHALL BE CLEARLY MARKED IN THE FIELD AND INSPECTED BY THE CITY PRIOR TO COMMENCEMENT OF LAND CLEARING ACTIVITIES. 3. PROTECTION OF ADJACENT PROPERTIES. ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. TIMING AND STABILIZATION OF SEDIMENT TRAPPING MEASURES. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE STABILIZED ACCORDING TO THE TIMING INDICATED IN ITEM (1) ABOVE. 5. SLOPE STABILIZATION. CUT AND FILL SLOPES SHALL BE CONSTRUCTED IN A MANNER THAT WILL MINIMIZE EROSION. ROUGHENED SOIL SURFACES ARE PREFERRED TO SMOOTH SURFACES. INTERCEPTORS SHOULD BE CONSTRUCTED AT THE TOP OF LONG, STEEP SLOPES WHICH HAVE SIGNIFICANT AREAS ABOVE THAT CONTRIBUTE RUNOFF. CONCENTRATED RUNOFF SHOULD NOT BE ALLOWED TO FLOW DOWN THE FACE OF A CUT OR FILL SLOPE UNLESS CONTAINED WITHIN AN ADEQUATE CHANNEL OR PIPE SLOPE DRAIN. WHEREVER A SLOPE FACE CROSSES A WATER SEEPAGE PLANE, ADEQUATE DRAINAGE OR OTHER PROTECTION SHOULD BE PROVIDED. IN ADDITION, SLOPES SHOULD BE STABILIZED IN ACCORDANCE WITH ITEM (1) ABOVE. 6. CONTROLLING OFF -SITE EROSION. PROPERTIES AND WATERWAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORMWATER RUNOFF FROM THE DEVELOPMENT SITE BY THE IMPLEMENTATION OF APPROPRIATE BMPS TO MINIMIZE ADVERSE DOWNSTREAM IMPACTS. 7. STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED FLOW VELOCITY FROM A 2-YEAR FREQUENCY, 24-HOUR DURATION STORM FOR THE POST -DEVELOPMENT CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAMBANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. 8. STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE PROTECTED SO THAT STORMWATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. AFTER PROPER WRITTEN APPLICATION, THE REQUIREMENT FOR INLET PROTECTION MAY BE WAIVED BY THE DIRECTOR ON A SITE -SPECIFIC BASIS WHEN THE CONVEYANCE SYSTEM DOWNSTREAM OF THE INLET DISCHARGES TO AN APPROPRIATE SEDIMENT CONTAINMENT BMP AND THE CONVEYANCE SYSTEM CAN BE ADEQUATELY CLEANED FOLLOWING SITE STABILIZATION. 9. UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL BE LIMITED, WHERE FEASIBLE, TO NO MORE THAN 500 FEET OF OPEN TRENCH AT ANY ONE TIME. WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS, EXCAVATED MATERIAL SHALL BE PLACED ON THE UPHILL SIDE OF THE TRENCH. DEWATERING DEVICES SHALL DISCHARGE TO AN APPROPRIATE SEDIMENT TRAP OR POND, PRECEDED BY ADEQUATE ENERGY DISSIPATION, PRIOR TO RUNOFF LEAVING THE SITE. 10. CONSTRUCTED ACCESS ROUTES. WHEREVER CONSTRUCTION VEHICLE ACCESS ROUTES INTERSECT PAVED ROADS, PROVISIONS MUST BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT (MUD) ONTO THE PAVED ROAD BY USE OF APPROPRIATE BMP'S SUCH AS A STABILIZED CONSTRUCTION ENTRANCE. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY, AS A MINIMUM, AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 11. REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON -SITE. DISTURBED SOIL AREAS RESULTING FROM REMOVAL OF TEMPORARY BMPS SHALL BE PERMANENTLY STABILIZED. THE REMOVAL OF TEMPORARY EROSION AND SEDIMENT CONTROL BMPS MAY NOT BE REQUIRED FOR THOSE PROJECTS, SUCH AS SINGLE FAMILY PLATS, THAT WILL BE FOLLOWED BY ADDITIONAL CONSTRUCTION UNDER A DIFFERENT PERMIT. IN THESE CIRCUMSTANCES, THE NEED FOR REMOVING OR RETAINING THE MEASURES WILL BE EVALUATED ON A SITE -SPECIFIC BASIS. 12. DEWATERING CONSTRUCTION SITES. DEWATERING DEVICES SHALL DISCHARGE INTO AN APPROPRIATE SEDIMENT TRAP OR POND, DESIGNED TO ACCEPT SUCH A DISCHARGE, PRECEDED BY ADEQUATE ENERGY DISSIPATION, PRIOR TO RUNOFF LEAVING THE SITE. 13. CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON -SITE DURING CONSTRUCTION SHALL BE HANDLED AND LEGALLY DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM OR SURFACE WATERS. POLLUTANTS OF CONCERN INCLUDE, BUT ARE NOT LIMITED TO, FUELS, LUBRICANTS, SOLVENTS, CONCRETE BI-PRODUCTS AND CONSTRUCTION MATERIALS 14. MAINTENANCE. ALL TEMPORARY AND PERMANENT EROSION AND SEDIMENT CONTROL BMPS SHALL BE MAINTAINED AND REPAIRED AS NEEDED TO ASSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. THE APPLICANT SHALL BE RESPONSIBLE FOR ASSURING THAT ANY SUCH FACILITIES DAMAGED DURING FLOODS, STORMS OR OTHER ADVERSE WEATHER CONDITIONS ARE IMMEDIATELY RETURNED TO NORMAL OPERATING CONDITION. GENERAL EROSION AND SEDIMENTATION CONTROL NOTES THE FOLLOWING EROSION AND SEDIMENTATION CONTROL NOTES APPLY TO ALL CONSTRUCTION SITE ACTIVITIES AT ALL TIMES, UNLESS OTHERWISE SPECIFIED ON THESE PLANS: 1. APPROVAL OF THIS EROSION AND SEDIMENTATION CONTROL PLAN DOES NOT CONSTITUTE AN ACCEPTANCE OF THE PERMANENT ROAD OR DRAINAGE DESIGN. 2. THE OWNER AND HIS/HER CONTRACTOR SHALL BE RESPONSIBLE AT ALL TIMES FOR PREVENTING SILT -LADEN RUNOFF FROM DISCHARGING FROM THE PROJECT SITE. FAILURE BY THE OWNER AND/OR CONTRACTOR CAN RESULT IN A FINE. THE DESIGNATED TEMPORARY CONTACT PERSON NOTED ON THIS PLAN MUST BE AVAILABLE FOR CONTACT BY TELEPHONE ON A 24 HOUR BASIS THROUGHOUT CONSTRUCTION AND UNTIL THE PROJECT HAS BEEN COMPLETED AND ACCEPTED BY THE CITY. 3. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT AND UPGRADING OF THESE FACILITIES IS THE RESPONSIBILITY OF THE OWNER AND/OR CONTRACTOR FROM THE BEGINNING OF CONSTRUCTION UNTIL ALL CONSTRUCTION IS COMPLETED AND ACCEPTED BY THE CITY AND THE SITE IS STABILIZED. 4. PRIOR TO BEGINNING ANY WORK ON THE PROJECT SITE, A PRECONSTRUCTION CONFERENCE MUST BE HELD, AND SHALL BE ATTENDED BY THE GENERAL CONTRACTOR, THE PROJECT ENGINEER, REPRESENTATIVES FROM AFFECTED UTILITIES, AND A REPRESENTATIVE OF THE CITY. 5. THE EROSION AND SEDIMENTATION CONTROL FACILITIES SHOWN ON THIS PLAN ARE TO BE CONSIDERED ADEQUATE BASIC REQUIREMENTS FOR THE ANTICIPATED SITE CONDITIONS. DURING CONSTRUCTION, DEVIATIONS FROM THIS PLAN MAY BE NECESSARY IN ORDER TO MAINTAIN WATER QUALITY. MINOR DEPARTURES FROM THIS PLAN ARE PERMITTED SUBJECT TO THE APPROVAL OF THE CITY INSPECTOR. HOWEVER, EXCEPT FOR EMERGENCY SITUATIONS, ALL OTHER DEVIATIONS FROM THIS PLAN MUST BE DESIGNED BY THE PROJECT ENGINEER AND APPROVED BY THE CITY PRIOR TO INSTALLATION. 6. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED BY THE OWNER AND/OR CONTRACTOR ON A FREQUENT BASIS AND IMMEDIATELY AFTER EACH RAINFALL, AND MAINTAINED AS NECESSARY TO INSURE THEIR CONTINUED FUNCTIONING. ALL SEDIMENT MUST BE REMOVED FROM SILT FENCES, STRAW BALES, SEDIMENT PONDS, ETC. PRIOR TO THE SEDIMENT REACHING 8-INCHES IN DEPTH. 7. AT NO TIME SHALL CONCRETE, CONCRETE BY-PRODUCTS, VEHICLE FLUIDS, PAINT, CHEMICALS, OR OTHER POLLUTING MATTER BE PERMITTED TO DISCHARGE TO THE TEMPORARY OR PERMANENT DRAINAGE SYSTEM, OR TO DISCHARGE FROM THE PROJECT SITE. 8. PERMANENT DETENTION/RETENTION PONDS, PIPES, TANKS OR VAULTS MAY ONLY BE USED FOR SEDIMENT CONTAINMENT WHEN SPECIFICALLY INDICATED ON THESE PLANS. GENERAL NOTES: A. ALL WORKMANSHIP AND MATERIAL SHALL BE IN ACCORDANCE WITH THE ENGINEERING DESIGN AND CONSTRUCTION STANDARDS AND THE MOST CURRENT EDITION OF THE WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION. IN CASES OF CONFLICT, THE MOST STRINGENT STANDARD SHALL APPLY. B. THE CONTRACTOR SHALL BE IN COMPLIANCE WITH ALL SAFETY STANDARDS AND REQUIREMENTS AS SET FORTH BY OSHA, WISHA AND THE WASHINGTON STATE DEPARTMENT OF LABOR AND INDUSTRIES. C. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL TRAFFIC CONTROL IN ACCORDANCE WITH THE WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION (ALL APPLICABLE "K" PLANS IN THE STANDARD PLANS) AND/OR THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES (MUTCD). PRIOR TO INTERRUPTION OF ANY TRAFFIC, AN APPROVED TRAFFIC CONTROL PLAN IS REQUIRED. NO WORK SHALL COMMENCE UNTIL ALL APPROVED TRAFFIC CONTROL IS IN PLACE. D. ALL APPROVALS AND PERMITS REQUIRED BY THE CITY FOR ONSITE WORK SHALL BE OBTAINED BY THE CONTRACTOR PRIOR TO THE START OF CONSTRUCTION UNLESS PREVIOUSLY OBTAINED BY THE OWNER AND PROVIDED TO THE CONTRACTOR PRIOR TO BIDDING. NO SEPARATE PAYMENT WILL BE MADE FOR PERMITS OBTAINED BY CONTRACTOR. E. THE CONTRACTOR SHALL NOTIFY THE CITY OR COUNTY IF CONSTRUCTION IS TO TAKE PLACE IN THE CITY OR COUNTY RIGHT-OF-WAY AND SHALL OBTAIN ALL THE REQUIRED APPROVALS AND PERMITS. A COPY OF THE RIGHT-OF-WAY PERMIT MUST BE SUBMITTED TO THE CITY PRIOR TO THE START OF CONSTRUCTION. NO WORK IS PERMITTED WITHIN WSDOT RIGHT-OF-WAY. F. THE CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR THE LOCATION AND PROTECTION OF ALL EXISTING UTILITIES, WHICH INCLUDES KEEPING THE LOCATE CURRENT. THE CONTRACTOR SHALL VERIFY ALL UTILITY LOCATIONS PRIOR TO CONSTRUCTION BY CALLING THE UNDERGROUND LOCATE LINE AT 1-800-424-5555 A MINIMUM OF 48 HOURS PRIOR TO ANY EXCAVATION AND AFTER THE LOCATES ARE COMPLETED THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN MARKS THROUGH CONSTRUCTION. G. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO KEEP A COPY OF THE APPROVED SET OF PLANS ON SITE. ALSO, A CURRENT RED -LINE (CHANGE TO THE PLAN) DRAWING OF THE APPROVED PLAN INDICATING CHANGES SHALL BE KEPT ON THE CONSTRUCTION SITE AT ALL TIMES. H. ALL SURVEYING AND STAKING SHALL BE PERFORMED BY A LICENSED PLS. I. TEMPORARY EROSION CONTROL/WATER POLLUTION MEASURES SHALL BE REQUIRED IN ACCORDANCE WITH THE ENGINEERING DESIGN AND CONSTRUCTION STANDARDS. AT NO TIME WILL SILTS AND DEBRIS BE ALLOWED TO DRAIN INTO AN EXISTING OR NEWLY INSTALLED STORMWATER FACILITY UNLESS SPECIAL PROVISIONS HAVE BEEN APPROVED. z a U .� L 0 U z w z z z .� z m J a W w z z 0 U 0 o I� Lo — rn 0) c 0)O Q L0 m o `° rn 0c) Nv N 3 J d LLJ -I N z 0 V) o✓ M m N w Q � o Lo w Of � w w Q 0 0 0 O O N p� 1 O N O t N O I I � N � I O O N W M O W M W N M Q O O O (n ON c�d Z O NO O CL U Qo w I N cl) MNM W Q O O p N I N M O .. O J N W 1) 00 Q CL DRAWING NO. CALL TWO WORKING DAYS BEFORE YOU DIG 811 0 UTILITIES UNDERGROUND LOCATION CENTER C4 40 9 20 40 ( IN FEET) 1 inch = 40 feet CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER 4" TO 8" QUARRY SPALLS ____j __ __� SW OLD CLIFTON ROAD �N �o, FX�Fp gN'yj�l! T PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA MAINTENANCE STANDARDS 1. QUARRY SPALLS SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. 2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE, OR THE INSTALLATION OF A WHEEL WASH. IF WASHING IS USED, IT SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND. 3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON -SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT IS NECESSARY TO WASH THE STREETS, THE CONSTRUCTION OF A SMALL SUMP SHALL BE CONSIDERED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP. 4. ANY ROCK SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. 5. IF VEHICLES ARE ENTERING OR EXITING THE SITE AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(S), FENCING SHALL BE INSTALLED TO CONTROL TRAFFIC. STABILIZED CONTRUCTION ENTRANCE DETAIL 2 NTS - SITE - PLAN SCALE: 1 "=40' /ln A Tr C" k A A v CROSS SECTION TI71AA ''rO I LA I ILE W BYPASS ) DEBRIS \ 2blir- \ \ \ — A WIRE SUPPORT FENCE FILTER FABRIC MATERIALS - PROVIDE WASHED GRAVEL BACKFILL OR COMPACTED NATIVE SOIL AS DIRECTED BY LOCAL GOVERNMENT- - I — — 8" MIN. - - 2"x2" WOOD POSTS, STD. OR BETTER OR EQUIV. - FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS, USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE.-\ 0 I CV 0 WIRE MESH SUPPORT FENCE FOR SILT FILM FABRICS WIRE STAPLES OR RINGS II BUY BOTTOMFILTER 6' MAX. I I MATER AL IN 8"Ox12" TRENCH SILT FENCE DETAIL 1 NTS - NOTES: 1. PERFORM MAINTENANCE IN ACCORDANCE WITH STANDARD SPECIFICATION 8-01.3(15). 2. SIZE THE "BELOW GRATE INLET DEVICE" (BGID) FOR THE STORM WATER STRUCTURE IT WILL SERVICE. 3. THE BGID SHALL HAVE A BUILT-IN HIGH -FLOW RELIEF SYSTEM (OVERFLOW BYPASS). 4. THE RETRIEVAL SYSTEM MUST ALLOW REMOVAL OF THE BGID WITHOUT SPILLING THE COLLECTED MATERIAL. STORM DRAINAGE INLET PROTECTION DETAIL 3 NTS - M I Z a U o L z w z o z z m J Q w w c o Z a�oo v � EL0) 1 Q inOm x .. o cD rn � N : J 0- w Q N N m ZD Cn V) Li O O N 0) I O N O t N 01 N � J 10 w O N to I :2N� W wot CL tood <0OO o LLI O N ~ O 00 O Q Z W 1 04 N 1 N 1 to EL U O O Q to I Cl) N N W Mo I F— .. O J N Li.l to 00 Q CL 'DRAWING NO. C 5 DOG \ \ � � � \ E12 `\ \ PARK \\ AL0 - TO1� Q�SL_-- \ \\ \JT2.5�- EAM-8l� //_-----_\- TOW=321.7 0 \ _ / = 8-0-3'05.`0 --___-_---__J^� __-___ -- "5� \ R1=3A6,2 1 / / i B=285.7--- -- - \ \� __ --- - -284 - = n=3@3.8---- _----__--- \\ ---- _ �OP�F_ LOPE=- 1\ 6 WOOD FENCE \ I wj Ra • � ��r�ii31f1�• �' ` 1 � 1 i : • • 1 •• 111 1 1�' • • • � - -� _ � �� _ 1P40 I 1• • .. • u - , - - - BOIF sw 6�111111111111111 �.N-m-m MIS am 1 mmp1r 1 ® �B• '1 ,, a .• � _• r 1 man � FFI�G=308.9J :1 1 • 1: -I •/7 1 1 •, r , .1 1. , •kOqR .� 1: 1: ' 1'• 1 c� • Brig 307 \ \ O GB=316.9� i 310 = =3 . Ln - - ® 1 / / C---- Gj % 0 / 30 9 15 30 s�,s ., S�SS SS \\SS SS SS SS ( IN FEET) 1 inch = 30 feet / \ 01 O 1 a H Co 1 1 W 1 Z _ J H Q S 10) 0) 11-� ■ ONO (0 L6 N n � 00 N 0 8+70 STA: 13+83.75 EL=297.73 , PARKING LOT CENTERLINE PVI STA: 7+11.15 SCALE H:1 "=30', V:1 "=30' PVI ELEV: 285.12 - I K: 14.81--F LVC: 200.00 BVCS: 6+11.15 BVCE: 297.12 EVCS: 8+11.15 EVCE: 286.62 LOW P 7+88.93 7 LOW PT ELEV: 286.46 -12.00% CV 06 CDN w > > W w I O O c. (p . 00 00 O O 0 O r- 0)O O 0) 00 r. _ r. r- r 00 � 00 00 (6 O CO N N N N� 00N N� 0; - CV N N 4 O N o0 N O ONN N N N N N N 8+40 8+10 7+80 7+50 7+20 6+90 6+60 6+30 6+00 5+70 STA: 13+12.05 STA: 12+20.53 EL=296.12 EL=295. 0 1.00% 5 My - GB STA: 11+50.88 EL=291.72 � GB TA: 13+38.02 7- a - EL= 96.71 EXISTING EL VATION PROPOSED ELEVATION 270 Co 0)�� o0, .� �� - �� N 00 �N NN N N NN NN NN N N 13+80 13+50 13+20 12+90 12+60 12+30 12+00 11+70 11+40 CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER blo)�7 #32 SW - SSI SS \ug 296 / �� BOW=2 END RO B • Q SDMH#26 L STA:10+18.26, ' /1 DM 12XL a 0 0 12+50 12+0 11 + -292 -- ��• \ N .e 2� =2*90A.., _•e a �t \ ��• d _ e _ - �� _ �G N \ • � , �, \�GC2 FG=298.3 FG=296.4 FG=296.4 FG=291.6 FG=291.6 \I 1 TOW=296.7 BOW=295.5 � FG=290.0 � � � -(24 UNITS) DING -(24 UNITS)ILDING / \FlN/SHEb FLOOT / ELEVA T/ 6. 60 _ E FVA 77ON = 291.80 FG=290.0 \ TOW=304.6 CHAT 48" BLACK VINYL LINK FENCE, TYP TOW=299.6 TOW-_298.4 ROCK WALL TOW=294.8 BOW=290.5 BOW=295.5 BOW-295.5 BOW-290.5 I • X Ica • �7 � O • �OAD , GRADING - PLAN SCALE: 1 "=30' PVI STA: 5+02.47 PVI ELEV: 310.17 Cv K: 18.18 + LVC: 200.00 Cn m -1.00% ('101 WE, A d0l SS i SS �,o _o 'p, SS GB STA: 3+47.96 EL=311.71 EXISTING GRADE PROPOSED ELEVATION N p o M 3+30 3+00 EXISTING ELEVATION U7 O O O O N u7 o � O O o O o0 O O N p O o n r i � 5+40 5+10 4+80 4+50 4+20 3+90 3+60 PARKING LOT PROFILE - STA 0+00 - 9+00 SCALE: 1 "=30' GB STA: 10+53.17 EL=29 25 1.50% n _ Z m Lo O N O r, N j LoCo O c0 , 0000 rn 00 O 0000 O NN 00 ° 00 r rn r °0 COCO 00 00 CO) NN NN N°N N°N° NONO NON A 11+10 10+80 10+50 10+20 9+90 9+60 9+30 9 m O O PARKING LOT PROFILE - STA 9+00 - 13+84 SCALE: 1 "=30' - CB#31 / CB#30 / 30� / SS / SS SS SS ks SS - GB STA: 1 +62.01 7 EL=307.99 o C14 PVI STA: 1+15.76 ;D M PVI ELEV: 306.37 K 7.06 u-) N 00 M � LV 60.00 Lu cii j W U m > w m 3.50 ° 12.00q \ \ TOW=2Mq__ WO STIR \ \ •TOW .3- / TOW=297.9\ ` t _I \ 3 0 °3'3' RW GB=2h14. z a U L z w Z O Z c Z m Q w W O Z 0OLo C w rn i 00 cd ° ¢� in x, m gO o (D 0) r CV J 0- w Q N m ZD Cn V) N N w o � Q o rn w J. $ N'A�O z: SS T / .o 31175 9v `�' ' •�'GISTEg�• � �'" �SS10NAL E��S �-30-22 PVI STA: 0+53.84 PVI ELEV: 298.94 K: 6.15 LVC: 60.00 EVCS: 0+23.84 BVdE: 298.27 EVCS: 0+83.84 EVCE: 302.54 LOW PT. STA: 0+; LOW PT ELEV: 29E STA: 0+00.00/ EL=297.73 Lo 01� ro1� 0)1� in1� 010 It NIA -I� N O M O M C6 N C r': O O wO � OO O 0 00 r7 r -0 -0 i _0 i j O -0 M O 0 O M N 2+70 2+40 2+10 1 +80 1 +50 1 +20 0+90 0+60 0+30 EARTHWORKS SITE VOLUMES: 19,120 CY CUT 9145 CY FILL NET 9,975 CY CUT VOLUMES ARE NEAT LINE QUANTITIES O O W I O O J � O � (/) N O a Z O N od w N I �Mo O a Q -N CL 00 to J Q O O 0 O 3:: 1 0 Z C,O00 0 w 1 N Q :2 C"I I IV I � O 0 o C) to M I J Q O� oM cri W J M wo U 0 Q 0- DRAWING NO. C6 FG=299.0 FG=298.9 a p TOC=299.4 FG- 01.9 FG=300.6 FG=299 0 FG=299.0 Lo I \ p ._ V, V, � v b° / ' v D co h v 60 v) I \ FG=301.8 d �' \ Lo pv FG=300.7 3 CO o I o� FG=302.1 7 CB 1 \ v p\ I N FG=300.6 # ^' 0 u- G�#8 p 1.5"0 GALVANIZED HANDRIAIL PER ADA RIM= oo v p EQUIREMENTS CORED DRILLED INTO ,\ p 0, CONCRETE SIDEWALK F 298.9 GB=304.5 FG=307.0 GB=304.4 V- ZA 10 5 10 HANDICAP RAMP Immmmm PARTIAL GRADING - PLAN 1 ( IN FEET) SCALE: 1"=10' 1 inch = 10 feet FG=310. 0 309.8 FG 10.1 0. FG=310 0 1.5"0 GALVA ED HAN RI IL PER ADA v REQUIRE EN COR RILLED INTO p 4 CONCRE STEPS CON RE SIDEWALK 7 0' FG=311.1 FG=310.1 I D v v l p v p FG=30�,8 o u I pD FG=307.9 v- II! c6 v D N D ---------�- - - - - / - - - - - - - - - - - - - - - _ RIM= CB#7 07.39 p L) PEDESTRIAN CURB , v cn I I I I D ci) v I D SOUTH STAIRS PARTIAL GRADING - PLAN 6 SCALE: 1 "=10' 10 5 10 ( IN FEET) 1 inch = 10 feet CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER 298.8 TOC=299.2 + - FG=298.7 1G4 298.8 8.95 0 313.4 \ 0 5 10 ( IN FEET) 1 inch = 10 feet BUILDING #1 PARKING PARTIAL GRADING - PLAN 2 SCALE: 1 "=10' - - //-FG=296. /-FG=295.9 -o - - - S= % ° d a b\ � _ a V - v d ° d ° FG=296.2 d �G=296.4 a a a v ( IN FEET) 1 inch = 10 1 p v o D Co BUILDING #3 PARKING PARTIAL GRADING - PLAN 4 SCALE: 1 "=10' NORTH PARTIAL GRADING - PLAN 7 SCALE: 1 "=10' 10 5 10 ( IN FEET) 1 inch = 10 feet v D D 0 da a S� ° 4 FG=309.2 FG=30W9 v 4 d N 4 II N 4 d ° d� d 4 � d FG=308.9Lf 6' d d a G=308.6 4 d a N F 1 inch=10 feet BUILDING #2 PARKING PARTIAL GRADING - PLAN 3 SCALE: 1 "=10' /--FG=291.3 D � CD 4 N d 4 N a ° d d I v � a a d d D FG=291.6 a FG=291.2 d 4� v I a v V- D D 10 0 5v 14i v C) D v cn p V- ( IN F 1 inch = 10 'feet BUILDING #4 PARKING PARTIAL GRADING - PLAN 5 SCALE: 1 "=10' PARTIAL GRADING - PLAN 8 10 5 1 o SCALE: 1 "=10' ( IN FEET) 1 inch = 10 feet z N Q U O U L U z w Z O z z m ■� J a Ld w uj r Z O 0 C o�� rn Ca °a") in L, m o c(o a, 00 IL 04 0- w N N m ZD U) Or- N C w o Q w o` 9-30-221 0 O N Cn I o N O � N O N 0 1 O Z W0C*I :2 N 1 J OM O R ♦R Q Q Z Q O O 0O-d Q 3 1 Op0 (� 0,0 w 1 N � N M Q Q 0 F- 0 (.N N Q ►r) I O O J N W 0 0 Q CL DRAWING NO. C 7 310 300 290 280 270 260 250 240 CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER CROSS SECTION A -A 50' MIN SLOPE SETBACK SCALE H:1 "=20', V:1 "=20' 310 TO INFILTRATION TRENCH 4' BLACK VINYL CHAIN LINK FENCE 300 6-FOOT SIDEWALK WITH 6" CURB I ROLLED 6" EEL STOP CURB SLOPE BUILDING #4 290 �- 1 r- 6" WHEEL STOP 34' INFILTRATION PROPOSED GRADE 280 TREN 45' INFILTRATION TRENCH 270 I _ _ 18"X18" GRAVEL TRENCH- mlw N 260 I a Cr- F- 250 - - EXISTING ELEVATION PROPOSED ELEVATION 240 O r7 N r7 N O� O 00 O Lo In 7 0) 00 u7 N O � r, 0)O Co Co Co Co O 00 1 C6 n O c0 � Lo ul (o 00 00 00 O 00 000 00 00 00 0)0)0)0)O OO O 0)0)N N N N N N N 00 00 N 00 N 00 N N N N N NN Cq N N N N N N 0+20 0+40 0+60 0+80 1 +00 1 +20 1 +40 1 +60 1 +80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 TYPICAL ROAD SECTION 20 10 20 SECTION A ( IN FEET) C1 1 inch = 20 feet SCALE 1 "=20' CROSS SECTION B-B I� to k VERTICAL CURB & GUTTER 310 - 300 70 240 u7 (D O CCo u7 O O O N 00 O 4+20 4+40 4+60 vrnTin aL CURB FER r7 O O O O O O O Lo r7 O I� � O n n r- 07 O O O O ao00 ao u7 NLo ar7o cD r7 (6 u7 4 4 (6 N N0 NI u7 N 0) N 0) nv7 � O aoD N ODcp . O r co Co n � D O OcD O O O O N N N N N N N N N 00 N 00 N 00 N N N 0) N 0) 0) 0 0)7 O r7 O ) ON N N N N N N N N N N r7 r7 r7 0+20 0+40 0+60 0+80 1 +00 1 +20 1 +40 1 +60 1 +80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 TYPICAL ROAD SECTION 20 10 20 SECTION B ( IN FEET) SCALE 1 "=20' C1 1 inch = 20 feet 240 z a U O U U Z W Z O Z Z m J_ Q W W z Oa)oo v � EL0) c 0)o Q L0 inm o o cD 0) 00 N 0_ � -11 Q U) N — m ZD Cn V) 0:� LL. Lj 0 0 N 0) I 0 N O t N N 01 LL No 0 I O N W to I o Z �0to 0 a N CL 00 M Q O O V (n� W 3:: 1 i/) 0 N 0 000 �A VJ w I NN C0 :2N1 0 I to N 't IIm a00 U N N � O � O (n M C0 J N Li IM 00 Q CL DRAWING NO. C 8 320 310 300 290 280 270 260 250 320 310 300 290 280 270 260 250 112.50' STREAM BUFFER I CROSS SECTION C-C SCALE H:1 "=20', V:1 "=20' 4' BLACK VINYL CH IN LINK FENCE 4' LACK VINYL C AIN LINK FE CE 6" WHEEL ST P _ - SLO TOW=30 .94 6�" WHEEL STOP WELDED WIRE WA = — - ROLLEDEEL SIOP CURB ST : 2+31.03 EXISTING GRADE BLOCK WALL 6-1`00� - ;' SIDEWALK SL ME "ll �. - 6" WHEEL STOP PROPOSED GRADE BUILDING #2 18"X18" GRAVEL TRENCH O T1 4' BLACK VINYL CHAIN LINK FENCE 320 VERTICAL CURB & GUTTER 310 300 290 / EXISTING ELEVATION PROPOSED ELEVATION 00 00 O N u7 O CA 00 � 00 00 O rn M r7 c0 O M Ln NNNN � L0 � N r7 O 00 00 06 4 00 r-: ai M (0 I- 00 00 c0 (D OO a0 O a0 O cfl O cfl O I� O CA O CA CA CA OpA N N N N N N N N N N N� N N O M r) p r7 M O i j M O M i j O M r7 O O O r j O r7 r7 0 r7 M O r7 r7 O r7 M r7 r7 r7 0+20 0+40 0+60 0+80 1 +00 1 +20 1 +40 1 +60 1 +80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 TYPICAL ROAD SECTION 20 9110 20 SECTION K—q--� ( IN FEET) SCALE 1 "=20' C1 1 inch = 20 feet CROSS SECTION D-D SCALE H: 1 "=20', V: 1 "=20' 4' BLACK VINYL CHAIN LINK FENCE 6' BLACK VINYL BLOCK WALL _ VINYL FENCE — CHAIN LINK FENCE STA: 3+26.59 TRASH 6' SIDEWALK WELDED RE WALL ARE SLOPE W� SLATS TOW=311.73 STA 2+37.59 SLOPE _ 112.50' STREAM BUFFER T W=305.83 STA: 3+26.6 6-FOOT SIDEW LK WITH 6" CURB BOW=308.9 6" WHEEL FILL PER GEOTECHNICAL REPORT 47' INFILTRATION THE CH PROPOSED GR BUILDING #2 18"X18" GRAVEL TRENCH 70 \ / EXISTING GRADE BOW=300.47 EXISTING ELEVATION PROPOSED ELEVATION 0 OO O 00 O N O N` 00 00 Oc0 r7 04 I- r 00 N 7 O — 00 v7 N L0 O N N N N O In00 pA N 4 r (6 N O 00 CO 00 (6 0) 00 0) 0) v vi OO N00 `0 MO Lo p O)O c0 � 00 7 NN0) r7 r7 N N N N N N N N N N 7M r7 r7 0 0 O po pO M 0+20 0+40 0+60 0+80 1 +00 1 +20 1 +40 1 +60 1 +80 2+00 2+20 2+40 2+60 2+80 3+00 3+20 3+40 3+60 3+80 4+00 4+20 4+40 4+60 4+80 5+00 5+20 TYPICAL ROAD SECTION 20 1 ° 20 SECTION D ( IN FEET) SCALE 1 "=20' C1 1 inch = 20 feet CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER C�7 270 260 250 z a U O U U Z W Z O Z Z m J_ Q W W 0 Z a)oo v r4 EL0) c 0 rn Q Lo inm X� �. o o cD 0) 0c) Na- � -11 Q U) N — m ZD Cn V) 0:� LL. Lj J Z E� 0 �, G:suro 0 ��\ , ' �'ISTEg�• SS 0 04 1 0 N O N t N 01 I -t LL No 0 I 1 ON N W to I N (%J o OM Z 0 Q N Q0� ~ (n 04 Lu 3:: 1 i/) O N 0 O O O oN W 1 C0 :2N1 O I M ao0 U N N Mo 1 W H o— (%j M C0 J N Li IM 00 Q CL DRAWING NO. C 9 202- — — — — — — — — — Z Nll LLI ? _ _ _ _ \ / �// _ —_ \ z ARK \ o L0 66!044DRE GVERFL6W-RIPr _ _— — o in . \ \' .. p•' os _ —� / '\\�� I \� 0 ou All / / .�' p; •p 11 _ _ _ — _�-� \ — \ DOG _— — — — — / — \ / \\ / / \\ .p p• l:•/ I.I •I / �/ / _ p ' l .4* • p / / / _ CB I a k _ SDMH 0 �2 L 2"01�L-12 + #24 �tS� \ /1.(�4�UN/TS) �� /� I ^ \ ��o CB I �9 I ,12 CB#23� 12 \ /—/ 2"1.1 s / nN 4X0 TR#3 c / I I z �' Zg0 12° � 12 � 77=1 /� IIN WA R �, / �� / / d • / / 1 <, o I Q ALIT STR CTU E ' }o 12"0 -12 - I I 9`s — — p • y \ s 6- ICB#25 X80 JNF ji?At\ lL4X 0 /�FIL O11� SPMfl 2\ 34IBA �1`Z 7/ . " �� ` , / • \ I / / \ \+ MH2+00 1+50 0 0 13+ 12Fk O \ ZD 010 \ LEA'S/NG9FRgE \ r • / •Y• \4 r �L(j \ •/ ° . •Cq • • \ RECREAT%ON BU/LDI�IG\ a • • , g • — p .. . "° •� ' , _ _ _ s • / • p tl . :� s'x8' WATER \ \ FFEL=31.55 — ------------- — --- — -------------- _ ----- ------ --- — \ QUALITY STRUCTURE \ 12"� N-12 w "— —�� C #27\\\ \\ CB#33 \ "0 N-12 \ �p0 I — \\\ I 1 I \\ CB O .• p• Pq Tj0 •' p I I BU/LD/N� #2-t�24 UN/T5 i I o I p o i lLD/NG -(24 UN/TS i I i I lLD/NG -04 UNITS) l — ELQQR -- I --- I I —�F/N/SHE FLOOT / I N \ E A PON �309.25 \ I ELEVAT/ 6.60 I I E�VA77ON = 29180 // I 12"0\N-12- o \ I \ AREA `� / I I \ ► I I I I I ��' — — --� /------------- ---- \ 3p5-------- `�—————————————————————— — — — — h z I 310 307 \ c� 301 R> >\ \ �, 12 4.5 8o �'GISTEg� I \ . • o�— — _ 305 �, 300 _ �SSjorraL E��s ZD h •\ — _ J l p p• c E-0 S S S S - S —`�5 a S S j S S - S n S % o w w w w w w w w w w 310 w wCB#32 w w w w w w-- w `�� w w w w CB 31 w / w w w w w w w 'sue s \ :. 0 / I s� SS SS \SS SS SS SS - SS SS SS SS SS i SS SS SS / SS SS SSI SS SS SS SS SS SS / SW OLD Clff AD o�� T T 0 G%<�� \ \ 30 15 30 %�Z 'P �o N N 00 Q ( IN FEET) J 1 inch = 30 feet 0 N I N (Al O 0 W STORM DRAINAGE - PLAN w N N a SCALE: 1 =30 � M O Z O_ Q N Q 0- 00 to Q 00 O Q (n N I 000 w j N O �— I (n Q 0 0 �NCV J M I Q 0 0 LJ.I (%) IM > J N v0 O o- a 0- CALL TWO WORKING DAYS DRAWING N0. BEFORE YOU DIG 811 Clo UTILITIES UNDERGROUND LOCATION CENTER W Q m N N W o Q \ rn W 30 15 30 PARTIAL STORM DRAINAGE - PLAN ( IN FEET) SCALE: 1"=30' 1 inch = 30 feet 320 310 CB#7, TYPE I W/ HARRINGBONE GRATE STA: 0+10.00, RIM EL=307.41- 12"0 IE= 303.93 (OUT) 300 CB#6, TYPE I W/ HARRINGBONE GRATE STA: 0+54.52, RIM EL=305.28 12"0 IE=301.70 (IN) 12"0 IE= 301.70 (OUT) 290 28C CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER STORM DRAINAGE PROFILE FOR INFILTRATION TRENCH #1 SCALE H:1 "=30', V:1 "=10' CB#4, TYPE I W/ HARRINGBONE GRATE STA: 1+35.61, RIM EL=305.28 12" SD 44.5 LF 12"0 IE=301.30 (IN) 0 S=5.0 % 12"0 IE= 301.30 (OUT) 12" SD 49.0 LF 12" SD 32.1 LF 0 S=0.50% @ S=0.50% I SDMH#5, TYPE 2-48" W/ SOLID LID, STA:1+03.52, RIM:307.43 12"0 IE=301.46 (IN) 12"0 IE= 301.46 (OUT) r12" SD 8.3 LF 0 S=0.50% / Ir 8'X12' WQ STRUCTURE 12" S�.1 LF ® S=0.50% 12"0 SD �STA: 1 +73.87 IE=301.47 12" SD 87.1 LF STRUCTURE 4' BLACK VINYL CHAIN LINK FENCE EXISTING GRADE - BLOCK WALL - 6' SIDEWALK SDMH #2, TYPE 2-48" W/ SOLID LID, STA:1+65.02, RIM:306.97 12"0 IE=301.15 (IN) 12"0 IE= 299.44 (OUT) CB#3, TYPE I W/ HARRINGBONE GRATE STA: 1+43.87, RIM EL=305.59 12"0 IE=301.26 (IN) 12"0 IE= 301.26 (OUT) 110.0' \- PROPOSED 2" SD 5.0 LF 0 S=0.50% STA: 3+67.12 J EL=298.50 SDMH #1, TYPE 2-54" 30.3" HDPE W/ SOLID LID, j INFILTRATORS STA:2+52.12, RIM:305.29 �20 12"0 IE=299.00 (IN) 6"0 IE=298.98 (IN) EXISTING ELEVATION 12"0 IE= 299.00 (OUT) PROPOSED ELEVATION N c�D N 00 7 r� � rn O pN0 r (D � j 0) 0�0 O � r� o o - 6 0 o M � O � � O Uri 0 6 0 00 O (6 o 0i 0 � 0 0i 0 4 0 o n (6 O � n � O r�i C6 O r�i 0; O 0+30 0+60 0+90 1 +20 1 +50 1 +80 2+10 2+40 2+70 3+00 3+30 3+60 1I 5 10 PARTIAL STORM DRAINAGE - PLAN ( IN FEET) SCALE: 1"=10' 1 inch = 10 feet BUILDING #1 &2 ROOF DRAINAGE PROFILE SCALE H:1 "= 30', V:1 "=10' 31 300 SDMH #1, TYPE 2-48 W/ SOLID LID, STA:2+52.12, RIM:305.29_,,--, 12"0 IE=299.00 (IN) 6"0 IE=298.98 (IN) 12"0 IE= 299.00 (OUT) 290 6" SOp vy .5p% � o 0 0 0 0 � 0+60 0+30 C�7 CB#8, TYPE I W/ HARRINGBONE GRATE STA: 2+52.12, RIM EL=307.36 6"0 IE= 302.78 (OUT) x z N Q U O U L z w z O z z m J_ Q w W z 0 0 o0 0 M ul - 00 'Q x m °' �� o co po 0 04 J 0- w Q U) U) m ZD U) Or- N w O Q w 9-30-22 vl- O C0 N L1J I O O J 't UL 04 wON V 04 I �O0 W Q < C14 J QOO ~ a NNE I Z 3:: ON coo _ H W 0 W N Q a I mNM CC Z Q O � ONN � � ►� I Z O � -m JM 0 v O I--' Q CL DRAWING NO. C11 I'm 310 300 12" SD 21.6 LF @ S=10.00% 290 - 280 270 CB#15, TYPE I W/ HARRINGBONE GRATE STA: 0+10.00, RIM EL=300.55 12"0 IE= 297.00 (OUT) STORM DRAINAGE PROFILE FOR INFILTRATION #2 SCALE H:1 "=30', V:1 "=10' CB#13, TYPE I CB#12, TYPE I W/ VANE GRATE W/ HARRINGBONE GRATE -STA: 0+63.01, RIM EL=298.95 STA: 1+30.24, RIM EL=296.09 12"0 IE=294.68 (IN) 12"0 IE=291.99 (IN) 12"0 IE= 294.68 (OUT) 12"0 IE=291.99 (IN) _ 12"0 IE= 291.99 (OUT) 6'X8' WQ STRUCTURE LF a- ? 12" SD 31.5 LF 0 S�0.50% CB#14, TYPE I W/ VANE GRATE STA: 0+31.56, RIM EL=298.95 12"0 IE=294.84 (IN) 12"0 IE= 294.84 (OUT) C �� Oo U°' ELEVAT/ 6.60 I I oC6 a) 0� N� I I I N N N N N N N (/ I _ 1 R 0+30 0+60 0+90 1+20 PARTIAL STORM DRAINAGE - PLAN SCALE: 1 "=30' CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER 30 915 30 ( IN FEET) 1 inch = 30 feet N 29 28 CB#16, TYPE I W/ CURB INLET VANE GRATE \ STA: 0+82.06, RIM EL=298.70 120 I "E= 293.76 (OUT) t " D 8�9-L� S= % 12" SD 65.9 LF � 5=3.75q CB#11, TYPE I W/ HARRINGBONE GRATE CB#10, TYPE I STA: 2+11.24, RIM EL=295.08 W/ CURB INLET 12"0 IE-291 58 (IN) !" SD 29.0 LF @ S=4.70% SDMH #9, TYPE 2-54" W/ SOLID LID, rT� STA:3+22.26, RIM: 294.08 C20 r12"0 IE=287.50 (IN) R"� IF-�R7 �n IIAF\ 12"0 IE= 287.50 OUT) & VANE GRATE 12" SD 10.3 LF 0 S=0.04% 12"0 IE= _291.58 (OUT) STA: 2+77.18, RIM EL=292.51 12"0 IE=289.11 (IN) 12"0 IE= 289.11 (OUT) 12" SD 5.8 LF @ S=4 20% O O ui ui O O O O N N N N 1 +50 1 +80 o � 00 O Lo 0 4 00 N N 0)0)0)N N N N N 2+10 2+40 2+70 CB#12, TYPE 1 300 W/ SOLID LID STA: 1+30.24, RIM EL=296.09 �12"0 IE=291.99 (IN) 12"0 IE=291.99 (IN) 12"0 IE= 291.99 (OUT) 280 0+30 0+60 0+90 1 +20 10 9 5 10 PARTIAL STORM DRAINAGE - PLAN ( IN FEET) SCALE: 1"=10' 1 inch = 10 feet .rn00 . N N N N 3+00 3+30 310 901 80.0' I ----k-STA 4+07.26 EL=287.00 30.3" HDPE 280 INFILTRATORS EXISTING ELEVATION PROPOSED ELEVATION 270 c0 M � O � N � O 0) n 0) C0) n O NN NN NN NN 3+60 3+90 4+20 4+50 BUILDING #2 PROFILE TO INFILTRATION TRENCH #2 SCALE H:1 "=30', V:1 "=10' 3001 - --F 300 29 SDMH #9, TYPE 2-48" W/ SOLID LID, STA:3+22.26, RIM:294.08_,,,, 12"0 IE=287.50 (IN) 6"0 IE=287.50 (IN) 12"0 IE= 287.50 (OUT) 28 290 6" SD 42.1 1.FF CB#17, TYPE I ® S-=D% W/ HARRINGBONE GRATE STA: 3+22.26, RIM EL=295.12 6"0 IE= 290.02 (OUT) O . 17 0) 0) 0) N N N 0+60 0+30 80 Z Q U o U L o z w z o z z m a w W z 0 3 00 0 ul M CL c rn rn Ca ° x a "' m m .. 4 co a, 00 cM.ia� J w Q U) N m ZD U) Or- w O Q LjN W 9-30-22 1 vl- O C0 N L1J 1 0 �O J �o� N j 1 0 N = otS Q:N 1 U zoo W Q :2 - NUJ W o0 H � 0 CLNc:d Z 1 0 Lu �oo�.C'3 00 1 N Q Q QNM jr Z moo J Q QNN - ►,e) I oo, Z - No � JM 0 0 O I--' Q CL DRAWING NO. C12 7 SDMH#18, TYPE 2-54" 1 W/ SOLID LID, C20 STA:3+89.41, RIM:287.25 12"0 IE=282.30 (IN-) STA: 4+82.61 EL=282.50 _ 1I 5 10 PARTIAL STORM DRAINAGE - PLAN ( IN FEET) SCALE: 1"=10' 1 inch = 10 feet STORM DRAINAG PROFILE TO INFILTRATION TRENCH #3 SCALE H:1 "=30', V:1 "=10' CB# , TYPE I - - CB#20, TYPE I W/ HARRINGBONE GRATE CB#23, TYPE I W/ HARRINGBONE GRATE STA: 2+89.46, RIM EL=287.97 W/ HARRINGBONE GRATE RIM EL=287.59 12"0 IE=282.80 (IN) STA: 2+24.84, RIM EL=286.90 STA: 3+10.61, 12" - 2.80 (OUT) 12"0 IE=283.12 (1 ) 12 IE=282.69 (IN) 12"0 IE= 283.12 UT -- 12" SD 70.7 LF ® S=0.50% 12" CB#25, TYPE I W/ HARRINGBONE GRATE STA: 0+10.00, RIM EL=290.47 12.0 IE= 286.31 (OUT) CB#19, TYPE I�STA: 12" SD 40.1 LF u r - - - - - - - - - - - - --Mu I CB#24, TYPEEL=278.50 4+82.61 W/ HARRI GBONE GRATE W/ HARRIN BONE GRATE LSTA: 2+64.93, RIM EL=286. 8 W/ HARRINGBONE GRAT- 2" SD 7.7 LF ®S=0.00% STA: 3+18.68, IM EL=286.79 12 0 IE=282.92 (IN) STA: 0+62.93, RIM EL=289.0 12"0 E=282.65 (IN) 12"0 IE- 2 2.92 (OUT) 12"0 IE=284.99 (IN) 12"0 IE 282.65 (OUT) - (OUT) _ 12" SD 8.1 LF ® S=0.50% 12" SD 24.5 LF ® S=0.50% 12 SD 21.1 LF @ S=0.50% r Ln L . � o O L . Ln Ln ao O � 00 r rn c0 cn Lo ao I� 00 L� Cn rn o r7 Lo � L� co ao 00 00 rn N � ao � ao � Ln � r7 N 00 00 't 00 00 00 00 Ln 00 � 00 co 00 � 00 00 00 (6 p 00 00 (6 00 O N 00 N (6 O 00 N (6 0) 00 00 (6 00 00 (6 Ln 00 00 't 00 � n 00 00 p 00 00 00 N 00 Cq C7i 00 N N Cq N N N N N N N 04 N 04 N 04 N N N N N N N 4+80 4+50 4+20 CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER 3+90 3+60 3+30 3+00 2+70 2+40 2+10 1 +80 1 +50 1 +20 0+90 0+60 0+30 x x x A x 300 290 280 2 260 NORTH EMERGENCY OVERFLOW PROFILE SCALE H:1 "=30', V:1 "=10' r 6" SD 70. LF ® S=0.50% 7 STA: 0+30.6 EL=283.63 CB 22 TYPE I W/ HARRINGBONE GRATE STA: 2+64.93, RIM EL=286.88 12"0 IE=282.92 (IN) 120 1 = 282.92 (OUT) 6"0 1 = 284.03 (OUT) 300 1 290 CB#21, TYPE I W/ HARRINGBONE GRATE STA: 2+89.46, RIM EL=287.97 12"0 IE=282.80 (IN) 12"0 IE= 282.80 (OUT) T�-280 12" SD 24.5 LF ® S=0.50% O O N t- M Co 0) 0) N N 00 N 00 0+30 0+60 0+90 1 +20 70 260 z V) a U O U U Z W Z O Z Z m J_ Q Ld W w c 3:: 0 Z _ O N O EL 0) 1 Q in- x m .. O cD O 00 Po N 0 C- � W Q N N m ZD Cn V) 0! L.L. Lj O 0) N L1J I p �O J �o� Cl) i I p 0 N = otS I V at ZZ ZOOM Lu Q :2 - 04 IM J w0OMO O CL N C;6 Z 1 No00Lu o�C) QNI �Z I o O J Q � QNN LL -to I Z 00, - O (/) to J 0 ,N v O I--' 0) Q 0- DRAWING NO. C13 ss 320 310 300 290 280 270 CB "0 N. L 6'X8' WATER QUALITY STRUCTURE #27 C##28- 12"0 N-12 T\J 330°3'�� v'124.5E PARTIAL STORM DRAINAGE - PLAN 3o 15 30 SCALE: 1 "=30' ( IN FEET) 1 inch = 30 feet STORM DRAINAGE - ROW IMPROVEMENTS TO INF TRENCH #4 SCALE H:1 "=30', V:1 "=10' BUILDING #3 SW DISCHARGE SCALE H:1 "=30', V:1 "=10' SDMH#26, TYPE 2-48" W/ SOLID LID, STA:6+41.10, RIM:290.57 12"0 IE=285.17 (IN) 6"0 IE=285.17 (IN) 12"0 IE= 285.17 (OUT) 0+30 CB#33, TYPE I W/ HARRINGBONE GRATE STA: 6+22.00, RIM EL=291.43 6"0 IE= 286.57 (OUT) 0+30 0+60 0+90 1 +20 1 +50 1 +80 2+10 2+40 2+70 3+00 3+30 3+60 3+90 4+20 4+50 4+80 5+10 5+40 5+70 6+00 6+30 6+60 6+90 7+20 CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER 20 10 a 70 z a U O U U Z W Z O Z Z m J_ Q W W z O 4)0o 0 rj �0i o x Q i m 9 0 O o (D 0) 00 N CL W Q U) N m m cn cV) LL. Lj �-30-22 CD W O O— J N NO �O 04 0 0 � < N O 0- _ ON = Z WM I 0 a N J ZOOM W N w00 ~ W CL 04 Z C'3 (n N OQ — Z O00 0 04 1 Q N Ld 0o J_ NQ 04 LL C C to I Z 00, — 0 No � J M CD W 0 0 0- T— DRAWING NO. C14 8" SS CAP W/ CO, IE=306.0 W/ "IOU, I", Al 30 ___ ( IN FEET) 1 inch = 30 feet ,\ \ H v RW RW RW RW \ RW � I n/ `1J)_. V Yj I L/Nlvly "RUST BLOCK SSMH#6 - 48" RIM EL=289.0 8"0 IE=282.17 (IN,NW) 8"0 IE 282.07 (OUT, SW) RW RW - e RIM EL=292.5 TO IE=283.63 (IN,SW) L 1 GRIND EXISTING PAVEMENT TO THE CENTERLINE 8"0 IE=283.53 (OUT,NE a 8"0 PVC SS; 1�400.0 LF ®0.5% AND OVERLAY 2" MIN ASPHALT 8"0 PVC SS, L=93.2 LF a s s s s s s s s s s s- W w w "0 DI WN522 LF w w w w w w —w w w— W SS T T W °G Z ate° �s 's J I s' =I U CQ L CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER SS RW S SS SS SS T T T T T SS RIM 289.� 1 i = 8"0 IE=281.85f 8" (N) IE=281.95 � � o . WATER & SANITARY SEWER - PLAN SCALE: 1 "=30' � RW � RW RW RW :GIN GRINDING EXISTING PAVEMENT TO THE CENTERLINE JD OVERLAY 2" MIN ASPHALT, INCLUDING w w w ROUND SSMH CONNECTION w w w W OLD CLIVIO14 ROAD S 1% OFFSITE WATER & SANITARY SEWER - PLAN SCALE: 1 "=30' 12X8 TEE, FL W/ (3) GV, FLXMJ W/ THRUST BLOCK 12"0 22.5' BEND, MJ W/ THRUST BLOCK RW �Rw—RW�yr OF ASPHALT Rw on w w D=wIW-52=W �W �R W W �w 15 30 FEET) 1 inch = 30 feet n / \ 0 1= -V30-33 m 124.5 1 1 (n 1m m CONNECT TO EXISTING 12"0 WATER PIPE 12" WET TAP - r cO C Im SSI M r n 4 z I- V) a U O U �i Z W Z z Z Z m Q Ld W W c z O v O o EL rn 1 0) c O rn Q u7 in m O cD 0) 0 r-, CV :Po 0 J CL � W Q N N — m ZD Cn V) CV CV 8 W o Q o W �_V_2'2I O O N rn Z CV O o N Q J O I � N I O z OM N W w N I o O � W Q N Q O O O N � �. Q O ~ C, O Q'o `; Z �N Q I M C0 _ � a o 06 O M N M I cc o� W O Q J N W M U o Q CL 'DRAWING NO. C15 VARIES 1 '2.► n ° D. a o 4" CRUSHED SURFACING J TOP COURSE 6" MIN CONCRETE 16'-20' ° 4" CRUSHED SURFACING J TOP COURSE 6" MIN CONCRETE PARKING LOCATED AS SHOWN ON PLAN VIEWS CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER V VI\V JI ILV JVI\I /"lVll\V BASE COURSE W Z J of W H Z W U f VIJIYII M%I ILV JJ/O IVIVV TYPICAL ROAD SECTION SECTION A SCALE 1 "=2' C6 }w <J a' >� Z p� W CONCRETE SIDEWALK WHERE SHOWN ON PLANS VARIES 16'-20' 6' SIDEWALK PARKING 4" MIN CONCRETE W/ 16"dX8"w THICKENED EDGE 2" CRUSHED SURFACING TOP COURSE 1 p D SLOPEOP �Llti�l►ti�l�il�I�WA ��I�I�i�I 1 _] I!\- 7 _! 1 I ♦ I L�ti��'w_�V1'r�VIl1 ' il��I��♦�I�`S �I�liu�J�l� _ /r JI�� JIB/�' •�� -i _ — -��• I ��\� ��`��\��1��—��i�r�r��AKYAw�r�Y�7�� —�— 9.1---=-� SLOPE VARIES p p C D n ° \ y \/y�' k 2 ROLLED CURB, TYP I\.,LLB„ V�I.V, 111 12" D 4 2" CRUSHED SURFACING TOP COURSE 6" CRUSHED SURFACING BASE COURSE 2" HOT MIX ASPHALT 10'-12' SLOPE VARIES -2% TO 2% w z p J Q ouJ Of Iz w TYPICAL ROAD SECTION SECTION SCALE 1 "=2' - TYPICAL ROAD SECTION SECTION D SCALE 1 "=2' - 8" MIN CLEAN CRUSHED ROCK PER EXISTING ROAD AASHTO GRADING NO. 57 SUBBASE (WSDOT STD SPEC. 9-03.1(4)C COMPACED TO 95%, FLAT BOTTOM) TYPICAL ROAD SECTION SECTION B SCALE 1 "=2' C6 10'-12' SLOPE VARIES -2% TO 2% 6" MIN CONCRETE 4" CRUSHED SURFACING TOP COURSE COMPACTED 95% MDD 12" ~1 EXTRUDED 1 CONCRETE CURB - 2" CRUSHED SURFACING 6" CRUSHED SURFACING TOP COURSE BASE COURSE 2" HOT MIX ASPHALT 2" CRUSHED SURFACING--' TOP COURSE rT 4" MIN CONCRETE SIDEWALK C17 I oll EXTRUDED ASPHALT CONCRETE CURB DETAIL 1 SCALE: NTS FACE OF CURB 12" 12" 5„ 7„ SEE NOTE 2 MATCH ROADWAY SLOPE v cl) 1/2" (IN) R. (TYP.) 9" MIN ° v v v v p- 0 6" MIN 0 8 2' NOTE: ROLLED CURB SIMILAR WSDOT STD. PLAN F-10.18-01 ROLLED CURB DETAIL 2 SCALE: NTS - 1-1 /2"R (TYP 2PL) 1"R (TYP 2PL) z a U o U L z w z o z z m J_ Q W uj O Z a)oo EL 0) 1 inm o o(o 0) 00 04 � J 0-� -11 Q U) N — m ZD cn V) N N w rn w 9-V-22 1 0 0 N 0) I 0 04O 0 040 1 04 N 0 I 0 o I LL O wMci N � O M � Q - 04 CL 00 M Z a00 O (n N 00o U O O W � w 1 N cl) I :2 04� 0 Q Q Q O O N N M I Im 0 0 J N W M 00 Q CL DRAWING NO. C16 3' m WALLS AS SHOW ON PLANS NOTES: CONSTRUCTION OF SIDEWALKS SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR WSDOT ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION AS PUBLISHED BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND THE AMERICAN PUBLIC WORKS ASSOCIATION (WSDOT/APWA SPECIFICATIONS). FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS. WOOD FORMS MAY BE USED ON CURVED SECTIONS. 1 %-1.5% ` �— 1O CONTRACTION JOINTS (DUMMY JOINTS). d d d 2O CEMENT CONCRETE SIDEWALKS SHALL BE A MINIMUM OF 4 INCHES THICK. SEE ROAD SECTION CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER (3)SCORE MARKS CEMENT CONCRETE SIDEWALK DETAIL 1 SCALE: NTS - 12' 14' TRAIL 2 HOT MIX ASPHALT S=2% O W Z J W Z W U S)UALL -1 =L \ "" / c nv i rvnA rr,)rnrrL i 2" CRUSHED SURFACING TOP COURSE 6" CRUSHED SURFACING BASE COURSE COMPACTED 95% MDD ROW HALF ROAD IMPROVEMENTS SECTION B SCALE 1 "=2' C6 PAVEMENT WIDTH 5 1 /2" 48.0' 60 6" 14.00' SAW CUT AT EXISTING PAVEMENT p o a d ° d ° 6„ d ° Q d d ° d d ° d d ° , d "R ° 12" 7 6" d° a2>> ° ° 6d 1 /2 tl 8 a a j 18" NOTES: 1. CONSTRUCTION OF CURB DETAILS SHALL BE IN ACCORDANCE WITH THE WSDOT STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION AS PUBLISHED BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION AND THE AMERICAN PUBLIC WORKS ASSOCIATION (WSDOT/APWA SPECIFICATIONS). 2. FORMS SHALL BE TRUE TO LINE AND GRADE AND SECURELY STAKED. STEEL FORMS ONLY SHALL BE USED ON TANGENT SECTIONS. WOOD FORMS MAY BE USED ON CURVED SECTIONS. 3. EXISTING SAW CUT PAVEMENT SHALL BE USED AS AN INSIDE FORM FOR GUTTER WHERE APPLICABLE. CONTRACTOR SHALL PROTECT EXISTING ASPHALT PAVEMENT FROM BEING STAINED WITH CONCRETE. CEMENT CONCRETE CURB AND GUTTER DETAIL 2 SCALE: NTS \/\ 2" HOT MIX ASPHALT 2" CRUSHED SURFACING TOP COURSE 6 CRUSHED SURFACING BASE COURSE CONC. CURB 2 & GUTTER, TYP S=2% f- GRIND & 2" MIN COMPACTED DEPTH HOT MIX ASPHALT COMPACTED 95% MDD m w uj J wW ww �1-- ~Z N.. z a U O U U Z W Z O Z Z m J_ Q W w O Z a�oo EL rn 1 Q inOm x .. O cD O 0 N C- � -11 Q U) N m ZD cn V) N C W o Q w O O N 0) I o N O 0 N O 1 04 N N 10 Z OM N LL O w N I M N O o Q ..N CL 00 M a00 Z Q (n N 16 ON U Q'o N W w 1 :2 N M C/) Q O O CNN O M I O O J N Li.l M 00 Q CL 'DRAWING NO. C17 5-0" MIN. TOP OF ROADWAY 1 2% CEMENT CONCRETE SIDEWALK CEMENT CONCRETE J CURB &GUTTER O 2'-6" 15' MAX RAMP 16" D, 3/8" EXPANSION JOINT (TYP.) LANDING O SEE CONTRACT FOR CURB RETURN RADIUS 4 DETECTABLE WARNING PATTERN TOP OF ROADWAY FLUSH DEPRESSED CURB & GUTTER 4 DETECTABLE WARNING PATTERN 15' MAX RAMP 0 C 6" 1/2' R. 1" R, CEMENT CONCRETE b. ' SIDEWALK d . d 1/4" PREM❑LDED J❑INT FILLER (WHEN ADJACENT TO CEMENT CONCRETE SIDEWALK) CEMENT CONCRET PEDESTRIAN CURB DETAIL s SCALE: NTS - CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER a ON WSDOT F-40.12.02 TYPE PARALLEL A CURB RAMP DETAIL 1 SCALE: NTS C6 5' 6" LANDING 2'-0" 1 � - 2% CEMENT CONCRETE Co CEMENT CONCRETE 3 SIDEWALK PEDESTRIAN CURB O DETECTABLE WARNING PATTERN AREA SHALL BE YELLOW, IN COMPLIANCE WITH WSDOT STD. SPEC. 7-14.3(3)RAMP B A �B O O O MIN. MAX. A 1 5/8" 2 3/8" B 5/8" 1 1 /2" C 7/16" 3/4" D 7/8" 1 7/16" C D TRUNCATED DOMES CURB RAMPS DETECTABLE WARNING PATTERN DETAIL 4 SCALE: NTS - GRADE BREAK DEPRESSED CURB & GUTTER 4 DETECTABLE _ WARNING SURFACE DETECTABLE WARNING SURFACE TOP OF ROADWAY �. DEPRESSED CONCRETE CEMENT 11f-%K II-M rTr ISOMETRIC VIEW 3 PEDESTRIAN CURB DETECTABLE WARNING SURFACE DEPRESSED CURB & GUTTER DETECTABLE WARNING SURFACE 4 A 5' LANDING \ o o, SIDEWALK PLAN VIEW 2.0% MAX. a PEDESTRIAN CURB a < > LANDING �o CEMENT CONCRETE 3 m PEDESTRIAN CURB to - OA SECTION LANDING o GRADE BREAK SLOPE LANDING SECTION A 3/8" EXPANSION JOINT (TYP.) 5' FACE OF CURB 5' GRADE BREAK 2.0% MAX. LANDING SIDEWALK 15'- 0" MAX. GRADE BREAK 8.3% MAX. CURB RAMP 3/8" EXPANSION JOINT (TYP.) SECTION B WSDOT F-40.12-02 TYPE PARALLEL B CURB RAMP DETAIL 2 SCALE: NTS C6 A VARIES x Q M `t >- 2.0% MAX. N � 15'-0" MAX GRADE BREAK EXISTING g 3% MAX. SIDEWALK RAMP SINGLE DIRECTIONAL CURB RAMP DETAIL 5 SCALE: NTS C6 � LANDING SECTION OB GRADE BREAK SIDEWALK ROADWAY DEPRESSED CONCRETE z U .� L o U z w z z z z m J Q W w Z z U O rn 00 c o rn Lo cn 0 On (N z O N w m N w O Q w w 2� w Q 0 0 0 0 o0) 04 10 N 0 04 o I N "t N N I oI Ir O w�N N � � M O r Q Oto N Mo —1 Q 0 ow N04 3::1 04 w o O O 0 < — 0 � N I I M <00 p 0NCV Q Mo I O J N W I� 00 Q 0- DRAWING NO. C18 E TA D y TRUNCATED DOME ft MIN. MAX. CURB RAMP, LANDING, CUTA THROUGH OR WALKWAY BACK OF CURB - SEE NOTEE22 1.60" 2.40" C 0.45" 0.90" D 0.9" 1.40" E 0.2" 0.2" TRUNCATED DOME SPACING SECTION O SEE NOTE 3 SEE STANDARD SPECIFICATIONS FOR COLOR OF SURFACE TRUNCATED DOME DETAILS LANDING m OFFSET A CURB RAMP --\ SEE NOTE 8 //7 WALKWAY WIDTH OF WALKWAY NOTES 1. The Detectable Warning Surface (DWS) shall extend the full width of the curb ramp, DETECTABLE WARNING landing, or other roadway entrance as applicable. Exception: If the Manufacturer of SURFACE (DWS) - the DWS requires a concrete border around the DWS, a variance of up to 2 inches SEE NOTE 3 on each side of the DWS Is permitted. MATCH SIDEWALK \ WIDTH - 4' 0" MIN. - - CURB AND GUTTER LANDING, CUT - WALKWAY DETECTABLE WARNING SURFACE DETAIL LANDING 2, rf, The Detectable Warning Surface (DWS) shall be placed at the back of curb, with the SEE CONTRACT PLANS two leading corners of the DWS panel placed adjacent to the back of the curb, and with no more than a 2 inch gap between the DWS and the back of the curb measured 3/8" (IN) EXPANSION 2'- 0" MIN. - at the center of the DWS panel. Exception: If the Manufacturer of the selected DWS JOINT - SEE STANDARD- TYP. OF ALL requires a concrete border around the DWS, a variance of up to 2 inches from the PLAN F-30.10 APPLICATIONS back of the curb is permitted (measured at the leading corners of the DWS panel). SIDEWALK - 3' The rows of truncated domes shall be aligned to be perpendicular to the grade SEE NOTE 6 break at the back of curb. A 4. The rows of truncated domes shall be aligned to be parallel to the direction of travel. )F CURB RAMP, OUGH OR 5, If curb and gutter are not present, such as a shared -use path connection, the Detectable Warning Surface shall be placed at the pavement edge. 6. See Standard Plans for sidewalk and curb ramp details. BUFFER STRIP - SEE 7. If a curb ramp is required, the location of the Detectable Warning Surface must be at CONTRACT PLAN the bottom of the ramp and within the required distance from the rail. 8• When the grade break between the curb ramp and the landing is less than or equal to 5 ft f th b k f b t II ; t I th D t t bl W S th PEDESTRIAN CROSSING WALKWAY WALKWAY WIDTH OF CUT- rom e ac o cur a a porn s, p ace e e ec a e arning u ace on e _ THROUGH (TYP.) bottom of the curb ramp directly above the grade break. CLOSURE SIGN a 41, "1 44 DETECTABLE WARNING " SURFACE (DWS) - WIDTH OF CUT -THROUGH SEE NOTE 4 CURB RAMP a BACK OF CURB SINGLE DIRECTION CURB RAMP FLARE FLARE 2'- 0" (GRADE BREAK BETWEEN CURB AND MIN. LANDING :5 5 FT. FROM BACK OF CURB) (SEE NOTE 6) DETECTABLE WARNING DETECTABLE WARNIN( LANDING BACK OF CURB - SURFACE (DWS) - SURFACE (TYP.) - w Y DIRECTION OF SEE NOTE 2 SEE NOTE 3 SEE NOTE 3 LU TRAVEL WIDTH OF CURB RAMP CURB RAMP 0 � BACK OF CURB - 0 m 00, WWIDTH OF WALKWAY WALKWAY N 0.- J. u, DETECTABLE WARNING '°1 SURFACE (DWS) - SEE NOTE " BACK OF CURB SEE NOTE 2 PERPENDICULAR CURB RAMP SEE NOTE 2 (SEE NOTE 6) WIDTH OF CURB RAMP, ISLAND CUT -THROUGH LANDING, OR WALKWAY DETECTABLE WARNING SURFACE (TYP.) - SEE NOTE 3 :i�� 3 SINGLE DIRECTION CURB RAMP DETECTABLE WARNING ......• (GRADE BREAK BETWEEN CURB AND SURFACE (DWS) - LANDING > 5 FT. FROM BACK OF CURB) SEE NOTES 4 & 7 z X. (SEE NOTE 6) CURB RAMP CURB RAMP WALKWAY 7 LANDING -r 7 r WALKWAY I " " " " " BACK OF CURB - DETECTABLE WARNING SEE NOTE 2 SURFACE (DWS) - SEE NOTE 3 WIDTH OF LANDING PARALLEL CURB RAMP (SEE NOTE 6) CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER z_ RAIL -Y PATH OR WALKWAY PEDESTRIAN RAILROAD CROSSING - t5/-\kl \ Ur k_url S - ssi~: SEE NOTE 2 MEDIAN CUT -THROUGH z o iN 2 WIDTH OF SHARED - USE PATH OR C° WALKWAY (TYP.) WIDTH OF CUT -THROUGH SHARED -USE (TYP.) PATH OR WALKWAY ROUNDABOUT SPLITTER ISLAND PAVEMENT SHOULDER EDGE 7 DETECTABLE WARNING SURFACE (DWS) - SEE NOTES 4 & 5 PLACEMENT GUIDELINES SHARED -USE PATH CONNECTION - 0" MIN. URB - 2 ?'-0" MIN. DETECTABLE WARNING SURFACE SHEET 1 OF 1 SHEET 07/15/16 0 / 0 0 0 0 0 0 0 ---__/ 0 0 0 0 STEEL/ZINC 3/8" 0 DRIVE PIN RIVETS 0 0 0 0 0 0 0 TELSPAR TRAFFIC SIGN PERFORATED 0 0 0 2"X2" NOMINAL POST, 14 GAUGE 0 0 0 0 0 0 0 0 3 HOLE 0 (1) 3/8" GALV OVERLAP 0 IN (2) ADJACENT O ANGLE BOLT HOLES GROUND o SURFACE 0 0 O O C w -- 0 o �11 =III 0 0 3„ 0 0 7 GAUGE SOLID a O O Z STEEL ANCHOR w w a 36" Z W o a c.. ao ;a 0 Cr CONCRETE TO a BOTTOM OF ANCHOR a G � 4 a NOTE: 12" W INSTALL. A NYLON WASHER W WHEN SIGN FACE HAS TYPE III, IV, OR IX SHEETING c� Z UJ O J w z ' ` Est. 1890 STREET SIGNS DRAWN BY IDS DATE 2/21/2019 W ORCIHARD STREET SIGN( POST DETAIL SCALE NTB� z O w - DRAWING NUMBER 500� PEDESTRIAN CURB - _ SEE NOTE 10 PEDESTRIAN CURB - MATCH SIDEWALK WIDTH - 4' 0" MIN. SEE NOTE 10 SEE CONTRACT PLANS LANDING 3/8" (IN) EXPANSION JOINT - SEE - - 0" MIN. 3" R STANDARD PLAN F-30.10 (TYP.) 8 z Q A o U) 0 SIDEWALK - U SEE NOTE 6 u, ,u. DETECTABLE WARNING SURFACE BUFFER C SEE STANDARD PLAN F-45.10 STRIP CURB AND GUTTER - yl SEE NOTE 5 CURB RAMP PEDESTRIAN CROSSING CLOSURE SIGN FACE OF CURB PLAN VIEW TYPE SINGLE DIRECTION A NOTES a MATCH SIDEWALK a. m BUFFER 1. This plan is to be used where pedestrian crossing in one direction is not WIDTH - 4' 0" MIN. STRIP permitted. SEE CONTRACT PLANS 2. J At marked crosswalks, the connection between the Landing and the �' roadway must be contained within the width of the crosswalk markings. CURB RAMP 3. "GRADE Where BREAK" is called out, the entire length of the grade break between the two adjacent surface planes shall be flush. LANDING * 4. Do not place Gratings, Junction Boxes, Access Covers, or other appurten- PEDESTRIAN CURB - °' ances on any part of the Curb Ramp or Landing or in the Depressed SEE NOTE 10 Curb and Gutter where the Landing connects to the roadway. 5. See Contract Plans for the curb design specified. See Standard Plan Z F-10.12 for Curb, Curb and Gutter, Depressed Curb, Gutter and * 3" R. Pedestrian Curb details. 5' - 0" MIN. R. NON- b W 0 6' See Standard Plan F-30.10 for Cement Concrete Sidewalk Details. See Contract Plans for width and placement of sidewalk. 7. DETECTABLE WARNING SURFACE C The Bid Item "Cement Concrete Curb Ramp Type _" does not include the SEE STANDARD PLAN F-45.10 adjacent Curb, Curb and Gutter, Depressed Curb and Gutter, Pedestrian Curb, or Sidewalks. CURB AND GUTTER - $" SEE NOTE 5 The Curb Ramp length is not required to exceed 15 feet (unless shown otherwise in the Contract Plans). When applying the 15-foot max. length FACE OF CURB RAMP (measured from back of sidewalk) the running slope of the curb ramp is CURB allowed to exceed 8.3%. Use a single constant slope from bottom of PLAN VIEW ramp to top of ramp to match into the sidewalk over a horizontal distance of 15 feet. TYPE SINGLE DIRECTION B 9• Curb Ramps and Landings shall receive a broom finish. See Standard Specifications 8-14. 10. Pedestrian Curb may be omitted if the ground surface at the back of the DETECTABLE WARNING SURFACE - Curb Ramp and/or Landing will be at the Same elevation as the Curb 15'- 0" MAX SEE STANDARD PLAN F-45.10 15- 0" MAX (TYP.) 15' - 0" MAX (TYP.) Ramp or Landing and there will not be material to retain. (TYP.) GRADE BREAK SEE NOTE 8 SEE NOTE 8 SEE NOTE 8 GRADE BREAK GRADE BREAK GRADE GRADE BREAK LEGEND GRADE BREAK COUNTER SLOPE BREAK 50% DEWALK �- SIDEWALK -• SLOPE IN EITHER DIRECTION . MAX.. SIDEWALK - SEE NOTE 6 SEE NOTE 6 SEE NOTE 6 * * TOP OF 1.5 OR FLATTER RECOMMENDED FOR ROADWAY DESIGN/FORMWORK (2% MAX.) • * * 7.5% OR FLATTER RECOMMENDED FOR a DEPRESSED CURB AND GUTTER - }V DESIGN/FORMWORK (8.3% MAX.) CURB RAMP LANDING CURB RAMP SEE NOTE 7 F SEE STANDARD PLAN F-10.12 CURB RAMP F LANDING 1 SECTION O SECTION O 10 CONTRACTION JOINT (TYP.) - SEE STANDARD PLAN F-30.10 (ALONG INSIDE RADIUS AT BACK OF WALKWAY) FOR CURB RAMP LENGTHS GREATER THAN 8'- 0" PROVIDE CONTRACTION JOINT EQUALLY SPACED 4'- 0" MIN. OC. "CEMENT CONCRETE CURB RAMP "CEMENT CONCRE- \Y LIMIT - TYPE SINGLE DIRECTION IN 1" DETECTABLE WARNING ( ) RADIUS SURFACE - SEE CORNER STANDARD PLAN F-45.10 PEDESTRIAN CURB DEPRESSED CURB AND GUTTER - SEE NOTE 5 ISOMETRIC VIEW TYPE SINGLE DIRECTION A PAY LIMIT 90' ANGLE RADIUS MAY VARY DETAIL OC ISOMETRIC VIEW TYPE SINGLE DIRECTION B PAY LIMIT JOINT- 3' TO 4' 3' TO 4' IL I JOINT 5 1/2 NOTES: -~I VARIES 1 1/4 1. A307, 1 /2 BOLTS MIN. C z (TYP) 2. 2 1 /2 INCH. CONCRETE � I~ EMBEDMENT MIN. 1 - 1 z r f N -_ B IRSC',3. PLATE MATERIAL MIN. GRIPPING RAIL 00 1., O A36 (BOTH SIDES) ,n ♦ ♦ RAIL POST 4l I 4' `3/16" PLATE I THICKNESS MIN. LANDING PLAN MIN. LANDING BASE PLATE. xa a SEE DETAIL B v 2"0 STD. STEEL _�� 2" 0 STD. STEEL PIPE POST POST (TYP) g � 2"0 STD STEEL PIPE POST SEE DETAIL A 2"0 STD. STEEL PIPE (TOP RAIL) A A �r� J �1 1/2"0 STD. STEEL PIPE (TYP) GRIPPING HANDRAIL LB 00 C GRIPPING HANDRAIL DETAIL A 3/4"0 STD. STEEL PIPE w U_ o u 0 JOINTS a a 1 2 IC� + 0 C 0, -� 2"STD. STEEL 2"0 STD PIPE POST PIPE POST DETAIL B STEEL 4" aEl - - ❑ 1 1/2"0 STD STEEL JOINT 01 PIPE GRIPPING HANDRAIL �k: ' ❑ "� SIDEWALK 1 _ =4 R=4" w #4 BARS -� I— a� �= f C °0 \ 3/4"0 STID STEEL #4 BARS ® 1'--7" 0. C. -J 23 GRIPPING HANDRAIL 1"0 STD. �s PIPE CONCRETE STEPS SECTION C-C SIDEWALKS N STL PIPE (1.315") ASTM A53 SECTION A- 4 SECTION B-B o K Z CONCRETE STEPS GRIPPING HANDRAIL a W' a NOTES: i 1. CONCRETE: CEMENT CONCRETE CLASS 4000. 2. ALL STEPS: SAME DIMENSIONS, WITHIN 3/8 IN. MAX. DIFFERENCE. b 3. RISERS: 7 1/2 IN. MAX., 5 IN. MIN. 4. TREADS: 12 IN. MAX., 11 IN. MIN., WITH TRANSVERSE 0.01 FT./FT. SLOPE. z 5. METAL HANDRAIL REQUIRED FOR 4 STEPS OR MORE SEE NOTES BELOW. w 6. REINFORCING BARS SHALL MEET THE: REQUIREMENTS OF ASTM A-615, GRADE 60 AND ARE REQUIRED FOR 4 STEPS OR MORE. c� 7. MAX. VERTICAL DISTANCE BETWEEN (LANDINGS IS 12 FT. Z z UJ O w ' c� Z �o�it Est. I890 SIDEWALKS D► EW,AL KS C DRAWN BY IDS C 1 DATE C �C� 1/31/2019 W LU ORCHARD CONCRETE STEPS AND METAL HANDRAIL SCALE � NTS Z w DRAWING NUMBER]342 SINGLE DIRECTION CURB RAMP SHEET 1 OF 1 SHEET z Q U •� LM O C) U Z W Z Z Z .� Z in Q W 3 w Z V FS O Lo 00 rn I 0) O c o _ rn L0 0 O CCIO N v r- N 3 J d LLJ N Z O >) W J m U) L.� N W o ~ � 0 w 4- 30-2.2 w � w Q 0 0 0 O O N p� IO OI O I (V N � 10 LL O w�N N Mo O N N Q o Mo J 0O4 O N O W c O O 0 Q O Li �N`j C3 I ►� Z N 0 O O N N Q Mo I O J N LIJ M 00 Q CL DRAWING NO. C19 NOTES Z F- 1. AS AN ACCEPTABLE ALTERNATE TO REBAR, WIRE MESH HAVING A MINIMUM Q AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED, WIRE MESH SHALL U NOT BE PLACED IN KNOCKOUTS. M ■� O SOLID ROUND LOCKING 2, THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 20'. KNOCKOUTS L O FRAME AND VANED GRATE SHALL HAVE A WALL THICKNESS OF 2' MINIMUM TO 2,5' MAXIMUM, PR❑VIDE MANHOLE LID MARKED A 1,5' MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH J❑INT MORTAR Z "DRAIN",MATCH EXISTING GRADE IN ACCORDANCE WITH STANDARD SPECIFICATION 9-043, w 3, THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE PIPE INVERT SHALL Z O aMo�� 1. WHEN BOLT -DOWN GRATES ARE SPECIFIED IN R, 3p, BE 5'. z _ 85 RIM ELEVATION THE CONTRACT, PROVIDE TWO SLOTS IN THE n' c'p, 4, FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INT❑ Q SLOT - SEE DETAIL = 2 ADJUSTMENT SECTION. m AND NOTE 1 "' GRATE THAT ARE VERTICALLY ALIGNED WITH THE 5, THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR AND THE WALLS J HOLES IN THE FRAME. LOCATION OF BOLT -DOWN 5� S' MAY BE SLOPED AT A RATE ❑F 1124 OR STEEPER. Q SLOTS VARIES AMONG DIFFERENT MANUFACTURERS. 6, OPENING SHALL BE MEASURED AT THE TOP OF THE PRECAST BASE SECTION, W Z LI 1� 6" MIN o 6' OR 12' a, O o 2. REFER TO STANDARD SPECIFICATION 9-05.15(2) v r `n FOR ADDITIONAL REQUIREMENTS. � rn T z ONE #3 BAR HOOP FOR 6' 00 Q 0 LO i; 3. FOR FRAME DETAILS, SEE STANDARD PLAN TWO #3 BAR HOOPS FOR 12 x RFT EFT 11 TT r7 B-30.10. L O 2" WIDE SS SUPPORT STRAPS, , aFLOW RECTANGULAR ADJUSTMENT SECTION PIPE ALLOWANCES °D o Cn ATTACHED TO WALL OF MANHOLE 0c) TOP B SECTION © MINSIDE AXIMUM M 0 w N 6' b� SFF ��. PIPE MATERIAL DIAMETER C4 ~ LOCATION OF OUTLET PIPES Q � tiorF REINFORCED OR VARY, SEE SD PLAN 24°' 3/4° �SEF 6j PLAIN CONCRETE 12' 00 7 OR 8 EQUAL SPACES 1 1 4" ALL METAL PIPE 15' 'n -DIRECTION OF FLOW OUTLET INVERT 'Co a C��4cPssP CSTD, EC, 9-05.20 12, 8" 0 PVC SD PIPE #3 BAR EACH 1' D NER SOLID WALL PVC $»X$»O SCH ° SECTION © I 18 RMIN (STD, SPEC, 9-05.121)) 15' 40 PVC TEE CPROFILE A 9PVC 12 2))L-0515' STD SPEC BLOT -DOWN _ )KCORRUGATED POLYETHYLENE CATCH BASIN TYPE 1 DETAIL STORM SEWER PIPE 2 SEE NOTE 1 #3 BAR HOOP D TYPE 2 MH, 54"0 \ �' TYP CIALR' - b.\�/\ RECTANGULAR VANED GRATE D D SHEET 1 OF 1 SHEET 54"//�\/�, WSDOT STD PLAN B-30.30-00 - DETAIL 07-21-03 PRECAST BASE SECTION CATCH BASIN TYPE 1 p w \� , d , WSDOT STD PLAN B-1- DETAIL 7 A 4 A`1J ad A - e \// 24 1. No steps are required when height is 4' or less. TYPICALCATCH BASIN FRAME AND VANED GRATE OR MANHOLE RING AND COVER 2. The bottom of the precast Catch basin may be sloped t0 m facilitate cleaning. INFILTRATION STRUCTURE `� SLOT SEE DETAIL X HANDHOLD N 3. Frame and grate may be installed with flange down or V) AND NOTE 1 < MX z cast into adjustment section. (/) DETAIL ❑ e . RECTANGULAR ADJUSTMENT SECTION N OR CIRCULAR ADJUSTMENT SECTION � 0 1" OPENING (TYP.) �� 4. Knockouts shall have a wall thickness of 2" minimum to 1 2.5" maximum. Provide a 1.5" minimum gap between w 3 4" ,. .�. a the knockout wall and the outside of the pipe. After the 2 o D. FLAT SLAB TOP N rn 1 1 4' b. pipe is installed, fill the gap with joint mortar in accordance N NTS - - w CD N cw^ eD D. 0 9 with Std. Spec. 9-04.3. M Q a w rn z a °' o MINIMUM BASE REINFORCING STEEL w r s ''. 48", 54", 60", 72", 84" OR 96" CATCH WALL BASE MAXIMUM DISTANCE inz ft IN EACH DIRECTION Of 0 0 BASIN THICKNESS THICKNESS <NOCKOUTBETWEEN MORTAR (TYP.) DIAMETER SIZE KNOCKOUTS INTEGRAL SEPARATE LLLJ 48" 4" 6" 36" 8" 0.15 0.23 x 54" 4.5„ 8„ 42„ 8„ 0.19 0.19 J. B� SEE NOTE 1 a .'D . D STEPS OR o LADDER 60" 5" 8" 48" 8" 0.25 0.25 'pF N'AS ' n 72" 6" 8" 60" 12" 0.24 0.35 �� 0� 0 84" 8" 12" 72„ 12" 0.29 0.39 1. WHEN BOLT -DOWN GRATES ARE SPECIFIED IN THE CONTRACT, PROVIDE o TWO SLOTS IN THE GRATE THAT ARE VERTICALLY ALIGNED WITH THE HOLES N 9s" s" 12" s4" 12" 0.29 0.39 0 IN THE FRAME. LOCATION OF BOLT -DOWN SLOTS VARIES AMONG >.:'a 31175v 4-9 x1 X12 GA GALV. DIA DIFFERENT MANUFACTURERS. Q a 0 Z GISTEg�9'' STRAPS, TACK WELD _ a. o - 'v, 1" MIN. '?o•. REINFORCING STEEL ��ss o MORTAR FILLET .a': 2.5" MAX X jONAL E TO WIRE MESH � N a > CATCH PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER 2. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL 12" BASIN ALL SOLID PROFILE-30-22 REQUIREMENTS. D .'o p: �' .i"D'' o i. DIAMETER CONCRETE METAL CPSS O PVC PVC 3. FOR FRAME DETAILS, SEE STANDARD PLAN B-30.10. 6 48" 24" 30" 24" 27" 30" ATTACH STRAINER TO CMP 54" 30" 36" 30" 27" 36" 00 CROSS W/#6x1" SHEET METAL 4. THE THICKNESS OF THE GRATE SHALL NOT EXCEED 1 5/8". 60" 36" 42" 36" 36" 42" SCREWS-2 PER STRAP, 1" "o" RING 72" 42" 54" 42" 36" 48" MIN. GAP BETWEEN STRAPS GRAVEL BACKFILL FOR 1 2° PIPE ZONE BEDDING 84" 54" 60" 54" 36" 48" ,D ' '.. ' '' .°..� 96" 60" 72" 60" 36" 48" 1.L.� 1 /2"x 1 /2"x 16 GA RECTANGULAR HERRINGBONE GRATE a6" z Ld N GALV. WIRE MESH STRAINER DETAIL TACK WELD WIRE MESH DCORRUGATED POLYETHYLENE STORM SEWER PIPE (Std. Spec. 9-05.20) Q Ld QQ BOTTOM PLATE, 50-00 - DETAIL ® BOTTOM PLATE TO BE 9 Std. Spec. 9-05.121)) �Std. Spec. 9-05.12�2)) 4/1 /2004 ADDED 84' DIAMETER 8 MAX. HEIGHT BB B WSDOT STD PLAN B-30. SHEET 1 OF 1 SHEET SOLID 12 GA GALV. DA E REMWN BY STRAINER CATCH BASIN TYPE 2 DETAIL 2 WSDOT STD PLAN B-le - DETAIL NTS - N 0) I O N O � N 1. WHEN BOLT -DOWN COVERS ARE SPECIFIED IN THE 01 J THREADED PVC w CONTRACT, PROVIDE TWO SLOTS IN THE COVER THAT ARE UNPAVED AREAS PAVED AREAS PAVING SECTION FINISHED GRADE AND CAP IN NONE DI FRAME Z VERTICALLY ALIGNED WITH THE HOLES IN THE FRAME. 1 0 TRAFFIC AREAS 8",TYP 24" 3" w LOCATION OF BOLT -DOWN SLOTS VARIES AMONG & COVER N DIFFERENT MANUFACTURERS. Z O N LLI -- Z M \\�\\j\\\ Z /j\//\\ D 2. ALTERNATIVE REINFORCING DESIGNS ARE ACCEPTABLE M LU M O LU BOLT -DOWN SLOT SEE N IN LIEU OF THE RIB DESIGN. REFER TO STANDARD ~ O M DETAIL AND NOTE 1 SPECIFICATION 9-05.15(2) FOR ADDITIONAL REQUIREMENTS. Q N 4"0 45° BEND 12„ 3,000 PSI 2 1/2IAM. HOLE Q 00 0 0' 3. FOR FRAME DETAILS, SEE STANDARD PLAN B-30.10. 4. ADD REDUCER CONCRETE o 0o N O Q �\ \\ 04 AS NECESSARY PVC PIPE MATERIAL Z AND FITTINGS CO CAP IN TRAFFIC AREAS J �� O 1 COLORED o�o�o�o � O N O WARNING TAPE TRENCH BACKFILL o0000000 5 < 0 0 Q COMPACT TO 95% NOTE. o�o�o�o� 31/2'° 1 Q O IIr MAX. DENSITY CLEANOUTS IN PAVED �� 3/4" 3/4„ LL1 1 N AREAS SHALL INCLUDE 5/8 N 1 CAST IRON VALVE COVER TOP B SECTION ©� � 1 j2" DAM. HAND E 1 1 4 N I DIAM. HOLE t TRACER WIRE FOR X 11/2' Q O O NON-METALLIC PIPE z BEDDING MATERIAL FOR Q C14 ci FLEXIBLE PIPE PER :2SECTION © ,O WSDOT STD. SPECS. CLEANOUT 00 4 3 4" 1 1 /2" o0 0 710" MIN. PIPE O.D. 10" MIN. o�o��000�o BLOT -DOWN 0 o�0000�oo��000 DETAIL NU-11 M to DETAIL 4 o0000000000000000o J N PIPE TRENCH 39" R SEE NOTE 2 ooOo 000jooOA�oOo��o��Q��voOv SEE NOTE 1 00 NTS - 0000QQ�0000�vo�oo� Q SECTION OA DETAIL 3CL SCALE: NTS - RECTANGULAR SOLID METAL COVER CALL TWO WORKING DAYS WSDOT STD PLAN B-30.20-01- DETAIL DRAWING NO. n� BEFORE YOU DIG 811 C20 UTILITIES UNDERGROUND LOCATION CENTER SAW CUT EX. A.C. PAVEMENT SURFACE TRENCH BACKFILL MATERIAL, COMPACT TO 95% PVC SEWER PIPE BEDDING MATERIAL COMPACT TO 95% PLANE EX. ROADWAY NECESSARY, OVERLAY TO MAINT) EX. FREEBOARD AT CURE 2" GRIND AND OVERLAY, EXTENTS PER STANDARDS O.D.+24" (36" MIN.) SEE CHAPTER 6 FOR APPROPRIATE PAVEMENT SECTION TAPE PER SPECIFICATIONS MIN FOUNDATION STABILIZATION MATERIAL (AS REQUIRED) NOTES: 1) BED THE ENTIRE WIDTH OF THE TRENCH PAVEMENT 2) RESTORATION SHALL BE PER THE APPROPRIATE SECTION IN CHAPTER 6 (PAVEMENT SURFACING). L�O ' L Est. 1890 i jl.T 9RCHARD CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER TRENCHES AND PIPE CONNECTIONS A SEWER TRENCH DETAILS DRAWN BY I IDS DATE 1/23/2019 SCALE NTS DRAWING NUMBER 900 TOP MANHOLE FRAME AND LID GRADE RIN, PRECAST ECCENTRIC CO (UNLESS OTHERWI SPECIFIE PRECAST RISER SECTI MORTAR GRAVEL B) (6" M CAST IN PLA N 0TES: Z X Q :2 00CD z 2 boLo N H F- C 0 (_) W W = = Z X RUBBER GASKETS 5 BETWEEN PRECAST SECTIONS 1SE SECTION 1I. MATCH CROWNS OF SEWERS. 2. FOR CAST IN PLACE: BASE, CONSTRUCT IN FIELD CHANNEL AND SHELF TO THE CROWN OF THE PIPE. 3. FOR PRECAST BASE, USE GRAVEL BACKFILL, 6" MIN. COMPACTED DEPTH UNDER THE BASE. 4. ALL RIGID PIPE ENTERING OR LEAVING THE MANHOLE SHALL BE PROVIDED WITH FLEXIBLE JOINTS WITHIN 1 Y2 PIPE DIAMETERS OF THE MANHOLE STRUCTURE. 5. INSTALL DROP MANHOLE CONNECTION IF INVERT OF ANY INCOMING SEWER IS MORE THAN 2'-0" ABOVE THE TOP OF THE MAIN SEWER. Ei. IN UNIMPROVED AREAS AND EASEMENTS, MANHOLE SHALL EXTEND A MINIMUM OF 2" AND A MAXIMUM OF 4" ABOVE FINISHED GRADE. 7. MANHOLE RING AND COVER SHALL HAVE A CLEAR OPENING. WORDING ON COVER SHALL BE "SEWER" IN 3" RAISED LETTERS. 8. ALL MANHOLE JOINTS SHALL USE A CONFINED ROUND RUBBER GASKET MEETING ASTM C-443 SPECIFICAITONS. Est. 1890 pojtt 1ORCHARD f 9J2. 1 M i 13 #8 GALVANIZED DEFORMED REBAR SAFETY STEP Est. 1890 ORCHARD MANHOLES A MANHOLE DETAIL 48" #8 GALV. DEFORME^ REBA N s Or w fN a z J MANHOLES E MANHOLE DETAIL - LADDER LADDER TO HANG FROM MANHOLE STEP 1 ol DRAWN BY I IDS DATE 1/30/2019 SCALE DRAWING NUMBIER 1920 #7 GALV. SMOOTH STEEL DRAWN BY I IDS DATE 1/30/2019 SCALE DRAWING NUMBIER 1924 FRAME AND LID PER SPEC GROUT N X �vcli I I o�- FORMED CONCRETE COLLAR FOR OUT OF PAVEMENT CONDITIONS ISH GRADE IN PAVED D GRAVEL ROADWAY AREAS PRECAST GRADE RINGS TOP OF CONE SECTION OF? FLAT SLAB 24" TYPICAL TOP SECTION MANHOLE FRAME COLLAR UNPAVED AREAS �D- t Est. 1890 ORCHARD I ('AENEIRAL PLAN OF CHANNEL INTERSECTION FRAME AND LID PER SPECIFICATIONS FINISH GRADE GROUT LAYER #4 REBAR GRADE RINGS PRECAST ECCENTRIC CONE MANHOLES C TOP SECTION AND CHANNELIZATION 2'-0" S0. 11 "CLEAR OPENING LOCKING' CLEANOUT 6" SIDE SEWER DRAWN BY ( IDS DATE :THE E SCALE NTS DRAWING NUMBIER 1922 NOTES: 1. IF NOT PERMANENT' END OF SEWER, USE: TYLOX GASKET OR APPROVED EQUAL, AND SECURE WITH #8 WIRE PIN THRU HOLES DRILLED IN HUB. IF PERMANENT END OF SEWER USE MORTAR TO SECURE PLUG. 2. IF INSTALLATION OCCURS IN UNPAVED AREA USE CONCRETE ANCHOR AS SHOWN FOR ASPHALT PAVING AND BACKFILL TO TOP OF CAST IRON RING WITH SOIL. 3. RESTORATION SHALL BE IN ACCORDANCE WITH CHAPTER 6. 4. TRENCH BACKFILL SHALL BE COMPACTED AND TESTED IN ACCORDANCE WITH STANDARD SPECIFICATIONS. Est. 1890 ORCHARD CLEANOUTS A SEWER; CLEANOUT DETAIL DRAWN BY I IDS DATE 1/30/2019 SCALE NTS DRAWING NUMBIER 1960 z a U ■� L O U O z w z O Z z m W Q W z ° oM i FL 00 0) O C O 0) Q Lo L � r\ m O ca 00 N v co r- N 3 J d En Z O N W m N N LLL *4 Ld O Q W Of W � W Q �0 0 r) O O cV 0) 1O cV O O 1 cV 'q I O N I 004 W M O J O Q M CL 00 QO0 W N C14O -V � I 0040 0 O O W w 104 M cl M W <00 p N I cV M O .. O (n M J cV W M U O Q CL DRAWING NO. C21 SYMMETRICAL ABOUT CENTER LINE OF WATER MAIN 10' MINIMUM WATER LINE ro UTILITY SEPARATION SECTION C1-2 REQUIRED SEPARATION BETWEEN WATER LINES AND SANITARY SEWERS PARALLEL CONSTRUCTION SAW CUT (TYP EX. A.C. PAVEMENT SURFACE 12" PLANE EX. ROADWAY AS NECESSAR" OVERLAY TO MAINTAIN EX. FREEBOAR AT CURB: 2" GRIND AND OVERLAY EXTENTS PER STANDARDS TOP WIDTH OF TRENCH = D + 36" I 12" SYMMETRICAL ABOUT CENTER LINE OF o SEE ROADWAY STANDARDS FOR WATER MAIN Cn APPROPRIATE: PAVEMENT SECTION 5' MINIMUM WARNING TAPE PER SPECIFICATIONS 'v N ji NE TRENCH BACKFILL MATERIAL, COMPACT TO 95% IN 6" LIFTS 6" MIN I � II � I:I � � I IIIIIIIIIIIIIIIIIIIII-III-I 1iIEELI 1.=1 1 ICI ICI 1�1-1�1-1�1-�1�-1�1=1�1 CL52 DI WATER LINE OR =1 I 1=1 APPROVED EQUAL UNDER TREE I 0 w PIPE BEDDING MATERIAL O.D.+24" FOUNDATION STABILIZATION - I1I SANITARY SEWER PIPE o COMPACT TO 95% (36" MIN.) MATERIAL (AS REQUIRED) UTILITY SEPARATION SECTION C1-3 REQUIRED SEPARATION BETWEEN WATER (LINES AND SANITARY SEWERS UNUSUAL CONDITIONS PARALLEL CONSTRUCTION D Est. 1890 RESTORATION, TAPS, AND BLOCKING A DRAWN BY I IDS l DATE 1/30/2019 ORCHARDSEPARATION STANDARDS SCALE iNTS� DRAWING NUMBER 800-13 Q' IKIM CLANGE OR ER PIPE SIZE CROSS TIE BACK' SEE STANDARD DRAWING 1103-B CAPPED CROSS TEE IND FLANGE 900 BEND TEE 11 1/40 BEND 22 1/20 BEND 450 BEND I I TABLE A - THRUST BLOCK 3 X PIPE DIA. MIN CONCRETE BLOCK SYMMETRICAL TOP & BOTTOM 4. BLOCK SHALL BE PLASTIC BARRIER AGAINST Plug PIPE SIZE Q SQ. FT. SQ. FT. SQ. FT. SQ. FT. SQ. FT. 4" 3 2 2 1 1 6" 6 5 4 2 1 8" 11 8 6 3 2 12" 22 16 12 6 3 16" 1 38 1 27 1 21 10 6 18" 1 48 34 26 1 14 1 7 24" 1 84 59 1 45 1 23 13 UNDISTURBED EARTH MIN. BEARING AREA AGAINST UNDISTURBED SOIL TYPICAL CROSS-SECTION SEE DRAWING 1103-EI FOR ADDITIONAL NOTES �O f� Est. 1890 RESTORATION, TAPS, AND BLOCKINC-DRAWN BY IIDS DATE 1/ 55/2019 ORciHARD THRUST BLOCKING AND TIE BACKS SCALE NTS= DRAWING NUMBER 803= NOTES: 1) BED THE ENTIRE WIDTH( OF THE TRENCH PAVEMENT 2) RESTORATION SHALL BE PER THE APPROPRIATE SECTION IN CHAPTER 6 (PAVEMENT SURFACING). 3) INSTALL TRACER WIRE PER SPECIFICATIONS T-qm Est. 1890 RESTORATION, TAPS, AND BLOCKING B RCIHA►RD WATER MAIN TRENCH SEE TABLE B FOR VERT. D.I. PIPE SIZE DRAWN BY I IDS - DATE 1/3112019 SCALE NTS- DRAWING NUMBER 801 - HOT DIPPED GALV. SHACKLE RODS 3/4" O PARALLEL TO PIPE 2v z #4 BAR - ©� REINFORCING HOOP (TYP) 3 V-6" #4 BAR THROUGH MIN. HIOLE IN 4" D.I. PIPE TIE BACK BLOCK DETAIL TABLE B - TIE BACK WATER MAIN PIPE AMOUNT OF 3/4" GALV. SHACKLE RODS SIZE OF VERT. PIPE IN CONC. AMOUNT OF #4 REINFORCING BAR HOOPS 4"' 2 4" 1 6"' 2 4" 1 2 4" 1 4 4" 2 16" 6 6" 3 18" 6 6" 3 24•" 6 6" 3 NOTES: 1. BEARING AREA OF CONCRETE THRUST BLOCK IS BASED ON 225 PSI PRESSURE AND SAFE SOIL BEARING LOAD OF 2000 PSF. 2. THE SAFE SOIL BEARING LOAD SHALL BE ADJUSTED TO MEASURED SOIL BEARING LOADS IN THE FIELD. 3. AREAS MUST BE ADJUSTED FOR OTHER PIPE SIZES, PRESSURES AND SOIL CONDITIONS. 4. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A MINIMUM OF 1/4 SQUARE FOOT BEARING AGAINST THE FITTING. 5. THE BLOCK SHALL BEAR AGAINST THE FITTINGS ONLY AND SHALL BE CLEAR OF JOINTS TO PERMIT TAKING UP AND DISMANTLING OF JOINT 6. THE CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATING PRESSURE UNDER ALL CONDITIONS OF SERVICE. 7. USE 2" THICK STYROFOAM TO FORM THE CONCRETE BLOCKING. PLASTIC SHALL BE INSTALLED BETWEEN ALL CONCRETE BLOCKING AND FITTINGS. �1 IS I DO f� Est. ls90 RESTORATION, TAPS, AND BLOCKINC3 DRAWN BY L- DATE 1/15/2019 ORCHARDTHRUST BLOCKING AND TIE BACKS SCALE NTS� DRAWING NUMBER 803�B 1Il CONCRETE THRUST BLOCKING PER CITY STANDARDS TWO PIECE CAST IRON VALVE BOX TOP SECTION TO BE DOMESTIC OLYMPIC FOUNDRY #045 SEATTLE TACOMA HEAVY DUTY OR APPROVED EQUAL, STANDARD 18" WITH REGULAR BASE SECTION, LENGTH TO FIT. MECHANICAL JOINT TAPPING VALVE _ (SEE PLAN VIEW) STAINLESS STEEL TAPPING SLEEVE: (SEE PLAN VIEW;) CONCRETE THRUST BLOCKING PER CITY STANDARDS I EXISTING 1 PIPE PLAN WVATM TAPPING SLEEVE ROMAC STAINLESS STEEL TAPPING SLEEVE (SST) WITH DUCTILE IRON OUTLET FLANGE OR APPROVED (EQUAL. NEW PIPE FINISHED GRADE 36" MIN. NEW PIPE 4"x8NEI" CONCRETE BLOCK SUPPORTS (MJ X FL) RESILIENT WEDGE GATE VALVE UL/FM APPROVED, FUSION BONDED EPDXY COATED BODY AND BONNET, WEDGE FULLY ENCAPSULATED WITH RUBBER, WITH 2" AWWA OPERATING NUT, CLOW # F6106 OR APPROVED EQUAL. NOTES: 1. PRIOR TO BORING: A. TAPPING SLE-EVE AND VALVE SHALL. BE PRESSURE TESTED AT 200 PSI FOR A PERIOD OF 15 MINUTES. PRESSURE LOSS DURING TESTING SHALL NOT EXCEED 5 PSI. B. TAPPING SLEEVE AND VALVE SHALL BE STERILIZED PER SPECIFICATIONS 2. PRIOR TO FINAL CONNECTION OF TAPPING VALVE TO NEW PIPING, THE NEW PIPING SHALL BE PRESSURE TESTED AND STERILIZED PER SPECIFICATIONS Est. 1890 RESTORATION, TAPS, AND BLOCKING C ORCHARD WET TAP VAULT TOP NTH ACCESS OO OPENING NOT STANDARD UTIUTY O VAULT COMPANY INC. TOP V C014CRETE BLOCKING WITH TIE RODS PER I 3'-8" CITY STANDARDS 13" - .!'-1 1/2 18 66 n 7 m-,oj-r-'- Po®® I15 / 14 13 ALL TEST COCKS SHALL O HAVE THREADED PVC PLUGS INSTALLED I 18 36" TO 42" O DRAWN BY III DS - DATE 1/3012019 SCALE NTS - DRAWING NUMBER 802 - rDEADMAN 13LOCK WITH TIE RODS PER CITY / STANDARDS10 S- I TO BUILDING 11 21 j ALL PIPE PENETRATIONS SHALL BE CORE DRILLED AND MADE WATER TIGHT USING NON -SHRINK O1 GROUT WITH WATER SEAT_ - - O 1 16 612" COMPACTED DEPTH OF 5/8" MINUS CRUSHED SURFACING. EXCAVATE UNSUITABLE MATERIAL AS DETERMINED BY CITY INSPECTOR. REPLACE WITH CLASS A FOUNDATION MATERIAL 1. 4"x2 1/2" FIRE DEPARTMENT DOUBLE LEGEND CONNECTION FOR STAND PIPE WITH BREAKABLE: CAST IRON HOSE CAPS. 2. 4" ADAPTER (FLxSCRIEWED) 13. 4", 6", 8", OR 10" DI CLASS 52 NIPPLE PIPE, 18. PRECAST CONCRETE VAULT WITH LOCKING 3. 4" OR 6" 9CI' BEND (FL) CEMENT LINED, LENGTH TO FIT, WITH TIE STEEL COVERS. COVER EQUAL TO LW 4. 4" OR 6" PIPE (FLxFI_), LENGTH TO FIT RODS PER CITY STANDARD. PRODUCTS COMPANY TYPE "HD." UTILITY 5. 4" OR 6" 90' BEND (FL) 14. 4", 6", 8", OR 10" FLANGED COUPLING ADAPTER VAULT CO. #1512-LA OR APPROVED EQUAL. 6. 7. 4" OR 6" PIPE (FLxFI_), 3'-0" LONG FL 15. 4" OR 6" 9CI' BEND (FL) DETECTOR DOUBLE CHECK VALVE ASSEMBLY. 19. 6" MIN. DRAIN WITH SCREEN TO DAYLIGHT 8. 4" OR 6" SWING TYPE GRAVITY OPERATED CHECK EACH ASSEMBLY SHALL INCLUDE TWO RESILIENT OR STORM DRAIN SYSTEM. PROVIDE RODENT PROOF SCREEN AT DAYLIGHT. VALVE(FL) WEDGE GATE VALVES AND TEST COCKS, BY- PASS 9. 4" OR 6" PIPE (FLxFI_), S-8" LONG ASSEMBLY, AND BE APPROVED CROSS -CONNECTION 20. FREE STANDING GALVANIZED STEEL LADDER 10. 4" ASSEMBLY: 4" SHORT RADIUS 90' BEND (FL), CONTROL ASSEMBLIES PER THE LATEST D.O.H. APPROVED LIST. 21. ATTACH TO FLOOR AND VAULT WALL. 4", 6", 8", OR 10" FLANGED COUPLING 6"AND 8" ASSEMBLY: 6" SHORT RADIUS 90' BEND ADAPTER (FL), 10" ASSEMBLY: 8"x6" REDUCING 90' BEND (FL)16. ADJUSTABLE PIPE SUPPORT UNDER CHECK 11. 4" ASSEMBLY, 4" TEE (FL) VALVES STANDON MOD. #S92 OR APPROVED EQUAL (THREE REQUIRED). 6" ASSEMBLY, 6" TEE- (FL) 8" ASSEMBLY, 8"x8"x6" TEE (FL) 17. 4", 6% 8", OR 10" (FLxPIE) PIPE NTH COLLAR 10" ASSEMBLY, 10"x10"x8" TEE (FL) 18" FROM PLAIN END (PIE): 12. 4", 6", 8", OR 10" RESILIENT WEDGE GATE VALVE 4" - 5-6" LONG 6" - 4'--6" LONG (FLxMJ) WITH INDICATOR POST. INDICATOR POST 8" - S-6" LONG 10" - 3'-0" LONG VALVE SAME SIZE AS DOUBLE CHECK VALVE. T-qm Est 1890 FIRE SUPPRESSION B RCIHA►RD FIRE SERVICE CONNECTION - EXTERNAL DDCV/PIV/FDC, DRAWN BY DATE 1/30/2019 SCALE j NTS- DRAWING NUMBER 821 - a U ■� L O O d Z W Z O Z Z m Q W W Z 0 O FS O 0- C I 0) rn CO 0 L Q In r� m 0 DO DO rn .. N 3 J d LLJ N Z O >N W Of m cn N LL- N W o Q 0 rn W Z V O O N � I O O 01 I 't N o N I I LL �N 0 w N O � r N Qoo J NOS Q ONO W 0 O O Q ON LiI m N I T- _ W Q O O 0 N 1 Q M N O O J N W M U O w Q CL DRAWING NO. C22 Z N Q U ■� O L O dC� Z W Z O Z �� Z m J Q W W Z rn 1 O m C � 0 Q m ) C . � r� m C o N v 0 J N d LLI J 31175 O GIST. SIONAL ��Cs �-30-22 W � W Q 0 0 0 O O N p) IO N� O O 1 cv � N I O (n I LL w�N O N C) oM N oo Mo J Q O NOS Q 1 H ONO W Of Q�o ID Li I N N I It I ►� W Q O O o N 1 Q M N ` I 5 .. O (/) ►� J N W W) O CL DRAWING NO. SI C23 PUMPER: CONNECTION 5" QUICK CONNECT STOR;Z COUPLING FOR NST Z 2-1/2" N:>T HOSE: CONNECTION REMOVED FOR NEW WATER MAIN � CHAINS FROM 2-1/2" CAPS r LOCATE WIRE SHALL BE ~ CONTINUOUS THROUGH THE HYDRANT AND FOR O �) UTILITY VAULT 612 LA WITH LOCKING STEEL DRAIN TO DAYLIGHT. PROVIDE "HD" 3' MIN. EXISTING WATER MAIN, � �{ z X TWO PIECE CAST IRON SPLICE LOCATOR WIRE TO a I VALVE BOX &DEEP LID WIRE ALONG MAIN USING -COVERS LW PRODUCTS COMPANY TYPE 3" MIN. - RODENT F'ROOF SCREEN AT � OR APPROVED EQUAL. DAYLIGHT. � � 3M SPLICE KIT ALUMINUM ANGLE 3/4" HATCH COVER O 17 Ir OUTLINE X1/20"X2' CABLE: 112 16 13 15 i6 13 12 C�1- 11 EXISTING CUSTOMER TIES LOCATOR WIRE -GAUGE #14 LANDSCAPE FABRIC COLOR OF INSULATION -BLUE 10 14 C� 10 SERVICE LINE I I O O 1�� ALL PIPE PENETRATIONS SHALL 12" � BE CORE DRILLED AND MADE i i TYP. WATER TIGHT USING NON -SHRINK PLAN GROUT WITH WATER SEAL 1/2 CU. YD. MIN. WASHED GRAVEL PASSED 1-1/2" & RETAINED ON 1/4" MESH FOR 6" GATE VALVE DRAIN (FLxMJ) � 16" x 8" x 4"MIN (�' DIP, GLASS 52 WITH MEGA CONCRE BLOCKING, SEE CONCRETE BLOCK STANDARD DETAIL 1103 LUGS, LENGTH NOT TO EXCEED 50' FROM VALVE. 2-3l4" HOT DIPPED GALV. SHACKLE -DUCTILE IRON TEE WITH 6" RODS CONNECT USING DUC Z O N J m cn Li N W ~ o 0 � W NOTE: ALL DISTURBED PERVIOUS AREA SOILS SHALL BE AMENDED PER THE FOLLOWING: AMENDED SOILS DESIGN STANDARD: AMENDMENT OF DISTURBED S❑ILS APPLICATI❑N AMEND EXISTING OR IMP❑RTED S❑ILS TO PR❑VIDE FLOW CONTROL (QUANTITY) AND WATER QUALITY TREATMENT. USE IN NEW C❑NSTRUCTI❑N WHERE S❑ILS HAVE BEEN DISTURBED, REN❑VATI❑NS WHERE PLANT HEALTH IS POOR AND NEAR RUNOFF SOURCE WHERE PESTICIDES WOULD CAUSE C❑NTAMINATI❑N. THIS TECHNIQUE CAN BE USED UNDER C❑NVENTI❑NAL ST❑RMWATER PONDS, FILTER STRIPS, BI❑RETENTI❑N AREA, OR DISPERSI❑N AREAS. NATURALLY ❑CCURRING (UNDISTURBED) S❑IL AND VEGETATI❑N PR❑VIDE IMP❑RTANT ST❑RMWATER MANAGEMENT FUNCTI❑NS INCLUDING: WATER INFILTRATI❑N; NUTRIENT, SEDIMENT, AND POLLUTANT ADS❑RPTI❑N; SEDIMENT AND POLLUTANT BI❑FILTRATI❑N; WATER INTERFL❑W STORAGE AND TRANSMISSI❑N; AND POLLUTANT DEC❑MP❑SITI❑N. THESE FUNCTI❑NS ARE LARGELY LOST WHEN DEVELOPMENT STRIPS AWAY NATIVE S❑IL AND VEGETATI❑N AND REPLACES IT WITH MINIMAL S❑IL AND SOD. NOT ONLY ARE THESE IMP❑RTANT ST❑RMWATER MANAGEMENT FUNCTI❑NS LOST, BUT SUCH LANDSCAPES THEMSELVES BECOME P❑LLUTI❑N-GENERATING PERVI❑US SURFACES DUE TO INCREASED USE OF PESTICIDES, FERTILIZERS AND OTHER LANDSCAPING AND H❑USEH❑LD/INDUSTRIAL CHEMICALS, THE C❑NCENTRATI❑N OF PET WASTES, AND POLLUTANTS THAT ACCOMPANY R❑ADSIDE LITTER. ESTABLISHING A MINIMUM S❑IL QUALITY AND DEPTH IS NOT THE SAME AS PRESERVATI❑N OF NATURALLY ❑CCURRING S❑IL AND VEGETATI❑N. HOWEVER, ESTABLISHING A MINIMUM S❑IL QUALITY AND DEPTH BY AMENDING DISTURBED S❑ILS WITH COMPOST REGAINS GREATER ST❑RMWATER MANAGEMENT FUNCTI❑NS IN THE POST DEVELOPMENT LANDSCAPE, PR❑VIDES INCREASED TREATMENT OF POLLUTANTS AND SEDIMENTS THAT RESULT FROM DEVELOPMENT AND HABITATI❑N, AND MINIMIZES THE NEED FOR SOME LANDSCAPING CHEMICALS, THUS REDUCING P❑LLUTI❑N THROUGH PREVENTI❑N. VARIABLES APPLICATI❑N RATES AND TECHNIQUES FOR INC❑RP❑RATING AMENDMENTS WILL VARY WITH THE USE AND PLANT REQUIREMENTS OF THE AREA. LANDSCAPE WITH HIGH PEDESTRIAN TRAFFIC (NOTABLY LAWNS) DURING WET MONTHS WILL REQUIRE SPECIFIC AMENDMENTS TO PREVENT SPONGY S❑ILS. POST C❑NSTRUCTI❑N S❑IL QUALITY AND DEPTH REST❑RATI❑N IS REQUIRED ON ALL SITES WHEREVER EXISTING S❑IL OR VEGETATI❑N IS DISTURBED. AREAS OF SITES WHERE EXISTING VEGETATI❑N AND S❑IL ARE NOT COMPACTED OR DISTURBED D❑ NOT HAVE TO BE RESTORED. ADVANTAGES & DISADVANTAGES (WHOLE SYSTEM PERSPECTIVE) NATIVE S❑IL PR❑TECTI❑N AND AMENDMENTS SHOULD BE FIRST LID STRATEGIES C❑NSIDERED. S❑IL AMENDMENTS IMPR❑VE THE QUALITY AND HEALTH OF THE S❑IL AND PLANTINGS. SOME OF THE ISSUES INCLUDE: ADVANTAGES • REDUCED ST❑RMWATER RUNOFF / INCREASED M❑ISTURE RETENTI❑N; • REDUCED IRRIGATI❑N NEEDS; • IMPR❑VED WATER QUALITY THROUGH POLLUTANT ADS❑RPTI❑N AND BI❑FILTRATI❑N; • PLANT ESTABLISHMENT AND HEALTH; • IMPROVED INFILTRATION; • INCREASED SEDIMENT FILTRATION; • REDUCED EROSION; • REDUCED COMPACTION; • REDUCED FERTILIZER/PESTICIDE USE. DISADVANTAGES • INCREASED COST; DESIGNATING AN AREA FOR STAGING MATERIALS AND AMENDING SOILS; • INCREASED EXPORT AND IMPORT COSTS; • FOOT -TRAFFIC ISSUES ASSOCIATED WITH SLOW -DRAINING SOILS. DATA REQUIREMENTS DETERMINE SOILS QUALITY, INCLUDING ORGANIC MATERIAL; HYDROLOGIC CHARACTERISTICS; SOIL TEXTURE, STRUCTURE, AND DEPTH; AND BIOTA. BE CAREFUL USING SOILS AMENDMENTS IN AREAS THAT WILL HAVE THE POTENTIAL TO BECOME COMPACTED. CALL TWO WORKING DAYS BEFORE YOU DIG 811 UTILITIES UNDERGROUND LOCATION CENTER SPECIFICATI❑N IT IS IMP❑RTANT THAT THE COMPOST OR OTHER ❑RGANIC MATERIALS USED TO MEET THE S❑IL QUALITY AND DEPTH NECESSARY BE APPR❑PRIATE AND BENEFICIAL TO THE PLANT COVER TO BE ESTABLISHED, LIKEWISE, IT IS IMP❑RTANT THAT IMP❑RTED T❑PS❑ILS IMPR❑VE S❑IL C❑NDITI❑NS AND D❑ NOT HAVE AN EXCESSIVE PERCENT OF CLAY OR SILT FINES THAT MIGHT RESTRICT ST❑RMWATER INFILTRATI❑N, S❑IL RETENTION THE DUFF LAYER AND NATIVE T❑PS❑IL SHOULD BE RETAINED IN AN UNDISTURBED STATE AND PROTECTED FROM C❑MPACTI❑N TO THE MAXIMUM EXTENT PRACTICAL, IN ANY AREAS REQUIRING GRADING, REMOVE AND ST❑CKPILE THE DUFF LAYER AND T❑PS❑IL ON SITE IN A DESIGNATED, CONTROLLED AREA, NOT ADJACENT TO PUBLIC RESOURCES AND CRITICAL AREAS, TO BE REAPPLIED TO OTHER P❑RTI❑NS OF THE SITE WHERE FEASIBLE, S❑IL QUALITY ALL AREAS SUBJECT TO CLEARING AND GRADING THAT HAVE NOT BEEN COVERED BY IMPERVI❑US SURFACE, INC❑RP❑RATED INT❑ A DRAINAGE FACILITY OR ENGINEERED AS STRUCTURAL FILL OR SLOPE SHALL, AT PROJECT C❑MPLETI❑N, DEMONSTRATE THE F❑LL❑WING: A. A TOPSOIL LAYER MEETING THESE REQUIREMENTS: a. TOPSOIL SHALL HAVE A MINIMUM ORGANIC MATTER CONTENT BY THE LOSS -ON -IGNITION TEST OF 8 PERCENT DRY WEIGHT IN PLANTING BEDS, OR 4 PERCENT ORGANIC MATTER CONTENT IN TURF AREAS, AND A PH FROM 6.0 TO 8.0 OR MATCHING THE PH OF THE ORIGINAL UNDISTURBED SOIL. (ACCEPTABLE TEST METHODS FOR DETERMINING LOSS-ONIGNITION SOIL ORGANIC MATTER INCLUDE THE MOST CURRENT VERSION OF ASTM D2974 `TEST METHODS FOR MOISTURE, ASH, AND ORGANIC MATTER OF PEAT AND OTHER ORGANIC SOILS" AND TMECC 05.07A 'LOSS -ON -IGNITION ORGANIC MATTER METHOD"); b. THE TOPSOIL LAYER SHALL HAVE A MINIMUM DEPTH OF 8 INCHES; c. WHERE TREE ROOTS LIMIT THE DEPTH OF INCORPORATION OF AMENDMENTS, THOSE ROOT ZONES ARE EXEMPTED FROM THIS REQUIREMENT ONLY IF THEY ARE FENCED AND PROTECTED FROM STRIPPING OF SOIL, GRADING, OR COMPACTION TO THE MAXIMUM EXTENT PRACTICAL; d, SUBS❑ILS BELOW THE T❑PS❑IL LAYER SHOULD BE SCARIFIED AT LEAST 4 INCHES, FOR A FINISHED MINIMUM DEPTH OF 12 INCHES OF UNC❑MPACTED S❑IL, WITH SOME INC❑RP❑RATI❑N OF THE UPPER MATERIAL TO AV❑ID STRATIFIED LAYERS, WHERE FEASIBLE; • PLANTING BEDS MUST BE MULCHED AFTER PLANTING WITH 2 INCHES OF ❑RGANIC MATERIAL SUCH AS WOOD CHIP, SHREDDED LEAVES, COMPOST, ETC,; • QUALITY OF COMPOST AND OTHER MATERIALS USED TO MEET THE ❑RGANIC CONTENT REQUIREMENTS: e, THE ❑RGANIC CONTENT FOR 'PRE- APPROVED" AMEN DMENT RATES CAN BE MET ONLY USING COMPOST THAT MEETS THE DEFINITION OF "COMPOSTED MATERIALS"IN WAC 173-350 SECTION 220. THIS CODE IS AVAILABLE AT THE DEPT. OF ECOLOGY'S WEBSITE: HTTP: //WWW. ECY. WA. GOV/PROGR AM S/SWFA/COM POST/. THE COMPOST MUST ALSO HAVE AN ORGANIC MATTER CONTENT OF 40 PERCENT TO 65 PERCENT, AND A CARBON TO NITROGEN RATIO BELOW 25:1. THE CARBON TO NITROGEN RATIO MAY BE AS HIGH AS 35:1 FOR PLANTINGS COMPOSED ENTIRELY OF PLANTS NATIVE TO THE PUGET SOUND LOWLANDS REGION; * CALCULATED AMENDMENT RATES MAY BE MET THROUGH USE OF COMPOSTED MATERIALS AS DEFINED ABOVE; OR OTHER ORGANIC MATERIALS AMENDED TO MEET THE CARBON TO NITROGEN RATIO REQUIREMENTS, AND MEETING THE CONTAMINANT STANDARDS OF SPECIFIED IN WAC 173-350 SECTION 220. THE METHOD FOR CALCULATING CUSTOM AMENDMENT RATES IS ESTABLISHED IN THE BUILDING SOIL MANUAL REFERENCED BELOW; THE RESULTING SOIL SHOULD BE CONDUCIVE TO THE TYPE OF VEGETATION TO BE ESTABLISHED. GENERAL INSTALLATION REQUIREMENTS IMPLEMENTATION OPTIONS THE SOIL QUALITY DESIGN GUIDELINES LISTED ABOVE CAN BE MET BY USING ONE OF THE FOUR METHODS LISTED BELOW: • LEAVE UNDISTURBED VEGETATION AND SOIL, PROTECT FROM COMPACTION BY FENCING AND KEEPING MATERIALS STORAGE AND EQUIPMENT OFF THESE AREAS DURING CONSTRUCTION; • AMEND EXISTING SITE TOPSOIL OR SUBSOIL EITHER AT DEFAULT "PRE- APPROVED" RATES, OR AT CUSTOM CALCULATED RATES TO MEET THE SOIL QUALITY GUIDELINES ABOVE BASED ON SPECIFIERS' TESTS OF THE SOIL AND AMENDMENT. THE DEFAULT PRE -APPROVED RATES ARE: * IN PLANTING BEDS, PLACE 3 INCHES OF COMPOST AND TILL IN TO AN 8 INCH DEPTH; * IN TURF AREAS, PLACE 1.75 INCHES OF COMPOST AND TILL IN TO AN 8 INCH DEPTH; • STOCKPILE EXISTING TOPSOIL DURING GRADING, AND REPLACE IT PRIOR TO PLANTING. STOCKPILED TOPSOIL MUST ALSO BE AMENDED IF NEEDED TO MEET THE ORGANIC MATTER OR DEPTH REQUIREMENTS, EITHER AT THE DEFAULT "PRE- APPROVED" RATE OR AT A CUSTOM CALCULATED RATE (SEE BUILDING SOIL MANUAL OR WEBSITE, BELOW, FOR CUSTOM CALCULATION METHOD); IMPORT TOPSOIL MIX OF SUFFICIENT ORGANIC CONTENT AND DEPTH TO MEET THE REQUIREMENTS. IMPORTED SOILS SHOULD NOT CONTAIN EXCESSIVE CLAY OR SILT FINES (EXCESSIVE IS DEFINED AS MORE THAN 5% PASSING THE NO. 200 SIEVE) BECAUSE THAT COULD RESTRICT STORMWATER INFILTRATION. THE DEFAULT PRE -APPROVED RATES FOR IMPORTED TOPSOILS ARE: IMPLEMENTATION OPTIONS CONT: * FOR PLANTING BEDS, A MIX BY VOLUME OF 35 PERCENT COMPOST WITH 65 PERCENT MINERAL SOIL IS PRE -APPROVED TO ACHIEVE THE REQUIREMENT OF 8 PERCENT ORGANIC MATTER BY LOSS -ON -IGNITION TEST; * FOR TURF AREAS, A MIX BY VOLUME OF 20 PERCENT COMPOST WITH 80 PERCENT MINERAL SOIL IS PRE -APPROVED TO ACHIEVE THE REQUIREMENT OF 4 PERCENT ORGANIC MATTER BY LOSS -ON -IGNITION TEST. MORE THAN ONE METHOD MAY BE USED ON DIFFERENT PORTIONS OF THE SAME SITE. SOIL THAT ALREADY MEETS THE DEPTH AND ORGANIC MATTER QUALITY STANDARDS, AND IS NOT COMPACTED, DOES NOT NEED TO BE AMENDED. S❑IL MANAGEMENT PLAN A 'SOIL MANAGEMENT PLAN"IS REQUIRED, INCLUDING: • A SITE MAP SHOWING AREAS TO BE FENCED AND LEFT UNDISTURBED DURING CONSTRUCTION, AND AREAS THAT WILL BE AMENDED AT THE TURF OR PLANTING BED RATES; • CALCULATIONS OF THE AMOUNTS OF COMPOST, COMPOST AMENDED TOPSOIL, AND MULCH TO BE USED ON THE SITE; • SAMPLE FORMS FOR THE SOIL MANAGEMENT PLAN, AND MORE GUIDANCE ON THESE PROCEDURES, CAN BE FOUND IN THE BUILDING SOIL MANUAL, AVAILABLE ON THE 3WWW.SOILSFORSALMON.ORG WEBSITE. CONSTRUCTION SPECIFICATIONS AND CRITERIA MINIMUM CONSTRUCTION REQUIREMENTS INCLUDE THE FOLLOWING: • SOIL QUALITY AND DEPTH SHOULD BE ESTABLISHED TOWARD THE END OF CONSTRUCTION AND ONCE ESTABLISHED, SHOULD BE PROTECTED FROM COMPACTION, SUCH AS FROM LARGE MACHINERY USE, AND FROM EROSION; • SOIL SHOULD BE PLANTED AND MULCHED AFTER INSTALLATION; • INSPECTION AND VERIFICATION PROCEDURES WILL INCLUDE: * INSPECTION OF DELIVERY TICKETS FOR COMPOST, AMENDED SOIL, AND MULCH TO VERIFY TYPES AND QUANTITIES MATCH THOSE SPECIFIED ON THE SOIL MANAGEMENT PLAN; * DIGGING OR CORING SEVERAL HOLES TO VERIFY APPEARANCE OF COMPOST -AMENDED SOIL TO A MINIMUM 8-INCH DEPTH AND SUBSOIL SCARIFICATION OR UNCOMPACTED SOIL TO A MINIMUM 12-INCH DEPTH; * USE OF A ROD PENTROMETER (3/8 INCH ROD WITH HANDLE) EVERY 20 FEET ACROSS SITE,TO VERIFY THAT THE ROD CAN B PUSHED INTO THE SOIL AT LEAST 12 INCHES BY THE INSPECTOR'S WEIGHT; * USE OF A SHOVEL TO SCRAPE ASIDE MULCH ON PLANTING BEDS IN SEVERAL PLACES TO VERIFY A MINIMUM 2-INCH MULCH DEPTH; * SAMPLE FORMS FOR FIELD VERIFICATION, CAN BE FOUND IN THE BUILDING SOIL MANUAL OR ON THE 3WWW.SOILSFORSALMON.ORG WEBSITE; OPERATIONS & MAINTENANCE REQUIREMENT PLANT DEBRIS OR ITS EQUIVALENT SHOULD BE LEFT ON THE SOIL SURFACE THROUGH MULCH -MOWING OF TURF AREAS, AND BLOWING SHREDDED FALL LEAVES INTO BEDS OR ANNUAL MULCHING TO REPLENISH ORGANIC MATTER. IT SHOULD BE POSSIBLE TO REDUCE USE OF IRRIGATION, FERTILIZERS, HERBICIDES AND PESTICIDES. THESE ACTIVITIES SHOULD BE ADJUSTED WHERE POSSIBLE, RATHER THAN CONTINUING TO IMPLEMENT FORMERLY ESTABLISHED PRACTICES. IN PARTICULAR, REGULAR USE OF SOLUBLE FERTILIZERS, BROADCAST HERBICIDES AND INSECTICIDES DEGRADES SOIL LIFE AND COMPACTS SOILS. INSTEAD, FERTILIZATION CAN BE REDUCED, USING SLOW -RELEASE OR ORGANIC PRODUCTS, AND INTEGRATED PEST MANAGEMENT TECHNIQUES WILL MINIMIZE THE NEED FOR PESTICIDES. REFERENCES MATERIAL FOR THIS SECTION WAS TAKEN DIRECTLY FROM SEATTLE PUBLIC UTILITIES' BMP FOR POST -CONSTRUCTION SOIL QUALITY AND DEPTH. SCHEMATIC 2" BARK OR WOOD CHIP A 3"OF COMPOST INCORPO TO AN8"1 FIGURE 6.1: CROSS SECTION OF PLANTING BED SOIL AMENDMENT. (SOURCE: SEATTLE PUBLIC GRASS SEED OR SOD - 1.75"OF COMPOST INCORPORATED TO AN 8" DEPTH FIGURE 6,21 CROSS SECTI❑N OF TURF S❑IL AMENDMENT, (SOURCE: SEATTLE PUBLIC UTILITIES/SEATTLE DEPARTMENT OF PLANNING AND DEVELOPMENT) W COMPOST- V SOIL SURFACE) IW COMPOST- N SOIL SURFACE) z a U .� L 0 U z w z z z z m J Q W w z z C 9)0o U ro i FL rn 0) c o rn U0 I L m o c° Q) m cV a- ~ (N z 0 U) w m ZD w o w Of Ei 2� w Q 0 0 0 O O N 0) 1 O N O -t N O 1 I -t (n No W z to 1 O Li Li 04 r- M Z t m o N CL C M Q O O W O c�d 5 L O 0O O cl O Z o :2cv I 2 I M Q Q O O � N —1 N to O O .. O (n IM J N Li to 00 Q CL 'DRAWING NO. C24 Legend Planting Areas Note: Tree replacement quantity will be established during a future phase. PROPOSED OUTDOOR EXERCISE SPOT WITH BENCH AND PICNIC AREA BENCHESAND PICNIC AREAS ALONG TRAILS AND SIDEWALKS a �J PROPOSED CEDAR CHIP TRAIL POSSIBLE COMMUNITY GARDEN 4 �v `,auJ� Q' Q- / /lrrO��- �rs N-' i 11-5 J o 1-(24 UNITS) FF EL=314.0 LEASING OFFICE RECREATION BUILDING FF EL=311.55 m Erb IF= R L A Emily Russeii Landscape Architecture �0 �� y' CITY OF PORT ORCHARD TYPE B From The Ground Up \ � v BUFFER PLANTING TO BE PROVIDED S,��aQ = Emily Russell, PLA, ASLA �O =� 360-990-1720 www.russelidesignsource.com ONE TREE REQUIRED FOR EVERY 1 7 \/ ��emily@russelldesignsource.com 1,000 SQUARE FEET OF VEHICULAR USE AREA TO BE PROVIDED 245 4th Street #501 Bremerton WA 98337 jBRAS \� AZ s� �O trC') 00 IM EL-297.45 IF IN=289.95 \� '\ IF OUT=289.51 C j iry STATE OF WAS H I N G TO N 8� •'{ D� �" - REGISTERED LANDSCAPE ARCHITECT �- v 41Q � o + J No ry�v CID 4k Z �4e V 2 AMELAN CHIER STREET TREE MAPLE STREET TREE VINE MAPLE KOUSA DOGWOOD OAK STREET TREE TREES WITH IN THE RIGHT OF WAYADHERE TO KITSAP COUNTY CODE ON LANDSCAPE REQUIREMENT FOR STREET TREES 1 PER 25 FEET OF ROAD FRONTAGE TO BE PROVIDED PATIO AREA WITH PROPOSED SEATING, OUTDOOR KITCHEN, AND FIREPLACE Emily Russell CERTIFICATE NO.1272 �Q, Project Manager Dale © ELR 9.30.2022 �004 CITY OF PORT ORCHARD TYPE B Drawn By KDC Scale AS INDICATED BUFFER PLANTING TO BE PROVIDED Scale 1 n _ A Or Reviewed By Sheet Title `F ELR SCHEMATIC LANDSCAPE PLAN N Project ID SHEET NUMBER DIAZ MEADOWS 0 40 80 120 Sequence L-1 0 1 of 1 •