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Home My WebLink AboutzR-4229setA PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N I O I 0 BROTHERTON BUICK GMC RENTON NEW DEALERSHIP 215 SW 12TH STREET I— RENTON, WA 98057 VICINITY MAP: PREPARED FOR: INDEX OF DRAWINGS: DRAWING No. TITLE - DESCRIPTION BROTHERTON CADILLAC C0.06 1 OF 29 CIVIL COVER SHEET C0.1AB 2 OF 29 TOPOGRAPHIC SURVEY (PRIVATE & PUBLIC) CO.1BB 3 OF 29 TOPOGRAPHIC SURVEY (PRIVATE & PUBLIC) C0.213 4 OF 29 GENERAL GEOTECHNICAL NOTES 215 SW 12 TH STREET C1.013 5 OF 29 TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PRIVATE) C1.1 B 6 OF 29 TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PUBLIC) C1.213 7 OF 29 TEMPORARY EROSION AND SEDIMENT CONTROL NOTES (PRIVATE AND PUBLIC) RENTON, WA 98057 C1.313 8 OF 29 TEMPORARY EROSION AND SEDIMENT CONTROL DETAILS (PRIVATE AND PUBLIC) C2.013 9 OF 29 HORIZONTAL CONTROL/SITE PLAN (PRIVATE) CONTACT: BRAD BROTHERTON C2.1 B 10 OF 29 HORIZONTAL CONTROL/SITE PLAN (PUBLIC) C2.213 11 OF 29 SITE/PAVING NOTES (PRIVATE AND PUBLIC) C2.313 12 OF 29 SITE/PAVING DETAILS S) PROJECT LOCATION PHONE: (425) 336-1089 C2.46 13 OF 29 SITE/PAVING DETAILS (PUBLIC C2.56 14 OF 29 SITE/PAVING DETAILS (PUBLIC C3.013 15 OF 29 GRADING AND STORM DRAINAGE PLAN (PRIVATE) C3.1B 16 OF 29 GRADING AND STORM DRAINAGE PLAN (PUBLIC) (PRIVATEC3.213 17 OF 29 GRADING AND STORM DRAINAGE NOTES AND PUBLIC) Sw GRw(a� C3.3B 18 OF 29 GRADING AND STORM DRAINAGE DETAILS (PRIVATE 405 PREPARED BY: C3.46 19 OF 29 GRADING AND STORM DRAINAGE DETAILS (PRIVATE AND PUBLIC) 40000- C4.06 20 OF 29 NOT USED -� C5.06 21 OF 29 WASTEWATER UTILITIES PLAN (PRIVATE) C5.1B 22 OF 29 NOT USED t C5.213 23 OF 29 WASTEWATER UTILITIES NOTES AND DETAILS (PRIVATE AND PUBLIC) co mtts&hm11 1-1.013 24 OF 29 LANDSCAPE PLAN (PRIVATE) sl I < 1-1.16 25 OF 29 LANDSCAPE PLAN (PUBLIC) Q 1-1.213 26 OF 29 LANDSCAPE NOTES AND DETAILS (PRIVATE AND PUBLIC) o 1-2.013 27 OF 29 IRRIGATION PLAN (PRIVATE) Q L2.1 B 28 OF 29 IRRIGATION PLAN (PUBLIC) 0 167 Z CIVIL I STRUCTURAL I SURVEY 12.213 29 OF 29 IRRIGATION NOTES AND DETAILS (PRIVATE AND PUBLIC) o 4815 CENTER STREET I TACOMA, WA. 98409 0 PHONE: (253) 474-9449 1 FAX: (253) 474-0153 http://www.sittshill.com/ NORTH CONTACT: DON DAVIS, P.E. PROJECT INFORMATION: OVERALL SITE PLAN )LE d SS Kai N " is - ZONING: - CA - COMMERCIAL ARTERIAL IEXISTING NEW IMPERVIOUS SURFACE: 0 S.F. o"' 2o�a a , �.'wa•`•. I '2261 1 CADILLAC/BUICK-GMC DEALERSHIP BUILDING REPLACED IMPERVIOUS SURFACE 13,780 S.F. I I PARKING: REMOVAL OF 21 STALLS sitts&hill � � � I I I I s I �, ,s LD C• SCOPE OF WORK: CONSTRUCTION OF BUILDING ADDITION 1 I I I I e O� of K'A 40��• CIVIL I STRUCTURAL I SURVEY BUILDING AREA: 4,416 S.F. T ' - " 2X1 4X2 i �C 7 �� 4815CENTERSTREET I TACOMA, WA. 98409 NEWLY CONSTRUCTED ADA RAMPS I — / jY, � - 1 V PHONE:(253)474-9449 1 FAX: (253) 474-0153 AND FRONTAGE IMPROVEMENTS http://wwwsittshilLcom/ TYPE OF BUSINESS: BROTHERTON BUICK-GMC CAR DEALERSHIP AND SHOWROOM PROPOSED SERVICE ADDITION FOR BUICK-GMC DEALERSHIP .5 46449 Project No.: 19480 Project Mgr.: DCD ESTIMATED CONSTRUCTION COST: $1.3M Ole ON t off. Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM I � I — /NC o I I I R-422901 �" _ I I I f IN COMPLIANCE WITH CITY OF RENTON STANDARDS X I , ,s DEVELOPMENT ENGINEERING 3CURRENT PLANNING N IV '�'• � it - - W 2ti� NJanders 05/08/2023 n,,+ N — c _ w - ,A AMorganroth [05/09/20231 _ 121,6 �" I oLE f�✓ X SANITARY SEWER MANHOLE REGIONAL FIRE AUTHORITY ENTc A MAPLE TYPE 11 APPROVED ��dp z WATER UTILITY 4„ 244PLE /RIM=23.23 NORTH ��o ABDOULGAFOUR05/18/2023 :01 7 m �"owl` r cthomas 05/11/2023 yV[FlgE PV SURVEYED: SCALE: DATE: VERTICAL: NAVD 1988• BROTHERTON BUICK-GMC - RENTON AS NOTED HORIZONTAL: NAD 1983/13/1991 C T Y OF DESIGNED: FIELDBOOK: DKM/RJJ DRAWN: RENTON • Call 811 KLK/DKM DRAWING NO: ONE INCH DATUM • o two business days CHECKED:DCD AT FULL SCALE Planning/Building/Public Works Dept. CIVIL COVER SHEET C0.013 �/ IF NOT ONE INCH before you dig NO. REVISION B DATE APPR APPROVED SCALE ACCORDINGLY SHEET: OF: N T O O O I N N N T O O N Q J O co N A u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N I w _ _ _ _ _ SW 7TH ST. FOUND MONUMENT N89°10'14"W 1339.68' IN CASE 0.3' DOWN 3" BRASS DISK NO MARK, USED STRADDLES (06/13/2019) NI _ FOUND MONUMENT NORTH 463�8 i IN CASE 1.15' DOWN HORIZONTAL SCALE: 1"=50' oBRA AYSS PIN 50 0 50 100 1n ' p A Dy i (06/13/2019) G T AVE-) 6 (FIRS FOUND MONUMENT�,' FOUND MONUMENT IN CASE 0.9' DOWN IN CASE 0.9' DOWN 2" BRASS DISK 2" BRASS DISK WITH PUNCH WITH PUNCH (0611312019) I RENTON MON #0912 (06/13/2019) ABBREVIATIONS M MEASURED D DEED C CALCULATED R/W RIGHT-OF-WAY R.O.S. RECORD OF SURVEY (f� B.L.A. BOUNDARY LINE ADJUSTMENT o P PLAT RECORD 0 '-' I W P.O.B. POINT OF BEGINNING L1J 11Q1 T.P.N. TAX PARCEL NUMBER o Q f� ti o CITY OF CATED R'p' IMCE PER #4683 J '4' A ORDIN O RE TpN0 1 g971120 3g0 - REC.N „ CALCULATED MONUMENT POSITION °V I S�1�°21 p1' PER RECORD OF SURVEY z 2�2 41 REC. NO. 199404079012 1V SEARCHED FOR, NOT FOUND ' 463.56, - - tt9 �� LEGAL DESCRIPTION LOTS 13 THROUGH 20, INCLUSIVE, AND LOTS 38 THROUGH 43, INCLUSIVE, BLOCK 17, C. D. HILLMAN'S EARLINGTON GARDENS ADDITION TO THE CITY OF SEATTLE, DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 17 OF PLATS, PAGE 74, IN KING COUNTY, WASHINGTON; EXCEPT ANY PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR PRIMARY STATE HIGHWAY NO. 1 BY DEEDS RECORDED UNDER RECORDING NOS. 5418722 AND 5424488; TOGETHER WITH THOSE PORTIONS OF VACATED S.W. 12TH STREET ADJOINING ON THE NORTH, THOSE PORTIONS OF VACATED S.W. 13TH STREET ADJOINING ON THE SOUTH AND THAT PORTION OF THE VACATED ALLEY IN SAID BLOCK 17 WHICH ATTACHED THERETO BY OPERATION OF LAW PURSUANT TO CITY OF RENTON ORDINANCE NOS. 4668 AND 4683, RECORDED UNDER RECORDING NOS. 9707150313 AND 9711200390. RIGHT OF WAY LINE VACATED RIGHT OF WAY LOT LINE SECTION LINE ' I ROAD CENTERLINE I CITYER OF / / ' i TH ST� -VACATED R'0'W NCE #4668 �1 S, 12° 1'p1„E 7.5' CHAINLINK RENTON ORDINA �12 FENCE O I I NO. 19g70715j REC - 904 GATE '1 ,p1„EO I cl� I N I 21 S01 22'26"W RETAINING I O O I 4 126.52' WALL Z TPN 3340402755 1 I 6 5_ W �I - 1 Q/ v I -L`' Z AZULE PROPERTIES LLC O o / 1 00 U TPN 3340402780 N = I 8 o o BALLESTRASSE 1 _N N 1 O 9 11 o Lu Cd Q I ROY+REX+GLORIA o 12 EXISTING I z o EXST o BUILDING I 1O 1 Q BLDG ,� 14 �.w. AVE. v R I 'l n v TPN 3340402820 I ~ m 3' WOOD EXST i CONTAINE , FOUND MONUMENT CQ I D ho �P A & D RENTON LLC 2 1 N FENCE BLDG ,°22 315011 - 1 1 56 IN CASE 0.8' DOWN (SE �`� O�' I O O N N -- 60 5 5 N� 04' - - TPN 3340402935 /j O 2" BRASS DISK I oho VP I o p6, ; _ , ��°22'34 E ^ BALLESTRASSE /T 6 `r I O O 5 4 ' WITH PUNCH ,�"° `p� I O O 2, 3p"E 90 35„E 120.09 N ROY+REX+GLORIA `r , 52 (0611312019) �� 2 4 �'N,,°2 N,l°22 CONTAINER N tih RETAINING WALL I 51 �o`� O O 2 5 I 11 oe U W o��`L�� N 75' CHAINLINK FENCE /j (� 50 . `I J • 2 7 _ °22,�5„E 15�' ��P� 48 l _ N 2 8 TPN 3340402880 EXST N AQ �14 EXISTING - BALLESTRASSE ROY gP BLDG o (n N BUILDING I_ EXISTING O O N 42 A=16°56'14 I Q Z TED rnW.00 TPN 3340402885 BUILDING 41 G� N VACA CITY OF RENTON BROTHERTON CADILLAC 3 6 I 4 O �<1 �R=288.80' LLl R 68 Q J Q C4 pRDINANCE199707150313 - I I _ O 8 t �� L=85.37' o REC• No. I CONTAINERS O/ G,�P TPN 3340402870 "' O 5 - `a N - �A=4°09'06" A&DRENTON LLC 34 C6N 10 °O `� 0„ 8•30 R=288.80' OLz - 2 9 ;� ............. N31°58'55"E 0.25' �,, 15p 09 o , 0„E �A N��°241 5 g4' / of /� �• N VACATED R.O. W. 17.5' 41 .. ::: (� PER CITY OF RENTON -O :': ;;: 0 ORDINANCE #4610 I '„ 155 56 r-` r :::;:'j L /, w I REC. N0. 199606140284 '`��(/ N D R.O W ON t� J ACATETY OF RENT '` �� o ^o 5 : ` PER C NCE #4668 313 � �L0 boo o ,15>'E 46 - : :"'.• ORDINA 199j07150 !'�" �C 'oo z Nl�°2� ST �'' REC• Np' � W 13TH 411�6 IRD AVE-) CALCULATED MONUMENT POSITION VACATED R O'W'ENTON <�� (TH PER RECORD OF SURVEY VAC CITY RENTON vJ REC. NO. 199404079012 �RpINANCE #9616140284 �'` SEARCHED FOR, NOT FOUND REC NO- 19 �, CO 00 I � N IN CD FOUND MONUMENT IN CASE 0.5' DOWN 3" BRASS DISK W/PUNCH "2010 LS 38015" RENTON MONUMENT ID #0060 (06/13/2019) FOUND MONUMENT , „ - IN CASE 0.45' DOWN N89°35 59 E 449.5F 1 1/2" BRASS DISK W/PUNCH RENTON MONUMENT ID #1895 (06/13/2019) FOUND MONUMENT IN CASE 0.45' DOWN 1 1/2" BRASS DISK WITH PUNCH (0611312019) LEGEND 9 FOUND MONUMENT AS NOTED ® CALCULATED MONUMENT POSITION O SURVEY CONTROL POINT, AS NOTED BOUNDARY LINE • Call 811 • ® two business days before you dig No. REFERENCES 1. CITY OF RENTON UTILITIES DEPT. PROJECT W-111 "89TH AVE S." DRAWING DATED SEPT. 1961. 2. CITY OF RENTON UTILITIES DEPT. PROJECT W-0133 "SOUTH 150TH PL. EASEMENT AND 151ST PL. STATE RELOCATE" DRAWING DATED MAY 1962. 3. CITY OF RENTON ENGINEERING DEPT. PROJECT W-0200 "WATER SERVICE TO PUGET PROP." DRAWING DATED MAR. 1964. 4. CITY OF RENTON ENGINEERING DEPT. PROJECT W-390B "1-405 FIRE PROTECTION" DRAWING DATED FEB. 1976. 5. PACIFIC ENGINEERING DESIGN INC. "BOWEN SCARFF" PLANS DATED AUG. 1997 6. C.D. HILLMAN'S EARLINGTON GARDENS ADDITION TO THE CITY OF SEATTLE, DIVISION NO. 1. 7. CITY OF RENTON VACATION ORDINANCE NO. 4610, REC. NO. 199606140284. 8. CITY OF RENTON VACATION ORDINANCE NO. 4668, REC. NO. 199707150313. 9. CITY OF RENTON VACATION ORDINANCE NO. 4683, REC. NO. 199711200390. N89°36'50"E 440.04' _ _ _ - \ SW 16TH ST. FOUND MONUMENT FOUND MONUMENT IN CASE 0.6 DOWN IN CASE 0.5' DOWN 1 1/2" BRASS DISK 1 1/2" BRASS DISK WI TH PUNCH WI TH PUNCH (0611312019) (0611312019) SURVEYED: SCALE: /� DESIGNED: AS NOTED DKM/RJJ DRAWN: KLK ONE INCH CHECKED: AT FULL SCALE DCD IF NOT ONE INCH REVISION BY DATE AP P R APPROVED: SCALE ACCORDINGLY DCD VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU M CITY OF ,R Iftmov RENTON Planning/Building/Public Works Dept. HORIZONTAL DATUM WASHINGTON STATE PLANE COORDINATE SYSTEM, NORTH ZONE, NAD 83/2011 BASED ON GPS OBSERVATION UTILIZING THE WASHINGTON STATE REFERENCE NETWORK (WSRN) MEASURED NORTH 89°10'14" WEST BETWEEN TWO FOUND MONUMENTS ALONG SW 7TH STREET VERTICAL DATUM NAVD 88 BASED ON GPS OBSERVATION UTILIZING THE WSRN WITH NGS GEOID2012B LOADED IIaIT, Iall *kill : d1.1a►[yai/:1:4:4� TBM #1 HUB & TACK BETWEEN HOUSES N: 174865.22 E: 1298374.37 ELEVATION = 21.44 TBM #2 HUB & TACK IN EAST GRAVEL PARKING LOT N: 174863.45 E: 1298401.67 ELEVATION = 22.38 NOTES 1. EQUIPMENT USED: TOPCON QS AND/OR CARLSON CR2+ ROBOTIC TOTAL STATION AND TOPCON GR3 RTK/GPS 2. THIS SURVEY WAS PERFORMED BY FIELD TRAVERSE WITH THE FINAL RESULTS MEETING OR EXCEEDING THE CURRENT TRAVERSE STANDARDS CONTAINED IN W.A.C. 332-130-090. ALL MEASUREMENTS WERE MADE WITH A TOPCON QS ROBOTIC TOTAL STATION IN ACCORDANCE WITH THE EQUIPMENT MANUFACTURER'S SPECIFICATIONS. 3. IN ACCORDANCE WITH THE REVISED CODE OF WASHINGTON (R.C.W.) 58.09 AND THE WASHINGTON ADMINISTRATIVE CODE (W.A.C.) 332-130, THIS SURVEY MAY DEPICT OCCUPATIONAL INDICATORS THAT DIFFER FROM THE DEEDED LOT LINES. THESE INDICATORS, IF AT ALL PRESENT, MAY REPRESENT A POTENTIAL FOR CLAIMS OF UNWRITTEN TITLE. THIS SURVEY DOES NOT PURPORT TO RESOLVE SUCH ITEMS. 4. FIELD WORK PERFORMED IN JUNE 2019, UNDER SITTS & HILL JOB NUMBER 18411. 5. UTILITIES AS SHOWN HEREON ARE BASED ON FIELD SURVEY OBSERVATION OF UTILITY LOCATE SERVICES PERFORMED BY MT. VIEW LOCATING SERVICES, LLC IN JUNE 2019 FOR THIS SURVEY. THIS HAS BEEN SUPPLEMENTED BY RECORD INFORMATION PROVIDED BY THE CITY OF RENTON. RECORD UTILITY LINES SHOWN HEREON ARE DEPICTED WITH A DASHED LINETYPE AS SHOWN IN THE LEGEND. UTILITIES OTHER THAN SHOWN MAY EXIST ON THE SITE. THE SURVEYOR DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED. THE SURVEYOR DOES CERTIFY THAT THEY ARE SHOWN AS ACCURATELY AS POSSIBLE FROM FIELD SURVEY AND PAINTED UTILITY LOCATE LINES. COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA IS CONSISTENT WITH QUALITY LEVEL B OF THE ASCE STANDARD GUIDELINES 38-02. 6. SITTS & HILL ENGINEERS, INC. HAS RELIED UPON TITLE INFORMATION NOTED IN COMMITMENT FOR TITLE INSURANCE PREPARED BY CHICAGO TITLE INSURANCE COMPANY OF WASHINGTON, GUARANTEE NUMBER 192594-TC, DATED JULY 18, 2019. IN PREPARATION OF THIS TPOGRAPHIC SURVEY, SITTS AND HILL ENGINEERS, INC. HAS CONDUCTED NO INDEPENDENT TITLE SEARCH NOR IS SITTS AND HILL ENGINEERS, INC. AWARE OF ANY TITLE ISSUES AFFECTING THE SURVEYED PROPERTY OTHER THAN THOSE SHOWN ON THE MAP AND/OR DISCLOSED BY SAID TITLE COMPANY'S ORDER. SITTS & HILL ENGINEERS, INC. HAS RELIED WHOLLY ON SAID TITLE COMPANY'S REPORT AND THEREFORE QUALIFIES THE MAP'S ACCURACY AND COMPLETENESS TO THAT EXTENT. 7. THIS SURVEY COMPLIES WITH W.A.C. 332-130-145. THE CONTOURS DEPICTED HEREON ARE BASED ON DATA FROM DIRECT FIELD MEASUREMENTS. SPOT ELEVATIONS ARE BASED ON DIRECT FIELD MEASUREMENTS AND ARE DEPICTED FOR REFERENCE. THE PURPOSE OF THIS TOPOGRAPHIC MAP IS TO SERVE AS A BASE MAP FOR CONTEMPLATED SITE IMPROVEMENTS AND DESIGN. sitts&hill CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD Proj. Engineer: DKM Proj. Drafter: KLK R-422902 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 BROTHERTON BUICK-GMC - RENTON TOPOGRAPHIC SURVEY (PRIVATE AND PUBLIC) DATE: FIELDBOOK: PAGE: CO. 1AB SHEET: n OF: N T O O N N oC N T O O N Q J LO O C'7 It O O N N Alu A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn _ (V SANITARY SEWER MANHOLE x a X U RIM=21.33 O PER CI 4668E 8 5 - - - - s ss Z �'a1 TYPE ll a m I (n IE=18.38, 18'CPP NE VACATED R' RpINANCE # _ - ss ,ti ! o _` w �� :o RIM=21.49 I a I a IE=18.37, 18 CPP S RENTON O a ss ss x x�os TE IE=14.65, 8"PVC N a �" �Z 5 / / / = SS ° �' �i IE=14.75, 8"PVC E l ' 1 CONCRETE a ,� - - ss `9 x o o Ps BURIED - o _ _ ss / x Z� 8 12 8 TEL 22 2 '22; IE=14.71, 8"PVC S a I al 3 1 ss T\' w GAS a I I 1 ` ss / / 2 ti ASPHALT GPsa-�° STORM DRAIN MANHOLE Q I ss / ° TYPE �01� _ _ cP 2 w X4 R=31.2T ss / -"� 2�� °� 60 so ss / /°a 3 _ = GPs 10.0''s �-� �� RIM=21.28/,ti �.W 468 F s IE=15.21, 12"DI E „ „ I Q - ss 55 as iV+�+� ORDINANCE # g0 cAs-' W ER EASEMEN11338 �r o GRAVE oyp\ „ STOP a �, . _ w Ss �1 , ENTON g7112003 �, „E 180.15 - 61 22s6 D 10 C• #Sao I I CO / IE=18.34, 18 DI S w Ss o ASPHALT x R C NO 19 - GPs 1J*21 p1 _ HP' R CITY f 8�Pl iPER R �' � _SS 1a° - ' RE ' - %ATED R' INANCE,<# I so �- _ -:_ �� r�Ix GNp I _ s a e _ OVA T �R �C 5 Fo 12 WATER EASEMENT - a - F-A=38°02'27"' r-N45°00'00"E _ %��oo o\�/ RE x _ _ J PER REC. # 9806091338 I 1 w -�1 so a _ s o'xo Mu so 5° I"R=56.49' 111.21' - _ / CONCRETE so g° 5 x 25 J - -- WOOD x \ I STAIRS I L=37.51 _ 84' _ w-- %� �- o - ' so a a ASPHALT u 11 24 „ � a X 2 _ so -,O a �w N M I I ram` sD x ��, 10 S�1�21 T, w x o o H S_ �� otio 1 EXISTI G �. a _ a. o GRAV a$ a o _� xo s �� _ cns' GPs- I _ !�� - - - - -- - I Xo3 + iCAfiiPO �6 BUILD NG BAt �� x - °°. STORM DRAIN MANHOLE L� � 3 a d I c N / L�O '�- Q � II I N F 6 10 ti -�b TYPE II I STORM CATCH BASIN °' I BRI K EDAR \ oHP / a p� RIM=22.92 I TYPE I ASPHALT cP I P \ ego 6 ,`L�` IE=19.76, 8"PVC SE I RIM=22.49 I I \ \ ffH / 1 IE=1710 15"CPP SW IE=20.34, 12 DIN STORM CATCH BASIN a RETAINING l r �1ti BR THEkTON I 14 CED WALLS sd o ' oo IE=18.69, 12 CONC E TYPE I „�11°9a x1 I "EMPLOYEE OF �° 60 STORM DRAIN VAULT IE=18.46, 15"CONC W RIM=23.55 m I �2z3 WOOD o YARD '0 PARKING ® � x o Fo TYPE II I IE=18.02, 12"CPP S 6 I SIR STAIRS- - DRAIN THE MONTH v RIM=23.59 BLOCK ao Im z STORM DRAIN MANHOLE I a / i o IE=19.14 15 CPP NW IE=17.97, 12 CPP W I CONCRETE I SD SID . o g I I m o a 9 TYPE II I N 16 lCI STAIRS TO 1 / o "DEAD END" N I STO l STORM CATCH BASIN I TPN J340402820 RIM=22.11 , N I/ BA �T �� 4&2X6„ `'� MONUMENT POSITION STORM CATCH BASIN ti1�1 3 TYPE IE=14.51, 4"PVC SE 10 BAY CESS X OF SURVEY x \ I �5 / \ SIRE T ) - A & D RENTON LLC _ DOOR 9404079012 TYPEI 1 2° i i / a M RIM 20.89 I BOTTOM STRUCTURE= 12.36 / N RIM=20.18 `� N I co IE=19.23, 12 CPP SW 3 PVC, PUMP WITH FORCEMAIN E Q�� 439s 96 N `S GRAVEL.' OR, NOT FOUND IE=17.72, 18"CPP E 1 x�10 3 ° 2 a999 \� Ix 2°� m I I �p� 2° N o - IE=17 46, 16 CPP S I o a2a _ o : 16 2 1 23 70 I �, _ 9 , 22 WA TEf$ IE=1735, 12"CMP W I I \ ti 9 TPN 33¢p�Kb2850 = EXISTING I I 22 EMPI X5"MAPV 23 TEL TEL "N Aa BROTHER 10 FAOILLACa9 N BUILDING I CONDUIT I �� \ \ \� g STORM CATCH BASIN o 1 I a `� C 4 I TYPE 1 I o 6 I ti� a o QC 0 2 01 R\- I '�- - RIM=20.93 � I Qx I 1 3 I 0b �' cn 2 4 2X1&4X2 L ' so �i �1" PINE b (n / I a ) I I Q SD 1 IE=18.16, 18"CPP N I �' w v' °j o 23.28 _ I2 IE=18.33, 12"CPP E 11pg6 ` N a m YARD DRAIN 1 2 5 �� 8 5 o I x o ) ti°ti a RIM=23.10 Cn 9" IE=18.19, 18"CPP W I I o o TOP OF DEBRIS 15.92 I N I / w I ASPHALT ) o ag F.F.=24.04 ° 1 1 a1 I/ ASPHA T I N 25. ) „ � / I o °'ss � 26 / � 155.11 00 �o° xti� x�o I I ) 2 7 23 0 I I \ � I � I z , 28 1 a F.F.=23.88 -' STORM CATCH BASIN I I I I 6' CONCRi STAIRS STORM CATCH BASIN I I o I l tONCRETE TYPEI\_BASEMI 9 a6 0 I ) �° 9 RIM=23.66 / RIMTYPE20.48 I 1n ° 2 5\ U 8 6 m ° S„E 60.04 ' ' IE=19.65, 12"CPP N / I I i \\ I tia ACCES: �6 �6 °5 A 22 3 IE=19.76, 12 CPP E IE=19.30, 8"DI S I x 20 I °°. R•O.Wx tia N�� ' I RE INI G pox I I II I ti, ti VACATED REN N --- - IE=19.76, 12 CPP S z . N " I I WA Z II N I I 3 I I I �1 35„ PER CITY 313 i - I IE=20.38, 6 PVC W so I I I Nil°22 E 1g97071 I I I C� - F.F.=23.87 I i I I I YARD 2c I I ,„ I°6 64.62 RE -eP °�� a F.F.=24.00 I I I DRAIN STORM CATCH BASIN U I S77 22 31 W sDl I Go TYPE I 22. 2X n \� 18.04 \ N , o - N1°22 20 E Ky GRAVEL 21 ° TPN 3340402885 I li I I r I BUILC RIM=21.65 1 x N `� 15 �° STORM CATCH BASIN I I I N N �� 8.24 o BROTHERTON CADILLA I g IE=18.74,12DI SE N � 2- -- = Ss--! Ss--- Ss-- TYPEI I I 1 IE=18.54, 12"CPP NW II //� �1 so\ - CONCRETE - I RIM=22.55 ASPHALT - I CV 5 // -- IE=20.28, 6"PVC W STORM CATCH BASIN I / 0 PARKIN I, o s I , p7 11 0 '' I o 2Y 2� / o La I I IE=20.02, 12 CPP N 13 ❑g �, I I cn TYPEI I I °a 2a� °\ , 5 x o I I J 8 zo RIM=20.62 I / I' J / so titi9 - 06 o I I I I OI "I / TPN 33404 2870 w IE=19.03, 8 DI N titi�g Q I I �� & 0„ IE=18.69, 12"DI SE i N 2 x ti o +i/x 2p I I so \ I A& D RENTQN L L C / w I �w I I I X X I 22. 2X1&8 1 IE=18.70, 12 DI NW I N �' J2 STORM CATCH BASIN I w+, nab 1� titi ti2a N TYPE I IX Cn +. 2 II x / z I zo 10.0' RIM=23.25 N + Go v I + IE=1789, 12 CPP N 5\I STORM CATCH BASIN x IE=1786, 12"CPP SW �� , z I ++ u I TYPEI 5 ti Q Fo oao �� 2a�a-0 RIM=22.39 L° NO PARKING 36 _ N 2� X w a� �� o o �, x IE=20.14, 4'PVC N tiI o� » o IE=19.13, 12"DI NW N RES RVED MAG NAIL Cn � - 1 - o c� � SITE WBM # �� v _ice � 6 � i .�a Q I W >- Q ^ N: 174089.20 \ O.W tia5 _ +'+` �'�� x 3� 3 z ATED R RENT N + + 11 c� Q v - o o E.• 1297167 08 VAC OF RE z Z i w a� 6 x N I c' z �� `� - CITY I N W o a a� ELEV.• 22.95 PER ANCE #4668 0313 , / , , - QED 1 w x 2 6 �' / \ I 69 ORDIN 199707 ' ASPHALT II I / I �tixati 9 I I o VACATE R.O.W TON REC N° °a.1 _ _ _ w - + + + / \ 3 �� I a o CONC.'a VAS CI Y OF RE p 0' DIA. 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ATED NT°N 3� NO PARKING . + + +� VAC TY of RE LEGEND FOUND MONUMENT AS NOTED ® CALCULATED MONUMENT POSITION OO SURVEY CONTROL POINT, AS NOTED 0 SANITARY SEWER MANHOLE ❑ STORM CATCH BASIN o ROOF DRAIN D4 WATER VALVE ® WATER METER ,Q FIRE HYDRANT C HOSE BIB 10 IRRIGATION CONTROL VALVE -0- UTILITY POLE �- GUY ANCHOR 0 JUNCTION BOX JUNCTION BOX LIGHT POLE ® ELECTRICAL METER TELEPHONE CABINET FF FINISH FLOOR ELEVATION n SIGN o MAILBOX TPN TAX PARCEL NUMBER ® EASEMENT REFERENCE NUMBER PER TITLE REPORT NO. 215090-TC ® EASEMENT REFERENCE NUMBER PER TITLE REPORT NO. 215091-TC +++++++++. E CI 10 . . . . . + + + + + + + RpINANCE g 6111 284 ++++++++++++++++++"*+�* /IIII� REC. NO. 19 Ig x 29 24.0�`LN . *++++ + + �31 3 o ++ \ +++ 2� ail@ x I �, +++++ x TSTORMYPE I CATCH BASIN NORTH TOPOGRAPHIC SURVEY (PRIVATE AND PUBLIC) HORIZONTAL SCALE: 1"=20' 20 0 20 40 SCALE:1 "=20' • Call 811 • ® two business days before you dig No. REVISION SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK CHECKED: DCD BY DATE AP P R APPROVED: DCD SCALE: VERTICAL: NAVD 1988 • AS NOTED HORIZONTAL: NAD 1983/1991t.R CITY OF RENTON ONE INCH DATU M Iftmov AT FULL SCALE Planning/Building/Public Works Dept. IF NOT ONE INCH SCALE ACCORDINGLY BOUNDARY LINE RIGHT OF WAY LINE VACATED RIGHT OF WAY LOT LINE - - SECTION LINE - ROAD CENTERLINE sD SD STORM DRAIN LINE ss ss SANITARY SEWER LINE - W W W - BURIED WATER LINE GAS GAS BURIED GAS LINE -BP-BP-BURIED POWER LINE TEL TEL BURIED TELECOM LINE -oHP- OVERHEAD POWER LINE - - sD - - - SD RECORD STORM LINE - - ss - - - Ss RECORD SANITARY LINE - - w - - - W RECORD WATER LINE - - GAS- - - GAS RECORD GAS LINE - - - - - LANDSCAPE LINE ^ CHAIN LINK FENCE WOOD FENCE ASPHALT SURFACE a °� CONCRETE SURFACE GRAVEL SURFACE sitts&hill I �L A. �102 CIVIL I STRUCTURAL I SURVEY WA._ �� 4815 CENTER STREET I TACOMA, WA. 98409 v Q• PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ 0 �o4.. Project No.: 19480 Project Mgr.: DCD 44639 4�I �sSIOCISTER�}4 Proj. Engineer: DKM Proj. Drafter: KLK NAL A �O R-422903 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 BROTHERTON BUICK-GMC - RENTON TOPOGRAPHIC SURVEY (PRIVATE AND PUBLIC) DATE: FIELDBOOK: PAGE: DRAWING NO: CO. 1 BB SHEET: n OF: N T O O N N T O O N J LO O It O N N Alu A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N Nt W w m z J GEOTECHNICAL ENGINEERING NOTES THE FOLLOWING IS EXCERPTED FROM SECTION 4.0 OF THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY MIGIZI GROUP, PROJECT PP2411-T21, DATED 7/8/21 4.0 CONCLUSIONS AND RECOMMENDATIONS IMPROVEMENT PLANS INVOLVE THE CONSTRUCTION OF A NEW 4,560-SF SERVICE BAT EXPANSION TOWARDS THE SOUTHWEST CORNER OF THE EXISTING GMC MASONRY BUILDING, THE CLEARING/STRIPPING/GRADING OF PROPERTIES IMMEDIATELY EAST OF THE BROTHERTON GMC FACILITY, AND THE CONSTRUCTION OF A NEW BROTHERTON CADILLAC COMPLEX, WHICH WILL LARGELY BE OCCUPIED BY A NEW 14,330-SF CADILLAC SHOWROOM/SALES BUILDING, AND ASPHALT PAVEMENTS. SITE PRODUCED STORMWATER WILL BE RETAINED ONSITE IF FEASIBLE. WE OFFER THESE RECOMMENDATIONS: • FEASIBILITY: BASED ON OUR FIELD EXPLORATIONS, RESEARCH, AND EVALUATIONS, THE PROPOSED STRUCTURES AND PAVEMENTS APPEAR FEASIBLE FROM A GEOTECHNICAL STANDPOINT. • FOUNDATION OPTIONS: OVER -EXCAVATION OF SPREAD FOOTING SUBGRADES, TO A DEPTH OF 3 TO 4 FEET, AND THE CONSTRUCTION OF STRUCTURAL FILL BEARING PADS, WILL BE NECESSARY FOR FOUNDATION SUPPORT OF NEW STRUCTURES. IF FOUNDATION CONSTRUCTION OCCURS DURING WET CONDITIONS, IT IS LIKELY THAT A A GEOTEXTILE FABRIC, PLACED BETWEEN BEARING PADS AND NATIVE SOILS, WILL ALSO BE NECESSARY. • FLOOR OPTIONS: WE RECOMMEND OVER -EXCAVATION OF SLAB -ON -GRADE FLOOR SUBGRADES TO A MINIMUM DEPTH OF 1Y2 FEET, THEN PLACEMENT OF PROPERLY COMPACTED STRUCTURAL FILL AS A FLOOR SUBBASE. IF FLOOR CONSTRUCTION OCCURS DURING WET CONDITIONS, IT IS LIKELY THAT A GEOTEXTILE FABRIC, PLACED BETWEEN THE STRUCTURAL FILL FLOOR SUBBASE AND NATIVE SOILS, WILL BE NECESSARY. RECOMMENDATION FOR SLAB -ON -GRADE FLOORS ARE INCLUDED IN SECTION 4.3 FILL UNDERLYING FLOOR SLABS SHOULD BE COMPACTED TO 95 PERCENT (ASTM:D-1557) • PAVEMENT SECTIONS: WE RECOMMEND OVER -EXCAVATION OF PAVEMENT SUBRADES TO A MINIMUM DEPTH OF 12 INCHES, THEN PLACEMENT OF PROPERLY COMPACTED STRUCTURAL FILL AS PAVEMENT SUBBASE. WE RECOMMEND A CONVENTIONAL PAVEMENT SECTION COMPRISED OF AN ASPHALT CONCRETE PAVEMENT OVER A CRUSHED ROCK BASE COURSE OVER A PROPERLY PREPARED (COMPACTED) SUBGRADE OR A GRANULAR SUBBASE. ALL SOIL SUBGRADES SHOULD BE THOROUGHLY COMPACTED, THEN PROOF -ROLLED WITH A LOADED DUMP TRUCK OR HEAVY COMPACTOR. ANY LOCALIZED ZONES OF YIELDING SUBGRADE DISCLOSED DURING THIS PROOF -ROLLING OPERATION SHOULD BE OVER EXCAVATED TO A DEPTH OF 2 FEET AND REPLACED WITH A SUITABLE STRUCTURAL FILL MATERIAL. • INFILTRATION CONDITIONS: AS INDICATES IN THE SOIL CONDITIONS SECTION OF THE REPORT, THE SITE IS UNDERLAIN BY ALLUVIAL SOILS, WHICH CAN BE READILY SUBDIVIDED INTO FOUR SOIL HORIZONS: UPPER FINE-GRAINED, INTERMEDIATE GRAVEL, INTERMEDIATE FINE-GRAINED, AND DEEP GRAVELS. GIVEN THE FACT THAT GROUNDWATER LEVELS RISE HIGHER THAN 8Y2 FEET BELOW EXISTING GRADE, THE UPPER FINE-GRAINED SOIL HORIZON IS THE ONLY HORIZON WHICH COULD POTENTIALLY SUPPORT INFILTRATION. THIS MATERIAL RANGES IN COMPOSITIONS FROM SILTY SAND TO SILT, THE LATTER OF WHICH SHOULD BE CONSIDERED RELATIVELY IMPERMEABLE. GIVEN THE HYDROGEOLOGIC SETTING OF THE PROJECT AREA, WE DO NOT INTERPRET INFILTRATION AS BEING FEASIBLE FOR THIS PROJECT, AND SITE PRODUCED STORMWATER SHOULD BE MANAGED THROUGH DETENTION, OR DIVERTED TO AN EXISTING [STRUCTURE] ALONG SW 12TH ST. THE FOLLOWING SECTIONS OF THIS REPORT PRESENT OUR SPECIFIC GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS CONCERNING SITE PREPARATION, SPREAD FOOTINGS, SLAB -ON -GRADE FLOORS, SUBGRADE AND RETAINING WALLS, ASPHALT PAVEMENT, AND STRUCTURAL FILL. THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD SPECIFICATIONS AND STANDARD PLANS CITED HEREIN REFER TO WSDOT PUBLICATIONS M41-10, STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION, AND M21-01, STANDARD PLANS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION, RESPECTIVELY. 4.1 SITE PREPARATION PREPARATION OF THE PROJECT SITE SHOULD INVOLVE EROSION CONTROL, TEMPORARY DRAINAGE, CLEARING, STRIPPING, EXCAVATIONS, CUTTING, SUBGRADE COMPACTION, AND FILLING. EROSION CONTROL: BEFORE NEW CONSTRUCTION BEGINS, AN APPROPRIATE EROSION CONTROL SYSTEM SHOULD BE INSTALLED. THIS SYSTEM SHOULD COLLECT AND FILTER ALL SURFACE WATER RUNOFF THROUGH SILT FENCING. WE ANTICIPATE A SYSTEM OF BERMS AND DRAINAGE DITCHES AROUND CONSTRUCTION AREAS WILL PROVIDE AN ADEQUATE COLLECTION SYSTEM. SILT FENCING FABRIC SHOULD MEET THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATION 9-33.2 TABLE 6. IN ADDITION, SILT FENCING SHOULD EMBED A MINIMUM OF 6 INCHES BELOW EXISTING GRADE. AN EROSION CONTROL SYSTEM REQUIRES OCCASIONAL OBSERVATION AND MAINTENANCE. SPECIFICALLY, HOLES IN THE FILTER AND AREAS WHERE THE FILTER HAS SHIFTED ABOVE GROUND SURFACE SHOULD BE REPLACED OR REPAIRED AS SOON AS THEY ARE IDENTIFIED. TEMPORARY DRAINAGE: WE RECOMMEND INTERCEPTING AND DIVERTING ANY POTENTIAL SOURCES OF SURFACE OR NEAR -SURFACE WATER WITHIN THE CONSTRUCTION ZONES BEFORE STRIPPING BEGINS. BECAUSE THE SELECTION OF AN APPROPRIATE DRAINAGE SYSTEM WILL DEPEND ON THE WATER QUANTITY, SEASON, WEATHER CONDITIONS, CONSTRUCTION SEQUENCE, AND CONTRACTOR'S METHODS, FINAL DECISIONS REGARDING DRAINAGE SYSTEMS ARE BEST MADE IN THE FIELD AT THE TIME OF CONSTRUCTION. BASED ON OUR CURRENT UNDERSTANDING OF THE CONSTRUCTION PLANS, SURFACE AND SUBSURFACE CONDITIONS, WE ANTICIPATE THAT CURBS, BERMS, OR DITCHES PLACED AROUND THE WORK AREAS WILL ADEQUATELY INTERCEPT SURFACE WATER RUNOFF. CLEARING AND STRIPPING: AFTER SURFACE AND NEAR -SURFACE WATER SOURCES HAVE BEEN CONTROLLED, SOD, TOPSOIL, AND ROOT -RICH SOIL SHOULD BE STRIPPED FROM THE SITE. OUR SUBSURFACE EXPLORATIONS INDICATE THAT THERE ARE MINIMAL ORGANIC SOILS ONSITE BELOW THE ASPHALT PAVEMENT IN THE VICINITY OF THE PROPOSED SERVICE BAY ADDITION BUT REACHES THICKNESS OF UPWARDS OF 12 INCHES IN THE VICINITY OF THE NEW BROTHERTON CADILLAC COMPOUND. STRIPPING IS BEST PERFORMED DURING A PERIOD OF DRY WEATHER. SITE EXCAVATIONS: BASED ON OUR EXPLORATIONS, WE EXPECT THAT THE VAST MAJORITY OF PROJECT EXCAVATIONS WILL ENCOUNTER POORLY CONSOLIDATED FINE-GRAINED ALLUVIAL SOILS, WHICH CAN BE READILY EXCAVATED USING STANDARD EXCAVATION EQUIPMENT. DEWATERING: OUR EXPLORATIONS ENCOUNTERED GROUNDWATER IN EVERY SUBSURFACE BORING AT A DEPTH OF APPROXIMATELY 8Y2 FEET BELOW THE SURFACE. WE ANTICIPATE THAT AN INTERNAL SYSTEM OF DITCHES, SUMP HOLES, AND PUMPS WILL BE ADEQUATE TO TEMPORARILY DEWATER SHALLOW EXCAVATIONS. IN ORDER TO DEWATER DEEPER EXPLORATIONS BELOW THE REGIONAL WATER TABLE, EXPENSIVE DEWATERING EQUIPMENT, SUCH AS WELL POINTS WILL NEED TO BE UTILIZED.. TEMPORARY CUT SLOPES: AT THIS TIME, FINAL DESIGNS AND CONSTRUCTION SEQUENCING HAVE NOT BEEN COMPLETED TO FACILITATE PROJECT PLANNING WE PROVIDE THE FOLLOWING GENERAL COMMENTS REGARDING TEMPORARY SLOPES: • ALL TEMPORARY SOIL SLOPES ASSOCIATED WITH SITE CUTTING OR EXCAVATIONS SHOULD BE ADEQUATELY INCLINED TO PREVENT SLOUGHING AND COLLAPSE, • TEMPORARY CUT SLOPES IN SITE SOILS SHOULD BE NO STEEPER THAN 1Y2H:1V, AND • TEMPORARY SLOPES SHOULD CONFORM TO WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT (WISHA) REGULATIONS THESE GENERAL GUIDELINES ARE NECESSARILY SOMEWHAT CONSERVATIVE (STEEPER TEMPORARY SLOPES MAY BE POSSIBLE). AS THE PROJECT PROGRESSES, TEMPORARY GRADING PLANS ARE DEVELOPED, FINAL SITE FEATURES ARE BETTER DEFINED, AND A CONTRACTOR IS ENGAGED, MGI MAY MODIFY THESE GENERAL GUIDELINES TO ALLOW STEEPER SLOPES. SUBGRADE COMPACTION: EXPOSED SUBGRADES FOR THE FOUNDATIONS OF THE PLANNED ADDITIONS SHOULD BE COMPACTED TO A FIRM, UNYIELDING STATE BEFORE NEW CONCRETE OR FILL SOILS ARE PLACED. ANY LOCALIZED ZONES OF LOOSER GRANULAR SOILS OBSERVED WITHIN A SUBGRADE SHOULD BE COMPACTED TO A DENSITY COMMENSURATE WITH THE SURROUNDING SOILS. IN CONTRAST, ANY ORGANIC, SOFT, OR PUMPING SOILS OBSERVED WITHIN A SUBGRADE SHOULD BE OVEREXCAVATED AND REPLACED WITH A SUITABLE STRUCTURAL FILL MATERIAL. SITE FILLING: OUR CONCLUSIONS REGARDING THE REUSE OF ONSITE SOILS AND OUR COMMENTS REGARDING WET -WEATHER FILLING ARE PRESENTED SUBSEQUENTLY. REGARDLESS OF SOIL TYPE, ALL FILL SHOULD BE PLACED AND COMPACTED ACCORDING TO OUR RECOMMENDATIONS PRESENTED IN THE STRUCTURAL FILL SECTION OF THIS REPORT. SPECIFICALLY, BUILDING PAD FILL SOIL SHOULD BE COMPACTED TO A UNIFORM DENSITY OF AT LEAST 95 PERCENT (BASED ON ASTM: D-1557). ONSITE SOILS: WE OFFER THE FOLLOWING EVALUATION OF THESE ONSITE SOILS IN RELATION TO POTENTIAL USE AS STRUCTURAL FILL: • ALLUVIAL SILT AND SILTY SAND: THE ALLUVIAL SILTY SAND THAT UNDERLIES THE SITE IS VERY MOISTURE SENSITIVE AND WILL BE DIFFICULT OR IMPOSSIBLE TO REUSE DURING MOST WEATHER CONDITIONS. IT IS CURRENTLY ABOVE THE OPTIMUM MOISTURE CONTENT AND WILL NOT COMPACT ADEQUATELY UNLESS AERATED. REUSE IS NOT RECOMMENDED, AND THIS MATERIAL SHOULD ONLY BE USED FOR NON-STRUCTURAL PURPOSES, SUCH AS IN LANDSCAPING AREAS. • ALLUVIAL GRAVEL: ENCOUNTERED AT INTERMEDIATE AND SIGNIFICANT DEPTHS BELOW GROUND SURFACE, THIS MATERIAL IS INTERBEDDED WITH ITS MORE FINE-GRAINED COUNTERPART. GRAVELLY SOILS WHICH UNDERLIE THE SITE ARE RELATIVELY IMPERVIOUS TO MOISTURE CONTENT VARIATIONS AND CAN BE REUSED AS STRUCTURAL FILL UNDER MOST WEATHER CONDITIONS. PERMANENT SLOPES: ALL PERMANENT CUT SLOPES AND FILL SLOPES SHOULD BE ADEQUATELY INCLINED TO REDUCE LONG-TERM RAVELING, SLOUGHING, AND EROSION. WE GENERALLY RECOMMEND THAT NO PERMANENT SLOPES BE STEEPER THAN 2H:1V. FOR ALL SOIL TYPES, THE USE OF FLATTER SLOPES (SUCH AS 21/H:1V) WOULD FURTHER REDUCE LONG-TERM EROSION AND FACILITATE REVEGETATION. SLOPE PROTECTION: WE RECOMMEND THAT A PERMANENT BERM, SWALE, OR CURB BE CONSTRUCTED ALONG THE TOP EDGE OF ALL PERMANENT SLOPES TO INTERCEPT SURFACE FLOW. ALSO, A HARDY VEGETATIVE GROUNDCOVER SHOULD BE ESTABLISHED AS SOON AS FEASIBLE, TO FURTHER PROTECT THE SLOPES FROM RUNOFF WATER EROSION. ALTERNATIVELY, PERMANENT SLOPES COULD BE ARMORED WITH QUARRY SPALLS OR A GEOSYNTHETIC EROSION MAT. 4.2 SPREAD FOOTING IN OUR OPINION, CONVENTIONAL SPREAD FOOTINGS WILL PROVIDE ADEQUATE SUPPORT FOR THE PROPOSED STRUCTURES IF THE SUBGRADE IS PROPERLY PREPARED. WE OFFER THE FOLLOWING COMMENTS AND RECOMMENDATIONS FOR SPREAD FOOTING DESIGN. FOOTING DEPTHS AND WIDTHS: FOR FROST AND EROSION PROTECTION, THE BASES OF ALL EXTERIOR FOOTINGS SHOULD BEAR AT LEAST 18 INCHES BELOW ADJACENT OUTSIDE GRADES, WHEREAS THE BASES OF INTERIOR FOOTINGS NEED BEAR ONLY 12 INCHES BELOW THE SURROUNDING SLAB SURFACE LEVEL. TO REDUCE COST -CONSTRUCTION SETTLEMENTS, CONTINUOUS (WALL) AND ISOLATED (COLUMN- FOOTINGS SHOULD BE AT LEAST 16 TO 24 INCHES. BEARINGS AND SUBGRADES: GIVEN THE POOR CONSOLIDATION OF NEAR SURFACE SOIL DEPOSITS IN THE VICINITY OF THE PROJECT AREA, STRUCTURAL FILL BEARING PADS, 3 TO 4 FEET THICK AND COMPACTED TO A DENSITY OF AT LEAST 95 PERCENT (BASED ON ASTM:D-1557), SHOULD UNDERLIE SPREAD FOOTINGS ON THIS SITE. IF FOUNDATION CONSTRUCTION OCCURS DURING WET CONDITIONS, IT IS POSSIBLE THAT A GEOTEXTILE FABRIC, PLACED BETWEEN THE BEARING PAD NATIVE SOILS, WILL BE NECESSARY. WE SHOULD BE CONSULTED IF ANY NEW FOUNDATIONS ARE TO BE PLACED ADJACENT TO EXISTING FOUNDATIONS. IN GENERAL, BEFORE FOOTING CONCRETE IS PLACED, ANY LOCALIZED ZONES OF LOOSE SOILS EXPOSED ACROSS FOOTING SUBGRADES SHOULD BE COMPACTED TO A FIRM, UNYIELDING CONDITION, AND ANY LOCALIZED ZONES OF SOFT, ORGANIC, OR DEBRIS -LADEN SOILS SHOULD BE OVER -EXCAVATED AND REPLACED WITH SUITABLE STRUCTURAL FILL. LATERAL OVEREXCAVATIONS: BECAUSE FOUNDATION STRESSES ARE TRANSFERRED OUTWARD AS WELL AS DOWNWARD INTO THE BEARING SOILS, ALL STRUCTURAL FILL PLACED UNDER FOOTINGS, SHOULD EXTEND HORIZONTALLY OUTWARD FROM THE EDGE OF EACH FOOTING. THIS HORIZONTAL DISTANCE SHOULD BE EQUAL TO THE DEPTH OF PLACED FILL. THEREFOR, PLACED FILL THAT EXTENDS 3 FEET BELOW THE FOOTING BASE SHOULD ALSO EXTEND 3 FEET OUTWARD FROM THE FOOTING EDGES. SUBGRADE OBSERVATION: ALL FOOTING SUBGRADES SHOULD CONSIST OF FIRM, UNYIELDING, NATIVE SOILS, OR STRUCTURAL FILL MATERIALS THAT HAVE BEEN COMPACTED TO A DENSITY OF AT LEAST 95 PERCENT (BASED ON ASTM:D-1557). FOOTINGS SHOULD NEVER BE CAST ATOP LOOSE, SOFT, OR FROZEN SOIL, SLOUGH, DEBRIS, EXISTING UNCONTROLLED FILL, OR SURFACES COVERED BY STANDING WATER. BEARING PRESSURES: IN OUR OPINION, FOR STATIC LOADING, FOOTINGS THAT BEAR ON PROPERLY PREPARED, STRUCTURAL FILL BEARING PADS 3 FEET THICK CAN BE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 1,500 PSF, AND FOOTINGS THAT BEAR ON PROPERLY PREPARED, STRUCTURAL FILL BEARING PADS 4 FEET THICK CAN BE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF. A ONE-THIRD INCREASE IN ALLOWABLE SOIL BEARING CAPACITY MAY BE USED FOR SHORT-TERM LOADS CREATED BY SEISMIC OR WIND RELATED ACTIVITIES. FOOTING SETTLEMENTS: ASSUMING THAT STRUCTURAL FILL SOILS ARE COMPACTED TO A MEDIUM DENSE OR DENSER STATE, WE ESTIMATE THAT TOTAL POST -CONSTRUCTION SETTLEMENTS OF PROPERLY DESIGNED FOOTING BEARING ON PROPERLY PREPARED SUBGRADES WILL NOT EXCEED 1 INCH. DIFFERENTIAL SETTLEMENTS FOR COMPARABLY LOADED ELEMENTS MAY APPROACH ONE-HALF OF THE ACTUAL TOTAL SETTLEMENT OVER HORIZONTAL DISTANCES OF APPROXIMATELY 50 FEET. LATERAL RESISTANCE: FOOTING THAT HAVE BEEN PROPERLY BACKFILLED AS RECOMMENDED ABOVE WILL RESIST LATERAL MOVEMENTS BY MEANS OF PASSIVE EARTH PRESSURE AND BASE FRICTION. WE RECOMMEND USING AN ALLOWABLE PASSIVE EARTH PRESSURE OF 225PSF AND AN ALLOWABLE BASE FRICTION COEFFICIENT OF 0.35 FOR SITE SOILS. 4.3 SLAB -ON -GRADE FLOORS IN OUR OPINION, A SOIL -SUPPORTED SLAB -ON -GRADE FLOORS CAN BE USED FOR THE PLANNED STRUCTURES IF THE SUBGRADES ARE PROPERLY PREPARED. WE OFF THE FOLLOWING COMMENTS AND RECOMMENDATIONS CONCERNING SLAB -ON -GRADE FLOORS. FLOOR SUBBASE: GIVEN THE POOR CONSOLIDATION OF NEAR SURFACE SOIL DEPOSITS IN THE VICINITY OF THE PROJECT AREA, WE RECOMMEND OVER -EXCAVATION OF SLAB -ON -GRADE FLOOR • Call 811 • ® two business days before you dig NO. REVISION SUBGRADES TO A MINIMUM DEPTH OF 1Y2 FEET, THEN PLACEMENT OF PROPERLY COMPACTED STRUCTURAL FILL AS A FLOOR SUBBASE. IF FLOOR CONSTRUCTION OCCURS DURING WET CONDITIONS, IT IS LIKELY THAT A GEOTEXTILE FABRIC, PLACED BETWEEN THE STRUCTURAL FILL FLOOR SUBBASE AND NATIVE SOILS, WILL BE NECESSARY. AL SUBBASE FILL SHOULD BE COMPACTED TO A DENSITY OF AT LEAST 95 PERCENT (BASED ON ASTM:D-1557). CAPILLARY BREAK AND VAPOR BARRIER: TO RETARD THE UPWARD WICKING OF MOISTURE BENEATH THE FLOOR SLAB, WE RECOMMEND THAT A CAPILLARY BREAK BE PLACED OVER THE SUBGRADE. IDEALLY, THIS CAPILLARY BREAK WOULD CONSIST OF A 4-INCH-THICK LATER OF PEA GRAVEL OR OTHER CLEAN, UNIFORM, WELL-ROUNDED GRAVEL, SUCH AS "GRAVEL BACKFILL FOR DRAINS" PER WSDOT STANDARD SPECIFICATION 9-03.12(4), BUT CLEAN ANGULAR GRAVEL CAN BE USED IF IT ADEQUATELY PREVENTS CAPILLARY WICKING. IN ADDITION, A LAYER OF PLASTIC SHEETING (SUCH AS CROSSTUFF, VISQUEEN, OR MOISTOP) SHOULD BE PLACED OVER THE CAPILLARY BREAK TO SERVE AS A VAPOR BARRIER. DURING SUBSEQUENT CASTING OF THE CONCRETE SLAB, THE CONTRACTOR SHOULD EXERCISE CARE TO AVOID PUNCTURING THE VAPOR BARRIER. 4.4 SUBGRADE AND RETAINING WALLS THE FOLLOWING GENERAL RECOMMENDATIONS SHOULD BE APPLIED TO THE DESIGN OF SUBGRADE AND RETAINING WALLS. WALL FOUNDATIONS: SUBGRADE AND RETAINING WALL FOUNDATIONS SHOULD BE DESIGNED ACCORDING TO THE RECOMMENDATIONS PRESENTED FOR SPREAD FOOTINGS IN SECTION 4.2. WALL DRAINAGE: DRAINAGE SHOULD BE PROVIDED BEHIND SUBGRADE AND RETAINING WALLS BY PLACING A ZONE OF DRAIN ROCK CONTAINING LESS THAN 3 PERCENT FINES (MATERIAL PASSING THE NO. 200 SIEVE) AGAINST THE WALL. THIS DRAINAGE ZONE SHOULD BE AT LEAST 24 INCHES WIDE (MEASURED HORIZONTALLY) AND EXTEND FROM THE BASE OF THE WALL TO WITHIN 1 FOOT OF THE FINISHED GRADE BEHIND THE WALL. SMOOTH -WALLED PERFORATED PVC DRAINPIPE HAVING A MINIMUM DIAMETER OF 4 INCHES SHOULD BE EMBEDDED WITHIN THE SAND AND GRAVEL AT THE BASE OF THE WALL ALONG ITS ENTIRE LENGTH. THIS DRAINPIPE SHOULD DISCHARGE INTO A TIGHT LINE LEADING TO AN APPROPRIATE COLLECTION AND DISPOSAL SYSTEM. BACKFILL SOIL: IDEALLY, ALL SUBGRADE WALL BACKFILL WOULD CONSIST OF CLEAN, FREE -DRAINING, GRANULAR MATERIAL, SUCH AS "GRAVEL BACKFILL FOR WALLS" PER WSDOT STANDARD SPECIFICATION 9-03.12(2). A GEOTEXTILE SHOULD BE PLACED BETWEEN THE DRAINAGE ZONE AND THE BACKFILL SOIL TO PREVENT DRAIN CLOGGING. BACKFILL COMPACTION: BECAUSE SOIL COMPACTORS PLACE SIGNIFICANT LATERAL PRESSURES ON SUBGRADE WALLS, WE RECOMMEND THAT ONLY SMALL, HAND -OPERATED COMPACTION EQUIPMENT BE USED WITHIN 2 FEET OF A BACKFILLED WALL. ALSO, ALL BACKFILL SHOULD BE COMPACTED TO A DENSITY AS CLOSE AS POSSIBLE TO 90 PERCENT OF THE MAXIMUM DRY DENSITY (BASED ON ASTM:D-1557); A GREATER DEGREE OF COMPACTION CLOSELY BEHIND THE WALL WOULD INCREASE THE LATERAL EARTH PRESSURE, WHEREAS A LESSER DEGREE OF COMPACTION MIGHT LEAD TO EXCESSIVE POST -CONSTRUCTION SETTLEMENTS. GRADING AND CAPPING: TO RETARD THE INFILTRATION OF SURFACE WATER INTO THE BACKFILL SOILS, WE RECOMMEND THAT THE BACKFILL SURFACE OF EXTERIOR WALLS BE ADEQUATELY SLOPES TO DRAIN AWAY FROM THE WALL. IDEALLY, THE BACKFILL SURFACE DIRECTLY BEHIND THE WALL WOULD BE CAPPED WITH ASPHALT, CONCRETE, OR 12 INCHES OF LOW -PERMEABILITY (SILTY) SOILS TO MINIMIZE OR PRECLUDE SURFACE WATER INFILTRATION. APPLIED SOIL PRESSURE: WALLS THAT ARE DESIGNED TO MOVE 0.1 PERCENT OF THE WALL HEIGHT DURING AND AFTER CONSTRUCTION ARE USUALLY REFERRED TO AS UNRESTRAINED WALLS. WE RECOMMEND THAT UNRESTRAINED CANTILEVER WALLS SUPPORT SLOPES INCLINED AT 2H:1V OR FLATTER BE DESIGNED TO RESIST AN ACTIVE PRESSURE (TRIANGULAR DISTRIBUTION) OF 55 POUNDS PER CUBIC FOOT (PCF) FOR DRAINED CONDITIONS. THE RECOMMENDED PRESSURE DOES NOT INCLUDE THE EFFECTS OF SURCHARGES FROM SURFACE LOADS, HYDROSTATIC PRESSURES, OR STRUCTURAL LOADS. IF SUCH SURCHARGES ARE TO APPLY, THEY SHOULD BE ADDED TO THE ABOVE DESIGN LATERAL PRESSURES. TRAFFIC AND VEHICLE LOADS MAT BE MODELED AS AN ADDITIONAL 2 FEET OF WALL HEIGHT WALL SETTLEMENTS: WE ESTIMATE THAT THE SETTLEMENT OF THE WALL FOOTINGS CONSTRUCTED AS RECOMMENDED WILL BE ON THE ORDER OF 1 INCH OR LESS. MOST OF THIS SETTLEMENT IS EXPECTED TO OCCUR AS SOON AS THE LOADS ARE APPLIED. DIFFERENTIAL SETTLEMENT ALONG THE WALLS IS EXPECTED TO BE 1 INCH OR LESS OVER A 50-FOOT SPAN. 4.5 ASPHALT PAVEMENT SINCE ASPHALT PAVEMENTS WILL BE USED FOR THE NEW PARKING FACILITIES AND ROADWAYS, WE OFFER THE FOLLOWING COMMENTS AND RECOMMENDATIONS FOR PAVEMENT DESIGN AND CONSTRUCTION. SUBGRADE PREPARATION: WE RECOMMEND OVER -EXCAVATION OF PAVEMENT SUBGRADES TO DEPTHS OF 12 OR 24 INCHES, THEN PLACEMENT OF PROPERLY COMPACTED STRUCTURAL FILL AS PAVEMENT SUBBASE. IF CONSTRUCTION OCCURS DURING WET CONDITIONS, IT IS LIKELY THAT A GEOTEXTILE FABRIC, PLACED BETWEEN THE STRUCTURAL FILL PAVEMENT SUBBASE AND NATIVE SOILS, WILL BE NECESSARY. WE RECOMMEND A CONVENTIONAL PAVEMENT SECTION COMPRISED OF AN ASPHALT CONCRETE PAVEMENT OVER A CRUSHED ROCK BASE COURSE OVER A PROPERLY PREPARED (COMPACTED) SUBGRADE OR A GRANULAR SUBBASE, DEPENDING ON SUBGRADE CONDITIONS DURING PAVEMENT SUBGRADE PREPARATION. ALL SOIL SUBGRADES SHOULD BE THOROUGHLY COMPACTED, THEN PROOF -ROLLED WITH A LOADED DUMP TRUCK OR HEAVY COMPACTOR. ANY LOCALIZED ZONES OF YIELDING SUBGRADE DISCLOSED DURING THIS PROOF -ROLLING OPERATION SHOULD BE OVER EXCAVATED TO A DEPTH OF 2 FEET AND REPLACED WITH A SUITABLE STRUCTURAL FILL MATERIAL. ALL STRUCTURAL FILL SHOULD BE COMPACTED ACCORDING TO OUR RECOMMENDATIONS GIVEN IN THE STRUCTURAL FILL SECTION. SPECIFICALLY, THE UPPER 2 FEET OF SOILS UNDERLYING PAVEMENT SECTION SHOULD BE COMPACTED TO AT LEAST 95 PERCENT (BASED ON ASTM D-1557), AND ALL SOILS BELOW 2 FEET SHOULD BE COMPACTED TO AT LEAST 90 PERCENT. PAVEMENT MATERIALS: FOR THE BASE COURSE, WE RECOMMEND USING IMPORTED WASHED CRUSHED ROCK, SUCH AS "CRUSHED SURFACING BASE COURSE" PER WSDOT STANDARD SPECIFICATION 9-03.9(3) BUT WITH A FINES CONTENT OF LESS THAN 5 PERCENT PASSING THE NO. 200 SIEVE. ALTHOUGH OUR EXPLORATIONS DO NOT INDICATE A NEED FOR A PAVEMENT SUBBASE, IF A SUBBASE COURSE IS NEEDED, WE RECOMMEND USING IMPORTED, CLEAN, WELL -GRADED SAND AND GRAVEL SUCH AS "BALLAST" OR "GRAVEL BORROW" PER WSDOT STANDARD SPECIFICATIONS 9-03.9(1) AND 9-03.14, RESPECTIVELY. CONVENTIONAL ASPHALT SECTIONS: A CONVENTIONAL PAVEMENT SECTION TYPICALLY COMPRISES AN ASPHALT CONCRETE PAVEMENT OVER A CRUSHED ROCK BASE COURSE. WE RECOMMEND USING THE FOLLOWING CONVENTIONAL PAVEMENT SECTIONS: MINIMUM THICKNESS DRIVEWAYS AND AREAS PAVEMENT COURSE AUTOMOBILE PARKING AREAS SUBJECT TO TRUCK TRAFFIC ASPHALT CONCRETE PAVEMENT 2 INCHES 4 INCHES CRUSHED ROCK BASE 4 INCHES 8 INCHES GRANULAR FILL SUBBASE (IF NEEDED) SURVEYED: WITIIF.1 DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD APPROVED: DCD 12 INCHES 24 INCHES CONCRETE PAVEMENT: WE UNDERSTAND THAT CONCRETE PAVEMENT WILL BE PLACED AT THE SITE DRIVEWAY, ALONG THE ACCESS WAY, AND AS A PAD FOR THE BACKUP GENERATOR. WE RECOMMEND THAT CONCRETE PAVEMENT HAVE A MAXIMUM THICKNESS OF 8 INCHES AND BE SUPPORTED ON PREPARED SOIL SUBGRADES AND AT LEAST 4 INCHES OF CRUSHED ROCK BASE AS RECOMMENDED ABOVE. COMPACTION AND OBSERVATION: ALL SUBBASE AND BASE COURSE MATERIAL SHOULD BE COMPACTED TO AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557), AND ALL ASPHALT CONCRETE SHOULD BE COMPACTED TO AT LEAST 92 PERCENT OF THE RICE VALUE (ASTM D-2041). WE RECOMMEND THAT AN MGI REPRESENTATIVE BE RETAINED TO OBSERVE THE COMPACTION OF EACH COURSE BEFORE ANY OVERLYING LAYER IS PLACED. FOR THE SUBBASE AND PAVEMENT COURSE, COMPACTION IS BEST OBSERVED BY MEANS OF FREQUENT DENSITY TESTING. FOR THE BASE COURSE, METHODOLOGY OBSERVATIONS AND HAND -PROBING ARE MORE APPROPRIATE THAN DENSITY TESTING. PAVEMENT LIFE AND MAINTENANCE: NO ASPHALT PAVEMENT IS MAINTENANCE -FREE. THE ABOVE DESCRIBED PAVEMENT SECTIONS PRESENT OUR MINIMUM RECOMMENDATIONS FOR AN AVERAGE LEVEL OF PERFORMANCE DURING A 20-YEAR DESIGN LIFE, THEREFORE, AN AVERAGE LEVEL OF MAINTENANCE WILL LIKELY BE REQUIRED. FURTHERMORE, A 20-YEAR PAVEMENT LIFE TYPICALLY ASSUMES THAT AN OVERLAY WILL BE PLACED AFTER ABOUT 10 YEARS. THICKER ASPHALT AND/OR THICKER BASE AND SUBBASE COURSES WOULD OFFER BETTER LONG-TERM PERFORMANCE BUT WOULD COST MORE INITIALLY; THINNER COURSES WOULD BE MORE SUSCEPTIBLE TO "ALLIGATOR" CRACKING AND OTHER FAILURE MODES. AS SUCH, PAVEMENT DESIGN CAN BE CONSIDERED A COMPROMISE BETWEEN A HIGH INITIAL COST AND LOW MAINTENANCE COSTS VERSUS A LOW INITIAL COST AND HIGHER MAINTENANCE COSTS. 4.6 STRUCTURAL FILL THE TERM "STRUCTURAL FILL" REFERS TO ANY MATERIAL PLACED UNDER FOUNDATIONS, RETAINING WALLS, SLAB -ON -GRADE FLOORS, SIDEWALKS, PAVEMENTS, AND OTHER STRUCTURES. OUR COMMENTS, CONCLUSIONS, AND RECOMMENDATIONS CONCERNING STRUCTURAL FILL ARE PRESENTED IN THE FOLLOWING PARAGRAPHS. MATERIALS: TYPICAL STRUCTURAL FILL MATERIALS INCLUDE CLEAN SAND, GRAVEL, PEA GRAVEL, WASHED ROCK, CRUSHED ROCK, WELL -GRADED MIXTURES OF SAND AND GRAVEL (COMMONLY CALLED "GRAVEL BORROW" OR "PIT -RUN"), AND MISCELLANEOUS MIXTURES OF SILT, SAND, AND GRAVEL. IMPORT MATERIALS MEETING WSDOT STANDARD SPECIFICATION 9-03.14(1) GRAVEL BORROW WILL BE SATISFACTORY FOR USE AS STRUCTURAL FILL DURING DRY WEATHER. RECYCLED ASPHALT, CONCRETE, AND GLASS, WHICH ARE DERIVED FROM PULVERIZING THE PARENT MATERIALS, ARE ALSO POTENTIALLY USEFUL AS STRUCTURAL FILL IN CERTAIN APPLICATIONS. SOILS USED FOR STRUCTURAL FILL SHOULD NOT CONTAIN ANY ORGANIC MATTER OR DEBRIS, NOR ANY INDIVIDUAL PARTICLES GREATER THAN ABOUT 6 INCHES IN DIAMETER. FILL PLACEMENT: CLEAN SAND, GRAVEL, CRUSHED ROCK, SOIL MIXTURES, AND RECYCLED MATERIALS SHOULD BE PLACED IN HORIZONTAL LIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS, AND EACH LIFT SHOULD BE THOROUGHLY COMPACTED WITH A MECHANICAL COMPACTOR. COMPACTION CRITERIA: USING THE MODIFIED PROCTOR TEST (ASTM: D-1557) AS A STANDARD, WE RECOMMEND THAT STRUCTURAL FILL USED FOR VARIOUS ONSITE APPLICATIONS BE COMPACTED TO THE FOLLOWING MINIMUM DENSITIES: FILL APPLICATION MINIMUM COMPACTION FOOTING SUBGRADE AND BEARING PAD 95 PERCENT FOUNDATION BACKFILL 90 PERCENT ASPHALT PAVEMENT BASE 95 PERCENT ASPHALT PAVEMENT SUBGRADE (UPPER 2 FEET) 95 PERCENT ASPHALT PAVEMENT SUBGRADE (BELOW 2 FEET) 90 PERCENT SUBGRADE OBSERVATION AND COMPACTION TESTING: REGARDLESS OF MATERIAL OR LOCATION, ALL STRUCTURAL FILL SHOULD BE PLACED OVER FIRM, UNYIELDING SUBGRADES PREPARED IN ACCORDANCE WITH THE SITE PREPARATION SECTION OF THIS REPORT. THE CONDITION OF ALL SUBGRADES SHOULD BE OBSERVED BY GEOTECHNICAL PERSONNEL BEFORE FILLING OR CONSTRUCTION BEGINS. ALSO, FILL SOIL COMPACTION SHOULD BE VERIFIED BY MEANS OF IN -PLACE DENSITY TESTS PERFORMED DURING FILL PLACEMENT SO THAT ADEQUACY OF SOIL COMPACTION EFFORTS MAY BE EVALUATED AS EARTHWORK PROGRESSES. SOIL MOISTURE CONSIDERATIONS: THE SUITABILITY OF SOILS USED FOR STRUCTURAL FILL DEPENDS PRIMARILY ON THEIR GRAIN -SIZE DISTRIBUTION AND MOISTURE CONTENT WHEN THEY ARE PLACED. AS THE "FINES" CONTENT (THAT SOIL FRACTION PASSING THE U.S. NO. 200 SIEVE) INCREASES, SOILS BECOME MORE SENSITIVE TO SMALL CHANGES IN MOISTURE CONTENT. SOILS CONTAINING MORE THAN ABOUT 5 PERCENT FINES (BY WEIGHT) CANNOT BE CONSISTENTLY COMPACTED TO A FIRM, UNYIELDING CONDITION WHEN THE MOISTURE CONTENT IS MORE THAN 2 PERCENTAGE POINTS ABOVE OR BELOW OPTIMUM. FOR FILL PLACEMENT DURING WET -WEATHER SITE WORK, WE RECOMMEND USING "CLEAN" FILL, WHICH REFERS TO SOILS THAT HAVE A FINES CONTENT OF 5 PERCENT OR LESS (BY WEIGHT) BASED ON THE SOIL FRACTION PASSING THE U.S. NO. 4 SIEVE. D C. O of 4� l v 46449 Isn OM sitts&hill I CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD Proj. 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SIG 1\ ��9.1I;HT POLE IE=19.76, 12;;CPP E z Q I k 10 x I 111 x �\ �, I 1 VACAT�IE=19.76, 12 CPP S � N C I � I I RE I NI G E Ioc N \ 3 1 I ti�1� PER CI 1 313 IE=20.38, 6"PVC W oz I I I WA I SIG �P 997p71 SAWCUT END s° I i III I I 1 = N:174,164.35 I I I / I I I I YARD 2� STORM CATCH BASIN I I I o 1 2 6 y E:1,297,177.29 =24.00 I I DRAIN TYPE I N IN6" SIGNS I SIG 5 s' I �- sDl I I I� I I I EXIST m ��ti1 2 TPN 3340402885 I i BUILL RIM=21.65 22 x ti° ��, 6 ,� STORM CATCH BASIN I I I I I CAI NI �, 1 ti .., .L,:,;':, .•. �„A ..,•,:7. 2 C BROTHERTON CADILLA IE=18.74,12"DI SE nI II /� >�� - �} - s - - - s - CONCRETE 7 TYPE 1 ASPHALT I g -SDI IE=18.54, 12 CPP NW I /`� s ` 4 SAWCUT BEND - I I RIM=22.55 IL - I I \ 1 SAWC 165.16 IE=20.28, 6"PVC W STORM CATCH BASIN i / " 0 PARKIN SIG ° I E:_1,297,144.22 \ �� IE=20.02, 12"CPP N ti 13 ❑9 I I I j� TYPE I I g� c \ I �� \ x ti� I I I I RIM=20.62 I \ S 1/ sO titi92 I I I li I O� IE=19.03, 811 N �21y x� a6 yb $ 0 1 I I T2 04 2870 I I I I 0 I IN 2�. 2 I A �NTN L L C I I I �/° &�„ IE=18.69, 12"DI SE N x ! 1 CATCH ASIN s° Q / I i I I 2 &X7g�8 IE=18.70, 12"DI NIN III �, �' \ SIGN I 1 II s I �g BUILDING STORM CATCH BASIN \ SIC1 tiy�e N 0 I I 2 CATCH BX i� TYPE 1 i K g \I RIM=23.25 ti RI SIGN I 1 i I' ^•;,; :,.: IE=17.89, 12"CPP N �y� x I x ti' ,V 11 1 tiyy (TYP.) I II 4 STORM CATCH BASIN IE=17.86, 12"CPP SW ti N SIGN /I I BURIED / TYPE I \' INO-PARKING" I BURIED / _ :�3 ;. `;:,:: II NO PARKING" U16g� ti AIN ��ep I oti POWER 1 POWER IJ yoy RIM-22.39 x2'IE=20.14, 4"PVC NSIGN 6 Z -4 a / / » - - 41 � .- m I IE=19.13, 12 DI N IN o, io m "REOVED" MAG NAIL � /� - ? 6 I o 1 SITE TBM #3 / SAWCUT START` j m �� / �, w $ Odw r� x 21A3 3I ILu z 15N: 174089.20 \ VACATED R 0•W RENT N _N:174,081.41 11 I Z I Q � - o ✓ E. 12b7167.08 \ VA p ITY pF RE E:1 297 244.20 g1 2256 x I o z a� yAa ��1 ELEV. 22.95 �c 1 �4� 8 p313 ' ASPHALT Q 1 N w/ w x 1111.911 2 6 IGN F UNn�j� POST UI 1 � n 71' W: _ N � g1 3 I ti 3 1 REC y _ I�I PTIC 1 I O-EJE � �j VACAISAWCUT START x ti ` _ _ w ' �A r, AND M �S.' N:174,051.31 84 DIA. STEEL I 5 _ w _ _ - w 00 »NO a6 INi N v r? N N 1 o E:1,297,141.49 )2 E SIGN POST � I �y. - P x 22' / \ R 1 1 'ti 14 MAPLE- 2j�� SAWCUT BEND �" - - x o a IO5 \ o. 2 U"C RB 8 5----__N: 174,062.80 ��1a - 23- - 2j6 x21 rI II 8 GROUND �5 �0:99 ( x �. 2 �� w ixti °1 �E:1,297,243.74 I T .2 LE - LE '' �" SS / ALT \ '� y� f� w�ti1ASP ti w x SS _____SS TELEPHONE o i n / J�, ",1�y1 \ \ x 1 I 2ti69 _ _ w 9� ss o RISER i \ / V) - x -W x�ti. ss N SANITARY SEWER MANHOLE SANITARY SEWER MANHOLE I Q I / 3 x w - - ' w 2a� ss i ss 91 TYPE II TYPE II o i I _ 5 x ti ss $a :.. 1 RIM=23.23 RIM=22.92 N i ° w _ _ 6 ' SS .. ,'/",. �23_ 15" MAPLE _ 6" PVC I SAWCUT END ' IE 17.07, 6 PVC E IE=15.70, 8"PVC N 6gx C,I x ' I so � SS 9� ltii� a>g IE=17.01, 6"PVC S o a� N:174,038.44 ss GRAVES95" MAPLE 2 'IE=17.19, 8"PVC W IE=15.85, 8"PVC E 9 ti- / L 4 T. j ° _ E:1,297,136.28 i ss :....:., a MAPLE _ „NO PARK 13TH S �- 5 5 �,- 1 4g ..1..:,:.yx 1E�� S' AVE S ss 2256 x22. 151 O PARKING" , ___--VACATED ROFRE 0 JHI D I CITY 4 R ss yg x 23 ' PER CE #4610 8 Cn i y tE� �� ORDINAN 19g6061402 Q g 229 4.o�L�� ' REC. NO- CATCH BASIN y �' / 23 T 1 o x - ex �g1 TYPE 1 RIM16.690 �y6 2ti� 3 IE=16.69, 18 CMP N Ix ti IOO x STORM CATCH BASIN x I �� x NORTH TYPE I TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PRIVATE) HORIZONTAL SCALE: 1"=20' 20 0 20 40 SCALE: 1"=20' SURVEYED: SCALE: VERTICAL: N NA ID 198 1991 DESIGNED: AS NOTED HORIZONTAL: y CITY OF DKM/RJJ f RENTON • Call 811DRAWN. / KLK DKM ONE INCH DATUM ° two business days CHECKED: AT FULL SCALE Planning/Building/Public Works Dept. DCD before you dig APPROVED: C NOT ONE INCH y 9 N0. REVISION BY DATE APPR SCALE ACCORDINGLY DCD LEGEND PROPOSED FEATURES- ® CATCH BASIN PROTECTION - [i [i [i SILT FENCE DEMOLITION STOCKPILE AREA - - - - - - SAWCUT LINE CLEARING LIMITS GENERAL NOTES 1. SEE APPLICABLE TEMPORARY EROSION AND SEDIMENT CONTROL NOTES ON C1.2B 2. MATERIAL REMOVED FROM SITE TO BE DISPOSED OF AT AN APPROVED, OFF -SITE LOCATION 3. LAND OWNER TO COORDINATE WITH PURVEYOR OF UTILITIES BEFORE ANY DEMOLITION 4. LAND OWNER TO SHUT OFF AND REPAIR ANY UTILITIES DAMAGED ON SITE THAT ARE NOT MARKED FOR REMOVAL 5. PROTECT ALL ON -SITE MONUMENTS OR FEATURES USED FOR SURVEY PURPOSES KEY NOTES 1� PROTECT FEATURE AS NOTED 2� REMOVE FEATURE AS NOTED 3� NOT USED INSTALL CATCH BASIN PROTECTION PER STANDARD PLAN 216.30/C1.3B 5� SAWCUT TO FULL DEPTH OF SURFACING SALVAGE FEATURE AS NOTED. REPLACE IN KIND IF NOT SALVAGEABLE ROOF DRAINAGE DOWNSPOUTS FROM PREVIOUS BUILDING ADDITION SHALL BE REMOVED AND ROUTED INSIDE THE BUILDING TO CONNECT BACK INTO THE ORIGINAL ROOF DRAINAGE SYSTEM OUTSIDE OF THE PROPOSED BUILDING ADDITION ENVELOPE. SEE GENERAL NOTES ON C3.013 FOR MORE INFORMATION. sitts&hill 1116L.D C. 40 CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 ` http://www.sittshill.com/ 46449 4v Project No.: 19480 Project Mgr.. DCD Al, k~� `� Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM GM R-422905 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 BROTHERTON BUICK-GMC - RENTON TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PRIVATE) DATE: FIELDBOOK: PAGE: DRAWING NO: C1.OB SHEET: C OF: N T O O N It `11 N T O O N Q ZD J LO O It O N N Alu A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn _ CV SANITARY SEWER MANHOLE od. x ��OU �� o `1 RIM=21.33 p.W PER CI 4668E Y 0 8 5 a a. - ° a ss ss`? ss TYPE ll off F-18.38, 18"CPP NE TED R• CE # °m i FIBER OPTIC VAC NTON ORDINAN - _ _ _ ss xti� RIM=21.49 a Q °y VAULT 18.37, 18 CPP S RE o _ _ ss 1 1 L IE=14.65, 8"PVC N a �" Nz �1: 1 ss 3,5 N-- -,'- IE=14.75 8"PVC E ° l < �� o D CONCRETE ° - ' - SS x o GPS g4: , I CON _ ss' 0 IE=14.71, 8"PVC S "BURIED a I J Q '- ss SS ' / � 8 12 8 T T h 2Z2 22 . w GAS a 1 II I ss ��ti ASPHALT As- .. g `o : e I TYPEM DRAIN MANHOLE Q I ° o F� - ss ss �� ' N 2l� -r)Q to „ 1 ti� Aso. ss - o 3 0 : GAs _ - •� I:` ' RIM=21.28 2 i 2 2" 468 o. SS CE # / ° GAS' - ° F"� �ti I GRAVE » � RB A D � � INAN 0 4 _ I x� x � �r IE=15.21, 12 DIE "STOP" - ' ss eb .. NTUN ORD 7112p039 / _ _ g GAS'a 6� 225s ,C0 IE=18.34, 18 DI S EWAL _ - w SS xti RE N0 1,J a- rs ° CITY 3: ; . Tv U - 0 s ss 0 V) ASPHALT 3 I ' REC _ cAs� a o oHP `. R O PER Y 8 so 0 $ �s tit$ G P- - GATED INANC 93 X 7�° oNP i _ s $ _.� g VA ENT 9R �g70 5 _ Fo �� 22. x1 R V4V: X: ° . w so x 216 o ,- a _° . • ..� X ti •o °c - - - ti �o - - J I: WOOD _ , ,Q, x a so yti o o CONCRETE so 9° x ��. j�.STAIRS _.o' ._° imu oNP,'o.�,`" tis F_ s .a . ASPHALT o u �,,tq�7 ° SD �0. ' � �yC �•.. 1 0 �• P, � ',�g1�' � �FO �v- ° V' ... �' ° �ja I•`:.••: y, oti �. ti w , oN x ti� o o a - �-' i. EXIST G o ti so 2�H \ s_ _ - �a o a �. o ,col o : GRAVF�ISe $, . o I �. �CAF1P0 6 TT Wi GA 2 BUILD NG V w D '� BA( ti0�0 ASIN P- �x - - a yy. STORM DRAIN MANHOLE a ECON 2 N II I 1 10 �o ° TYPE II I STORM CATCH BASIN °' I BRI K 5&12" CEDAR \ \ s' y(n `e o e o p� RIM=22.92 I TYPE I I (I I ASPHALT o' 1 0 Ri POLE } / �' � 90 �' 6° ,`L�` IE=19.76, 8"PVC SE I RIM=22.49 \ F' IE=20.34 12 DI N I RETAINING SNP I / IE=17.10, 15 CPP SW STORM CATCH BASIN ' / r �1ti � 1 "BR THEkTON" � I 14 CED WALLS RE 2" 1 IN �, 9` 4 1 y6o i IE=18.69, 12"CONC E TYPE I m „ 2 ' STORM DRAIN VAULT 1� RAMP 1 MAIN �° x I EMPLOYEE OF �y�0 1 IE=18.46, 15"CONC WI RIM=23.55 ?23I WOOD YARD 0 PARKING 12"CPP S NI 6 FIR STAIRS - DRAIN ® Fo „ ti TYPE 11 6 THE MONTH 1 �; IE=18.02, 5 I OP SIG I I m 1 zo RIM=23.59 1 STORM DRAIN MANHOLE IE=17.97, 12"CPP W II CONCRETE I 2 SID so 09� 1 I I / I 1 o c, gg IE=19.14, 15 CPP NW TYPE ll i 7, Q I i 16 /CISTAIRS TO ASPHALT KI D END FIBEROP / STORM CATCH BASIN I RIM=22.11 i I/ BAT :.� X6 _ MONUMENT POSITION I ST01� I I TPN 3340402820 4&2.,::.,. STORM CATCH BAST 1 �1 4 \ �VAU SIRE T 1 TYPE I A & D RENTON LLC IE-14.51, 4"PVC SE 10 BAY LESS X 9 404079012F SUR Y TYPE I CATCH BASIN \I oAy / \ i / ° RIM=20.89 I BOTTOM STRUCTURE= 12.36 1 / DOOR =if . ' .. . . RIM=20.18 N I IE=19.23, 12"CPP SW 3 PVC, PUMP WITH FORCEMAIN E 00� 23gs a of Ls `'.GRAVEL'.. OR, NOT FOUND 9 y Q �y. IE=17.72, 18"CPP E 1 x� 1° 3 0• ti 9 x m I I P `� IE=17.46, 16"CPP S i I I \ y99 0 1�23.70I Iv ^ 9;...22::. WA TEA TPN 33 �402850 EXISTING I IE=17.35, 12"CMP W g \ a9 1 I 3"MAP 23.' TEL ,T "N A �3' BROTHERToO �DILLA �g BUILDING EMPTY 1 1` \ \ STORM CATCH BASIN--": 0 AR ING Q,; 1 CONDUITTYP•,� \ ��• s o6° I SIG - RIME20.93 I axti I / I 2y$y 1 I 2X1&4X2 L so %1" PIN di I IE-18.16, 18"CPP N I `� / I a 1 - I XISTING 1oe096 a�' / � m YARD DRAIN I �Q 8 `5 sD232s 2X'3 IE=18.33, 12 CPP E I I x k ti ti 1 �7a RIM=23.10 N I P o g„ IE=18.19, 18"CPP W I ASPHALT 0\ 1 ti �3•; , I ( r I �- TOP OF DEBRIS 15.92 ASPHALT IN o 1 t o y9 k°o F.=24.04 ASP x I II I I/ HA T I �' I ' I LLLV�� !0 x CATCH ASIN 3 I 1 y�6 F.F.=23.88 ' STORM CATCH BASIN CONCRI STORM CATCH BASIN I I 1 % l CONCRETE 15 a TYPE I I ti I �y26 \ STAIRS i 9 a y I � 69 m � � RIM=23.66 � I _BASEMI TYPE I I x e °' ti0' / 1 x 15 / ACCES: �, ® IE=19.65, 12 "CPP N RIM=20.48 �: I a6 4 \ �� 6 yy - IE=19.76, 12 "CPP E w IE=19.30, 8"DI S x I ;�xtio I 2�1 CATED R'O'�N ak - ' IE=19.76 12"CPP S Q 10 I FIB R 1pPTIC 1 I VA CITY OF REN IE=20.38 6"PVC IN z II WA INI�IG 4 II m STOA IDPAIN 1 I I ��IP PER CI 313 1 �� o / \ S0 I i �VAITEf� I -C T` �p 1 F.F. =23.87 1 I / o I I I I YARDF�2c STORM CATCH E� 10 I 2 6 y11 F.F.=24.00 ( I DRAIN 1 � I � � ti��1 .,..... , � s I :--- soI I I i EXISI TYPEATCH BASIN 3 x RIM=21.65 22 1, CAt& N C� GRAVEL. 2� y�o TPN 3340402885 I I �„ NI �, 1 ti �`.. "�I •: ti BROTHERTON CADILLA STORM CATCH BASIN I i I g I I I BUILC IE=18.74,12"DI SE N >� - - Ss - - - s - - - ss - - TYPE 1 /� - CONCRETE ASPHALT i - IE=18.54, 12"CPP NW I /� 1s°\ �' _ I I RIM=22.55 IL - ,I IT- - I \ 4 - - / IE=20.28, 6 PVC W ° STORM CATCH BASIN i / " 0 PARKIN i y I I/ 2�� \ \ ��1 ti� u 1 I IE=20.02, 12"CPP N ti 13 ❑g TYPE 1 I I 45 N ti x RIM=20.62 x o TPN 33404 2870 titi9� IE=19.03, 811 N 1y 6 e yl I o / \ IE=18.69, 12"DI SE �� I 0 �1? T°� I s° ' -R A& D RENTgN L L C N \ I S IE=18.70, 12 "DI NW I I<n z x STORM CATCH BASIN i I tiy'ye I I x �ti�a 1 I ti TYPE 1 U 2• \I I 1 oz v RIM 23.25 IE=17.89, 12"CPP N y, X x .V I yy I I STORM CATCH BASIN IE=17.86, 12"CPP SW N I I /I o 3• I / TYPE I NO PARKING" N 6g oq r1 J� 2y'ep I °ti �y8� I J/°y by ' RIM=22.39D. �� I •:::.:...... a� 11 11 11 x 2' IE=20.14, 4"PVC N - m o IE=19.13, 12 DI NW o, a (0 "RES VED" MAG NAIL /� - , 1 �k 4 I o � SITE 1 jBM ff / w ©C �y w > Q _ I N: 174089.20 \ / p.W / �y5 �'2� w %' ya r x 1%. 3 1_ '- z I VACATED R ENT N 7 11 c� I z Q E. 12b7167.08 VAC Y pF RE r 22y6 x �, I I ' o z a� yAa ��1 I ELEV. 22.95 PER LANCE #4668 p313 I N w / w x titi8� twoI \ I CL 69 ORDINANCE ' ASPHALT _ = w 6 I I I :lI IN 3 2 � R.O.W. ON REC• NO I I ��x I I: o. VACATE OF RENT x ti -' w N� N \� NN a�� a o . �. CONC.�R CI YCE #4610 84 DIA. STEEL _ _ w _ - - w NO a6 INi N v �, 1 16 . o ORDIN N 1 g96061- SIGN POST � tiyo _ A w P X� x 22• / \ REC. O• - yti 14 MAPLE, 2j1 _ _ _ w �1a - - - a '115 eP _ w ti - 23- 6 4010 x �' 2�. IO I 8 INy GROUND �y 99 _ eP / �' _�o� 6 x I 0 IbIT TYP. _ _ (El fix F - i w �� ' ss tip? ' /(n ALT \ � _ 6" MAPLE_ w titi9� SS I 3 y y5 �y BP w x SS / TELEPHONE / xti 9 x2' i i ti tip' ` x 7, 2ti' 2v - - w �9� ' SS �o RISER SS N SANITARY SEWER MANHOLE SANITARY SEWER MANHOLE I Q I\/ 3 x �ti� \� , w ' ' ' w 2a� Ss ss 91 TYPE II TYPE II o i I _ x ss $a ::. 1 RIM=23.23 RIM=22.92 � i 0 1 ATCA � SS .. �2�_ 15" MAPLE _ IE 17.07, 6 „PVC E IE=15.70, 8"PVC N 69X �, x I So 4 - �, ss 9� titi �� ti9 IE=17.01, 6"PVC S 22 ; 0 a� w 0 ti� ss GRAVE,, 15" MAPLE ' IE=15.85, 8"PVC E CAT Sl�k 229 ° _ x 9' .�' L LEL ,24 'IE=17.19, 8 PVC W 13VC 4 1 s SPAN 1 �- 14" MAP � - "NO PARK - �,� SS ASPHALT C S.W.AVE • ss SS ��y6 x tip' (F1 0 PARKING" �ACATED R 0 RENTON JHI D I CITY 4 R ss ti� y9 x 23 ' PER CE #4610 8 y ORDINAN 19g6061402 Q 9 229 4.0�L�� ' REC. Np. ' CATCH BASIN �' �' 23 ti 0 x - gx 1 TYPE 1 �o RIM=22.71 0 ,�y6 titi� 3 � � � STORM CATCH BASIN IE=16. 69, 18 CMP N Ix ti IOO x I �Az x NORTH TYPE 1 GRADING AND STORM DRAINAGE PLAN (PUBLIC) HORIZONTAL SCALE: 1"=20' 20 0 20 40 SCALE: 1"=20' • Call 811 two business days before you dig No. REVISION SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE APPR APPROVED: DCD SCALE: VERTICAL: AS NOTED HORIZONTAL: N991 CITY OF RENTON ONE INCH DATU M AT FULL SCALE Planning/Building/Public Works Dept. IF NOT ONE INCH SCALE ACCORDINGLY LEGEND PROPOSED FEATURES- ® CATCH BASIN PROTECTION - [i [i [i SILT FENCE DEMOLITION STOCKPILE AREA - - - - - - SAWCUT LINE CLEARING LIMITS GENERAL NOTES 1. SEE APPLICABLE TEMPORARY EROSION AND SEDIMENT CONTROL NOTES ON C1.26 2. MATERIAL REMOVED FROM SITE TO BE DISPOSED OF AT AN APPROVED, OFF -SITE LOCATION 3. LAND OWNER TO COORDINATE WITH PURVEYOR OF UTILITIES BEFORE ANY DEMOLITION 4. LAND OWNER TO SHUT OFF AND REPAIR ANY UTILITIES DAMAGED ON SITE THAT ARE NOT MARKED FOR REMOVAL 5. PROTECT ALL ON -SITE MONUMENTS OR FEATURES USED FOR SURVEY PURPOSES KEY NOTES 1� PROTECT FEATURE AS NOTED 2� REMOVE FEATURE AS NOTED 3� NOT USED R____:�:_ INSTALL CATCH BASIN PROTECTION PER STANDARD PLAN 216.30/C1.3B 5� SAWCUT TO FULL DEPTH OF SURFACING SALVAGE FEATURE AS NOTED. REPLACE IN KIND IF NOT SALVAGEABLE sitts&hill CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 ` http://www.sittshill.com/ 46449 Project No.: 19480 Project Mgr.. DCD ss�O�+�• k~� `� Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM GM R-422906 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 BROTHERTON BUICK-GMC - RENTON TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PUBLIC) DATE: FIELDBOOK: PAGE: DRAWING NO: C1.1 B SHEET: C OF: N T O O N It '�1 N T O O N Q ZD J LO O It O N N Alu A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N I I r) W I- EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE EROSION AND SEDIMENT CONTROL (ESC? PLAN SET ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT_ THE APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT. MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE ESC STANDARD PLAN NOTES. 1. BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS, A PRE -CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY. THE APPLICANT. AND THE APPLICANTS CONTRACTOR. 2. THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY) CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS REQUIRED FOR THE PROJECT- THE APPLICANT SHALL PROVIDE THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORMWATER GENERAL PERMIT. 3. THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION SEQUENCE DETAILING THE ORDERED STEPS THAT SHALL BE FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO POST -PROJECT CLEANUP IN ORDER TO FULFILL PROJECT ESC REQUIREMENTS. 4, THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND THEIR BUFFERS. AND AREAS OF VEGETATION PRESERVATION AND TREE RETENTION AS PRESCRIBED ON THE PLAN(S) SHALL BE CLEARLY DELINEATED BY FENCING AND PROTECTED IN THE FIELD IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDM) PRIOR TO THE START OF CONSTRUCTION. DURING THE CONSTRUCTION PERIOD. NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT?ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 5. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT ADDITIONAL MEASURES. SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK -OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT, IF SEDIMENT IS TRACKED OFFSITE, PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. OR MORE FREQUENTLY DURING WET WEATHER, AS NECESSARY TO PREVENT SEDIMENT FROM ENTERING WATERS OF THE STATE. B. WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED OFF -SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY. DO NOT WASH OUT CONCRETE TRUCKS ONTO THE GROUND, OR TO STORM DRAINS OR OPEN DITCHES ON -SITE DUMPING OF EXCESS CONCRETE SHALL ONLY OCCUR IN DESIGNATED CONCRETE WASHOUT AREAS. 7. ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND10R CONSTRUCTION TO PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER. DRAINAGE SYSTEMS AND ADJACENT PROPERTIES. ALL ESC BMPS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND10R CONSTRUCTION IS COMPLETE AND POTENTIAL FOR ON -SITE EROSION HAS PASSED. ALL ESC BMPS SHALL BE REMOVED AFTER CONSTRUCTION IS COMPLETED AND THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR ON -SITE EROSION DOES NOT EXIST. THE IMPLEMENTATION, MAINTENANCE. REPLACEMENT. ENHANCEMENT, AND REMOVAL OF ESC BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT - 8. ANY HAZARDOUS MATERIALS DR LIQUID PRODUCTS THAT HAVE THE POTENTIAL TO POLLUTE RUNOFF SHALL BE DISPOSED OF PROPERLY. 9. THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE APPLICANT SHALL ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION. IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY THE ACTIVITIES AND TO PROVIDE ADDITIONAL ESC BMPS, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED, TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM. 10. APPROVAL OF THIS PLAN IS FOR ESC ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTORS, CHANNELS, OR STORMWATER FACILITIES. 11. ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL. 12, ANY AREAS OF EXPOSED SOILS. INCLUDING ROADWAY EMBANKMENTS. THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON (OCTOBER 1 ST THROUGH APRIL 30TH) OR SEVEN DAYS DURING THE DRY SEASON (MAY 1ST THROUGH SEPTEMBER 30TH) SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC COVER METHODS (E.G., SEEDING. MULCHING, PLASTIC COVERING. ETC-) IN CONFORMANCE WITH APPENDIX D OF THE RENTON SWDM. 13. WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION SITES BETWEEN OCTOBER 1ST AND APRIL 30TH, UNLESS OTHERWISE APPROVED BY THE CITY. 14. ANY AREA NEEDING ADDITIONAL ESC MEASURES. NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS. 15. THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED AT A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT INSPECTION AND MAINTENANCE SHALL OCCUR MORE FREQUENTLY AS REQUIRED BY THE CITY. 16. BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY, CATCH BASIN INSERTS PER THE CITY STANDARD PLAN 216.30 SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE INLET WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL BE PERIODICALLY INSPECTED AND REPLACED AS NECESSARY TO ENSURE FULLY FUNCTIONING CONDITION. 17. AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED M OF THE CAPACITY OF THE CATCH BASIN SUMP. ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. 18. ANY PERMANENT STORMWATER FACILITY LOCATION USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE TEMPORARY FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT STATE. THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 19. AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING STORMWATER FACILITIES OR ON -SITE BMPS (AMENDED SOILS. BIORETENTION, PERMEABLE PAVEMENT, ETC.) SHALL BE CLEARLY FENCED AND PROTECTED USING ESC BMPS TO AVOID SEDIMENTATION AND COMPACTION DURING CONSTRUCTION. 20. PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1ST), ALL DISTURBED AREAS SHALL BE INSPECTED TO IDENTIFY WHICH ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. AN EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY FOR REVIEW, 21. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE, THE PROJECT SITE SHALL BE STABILIZED TO PREVENT SEDIMENT -LADEN WATER FROM LEAVING THE PROJECT SITE. ALL ESC BMPS SHALL BE REMOVED, AND STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND ON -SITE BMPS SHALL BE RESTORED TO THEIR FULLY FUNCTIONING CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL BE VEGETATED OR OTHERWISE PERMANENTLY STABILIZED. AT A MINIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED AND MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP SHORTLY AFTER FINAL APPROVAL. MULCH WITHOUT SEEDING IS ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER 1ST. 22. ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION CONTROL ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN CITY ROAD RIGHTS -OF -WAY SMALL BE CONSTRUCTED IN ACCORDANCE WITH CITY STANDARDS. ROCKERIES OUTSIDE OF ROAD RIGHTS -OF -WAY SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE INTERNATIONAL BUILDING CODE. UNLESS OTHERWISE NOTE D, DRAWNG IS NOT TO SCALE INTSI STD. PLAN - 2b8.00 URIPUBLIC WORKS EROSION AND SEDIMENT CONTROL DEPARTMENT STANDARD PLAN NOTES GAZ 9/28/2018 1 DATE CB PROTECTION NOTES 1. CATCH BASIN INSERTS SHALL BE PROVIDED IN THE CATCH BASINS NOTED ON THE PLANS. 2. CATCH BASIN INSERT SHALL BE STREAMGUARD SEDIMENT CATCH BASIN INSERT #3003, ULTRA -DRAIN GUARD #9217, OR APPROVED EQUAL. 3. CATCH BASIN INSERTS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS, AND MAINTAINED TO OPERATE PROPERLY. 4. CATCH BASIN INSERTS SHALL BE REMOVED FOLLOWING COMPLETION OF CONSTRUCTION AND STABILIZATION OF ALL CLEARED AREAS. POLLUTION PREVENTION NOTES DEMOLITION NOTES 1. REMOVE ALL DELETERIOUS MATERIAL FOUND ON -SITE INCLUDING VEGETATION, SCRAP WOOD, TRASH, ETC. AND DISPOSE OF AT AN APPROVED OFF -SITE LOCATION. 2. AT ALL TIMES THE CONTRACTOR SHALL MAINTAIN SIGNS, BARRICADES, FENCING, OR OTHER MEASURES TO ENSURE CONTINUOUS PROTECTION OF THE PUBLIC AND TO PREVENT UNAUTHORIZED ENTRY TO THE CONSTRUCTION AREA. 3. DAMAGE TO ANY PROPERTY, INCLUDING BUT NOT LIMITED TO, BUILDINGS, UTILITIES, VEHICLES, FENCING, OR LANDSCAPING AS A RESULT OF CONTRACTORS ACTIVITIES WILL BE REPAIRED OR REPLACED AT THE CONTRACTORS EXPENSE. 4. THE CONTRACTOR IS FINANCIALLY RESPONSIBLE FOR THE MAINTENANCE AND REPAIR OF OFF -SITE AND ON -SITE PAVED SURFACES WHERE DAMAGE HAS BEEN SUSTAINED BECAUSE OF CONSTRUCTION TRAFFIC. 5. DEMOLISHED CONCRETE MAY BE RUBBLIZED AND USED AS STRUCTURAL FILL FOR SITE IMPROVEMENTS. RUBBLIZED MATERIAL SHALL MEET WSDOT STANDARDS FOR GRAVEL BORROW PER WSDOT SPECIFICATION 9-03.14(1). CONTRACTOR SHALL STOCKPILE AND COVER RUBBLIZED MATERIAL TO PREVENT STORMWATER CONTACT IN INTERIM CONDITION. SEEDING NOTES 1. SEED MIXTURES SHALL BE PER THE "SEED MIXTURE FOR EROSION CONTROL" TABLE BELOW, AND SHALL BE APPLIED AT THE RATE OF 80 LB. PER ACRE. 2. SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOBER 31 WILL REQUIRE IRRIGATION AND OTHER MAINTENANCE AS NECESSARY TO FOSTER AND PROTECT THE ROOT STRUCTURE. 3. FOR SEED BEDS PLANTED BETWEEN OCTOBER 31 AND APRIL 30, ARMORING OF THE SEED BED WILL BE NECESSARY (E.G. GEOTEXTILES, JUTE MAT, CLEAR PLASTIC COVERING). 4. BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL MEASURES SUCH AS GRADIENT TERRACES, INTERCEPTOR DIKES, SWALES, LEVEL SPREADERS, AND SEDIMENT BASINS. 5. THE SEED BED SHALL BE FIRM WITH A FAIRLY FINE SURFACE, FOLLOWING SURFACE ROUGHENING. PERFORM ALL OPERATIONS ACROSS OR AT RIGHT ANGLES TO THE SLOPE. 6. FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIERS RECOMMENDATIONS. AMOUNTS USED SHOULD BE MINIMIZED, ESPECIALLY ADJACENT TO WATER BODIES AND WETLANDS. 7. SEED SHALL NOT BE USED IN AREAS SUBJECT TO WEAR BY CONSTRUCTION TRAFFIC. 8. APPLICABLE IN AREAS OF 10% OR LESS SLOPE FOR A MAXIMUM HORIZONTAL DISTANCE OF 100 FEET. IN STEEPER AREAS (>10% SLOPE), USE MULCH, NETTING, OR OTHER TREATMENTS SPECIFICALLY DESIGNED FOR STEEPER AND LONGER SLOPES. SEED MIXTURE FOR EROSION CONTROL NAME PROPORTIONS PERCENT PERCENT BY WEIGHT PURITY GERMINATION REDTOP (AGROSTIS ALBA) 10% 92% 85% ANNUAL RYE (LOLIUM 40% 98% 90% MULTIFLORUM) CHEWING FESCUE (FESTUCA 40% 98% 90% RUBRA COMMUTATA) WHITE DUTCH CLOVER 10% 98% 90% (TRIFOLIUM REPENS) 1. EQUIPMENT LUBRICATION AND FUELING OPERATIONS SHALL OCCUR AT EXISTING PAVED AREAS. 2. PREVENT OILS AND FUELS FROM ENTERING THE STORM DRAINAGE SYSTEM WITH PROPER CONTAINMENT DEVICES. 3. ACCESS TO CONSTRUCTION IS VIA ADJACENT EXISTING PAVED STREETS. SWEEP DIRT FROM PAVING DAILY OR AS NEEDED. THE INTENT IS TO PREVENT DIRT AND DEBRIS FROM VEHICLES AND EQUIPMENT FROM BEING DEPOSITED ON CITY STREET PAVEMENT. 4. THE CONTRACTOR SHALL PREVENT ALL MATERIAL USED OR GENERATED ON -SITE FROM ENTERING THE STORM DRAINAGE SYSTEM. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ADEQUATE CONTAINMENT/SEPARATION AT ALL TIMES. INSPECTION, MONITORING, DOCUMENTATION AND REPORTING SCHEDULE sitts&hill L ID C. 10 6um 1. EROSION AND SEDIMENT CONTROL (ESC) FACILITIES SHALL NOT BE ALLOWED TO FALL INTO DISREPAIR. O� of WAS(,, fit- CIVIL I STRUCTURAL I SURVEY THE PROPONENT OR DESIGNATED ESC LEAD SHALL INSPECT ALL PROJECT FACILITIES IN ACCORDANCE 4 C J' 4815 CENTER STREET I TACOMA, WA. 98409 WITH CITY OF RENTON CONSTRUCTION STORMWATER POLLUTION REQUIREMENTS.r f 1 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 l 2. THE ESC LEAD SHALL IMPLEMENT THE ESC PLAN. IMPLEMENTATION SHALL INCLUDE BUT IS NOT LIMITED http://www.sittshill.com/ TO: INSTALLING, MAINTAINING, INSPECTING MONITORING, DOCUMENTING, REPORTING AND REPAIRING ALL .5 46449 Project No.: 19480 Project Mgr.: DCD TEMPORARY EROSION AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICES INCLUDED IN THE PLAN. ��Crs-�tt'i� SEDIMENT CONTROL MEASURES SHALL BE INSPECTED AT LEAST ONCE EVERY FIVE WORKING DAYS, EACH f5>Q t�`� Proj. Engineer: DKM/RAJ Proj. Drafter: KLK/DKM WORKING DAY DURING A RUNOFF PRODUCING RAIN EVENT, AND WITHIN 24 HOURS AFTER A RUNOFF o�- PRODUCING RAIN EVENT. ALL PROJECT CONSTRUCTION STORMWATER DISCHARGES SHALL COMPLY WITH CITY OF RENTON DISCHARGE REQUIREMENTS. R_422907 CONSTRUCTION SEQUENCE IN COMPLIANCE WITH CITY OF RENTON STANDARDS 1. OBTAIN SITE DEVELOPMENT PERMIT FROM CITY OF RENTON PLANNING & LAND SERVICES. SCHEDULE PRE -CONSTRUCTION MEETINGS WITH CITY INSPECTOR, OWNER, CONTRACTOR AND DESIGN TEAM. DEVELOPMENT ENGINEERING SUBMIT ALL SUBMITTALS. n.77 Wanders 05/08/2023 2. PROVIDE TESC MEASURES (EROSION CONTROL PLANS AND DETAIL SHEETS). COORDINATE WITH PROJECT WORK TIME PERIODS AND PROJECT MILESTONE COMPLETION DATES. 3. PERFORM REQUIRED SITE DEMOLITION WORK. 4. UPON COMPLETION OF DEMOLITION, STABILIZE EXPOSED EARTH WITH EROSION CONTROL SEED. SURVEYED: SCALE: DATE: 5. ONCE SITE IS STABILIZED, REMOVE TEMPORARY EROSION AND SEDIMENT CONTROL FEATURES. HORIZONTAL:NAD 19VD a /1991 C TY OF BROTHERTON BUICK-GMC - RENTON DESIGNED: AS NOTED FIELDBOOK: DKM/RJJ DRAWN: RENTON PAGE: • Call 811 KLK/DKM ONE INCH DATU V DRAWING No: • m two business days CHECKED: AT FULL SCALE Planning/Building/Public Works Dept. TEMPORARY EROSION AND SEDIMENT CONTROL NOTES C .2 B IF NOT ONE INCH before you dig NO. REVISION BY DATE APPR APPROVED:SCALESCALE ACCORDINGLY (PRIVATE AND PUBLIC) SHEET: OF: N T- O C) C) I N N N T O O O I N N Q J LO O CM O O N N 6 1 u N T C) C) C) N rr n LO N T C) C) C) N Q D J LO O CM It O O N N Al u w Q z w A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn _ N SANITARY SEWER MANHOLE '� xti tiU �` , `1 RIM=21.33 Q.W PER CITY 68F 8 5 a 4 / - - - - s��, - ss �3� • . J i� TYPE II a , IU) IE=18.38, 18"CPP NE CATED R ANCE #° m I V RENTON ORDIN ° -" / ss SS x titi�� Q 22 ,.:.. ;E O RIM=21.49 i °� IE=18.37, 18 CPP S o I sSZi z IE=14.65, 8 PVC N a � � N � ss ti � �, � N'�- �i IE=14.75, 8"PVC E l �~ CONCRETE ° I , _ -' ss 0 I x o 0 o V / GPs 0 - _ _ IE=14.71 8"PVC S "BURIED I J QQ 3 ss x GAS" ° a I a II ` ° SS W a Ica Ss 1ti ASPHALT S .... STORM DRAIN MANHOLE Q I ss / / lti• ' GA ° v . : `- TYPE 1 ,Z 6° to °:.,..:.:4X4" RIM=21.28 0 . 21i tit 1' So. Ss ss ��.T/� l °�gW ANCE 04683 0 ' ° GAs_ : P - F ��ti'I� 4 1. ;F., Q GRA_ VE`. ;�o IE=15.21, 12 DI E "STOP"a - ' Ss g6 �'� TON ORDIN 112p03g0 ' s, GAS -a' - 6� 22.5s r 3' tip IE=18.34, 18"DI S " - ' w Ss x ti1 REN NO. 1g97 <, ?s' ° CITYCO os ss o0 ASPHALT I ' REC _ cAs-a v^ _ o"P- . R O PER 8 So 0 13 9/ a ( h �' v I S ' u y1� _ per- G .° 40F1P,' g ACAJ ED �R INANC Fo 22s3 X / x 7�� I 2 RE a a aSo ° CONCRETE . ; X ti�1° -y$' - - - I I WOOD MU SD cjL a / v - SD 9 5 - v w ' STAIRS ° ASPHALT I •' / x _ so.. 'FO a.. 4 v y, oY ST. 2� w " ,oNP' Ltir o 6 EXIST G l TT o ,n' s- ' 5 I e�CAFRO ti. BUILD NG �o ti s 12�H o cA N �xo _ �° �. ,�otio: GRAVF��e tip$. _ _ 9 .VV , I E I \ 1Q`L_ GPS_ - a N � a F ° oho D A� E - _ �- �- - - a �. STORM DRAIN MANHOLE ? j� I I I BAl CON I • • TYPE II I STORM CATCH BASIN S I I F C E �'� I I ...gyp.. °. � GPS 0�� i; � � aNP' / 6•'= • : � o � � RIM=22.92 I TYPE I S 5&12" CIEDAR \ ASPHALT _ I I P \ go �' 64 IE=19.76, 8"PVC SE I RIM=22.49 I \ \N / �1„ IE=17.10 15"CPP SW IE=20.34, 12 DIN STORM CATCH BASIN S I RETAINING BR THEPTON" I WALLS IE=18.69, 12"CONC E TYPE I 14 -D 1� a ti X "EMPLOYEE OFv'��a STORM DRAIN VAULT I IE=18.46, 15"CONC W I RIM=23.55 `2?,31 WOOD YARD 0 PARKING ® x i� FO ( ti TYPE II IE=18.02 12"CPP S 6 Fz1 STAIRS- - t THE MONTH" �; DRAIN 0 0 9 RIM=23.59 » TOM DRAIN MANHOLE IE=17.97, 12"CPP W I 1CONCRETE sD o IE=19.14, 15 CPP NW „DEAD END" SD 2° / o Q '� I l STAIRS TO--�'`.` „' ..•.. :..,. STORM CATCH BASIN I RIM=22.11 116I CI 2 2 6 MONUMENT POSITION I S 0 I �' I TPN 3340402820 I / �AOrENT STORM CATCH BASIN ti1�1 1 TYPE I IE-14.51, 4"PVC SE 10 BAY ESS X: OF SURVEY TYPE I X \ 0�5 / \ SIRE / ( RIM=20.89 I A & D RENTON LLC BOTTOM STRUCTURE= 12.36 I DOOR 9404079012 I cC 2 \ ° OR, NOT FOUND RIM=20.1810 0 99 �� o IE=19.23, 12"CPP SW 3" PVC, PUMP WITH FORCEMAIN E Q00 2396 rya I I LS `' .GRAVEL' IE=17.72, 18 CPP E x�iti 9 Ix °' I I gP� I Iv --', : ;.'..:•' , IE=17.46, 16"CPP S \ 9 0 16 70 I _ 9-::22; WA TEA I ti 3 TPN 33 �4'b2850 EXISTING I EMPTY 23 I 1` \ \ IE=17.35, 12"CMP W g I I 5"MAP 23. " a BROTHERTO ADILLA u" BUILDING TEL TEL . �1 9 - - o ... g. 0_ STORM CATCH BASIN I 60 / �I �', I I CONDUIT ( �•,� ,)_\�1• TYPE I o 7° II 17 o , 10" Ip RIM=20.93 ° I �x NI 2g8 �' ': I 2X1&4X2 so" L so I P'� m o 2X3 IE=18.16, 18 CPP N I o m YARD DRAIN o 85 23.28 P - / IE=18.33, 12"CPP E I (�06°96 � g I �- 8 0 9„ I �x�X� o \ ti�i 23,` RIM=23.10 �'I IE=18.19, 18 CPP W I I 2 \ TOP OF DEBRIS 15,92 I I u I I 3 ASPHALI CURB �9 I F.F.-24.04 _ �� I I I �11 ti11 I ASPHA T m _A 1,297,171.33 CURB END ' o koo xti I I I (x 2 I of I 12�-E:1,297,171.33 �' I I 1�o x I I x tio51 I ) N:174,161.35 _ 2,3 0 / I z \ N ' 3 , a_ 3' ��6 E:1,297,177.22 I I \ I {-� - F � � i STORM CATCH BASIN I I � � CONCRI STORM CATCH BASIN I I J l CURB o ,BUILDING ' TYPE I I ti I I �y26 \ STAIRS I 96 p06 I 5 / N:174,158.57 �69 m N:174,159.11 - RIM=23.66TYP/ I II _BASEMI RIME20.48 I N x E:1,297,168.26 E:1,277.17 ' IE=19.65, 12"CPP N I I I I\ I ACCES: a6 E 55 CURB START IE=19.76 12 CPP E LQ I I I \ I �� IE=19.30, 8"DI S x I Ixtio• I I I 2�1 T R• N:174,158.87 - ' BUILDING IE=19.76, 12"CPP S IQ N:174,157.55 I I RE INI G ti11° VAC CITY F R E:1 297,187.08 IE=20.38, 6"PVC W I WALKWAY 1 3 I ti��1 2 313 BUILDING E:1,297,241.07 I N I I I WA F So N:174,151.99 I >3P 19 70 1 F.F.=23 N:174,158.73 I I / N I I I I I YARDF�2� �E:1,297,113.69 1 I 6 E:1,297,193.08F=24.00 I I DRAIN STORTYPEM CATCH BASIN ^n { �I 1 I I ti o X �, soI I I I I I I EXIST RIM=21.65 WALKWAY \ 4 :: GRQ' CURB TPN 3340402885 I II BUILC �, 1N 0- PARKIN \ �' BROTHERTON CADILLA STORM CATCH BASIN I g I I I IE=18.74,12"DI SE N:174,150.84 _ 7 ss - s ss - N:174,153.52 TYPE I I 1 IE=18.54, 12"CPP NI, E:1,297,108.57//N •,� CURB E:1,297,186.95 -BETE I RIM=22.55 ASPHALT 5 N:174,153.83 / / - R= 3' / 1 IE=20.28, 6"PVC W STORM CATCH BASIN I / „ 0 PARKIN a E:1,297,\.15 • \ / 2� o / CURB 1 ti ' I I IE=20.02, 12"CPP N ' 13 ❑9 I I I /� TYPE I I I 9� \ 23� R= 3' ,\� / N:174,150.62 I I I I RIM=20.62 I C \ titi9 E:1,297,183.88 I I I I (D IE=19.03, 8"DIN ��1ax� I a6 �6 6 a -;•;s' / / CURB I I I I / 0.x tit• 2°l I \ �N:174,150.86 C I I 20 ggd0 IE=18.69, 12 DI SE 171.15 & IE=18.70, 12"DI NW \ I \ ••• • 11 \ I / o E:1,297,1 \ .•.• z LQ y ...: STORM CATCH BASIN I 95 6 2 I \ I 3 TYPE I U a :.•. ti. 11 w X RIM=23.25 I I �1tik 3 �y� RD / �� IE=17.89, 12"CPP N 51X I X ,V •:•�• • �g5 1 \ - STOFCURB START X' „BUILDING N:174,081.48 I �. I ........ , „ IE=17.86, 12 CPP SW I �g0 1 / \ 20� N:174,066.75 RIME:1297,241.20 -, NO PARKING N 16a 1�� • ep o2 - i E:1 297190.83 �� ,,•:.:; ai I o _ x 7 IE=20.14, 4"PVC Q ti1 LU 7 \ / I CURB _ „ _ o a •R o II IE=19.13, 12 DI NW NRES VED" MAG L \ 8 N:174,061.76 z / / �' II 5_ •••�' SITE M #3 E:1,297,190.70 % w ©� 96 WALKWAY R� 4.25'� aw 4' ; ` N: 1174089.20 \ \ p. CURB ti� - ' � L� w ! .5 N:174,067.75 c�. A CURB E. /A7167.08 �\ V ED p RENT N N:174,061.75 ❑7 11 z _rn E:1,297,111.67 'I N:174,062.29 V. 22.95 CIT 46 E:1,297,191.19- o w titi ° .•••• E:1,297,168.90 69 N C g 071 0313 CURB END BUILDING ASPHALT Q I`=' �"' w x 6 WALKWAY I I �lX$ti19n / °x� / O.W. \ 1 2 , 3 ATE RENTON x N:174,066.21 N:174,065.58 \ _ _ w' N:174,067.87 a 9 CON . V Cl Y 10 IA. STEEL E:1 297 212.99 E:1,297,238.81 _ - w E:1,297,106.06ti 40 4 0 , _ .� m NO �g6 CURB' OR,- . 96 1 8 ... tip` CURB w w P xti . ATCW TING 7/ \ ; N:174,059.37 �' - 4 ••:•: ... ••• • - wN:174,064.70 �� 79- _ -23- - - - E:1,297,165.83 P 240.79• � - R 6 E:1,297, � 6U� DIUS 10 8 INS GROUND �� _ - 1 titi � 9)f5 I I o . / (TYP.)- _6» �o.E (x >� F 1 w 4 w �" ss / A' T 5 9 •• • • 23 BP w x �� ss CURB TELEPHONE .� C I� I 6!�5� \ .�.::. .•: titi• titi69 ,x, 4 _ w a� N:174 062.80 RISER / �, < I - •�:•�• •:.•.•:• �6 x xtiti' CURB E:1,297,239.23N \ w 1 ...�. N SANITARY SEWER MANHOLE N / - w s N:174,056.81 I TYPE II SANITARY SEWER MANHOLE Q x - TYPE II WALKWAY R, , ' w - xti , Ss �E:1,297� ,75«�� RIM=23.23 \ 6 „PVC RIM=22.92 N:174,051.55 0 , w - I s ,,.;• ,; .; / 2 MA IE=17.07, MAPLE E IE=15.70, 8"PVC N 69x E:1,297,111.28 I so _ v� Ss 9 ti� ti�79 IE=17.01, 6"PVC S IE=15.85, 8"PVC E xti. I , oya1 _ w o �xti�' ' CURB ;' GRAVE M P� `� "MAPLE 4 'IE=17.19, 8"PVC W �� ss ' N:174,048.93 . ...:..:.., '. 3 ST' FIAT EXITIN � � SS 1 E:1,297,178.03 14 � "NO PARK Sow. 1 rH E •� s SS Ss 56 x 2�k9 B„ TED R.O-W-ENTON THIRD AV -x I ss �� a x titi' � ,23 N:174,049.79 - LANDING R 84 E:1,297,181.85 ' N:174,061.34 1k46061402 a 9 titi' 24.0� E:1,297,207.86 STORM CATCH BASIN �' / 23 ti 1 o x _ �X 1 / TYPE 1ti5• RIM=22.71 3 2 STORM CATCH BASIN NORTH IE=16.69, 18;;CMP N Ix ti IOO x I �� x TYPE I LEGEND PROPOSED FEATURES - ASPHALT PAVEMENT CONCRETE CAST -IN -PLACE CURB X X CHAINLINK FENCE - - - - - - GRADE BREAK GENERAL NOTES 1. SEE APPLICABLE SITE PLAN AND PAVING NOTES ON C2.26 2. SEE L1.0B FOR PROPOSED PRIVATE LANDSCAPING RESTORATION. EXPOSED SURFACES WILL BE COMPOST AMENDED PER DETAIL 200/C2.3B 3. ASPHALT PAVEMENT MARKING PAINT SHALL COMPLY WITH WSDOT STANDARD SPECIFICATIONS 6-07 AND 9-08 4. ALL RADII DIMENSIONS ARE TO THE FACE OF CURB, WALL, FLOWLINE, OR SIDEWALK, UNLESS OTHERWISE NOTED 5. CATCH BASIN STENCILING SHALL BE APPLIED AT ALL CATCH BASINS (WITH A GRATE) IN PAVED AREAS PER CITY OF RENTON REQUIREMENTS 6. WHERE CONFLICTS OCCUR WITH PLACEMENT OF NEW FACILITIES, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BY THE CONTRACTOR, AND WILL BE RESOLVED BY THE ENGINEER 7. ALL DAMAGED CROSSWALK AND STOP LINE PAVEMENT MARKINGS NEAR PROJECT SITE SHALL BE REPLACED WITH IN -KIND HOT EXTRUDED HYDROCARBON THERMOPLASTIC MATERIAL 8. SEE WSDOT STD PLANS F-40.12-03/C2.3B, F-40.15-04/C2.4B, AND F-40.16-03/C2.5B FOR CONSTRICTION OF SIDEWALK RAMPS TO 12TH ST AND MAPLE AVE. KEY NOTES 1� INSTALL ASPHALT PAVEMENT PER 201 /C2.3B INSTALL ASPHALT PAVEMENT JOINT PER DETAIL 202/C2.3B INSTALL PAINT MARKINGS AS NOTED 3� -SEE DETAIL 203/C2.3B FOR NO PARKING ZONE MARKINGS 4� INSTALL CAST -IN -PLACE CURB PER DETAIL 204/C2.3B S�INSTALL CURB AND GUTTER PER STD PLAN 101/C2.4B INSTALL CONCRETE SIDEWALK PER STD PLAN 102/C2.4B 7� INSTALL SIGN PER STD PLAN 129 AND G136/C2.4B INSTALL STRUCTURE PER STRUCTURAL PLANS CONTRACTOR TO PROPOSE ROCK WALL MATERIAL TO ARCHITECT FOR APPROVAL. INSTALL PER MANUFACTURER'S RECOMMENDATIONS 10 INSTALL 2' WIDE DETECTABLE WARNING PATTERN PER WSDOT STD PLAN F-45.10-03/C2.3B 11 CONTRACTOR SHALL COORDINATE WITH UTILITY PURVEYOR TO LOWER FRAME AND PROVIDE NON-SKID LID AT COMMUNICATIONS VAULT. PROPOSED RIM ELEVATION LISTED ON C3.113 sitts&hill CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 r f 1 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 ` http://www.sittshill.com/ 46449 of Project No.: 19480 Project Mgr.: DCD Ss��r►AL £�G Min Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM 0 R-422909 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 HORIZONTAL CONTROL/SITE PLAN (PRIVATE) HORIZONTAL SCALE: 1"=20' 20 0 20 40 SCALE: 1 "=20' SURVEYED: SCALE: DATE: VERTICAL: NAD 1983/1991 C T Y O F NAVD AS NOTED HORIZONTAL: 1988 DESIGNED: • BROTHERTON BUICK-GMC - RENTON 3/1FIELDBOOK: DKM/RJJ RENTON • Call 811 DRAWN. KLK/DKM ONE INCH DATUM M DRAWING NO: • C2.013 � ^ • 0 I�..,{ ^ • two business days CHECKED: AT FULL SCALE NCH L Planning/Building/Public Works Dept. HORIZONTAL CONTROL/SITE PLAN IF NOT ONE I before you dig NO. REVISION BY DATE APPR APPROVED:SCALESCALE ACCORDINGLY (PRIVATE) SHEET: n OF: N T O O N ,i1 N T O O N Q J LO O O N N A u WALKWAY G) N:174,339.41 6\ (�J SANITARY SEWER MANHOLE ti`L 1I 297120.93 3 0 TYPE ll CURB AND GUTTER END I U) O' RIM=21.49 N:174,337.07 IE=14.65, 8 PVC N E:1,297,115.87n�.4 t IE=14.75, 8"PVC E "BURIED 0 IE=14.71, 8"PVC S GAS" ° a l a all 3 w STORM DRAIN MANHOLE 4 TYPE I .. A 60 l0 5 RIM=21.28 211 ti� I 10 IE=15.21, 12';DI E "STOP" _ W IE=18.34, 18 DI S Tv w Ss _ ss ONN?- CURB AND GUTTER END ° . w '�� N:174,288.74 a s s� Imu E:1,297,128.01, N SD �O I TH ST• CURB AND GUTTER END �1 W so `A'�� N:174,272.37 �� 110 Is ' • V�► V E. E:1,297,070.44 Ps" 0 2f�� ( ONC 5 - -r 5 ` �� cP` 10 < 0 II��1 aNP, Q CURB AND GUTTER START I I} N:174,274.83 WALKWAY 4 E:1,297,061.59 " '� N:174,262.56 l tit ' E-11297,065.41 *- 2 '0 PARKING" ®� X I FO Z WALKWAY .tom N:174,263.88 6 SD CID„ SD N tio9 MG E:1,297,060.58 END 1 OF SURVEY STORM CA CH ASIN x ti� n5 9404079012 WALKWAY E I OR, NOT FOI N:174,260.02-28 02,18'CP° I x 3 „ E:1,297,059.53_ CURB AND GUTTER START '7 -17.46, 1 CP N:174,270.86 WALKWAY 17.35, 2"CIA E:1,297,112.691 N:174,258.70 �• CATCH BASIN�� TWALKWAY TEL . nl E:1,297,064.36- 1 N:174,263.03 RIM=20.93 E:1,297,111.44 3 IE=18.16, 18"CPP N IE=18. 33, 12 "CPP E l xOblobIE=18.19, 18"CPP Wa STORM CATCH BASIN TYPE I RIM=20.48 IE=19.30, 8"DI S so II I` l I1 STORM CATCH BASINI x o1 �N TYPE I RIM=21.65 �, � � � N IE=18.74,12"DI SE `V WALKWAY ` -1 ` IE=18.54, 12"CPP NW I N:174,150.84 E:1,297,108.57 STORM CATCH BASIN I I 0 PARK TYPE I RIM=20.62 a x IE=19.03, 8"DI N IE=18.69, 12"DI SE I x 1I I N IE=18.70, 12"DI NIN 1 `� STORM CATCH BASIN TYPE I U RIM=23.25 IE=17.89, 12"CPP N g1 X 1 x l j IE=17.86, 12"CPP SW 0. II _ SANITARY SEWER MANHOLE I Q TYPE II RIM=22.92 IE=15.70, 8"PVC N ��6gX a IE=15.85, 8"PVC E 0) S.W. 13TH ST, JHIRDAVE � I I Q STORM CATCH BASIN I �' TYPE 1 RIM=22.71 0 56 IE=16.69, 18"CMP N x 1r 414n l.lr I -I L; i Q z w A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON 1 ASPHALI "w -W -"W ova � 23� P Wtiyo1" " � 611 MA E xw 9a r yy. 23 BP W ' x SS SS 'SS q0 x ti Ss N `-SANITARY SEWER MANHOLE W ss " 9 .JamTYPE II W X til$ ' ss - ' - 4 " i SS as ;:; •.. / 1 2 RIM=23.23 6 ss 15>' MA IE=17.07, 6"PVC E 2 PLE IE=17.01, 6"PVC S SS Ss :.a ,G E Ap�E15" MAPLE ,24 I 'IE=17.19, 8"PVC W Ss ' ....:..., �14 M _ NO PARKING 22 / T23"�NO PARKING" _ VACATEDYR. RENTON CIT10 ORPERDIN NCE199606140284 z4.o4 L° ' REC. STORM CATCH BASIN TYPE I HORIZONTAL CONTROL/SITE PLAN (PUBLIC) SCALE: 1 "=20' • Call 811 • m two business days before you dig NO. REVISION SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE AP P R APPROVED: DCD TELEPHONE RISER SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY T VVIY IiI\L IL 161 /CI STA RS TO II BA EVE-N T VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM TT I BAl RETAINING WALLS DRAIN 1 N� WA TEA T� 1 STAIRS \ _ BASEMi I ACCES: YARD �2c DRAIN EXI S i I I BUILL I / 0�/ x �1 N0 PARKING" ,14 i NORTH HORIZONTAL SCALE: 1"=20' 20 0 20 40 C TY OF RENTON Plan ning/Building/Public Works Dept. LEGEND PROPOSED FEATURES - ASPHALT PAVEMENT CONCRETE CAST -IN -PLACE CURB X X CHAINLINK FENCE - - - - - - GRADE BREAK GENERAL NOTES 1. SEE APPLICABLE SITE PLAN AND PAVING NOTES ON C2.26 2. SEE L1.0B FOR PROPOSED PRIVATE LANDSCAPING RESTORATION. EXPOSED SURFACES WILL BE COMPOST AMENDED PER DETAIL 200/C2.3B 3. ASPHALT PAVEMENT MARKING PAINT SHALL COMPLY WITH WSDOT STANDARD SPECIFICATIONS 6-07 AND 9-08 4. ALL RADII DIMENSIONS ARE TO THE FACE OF CURB, WALL, FLOWLINE, OR SIDEWALK, UNLESS OTHERWISE NOTED 5. CATCH BASIN STENCILING SHALL BE APPLIED AT ALL CATCH BASINS (WITH A GRATE) IN PAVED AREAS PER CITY OF RENTON REQUIREMENTS 6. WHERE CONFLICTS OCCUR WITH PLACEMENT OF NEW FACILITIES, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BY THE CONTRACTOR, AND WILL BE RESOLVED BY THE ENGINEER 7. ALL DAMAGED CROSSWALK AND STOP LINE PAVEMENT MARKINGS NEAR PROJECT SITE SHALL BE REPLACED WITH IN -KIND HOT EXTRUDED HYDROCARBON THERMOPLASTIC MATERIAL 8. SEE WSDOT STD PLANS F-40.12-03/C2.3B, F-40.15-04/C2.4B, AND F-40.16-03/C2.5B FOR CONSTRICTION OF SIDEWALK RAMPS TO 12TH ST AND MAPLE AVE. KEY NOTES 1� INSTALL ASPHALT PAVEMENT PER 201 /C2.3B 2� INSTALL ASPHALT PAVEMENT JOINT PER DETAIL 202/C2.3B INSTALL PAINT MARKINGS AS NOTED 3� -SEE DETAIL 203/C2.3B FOR NO PARKING ZONE MARKINGS 4� INSTALL CAST -IN -PLACE CURB PER DETAIL 204/C2.3B S�INSTALL CURB AND GUTTER PER STD PLAN 101/C2.4B INSTALL CONCRETE SIDEWALK PER STD PLAN 102/C2.4B 7� INSTALL SIGN PER STD PLAN 129 AND G136/C2.4B INSTALL STRUCTURE PER STRUCTURAL PLANS CONTRACTOR TO PROPOSE ROCK WALL MATERIAL TO ARCHITECT FOR APPROVAL. INSTALL PER MANUFACTURER'S RECOMMENDATIONS 10 INSTALL 2' WIDE DETECTABLE WARNING PATTERN PER WSDOT STD PLAN F-45.10-03/C2.3B 11 CONTRACTOR SHALL COORDINATE WITH UTILITY PURVEYOR TO LOWER FRAME AND PROVIDE NON-SKID LID AT COMMUNICATIONS VAULT. PROPOSED RIM ELEVATION LISTED ON C3.1B sitts&hill D C. O pF w��r CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 f 1 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 ` http://www.sittshill.com/ 46449 Project No.: 19480 Project Mgr.: DCD S�oNnt 6�G� �n Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM M T-422901 R-422910 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 BROTHERTON BUICK-GMC - RENTON DATE: FIELDBOOK: PAGE: HORIZONTAL CONTROL/SITE PLAN C2, 1 B (PUBLIC) SHEET: 10 OF:29 N r O O N ,1 N r O O N Q J LO O CM 0 N N A u N T C) C) C) N rr n LO N T C) C) C) N Q D J LO O CM It O O N N Al u PLANTING BED AREAS 12" ...SOILAMENDMENT DETAIL �vvJ SCALE: N.T.S. 6 1 /2" 1 /2 R. 1 " R. #5 BAR CONTINUOUS ON TOP, MAINTAIN 2" CONCRETE COVER. 1'-4" #5 BAR CONTINUOUS ON BOTTOM, MAINTAIN 2" CONCRETE COVER. 01111`1CAST-IN-PLACE CURB SCALE: N.T.S. 4' N SEE CONTRACTCT PLANS 3l8 EXPANSION JOINT (TYP-) - 5EE STANDARD PLAN F-30.10 LANDING CURB AND GUTTER l7 3" DEPTH CEDAR GROVE COMPST 1-3/4" OF COMPOST INCORPORATED INTO TOPSOIL TO 8" DEPTH SUBSOIL SCARIFIED 4" BELOW COMPOST AMENDED LAYER (12" BELOW SOIL SURFACE) FACE OF CURB HEIGHT IS GREATER THAN 6" ADJACENT TO FILTERRA UNIT. SEE DETAIL 1 /C3.3 TOP OF ASPHALT OR CONCRETE 4000 PSI CONCRETE (MIN.) A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON 2" COMPACTED DEPTH CLASS 1/2" HMA 4" COMPACTED DEPTH CRUSHED SURFACING TOP COURSE PER WSDOT 9-03.9(3), COMPACT TO 95% MAXIMUM DENSITY PROPOSED PAVEMENT SECTIONS 12" COMPACTED DEPTH STRUCTURAL FILL IF REQUIRED BY GEOTECHNICAL ENGINEER. COMPACT TO 95% MAXIMUM DRY DENSITY- ] SAW JOINT CUT OWTCUT SMO TH VERTICAL COAT TO PREPARED SUBGRADE, SEE SUBGRADE PREPARATION NOTES ON CO.2 ASPHALT PAVEMENT SECTION LV I% SCALE: N.T.S. NOTES 4-0" MIN - /k 3J8" (IN) EXPANSION SEE CONTRACT PLANS 1. At marked crosswalks, the connection between the landing and the PEDESTRIAN CURB JOINT (TYP.j -SEE - PEDESTRIAN CURB - roadway must be Contained within the width Of the Crosswalk markings. SEE NOTE 9 STANDARD PLAN F-30,10 LANDING' SEE NOTE 9 2. 4rllhelE "GRADE BRFJIIC"' is called out, the entire length of the grade break between the two adjacent surface planes shall be flush. B -SIDEWALK 3. Do not place Gratings, Junction Boxes, Access Covers, or other appurte- C nances on any part of the Curb Ramp or Landing, or in the Depressed SIDEWALK Curb and Gutter where the Landing connects to the roadway. 3" R. 4, see Contract Plans for the curb design spec-ified. See Standard Plan CURB AND GUTTER CURB RAMP CURB RAMP CURB RAMP 4'-O-MIN. -• SEE CONTRACT PLANS_ DETEC TABLE WARNING SURFACE + 4- U IN.- SEE STANDARD PLAN F�6.14 SEE CONTRACT PLANS FACE OF CURS FACE OF CURB DEPRESSED CURB AND GUTTER CROSSWALK PLAN VIEW DETECTABLE WARNING SURFACE - TYPE PARALLEL A SEE STANDARD PLAN F-45.10 4-0II1N. SEE CONTRACT PLANS CONTRACTION JOINT (TYP) - SEE STANDARD PLAN F-30,1 FOR CURB RAMP LENGTHS GREATER THAN 8'- t1"PROVIDE _j v 06 * f CONTRACTION JOINT EQUALLY SPACED 4- W MIN• OC• w CEMENT CONCRETE PEDESTRIAN LANDING CURB - SEE NOTE 9 SECTION (A } 16 - Cr MAX. (7YR1 4' - or, mitt 1 S - 0" MAIL (TYP-) SEE NOTE 7 5EE CDNIRACT PLANS SEE NOTE 7 SIDEWALK GRADE BREAK GRADE BREAK v ti CURB RAMP CURB RAMP LANDING 31e" EXPANSION JOINT (TYP,) •- SEE STANDARD PLAN F-30.10 SECTION (B j (ALONG INSIDE RADIUS AT BACK OF V,IALKMY) "CEMENT CONCRETE CURB RAMP TYPE PARALLEL A' PAY LIMIT - SEE NOTE 6 ISOMETRIC VIEW TYPE PARALLEL A PAY LIMIT w f z w Ls,l F-10.12 for Curb, Curb and Clutter, Depressed Curb and Gutter, and Pedestrian Curb details. DETECTABLE WARNING SURFACE 5. See Standard Plan F-30.10 for Cement Concrete Sidewalk Details. SEE STANDARD PLAN F-43.10 See Contract Plans for width and placement of sidewalk. DEPRESSED CURB AND GUTTER i The Bid Item "Cement Concrete Curb Ramp Type _'" does not include the adjacent Curb, Curb and Gutter, Depressed Curb and Gutter, CROSSWALK Pedestrian Curb, or Sidewalks 7. The Curb Ramp length is not required to exceed 15 fleet (unless otherwise shown in the Contract Plans) When applying the 15-foot max. length, PLAN VIEW the running slope of the curb ramp is allowed to exceed 8.3%_ Use a single TYPE PARALLEL B constant slope from bottom of ramp to top of ramp to match into the sidewalk over a horizontal distance of 15 feat- Do not include abutting landings) in the15 foot max measurement When a ram is constructed on a radius the GRADE BREAK p 15-foot max. length is measured on the inside radius along the back of the SLOPE walkway. ER co - ROADWAY S. Curb Ramps and Landings shall receive a broom finish See Standard Specifications 8-14. DEPRESSED CURB AND GUTTER •- 9, Pedestrian Curb may be omitted if the ground Surface at the back 4f the SEE$TANDARD PLAN F-10.13 Curb Ramp and/or Landing will be at the same elevation as the Curb AND NOTE B Ramp or Landing and there will t>e no material t4 retain- d' - a' MIN, 15' - 0" MAX- {TYP.) LEGEND SEE CONTRACT PLANS SEE NOTE 7 SLDPE IN EITHER DIRECTION GRADE BREAK SIDEWALK * ' , 5% OR FLATTER RECOMMENDED FOR GRADE BREAK `` DESIGNJFORMWORK (2°% MAX.) 7 5%- OR FLATTER RECOMMENDED FOR DEVOW FORMWORK (8.3% MAX.) -• SEE NOTE 7 1� CURB RAMP PECESTRIAN CURB - LANDING NIB" IIN) EXPANSION JOINT (TYP) -- SEE STANDARD PLAN F-30.10 ,t01T SEE NOTE 9 SECTION (ALONG INSIDE RADIUS AT BACK OF WALKWAY) `CEMENT CONCRETE CURB RAMP TYPE PARALLEL E•• PAY LIMIT - SEE NOTE 6 7', ISOMETRIC VIEW TYPE PARALLEL IB PAY LIMIT • Call 811 • ® two business days before you dig NO. 'V05 141Syf r Leff (1,Y.1 LZelg' b �_4r Jun , Scott Jun 24 2016 7- ] 9 A141 PARALLEL CURB RAMP STANDARD PLAN F-40.12-03 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION {'.p.Wr, JcIT �f� e4fA d=. fi Iwo 292DI62.27PM Amw STATE DESIGR ErGINEER 70 Washinpian Stare 0wp0nmam at Tronspa+rari" ALL EXPOSED VERTICAL 12" OVERLAP SURFACES IMMEDIATELY OF EXISTING PRIOR TO PAVING. SEAL BASE COURSE JOINT LINE WITH HOT SS-1 EMULSION. EXIST. PAVEMENT SECTION nnuunnuunnluuunnuuunnuunnuunnuunnuunl UNDISTURBED EXIST. BASE COURSE ASPHALT PAVEMENT JOINT SECTION % SCALE: N.T.S. 4" WIDE WHITE SOLID 4" WIDE WHITE PAINT LINE AT EDGE OF STRIPES AT 45'. APPLY STRIPING PAINT PER SPECIFICATIONS J a Ld w a PER PLAN "NO -PARKING ZONE" 4" WIDE WHITE SOLID LINE PARKING STALL AND LANE STRIPE PAVEMENT MARKING DETAIL �vvJ SCALE: N.T.S. PAVEMENT MARKING NOTES: 1. ALL PAVEMENT MARKINGS SHALL BE PAINT. ALL PAVEMENT MARKINGS SHALL COMPLY WITH WSDOT SPECIFICATION 9-34 AND SHALL BE APPLIED IN ACCORDANCE WITH WSDOT SPECIFICATION 8-22. 2. PAINT SHALL BE APPLIED IN TWO APPLICATIONS. THE TIME PERIOD BETWEEN APPLICATIONS SHALL BE IN ACCORDANCE WITH WSDOT SPECIFICATION SECTION 8-22.3(3). NOTES A - �(A J CURB RAMP, LANDING. GUT 1- Permanent Detectable Warning Surfaces (DWS) shall extend the full width of the curb ramp, `r6 / THROUGH Oft WALKWAY DETECTABLE WARNING landing, or other roadway entrance as applicable, iException, If the Manufacturer of the MIN. MAX SURFACE {DWS) - D1NS requires a concrete border around the DWS, a variance of up to 2^ (In) on each side --�� A 1,60" 2.4C7 SEE TRUNCATED DOME SEE NOTE 3 of the DWS is permitted - DETAIL + THIS SHEET I T a o.Bs" - 2- Permanent Detectable Warning Surfaces (DWS) shall be planed on a minimum 4" (in) A B thick concrete pad- The DVS panel shall be placed adjacent to the back of the curb and D G C).45 9 90' , with no more than a 7' in a between the DWS and the back of the curb measured at O D fl,a t40' BACK OFCURB - 2' - U MIN. - the center of the DWS (anal. Exce tiom If the Manufacturer of the selected DWS requires »< TRUNCATED DOME SEE NOTE 2 =- R P q _ ~ ----- - E 0.2" 0,7" x- 7YP. OF ALL a concrete border around the DWS, a variance of up to 2" (in) from the back of the alurb is APPLICATIONS permitted measured at the leading comers of the DWS panel). SECTION _ _ p ( 9 P'a )• TRUNCATED DOME SPACING SEE NOTE 3 SEE STANDARD SPECIFIOA170NS ! 3. The rows of truncated domes Shall be aligned to be parallel to the direction Of travel, _ FOR COLOR OF SURFACE and perpendicular to the grade break at the back of curt. TRUNCATED DOME DETAILS MATCH TO WIDTH OF CURB RAMP, 4- If curb and gutter are not present, such as a shared -use path conneetl'on; the Detectable CURB AND GUTTER - LANCING, CUT -THROUGH OR Warning Surface shall be placed at the pavement edge. w WALKWAY 5. See Standard Plans for sidewalk and curb ramp details. DETECTABLE WARNING SURFACE DETAIL B. If a curb ramp is required, the location of the Detectable Warning Surface must be at WALKWAY CURB RAMP �, LANDING OFFSET the hottom of the ramp and within the required distance from the rail crossing. SEE NOTE 7 LANDING 7- When the grade break between the curb ramp and the landing is less than or equal to WIDTH OF 5 ft. from the back of curb at all points, place the Detectable Warning Surface on the WALKWAY bottom of the curb ramp directly above the grade break. WALKWAY WALKWAY %MDTH OF CUT- g- Clued or stuck down Detectable Warning Surfaces are allowed only for temporary 1 ~THROU{iH (TYF.) WON zone applications, IduJ - DETECTABLE WARNING _ f: SURFACE IDVVS) - -CURB RAMP I SEE NOTE 3 _ WIDTH OF C'UT-THROUGH BACK OF CURB 1- f` Li (TYP-) SINGLE DIRECTION CURB RAMP FLARE FLARE ::pt ' ' MIN- 7 - 4' m (GRADE BREAK BETWEEN CURB AND icEi MW LANDING 5 5 FT, FROM BACK OF CUReI - LEGEND (SEE NOTE 81 BACK OF CURB - DETECTABLE W gWING I O DETECTABLE WARNING WHEELCHAIR DIRECTION SEE NOTE 2 SURFACE (Di SURFACE (TYP•) - DIRECTION OF TRAVEL CURB RAMP w yr LANDING OF TRAVEL SEE NOTE 3 SEE NOTE 3 II VMDTH OF CURB RAMP WALKWVAY II I II PACK OF CURB SEE NOTES 2 & 6 9 BACK OF CURB - WIDTH OF PERPENDICULAR CURB RAMP II SEE NOTE 2 1j, WALKWAY IEEE NOTE sI ISLAND CUT -THROUGH � - � ' WIDTH OF CURB RAMP, MIN. LANCING. OR WALKWAY DETECTABLE WARNING SURFACE (TYP.) - 5 44 H/ DETECTABLE WARNING SEE NOTES 3 AND 8 r 1FiS i -Y SURFACE (DWS) - SEE NOTE 3 - BACK OF CURB - _ = BACK OF CURB - SEE NOTE 2 � SEE NOTE 2 SINGLE DIRECTION CURB fiAlYAp t' MEDIAN CUT -THROUGH DETECTABLE WARNING b f (GRADE BREAK BETWEEN CURB AND SURFACE (DWS)- o Fi9680 p S) 4 VWJDT4 OF SHARED - LANDING s 5 FT FROM BACK OF CURB) SEE NOTES 3 & s (SEE NOTE 5)USE PATH WALKWAY {TYRR},;f tf pYT��4 CURB RAMP CURB RAMP Flo WALKWAY LANDING WALKWAY - WIDTH OF CUT -THROUGH Aug 30, 2021 \) gyp.)" SHARED -USE - PATH OR DETECTABLE WARNING BACK OF CURB - - DETECTABLE WARNING SEE NOTE 2 WIDTH OF SURFACE (t]W4S) -SEE NOTE 3 LANDING PARALLEL CURB RAMP (t3EE NOTE 0) PATH OR WALKWhOP1Y PEDESTRIAN RAILROAD GROSSING ROUNDABOUT SPLATTER WALKWAY SURFACE ISLAND PAVEMENT sHouLDER STANDARD PLAN F-45.10-03 ED I SHEET 1 OF 1 SHEET DETECTABLE WARNING SURFACE {DWS) •- - SEE H07ES 3 & 4 PLACEMENT GUIDELINES SHARED -Ill PATH CONNECTION sitts&hill D C. O , O� pF wGl.��r CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 Nr f 1 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 ` http://www.sittshill.com/ A 46449 Project No.: 19480 Project Mgr.: DCD �° �C1SiEYt� rw`` 1,yi sS�oNAL 6�� Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM �M R-422912 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 SURVEYED: SCALE: AS NOTED VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/183/1991 DATUM • CITY OF • RENTON Planning/Building/Public Works Dept. BROTHERTON BUICK-GMC - RENTON SITE/PAVING DETAILS (PRIVATE) DATE: DESIGNED: DKM/RJJ FIELDBOOK: PAGE: DRAWN: KLK/DKM ONE INCH DRAWING NO: C2.3 B CHECKED.: AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY REVISION BY DATE APPR APPROVED�+D SHEET: 12OF:nn N T O O I N N Ids LO O co It O N N A u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON V N T 0 rr I- w f z w UANU OR MOUNTING ON EXISTING METAL POLE OR LUMINAIRE " MIN. T :DGE OF 5/16"11:2-1/2„ GALVANIZED BOLT WITH GALVANIZED WASHERS. METAL NOTES 1. DIMENSIONS FOR THE PARTS USED TO ASSEMBLE THE BASE CONNECTIONS ARE INTENTIONALLY NOT SHOWN. BASE CONNECTIONS ARE PATENTED, MANUFACTURED PRODUCTS THAT ARE IN COMPLIANCE WITH NCHRP 350 CRASH TEST CRITERIA. THE BASE CONNECTION DETAILS ARE SHOWN ON THIS PLAN ONLY TO ILLUSTRATE HOW THE PARTS ARE ASSEMBLED. 2. A 2(IN) POST WITH A 2 1/4" (IN) PSST ANCHOR OR A 2 1/4" (IN) POST WITH A 2 1/2" (IN) PSST ANCHOR MAY BE SUBSTITUTED. SEE CONTRACT PLANS. 3. PERFORATED SQUARE STEEL POST SHALL MEET THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATION 9-06. 4. USE ONLY BASE CONNECTION MANUFACTURER SUPPLIED HARDWARE THAT MEETS THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATIONS 9-06 AND 9-28. EDGE OF TRAVELED / ROADWAY 90' FOR REFLECTORIZED SIGNS: MOUNT FACING Y(degree) OUTWARD IF SIGN IS WITHIN 30 FEET OF ROADWAY SIGN FACE ORIENTATION SIGN POST LOWER SIGN a 5/16" (IN) CORNER BOLT POST SUPPORT OR 3/6�IN) FLANGED SHOULDER BOLT WITH NUT AND WASHERS ti 2 REQUIRED (TYP.) BOLT STOP TOR -SIGN POST TYPE ST-4 SIGN SUPPORT LOWER SIGN POST SUPPORT 2.25" (IN), 7-CAGE, HOT -DIP GALV., IN. HEAVY-DUTY ANCHOR TAM COMMERCIAL CONCRETE MOUNTING ON METAL POST SIGN MOUNTING ON SINGLE PUBLIC WORKS METAL POST �J DEPARTMENT (ADOPTED) \' T LANDING GRADE BREAK - SEE CONTRACT PLANS - 4- Q" MIN. CEMENT CONCRETE SIDEWALK - SEE NOTES FLARE (TYP.) }, YS!' EXPANSION JOINT (TYP.) - SEE STANDARD PLAN F-30.40 GRADE BREAK CURB_ OR CURB AND GUTTER - -- SEE NOTE 4 FACE OF CURB MEASURED PARALLEL TO CURB (TYP.) SLOPE TREATMENT - SEE STANDARD PLAN F-30.10 STD. PLAN- 129 PROVED: A CURB RAMP WIDTH 4'-T MIN. LANDING TO MATCH CURB RAMP WIDTH -SEE CONTRACT PLANS LANDING I GRADE BREAK CURB RAMP SEE CONTRACT PLANS - CEMENT CONCRETE 4° - O" MIN. SIDEWALK - SEE NOTE 5 I I PROVIDE SMOOTH TRANSMON TO SIDEWALK WIDTFI SEE CONTRACT PLANS - * 4'-B-MIN. 3IT EXPANSION JOINT (TYP.) - SEE = - CURB RAMP STANDARD PLAN F'-30.10 I Jr B' RAISED EDGE DETAIL 1'p S' SIDEWALK LEVEL ._.J 1? F•XTEND SIDEWALK TRANSVERSE 1'-P 1'-P 319' ON) PREMOLDED JOINT FILLER Vl OMR I JOINTSTO INCLUDE RAISED EDGE TYPICAL WHERE APPLICABLE ROU DING 2_1% 1 IF- (IN) R. (TYP.) FOR CURB DETAILS -►•'r, - L SEE STO PLAN 101 1" ON) R � 7 •'r 1� •r' a v STH'I. DWAY ,7,•� _._ - ._ i. CRUSNEDROCK C T SEE RAISED EDGE - 1'•0" SIDEWALK DETAIL - THIS SHE L7YPICAL UNDER • (,RUSHED SURFACING TOP COURSE ALLC MIN. SIDEWNX OMPACT TO 95% MODIFIED PROCTOR SLOPES WITH RAISED EDGE (UNLESS REQUIREMENT WANED BY 112- (IN) R (TYP.) ENGINEER) TYPICAL UNDER ALL CURB, GUTTER 6 SIDEWALIL CSTC UNDER -�.0% j FOR CURB DETAILS CURBd GUTTER TO8E6'THICIOJESS OR t5% SEE STD PLAN 101 MATCH EXISTING ROADWAY CRUSHED ROCK 1� OR BASE, WHICHEVER IS GREATER C". FOR gfN3 - ••• ALL CURB& GUTTER). ,mow 1 FINISHED GRADE I-(IN)eELOW ' sloEwaLK TOP OF CONCRETE SURFACE ADJACENT TO CURB 1, o• 1, a MIN. ROU DING 12' (IN) R. (TYP.) 1 FOR CURB DETAILS _2.0% tS% SEE STO PLAN 101 NA s� BRIDGE OR PEDESTRIAN �` --_._.-. R •fv•°' RAILING FOR CURB DETAILS ADJACENT TO CURB BARRIER -SEE SIDEWALK SEE STD PLAN IDI. (STEEP FILLSLOPES) CONTRACT PLANS ,r---WALL OR BARRIER ' 11T (IN) R. (TYP.) J I SIDEWALK FLUSH 15% { ••j TIr N)R VERTICAL WALL - 7 SEE DETAIL - - : ►' 3' (IN)PREMOLDED J JOINT FILLER ADJACENT TO CURB AND RAILING OR WALL s• OM PREMOLDED JOINT FILLER FOR SIDE BUFFER STRIP �NT SIDEWALK SIDEWALK ADJACENT TO WALL DETAIL SIDEWALK (SEE NOTE 10) SECTIONS R,� (IN) R 1 5% FOR CURB DETAILS 1.5% MIN. _ SEE STD PLAN 101 1 ,• �\ , , 2 ' BROOMED FINISH MATCH EXISTING "• Jr, 0' 4' WIDE. SMOOTH TROWELED PERIMETER FINISHED GRADE 1' (IN) BELOW TOP OFCONCRETE SURFACE FOR PLANTING - FLUSH IF PAVED t0'.0 6" 6, CEMENT CONCRETE CURB ADJACENT TO BUFFER STRIP O (CURB AND GUTTER SHOWN) \\ \ FOR CURB DETAILS ' 5,0 \� SEE STD PLAN 101 i z I7a' TO v4- NOTES �'�- - 5 t 1. Four feet of the sidewalk width shall �� CONTRACTION JOINT be the minimum pBdeslr)an IN SIDEWALK ONLY ' r r•j R '• accessible route (PN� free of vertical , ► • o . and horizontal obstructions. Gratings, ►' •' .'• Amass Covers, Junction Boxes, FULL -DEPTH EXPANSION JOINT IN BOTH ' Cable Vaults, Pull Boxes and other CURB AND SIDEWALK (SEE STO PLAN 101.1) appurtenances within the sidewalk `r �F�y ye• C CONTRACTION JOINT must be flush with surface, and match grade of the sidewalk. JOINT AND FINISH DETAIL 7 2. Monolithic Cement Concrete Curb and Sidewalk Is not permitted In new For other referenced NOTES see construction. When replacement work STD PLAN 104.2. necessitates a Monolithic Cement j Concrete Curb build per WSDOT PREMOLDE Standard Plan F-30.10-03. Paved surfaces must Comply WJOINT FILLERith E FULL -DEPTH 3. Concrete to be 4,000 PSI. STD PLAN 102.1 as applicable. EXPANSION JOINT PUBLIC WORKS CEMENT CONCRETE STD. PLAN - 102 DEPARTMENT SIDEWALK • � i.' '" ! rG:° is 1? NOTES A CURB RAMP "DTIH 4" - O" MIN, 1. At marked crosswalks, the connection between the curb ramp and the road - WIDTHC TO MATCH CURB RAMP Way must he contained within the Width of the Crosswalk markings WIDTH -SEE CONTRACT PLANS Y 9 I 2, Where "GRADE BREAK°' is called out, the entire length of the grade break GRADE BREAK hetween the two adjacent surface planes shall he flush- 3, Do not place Gratings, Junction Boxes, Access Covers, or other appurten- ances on any part of the Curb Ramp or Landing, or in front of the Curb Ramp where it connects to the roadway. 2'-D• MIN. BEE CONTRACT 4. See Contract Plans for the curb design specified. See Standard Plan { PLANS - 4' - D" MIN. F-10.12 for Curb. Curio and Gutter, Depressed Curb and Gutter, and BUFFER WIDTH -- MATCH Pedestrian Curb details. TO CURB RAMP DEPTH {TYP-} 5, See Standard Plain F-30.10 for Cement Concrete Sidewalk Details See U. Contract Plans for Width and placement of sidewalk_ GRADE v, BREAK TRANSITION TO SIDEWALK BUFFER, IF 'I• 1. 6, The Bid Item "Cement Concrete Curb Ramp Type does nut include the 1. PRESENT, OR TO BACK OF CURB VYPJ - adjacent Curb, Curt} and Gutter, Depressed Curb and Gutter, Pedestrian SEE CONTRACT PLANS Curb, or Sidewalks, 7. The Curti Ramp length is not required to exceed 15 feet (unless shown -- - CURB. OR CURB DEMENT CONCRETE otherwise in the Contract Plans)_ Nfien applying the 15-foot max. length: - PEDESTRIAN CURB - - AND Gurr>=R -- -, the running slope of the CurbRamp is allowed to eXGeed 8.3%D. Use a DMIGTARLE WARNING SURFACE • SEE NOTE 4 B I SEE NOTE 4 single constant slope from bottom of ramp to top of ramp tc match into 1 SEE STANDARD PLAN F"48.10 DETECTABLE WARNING SURFACE - the landing over a horizontal distance of 15 feet Do not include the FACE OF CURB SEE STANDARD PLAN F-411.10 abutting landing in the 15-foot max. measurement, DEPRESSED CURB AND GUTTER - (t DEPRESSED CURB AND GUTTER 8, Curb Ramps and Landings shall receive a broom Finish. See Standard CROSSWALK, SEE NOTE 4 CROSSWALK Specilficalions 8•14. LL 9, Pedestrian Curb may be omitted if the ground surface at the back of the Curb Ramp and/or Landing will be at the same elevation as the Curb CONTRACTION JOINT {TYP) -SEE STANDARD PLAN F-3010 Ramp or Landing and there will not he material to retain. 1 FOR CURB RAMP LENGTHS GREATER THAN 8' -W PROVIDE PLAN VIEW CONTRACTION JOINT EQUALLY SPACED W - 0' MIN. OC FLAN VIEW TYPE PERPENDICULAR TYPE PERPENDICULAR S LANDING CEMENT CONCRETE PEDESTRIAN CURB - SEE NOTE 4 DETECTABLE WARNING SURFACE - (SHOWN WITH BUFFER) SEE STANDARD PLAN F-45.10 4 - O• MIN. 16 - (r MAX. (TYP.) GRADE BREAK SEE CONTRACT PLANS SEE NOTE 7 COUNTER SLOPE - GRADE BREAK � 5.0% MAX TOP OF ROADWAY A 1 P P CURB RAMP 91- DEPRESSED CURB AND GUTTER - SEE STANDARD PLAN F-10.12 SECTION (A) CEMENT CONCRETE CURB RAMP "TYPE PERPENDICULAR "A' PAY LIMIT- SEE _ DETECTABLE WARNING SURFACE - SEE STANDARD- PLAN F41I 3" R. TYP. - DEPRESSED CURB AND GUTTER - SEE NOTE 4 CEMENT CONCRETE CURB AND GUTTER- SEE NOTE 4 CURB RADIUS DETAIL (B ) CEMENT CONCRETE CURB RAMP "TYPE PERPENDICULAR "B' PAY LIMIT (LEGEND SLOPE IN EITHER DIRECTION 1.5%OR FLATTER RECOMMENDED FOR DESIONWO RMWORK (2% MAX.) * 7.5% OR FLATTER RECOMMENDED FOR DESIGNIFORMWORK (8.3% MAX.) 9.5% OR FLATTER RECOMMENDED FQR ' DESIGNIFORMW0RK(1U0A MAX.) ISOMETRIC VIEW ISOMETRIC VIEW TYPE PERPENDICULAR A PAY LIMIT TYPE PERPENDICULAR B PAY LIMIT • Call 811 • m two business days before you dig NO. pp Sg �O aesaa fl �� 8 -'018TS X/ONAL r k DlgitalN sigr,ea by R. Sc*" Zeller • 1,-ADa1= z62005.izs+r,f s7Iw,., PERPENDICULAR CURD RAMP STANDARD PLAN P-40.15-04 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION Date: 2020.09.25 14:44:37-07'00' STATE ❑ESION EN IINEER TOP Woshinglan $$.be U.partmmlOf T1"06rlci6d REVISION FACE OF CUlIli 6 12'_- 512" 1" 1/2" R. - - _ 1" Rr 1.24 L I TOP OF • 1/2" R. ROADWAY I 11-61 T CEMENT CONCRETE TRAFFIC CURB AND GUTTER FACE OF ADJACENT CURB 6 Irr --- FLUSH WITH GUTTER PAN AT SIDEWALK RAMP ENTRANCE 112 1:24 TOP OF 12" R. ROADWAY 1 - L io 1 y V-6' DEPRESSED CURB SECTION AT SIDEWALK RAMPS PREMOLDED JOINT FILLER E FULL -DEPTH EXPANSION JOINT 6' CEMENT CONCRETE 1/2" R. - 1'R. SIDEWALK RAMP VARIES OR LANDING FROM ; 2 6"TOO 1 6" 1 3!B" PREMOLDED JOINT FILLER CEMENT CONCRETE PEDESTRIAN CURB AT SIDEWALK RAMPS AND LANDINGS FACE OF ADJACENT CURB _ 6 12'�' SEE DEPRESSED CURB DETAIL THIS SHEET 1:24 TOP OF )^ 12"R. ROADWAY I V-6' DEPRESSED CURB SECTION AT RESIDENTIAL DRIVEWAYS ONLY. FOR COMMERCIAL DRIVEWAYS SEE STD PLAN 104.2 FACE OF CURB FACE OF ADJACENT CURB GUTTER SURFACE 6 1/2' _ 5 12" 1" 12" R. L k • � TOP OF ROADWAY I A 1 8 114" CEMENT CONCRETE TRAFFIC CURB DEPRESSED CURB DETAIL AT RESIDENTIAL OR COMMERCIAL DRIVEWAYS, AND ALLEYS GENERAL NOTES: 1. See standard plans 1 D2 and 101.1 for curb expansion and contraction joint spacing. 2. Expansion joint shall be full depth, 3/6" (in.) premolded joint filler. 3. For Depressed Monolithic Driveway Curb 8 Gutter Section, see Standard Plan 104.2 STD. PLAN - 101 • PUBLIC WORKS CEMENT CONCRETE CURBS :. DEPARTMENT DocuSign Envelope ID: 9D9BODA8-0385-4664-AE66-57BFF1561D7F O p O p O p 12" X 18" R7-2 NO PARKING (SYMBOL) LEFTIDOUBLE/RIGHT ARROW, TOW AWAY SIGN WITHIN t✓ 12" X 24" R7-2 NO PARKING (SYMBOL) WITHIN ## FEET, TOW AWAY SIGN 'I Z LL O L w I.- 45 so NO PARKING SIGN ORIENTATION DETAIL NOTES: 1. NO PARKING SIGNS SHALL FOLLOW THE LATEST EDITION OF THE MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES. 2. NO PARKING SIGNS SHALL BE COVERED WITH UV PROTECTIVE FILM, AVERY OL100 OR APPROVED EQUAL. 3. NO PARKING SIGNS SHALL BE INSTALLED ON METAL POSTS PER STD. PLAN 129. 4. NO PARKING SIGNS SHALL BE ORIENTED 45 DEGREES TO DIRECTION OF TRAFFIC, SEE DETAIL, THIS SHEET. 5. FOR DOWNTOWN, BACK OF NO PARKING SIGNS AND MOUNTING HARDWARE SHALL BE BLACK. **0" NO PARKING SIGN DETAILS STD. PLAN- 136 PUBLIC WORKS EEI20VED: DEPARTMENT MartinPastucha 712712022 DATE :44 1 sitts&hill -j,D C. O , O` pF WASI�� CIVIL I STRUCTURAL I SURVEY 4 /C4 C 4815 CENTER STREET I TACOMA, WA. 98409 r 1 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 r ` http://www.sittshill.com/ 46449 Project No.: 19480 Project Mgr.: DCD SS�OrIAI £.4 Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM T-422902 R-422913 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERINGn.77 NJanders 05/08/2023 SURVEYED: SCALE: AS NOTED VERTICAL: NAVD 198E HORIZONTAL: NAD 1983/1991 DATUM • � r)- C T Y OF • RENTON Plan ning/Building/Public Works Dept. BROTHERTON BUICK-ISMC - RENTON SITE/PAVING DETAILS (PUBLIC) DATE: DESIGNED: DKM/RJJ FIELDBOOK: PAGE: DRAWN: KLK/DKM ONE INCH DRAWING NO: C2.4B CHECKED:DCD AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY DATE AP P R APPROVEDCD SHEET: 13OF:n - N T O O N rS' La J N T O O O N Q D J L J O co O N N 01 u N T C) C) C) N rr n LO N T C) C) C) N Q D J LO O CM It O O N N Al u L; i Q Z oo w A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N SANITARY SEWER MANHOLE '� x ti ti OU �C\J` , `1 RIM=21.33 O.W PER CI 466 F 8 5 a 4 - - - - s `43 - ss TYPE ll a , IE=18.38, 18"CPP NE CATED R• ANCE # a �.� - i ss gl w 6 c _ ° m I N Q I VA TON OR ° _ ss x titi Q RIM=21.49 I °� IE=18.37, 18 CPP S o I ss � REN IE=14.65, 8 PVC N a I ETE _a- ' ss x 1 1 - t IE=14.75, 8"PVC E a' ss o N'.'':' - 23.•: / CONCR _ Sir g - GAs _ I rI IE=14.71 8"PVC S BURIED I I /J Q - ss xti� 8 12 8 TAB 2 2 2 wMANHOLE--------. GAS a I a I ss ��ti ASPHALT As° -SS STORM DRAIN MANHOLE Q s ti I G r N TYPE 1 Z 6° ° F� ss 1 �';.:4X4 RIM=21.28 211 tip. so. ss ti>R°.g.W!' 4683 0 _ : GPs - FG GRAVE I ss INANCE # 0 4.. GAS- x _ �2 r c 3 . ;•.O/yp IE=15.21, 12 DIE "STOP" - ' ss g6 NTON ORD 7112p039 / , , s, GAS.'° 6� 22.5s I :.�'::.:' :..: ,CO IE=18.34, 18 DI S _ - w ss xti RE NO. 199 A_. Ps ° CITY p ;�3:•,. I.. -� " �4s ss o� ASPHALT1ay I ' REC ' G _ cAs-a o oNP- PER g so 13 9 i by R.0 i o$ f' "oNP" I s ti _ A - 4 4oNP.-�ACAT�D 9R INANo _ FO \� 20 x/ xtiy w l �.[ 7 4.w '�� so x 216$ x a s a Mu so y7 ° .' . a o ' . ia� CONCRETE`so g'° 5 ° v x L�1 may$ - - J' , I -.- WOOD `.` STAIRS I \ o� o \ ° • • o �% Mu I I ti� ° ONP " - �y - _ so °. ; a ° ASPHALT o i x •'Fo a.._ DSW II I ��P' . .. ° p v II sD �0. ' 2�y+c W .,. 10 P_ �g� / po o_ ° a ! °, . -$ .:: w , oN x� r o o a I: t EXIST G �° N _ _ n GAs_ - ' o w �° o _ a o o GRAN fig. _ y9y I I .. ti BUILD NG TT W • AVE. ti GAs a a F _ - y_ 24 03 I: BA( ECoNp A I _ 1Q �� I - - STORM DRAIN MANHOLE a I I s10 o ° TYPE II I STORM CATCH BASIN m I BRI K 5&12" CEDAR l GA �� ONP � RIM 22.92 TYPE I I ASPHALT °� I I P �� go �' 60 ,`L�` IE=19.76, 8"PVC SE I I RIM=22.49 I �II \ \N „ F IE=17.10 15"CPP SW IE=20.34, 12 DI N STORM CATCH BASIN RETAINING BR THEkTON" , I 14 CED WALLS i 60 ° I IE=18. 69, 12 "CONC E TYPE I 0- » �� 2k°9 a ti "EMPLOYEE OF �� 'y�a STORM DRAIN VAULT I IE=18.46, 15"CONC W I RIM=23.55 2?,� WOOD YARD 0 PARKING ® x i� FO ( ti TYPE II IE=18.02 12"CPP S NI 6 STAIRS- - t THE MONTH" �; DRAIN m / o g RIM=23.59 TOM DRAIN MANHOLE IE=17.97, 12"CPP W I I 1CONCRETE I sD I I gy / I IE=19.14 15 CPP NW sD - 20• I m Q '5 I I 116 /CISTAIRS TO I DEAD END l MONUMENT POSITION y� I � ° STORM CATCH BASIN I I RIM=22.11 I o�. 2 6 TPN 3340402820 " , , I / BA,SEVENT <....� STORM CATCH BASIN ti� 1 TYPE I 10 BAY .. :. OF SURVEY x \ \ A & D RENTON LLC IE=14.51, 4 PVC SE {- 9404079012 TYPE I I 2oAy \ / RIM=20.89 I BOTTOM STRUCTURE= 12.36 I / DOOR RIM=20.18 IE=19.23, 12"CPP SW 3 PVC, PUMP WITH FORCEMAIN E 00� 23.96'.GRAVEL.. °..� I OR, NOT FOUND �o gg y� a 0 �y. I I IE=17.72, 18 CPP E �' ° y x tiy' °' I I �P� Iv 2, 9 IE=17.46, 16"CPP S I I I Po o y9 0 �6 I _ WA TEA I ti TPN 33 4r02850 EXISTING I 23.70 }ti 5"MAP 23 IE=17.35, 12"CMP W G ag I I I':: \ 3' BROTHERTO ADILLA Lu g BUILDING EMPTY \ STORM CATCH BASIN I TEL6o L / ' �I y I I CONDUIT ( „ �•,� ,)_\��a ' - TYPE I �, ti° I I 7 y o �::,, 10' Imo RIM=20.93 I ax U 2g8 `" ': I I 2X1&4X2 SD" L so �1 PINE I E=18.16, 18 "CPP N I l o o °' 0 23.28 _- / 23 IE=18.33, 12"CPP E I I �p96 tia m YARD DRAIN I I �-� 8 5 I P tip. RIM=23.10 I E=18.19, 18 CPP W I 9 0 I ( TOP OF DEBT BIOPOD UNDERGROUND BIOFILTER - 4X8 I 3 a ASPHALT 10 y9 N:174,129.59 F.F.=24.04 _ 2y� I I I 2�1 ti�1 I Im E:1,297,161.44 CZ) koo x ox I it �051 I ASPHA T i I RIM:23.02 x L IE:19.48 8 S (IN) \ I I \ CONCRI 3 + � ��6 F.F.=23.88 IE:18.98 12" W (OUT) STORM CATCH BASIN TYPI I I 26 STAIRS SYPEM CATCH BASIN i I g6 oy6 y ONCRETE j 0 ��6g m ' RIME23ONO.66 / 9� �1 II I by BCCES` RIM=20.48 I N o ® � IE=19.65, 12"CPP N I I I \ I g I a6 y � ,�yy �RDC001, 6' CO IE=19.76 12"CPP E W / I II i \ I ��'�• IE=19.30, 8"DI S x I �x tio• I '� ��1 R p.Wx 2 N:174,157.75 - » o CA ED IE=19.76, 12 CPP S IQ � 110 I VA OF REN E:11297,192.06 z <v I ,� I I WA INI�IG ti I 0 ti •�� a PFR CIT-RIM:24.00 I IE-20.38, 6"PVC W o so I �" II 1 3 �>gP �'50 � ��2-5$5 o IE:20.59 6" S (OUT) I I / o I I I I I YARDF2c I I I I I 6 -23.52 ti7b8� 00 ., .-24.00 I I DRAIN STORM CATCH BASIN I I Io 'L�' TYPE I �� \ ► 2J x �� 23.27 2 �- sD I li I I I BUILC I \ r' ` TPN 3340402885 RIM=21.65 x 23.21 STORM CATCH BASIN I I I I IE=18.74,12"DI SE nl NI N �N Od, S \ BROTHERTON CADILLA I I g II IN 7wa.'- Ss - - - s - - I M TYPE I ASPHALT I I - 7j51� y IE=18.54, 12 CPP NW I I / N w, I RIM=22.55- \ \ N I IE=20.28, 6"PVC W L I " 0 PARKIN S94F $� \ /'� 46LF-6 PVC SDR35 0.63% I I IE=20.02, 12"CPP N 13 ❑9 I I I �� STORM CATCH BASIN I / \ 12 Q1p \I cf) 4 / ti RIMTYPE20.62 I I 9y 1-I ® .49g IE=19.03, 8"DI N ��1ax ! I 21A6 oV I do 0 3 / RDCO02, 6" CO I I I I �/o &�0" IE=18.69, 12 DI SE � x I I N:174,112.08 IE=18.70, 12"DI NW I I `� I I/ E:1,297,190.79 I I I I I 6 r 17LF-8" DIP ® 1.06% I RIM:23.96 z I I I `•' STORM CATCH BASIN C» N (IN) . TYPE 1 I B51, TYPE 1 \ I IE:20.30 6 I I z I N:174,112.66 a 2g. RD IE:2030 6" S (IN) x E:1,297,161.03 IE:20.30 6 o RIM=23.25 I ( yk W (OUT) IE=17.89, 12"CPP N y�I yy " I xy 22• RIM: 22.85i :•::...: „ IE=17.86, 12"CPP SW ',..::,:: ; �I N" I IE:19.66 6 E (IN) 1 6 p � tiy�a \ 30LF-6 PVC SDR35 � 2.15% � '>- NO PARKING IE:19.66 8" N OUT 2�1 I L fig. I.•.:.,, Q ITW / \ 46LF-6 PVC SDR35 @ 1.36% am"REST RDCO03, 6" CO 5 1 N:174,065.78 % �� - w y$ tK- n \ E:1 297, w 2� ti n / I 189.80 tK' - 7 11 c� x o x RIM: 23.96 `L w 8� titi56 I I �� 0\� yA� y�1 y/ IE: 20.93 6" N (OUT) i ASPHALT w x �� 6 °I8 c� J1C. . Ny `5`J�_- -w1 `, ,1jP�0I ,o.. . . CON N_ .„N_ O 23_ 24 \ 86 N� - xI 0P _ �0 TIT)a 56 . x 19(:9 xjso N W �- ss 15.1 g AS I 3 ��by o �y. ��x IT. ss i ss W 23 TELEPHONE I "x by �ti. �� N _ w gy ss o RISER x ss N SANITARY SEWER MANHOLE QI\/ N 3 ��c;�tiN i��6ass g� ::.':; - TYPE II SANITARY SEWER MANHOLE - TYPE II o I I ?�Q� a , _ _ W x �� ss as RIM=23.23 RIM=22.92 `� I �, o ; w 6 4 ss 3' 15 MAPLE IE=17.07, 6"PVC E IE=15.70, 8"PVC N gx I I o ss g� 1. - TO IE=17.01 6"PVC S IE=15.85, 8"PVC E �ti6 �I x �a 0�8� ' W .x2�"� i ss ' ;:.:., BRAVE MAPLE _!��i5' MAPLE ,2q 'IE=17.19, 8"PVC W S s 1 `1 >, M _ NO PARK S.W.3TH I s �'- `I ss SS g . :.:..: 1E,� , VE •� s ye x 22' TF x NO PARKING" , VACATED R O.W. THIRp q � ss x��. � _ RENTON C 1 i'� -23 CITY OF 0 PER NCE 9 61 0284 ' ' N / - I ORDIN NO 1 g96p614 III a24.0�L ' REC' STORM CATCH BASIN ' `�' 23 ti o x 16x -1()1' TYPE 1 RIM16.69, 0 �y6 ti2� 3 2 STORM CATCH BASIN NORTH IE=16.69, 18;;CMP N Ix ti IOO x I �� x TYPE I GRADING AND STORM DRAINAGE PLAN (PRIVATE) 20 HORIZONTAL SCALE: 20-20 40 SCALE: 1"=20' • Call 811 • ® two business days before you dig NO. REVISION SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE APPR APPROVED: DCD SCALE: VERTICAL: NAVO 1988 • AS NOTED HORIZONTAL: NAD 1983/1991 CITY OF R RENTON ONE INCH DATU M vugv AT FULL SCALE Planning/Building/Public Works Dept. IF NOT ONE INCH SCALE ACCORDINGLY LEGEND PROPOSED FEATURES - SD STORM DRAIN PIPE, INSTALL PER ST PLAN 220.00 OR 220.10/C3.3B, AS APPROPRIATE. - ROOF DRAIN PIPE, INSTALL PER ST PLAN 220.00 OR 220.10/C3.3B, AS APPROPRIATE - GRADE BREAK TYPE 1 CATCH BASIN, PER STD PLAN 200.00/C3.3B ROOF DRAIN CLEANOUT GENERAL NOTES 1. SEE APPLICABLE GRADING AND STORM DRAINAGE NOTES ON C3.26 2. SLOPES NOT TO EXCEED 3H:1V 3. TYPE 1 CATCH BASINS SHALL BE TOPPED WITH LOCKING SOLID LIDS PER STD PLAN 204.10/C3.4B, UNLESS OTHERWISE NOTED 4. CONTRACTOR TO FIELD -VERIFY LOCATION OF EXISTING UTILITIES. 5. STORM STRUCTURES SHALL BE INSTALLED PER STD PLAN 202.00/C3.3B 6. ROOF DRAINAGE SHOWN ON THIS PLAN IS FOR THE PROPOSED BUILDING ADDITION ONLY. 7. CONTRACTOR SHALL REROUTE EXISTING DOWNSPOUTS ON THE SOUTH FACE OF THE EXISTING BUILDING ABUTTING THE PROPOSED ADDITION AND ROUTE INSIDE THE BUILDING SHELL AND TIE BACK INTO THE ORIGINAL ROOF DRAINAGE SYSTEM OUTSIDE OF THE PROPOSED ADDITION ENVELOPE. 8. CONTRACTOR SHALL POTHOLE ADJACENT TO THE EXISTING BUILDING TO DETERMINE WHETHER EXISTING ROOF DRAINAGE PIPES EXIST. IF ROOF DRAIN PIPES EXIST BELOW PROPOSED ADDITION, CONTRACTOR SHALL REROUTE PIPES AROUND PROPOSED BUILDING ADDITION, PARALLEL TO ROOF DRAIN PIPING SHOWN ON THIS PLAN FOR THE BUILDING ADDITION. CONTACT ENGINEER IF RESULTING SLOPE IN REROUTED PIPES IS LESS THAN 1.0%. 9. CURB SPOT ELEVATIONS ARE PLACED AT BOTTOM OF CURB. TOP OF CURB IS 0.50 FT HIGHER THAN BOTTOM OF CURB, UNLESS OTHERWISE NOTED. KEY NOTES 1� INSTALL LOCKING VANED GRATE PER STD PLAN 204.20/C3.4B 2� ROOF DOWNSPOUT PER DETAIL 300/C3.3B 3� FIELD LOCATE AND CONNECT TO EXISTING STORMWATER SYSTEM 4� INSTALL OLDCASTLE BIOPOD BIOFILTER VAULT PER 320/C3.4B 5� CONCRETE LANDING FLUSH WITH ADJACENT ASPHALT PAVEMENT RESTRICTOR TEE FOR SPILL CONTROL PER STD PLAN 237.00/C3.3B 7� PARALLEL RAMP PER WSDOT STD PLAN F-40.12-03/C2.3B P__:�:_ PERPENDICULAR RAMP PER WSDOT STD PLAN F-40.15-03/C2.4B SINGLE DIRECTIONAL RAMP PER WSDOT STD PLAN F-40.16-03/C2.5B sitts&hill "l,D C. O , O� pF wGt.��r CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 r f t V PHONE: (253) 474-9449 I FAX: (253) 474-0153 � ` http://www.sittshill.com/ A 46449 Q Project No.: 19480 Project Mgr.: DCD sS�oNAL 6�� Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM OM R-422915 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 BROTHERTON BUICK-GMC - RENTON GRADING AND STORM DRAINAGE PLAN (PRIVATE) DATE: FIELDBOOK: PAGE: DRAWING NO: C3.0B SHEET: OF: 15 29 N T O O N "i1 N T O O N Q J LO O O N N A u rn N NJ- w G.i z NI - SS J sso-j z SS4x titi L GPS (' ..:.... t• TELPS GAS T� N ��9 �� •�' .;� I ,..GRAVE': 22.56 i I ..�' • } . r . C0'. v 3 Otip. � 93 X � ti��a � ,.y.,:�• 22• -, � X 4u { L aREN \-$ w '�� 9]-Q 216 MATCH EXIST G v , a . �y.o'a _ _ x - - - WOOD x ° s : a Mu SD �'y� a o CONCRETE �: so 9° 5 0 X ti �5 \ --.- STAIRS a v ° a ASPHALT M \/ a. o a _ a o I D I I 2 �? i1'J i xti _ SD •'. •Fo °.. W SD ry �° �� _ 10 rL��1a •)=0 "v �. i! a. �a C a x� o D a. - 3• EXIST G �. i ti° so '?' I " �'�� ' - �` N 22.3t 2 �a - Q o ,�otio GRAVF��e $ gy *CARP, ti6 BUILD NG TT �o '0. �, r BAi o h I 1Q �C• - �.� - STORM DRAIN MANHOLE Cpse 2 s a" _ tip.. a I N N EXIST�NC - m G' tiQ Q KD I 2j7 �,�9 10 �o TYPE II I STORM CATCH BASIN I BRI K LT MATCH 0t �� \c,' a 2j a p� RIM=22.92 TYPE I 5&12" CEDAR \ T C.2A9T I \ \NC 7 ,` g° �' 6� �` IE=19.76, 8"PVC SE I I RIM=22.49 III \ / :20.5f , l C,y kC�HP" IN �x\S �� r' �• / ' „ I RETAINING_ g�C / F (C 1. r' ti 1„ F' IE=17.10, 15"CPP SW IE=20.34, 12 DIN STORM CATCH BASIN ^" g O- IMP \�C'•2 �� '� a1 BR THEkTOo I I IE=18.69 12"CONC E TYPE I 0- , 14 CED WALLS T/C: 21.30 ' ,, %. ' 20 �ij� 21 • s ti� STORM DRAIN VAULT m T 2 8� G ?) "EMPLOYEE OF o I I YARD 0 PARKING" 1 B C:21.30..a /C 9 6 IE=18.46, 15"CONC W RIM=23.55 2?, WOOD / 6 21.28 ��c �Q by TYPE 11 » 6 FIR IE=18.02 12 CPP S I STAIRS - DRAIN LANDING EXCEEDS Z%. /C, ? \�� I THE MONTH" z STORM DRAIN MANHOLE IE=17.97, 12"CPP W I CONCRETE ?l. �. RIM=23.59 PROVIDE LANDING WITH } �' m " sL'� so Ogg �' ` ti I� I / I 1 0- �g IE=19.14, 15 CPP NW I TYPE ll E CROSS SLOPE OF 2°lo IN » $ cn 1 ' Q m I 116 /CISTAIRS TO - ;. END I y��v`� Q �� I / ` a' STORM CATCH BASIN I RIM=22.11 I o I I 2. 6 ALL DIRECTIONS. g1 Q �,� C`�- I I TPN 3340402820 » �, I BA �T,:•`.•� 4�2X CA CH ASIN tit 0 t TYPE I IE=14.51, 4 PVC SE 10 BAYESSQX x \ ny / \ �� JQ t A & D RENTON LLC DOOR a' 9404079012 TYPE I I gyp. \ ��w I / t RIM=20.89 I BOTTOM STRUCTURE= 12.36 �I OR, NOT FOUND RIM=20.18 o I g a IE=19.23, 12"CPP SW 3 PVC, PUMP WITH FORCEMAIN E 00 2-96 ya.GRAVELt..� IE=17.72, 8 PP E I x �1 �99 xJy� IE=17.46, 16'CPP S I I I �'� 9 0 16 2370 I _ 9 ?2; : WA TEA IE=17.35 "CMP W I ti ' g TPN 33¢ 4'02850 EXISTING I I I 5"MAP 23 . MATCH EXISTING `� I A �3a BROTHEh ADILLA u" g BUILDING EMPTY I 1` \ \ STORM CATCH BASIN TEL TEL 1 CONDUIT TYPE I II �x706° II I 2�$a I N �::;, I 10' Imo RIM=20.93 a NI 2X1&4X2 L t ': I SD" SD 11" PIN IE=18.16, 18"CPP N I I a o I m o 23.28 - 2X3 IE=18.33, 12"CPP E I I 16�Oga 6 yb m YARD DRAIN I �-0 8 5 I P o x ti� 3.,:.... RIM=23.10 � I 9„ IE=18.19, 18"CPP W I I I 2` TOP OF DEBRIS 15.92 3 m ASPHALT o I o a9 o O F.=24.04 _ x tiy1 I I I I I� 211 �1• II y1 I ASPHA T �° x I I x ti° I I t 23 0 I z \ tit I N I 4 F.F.=23.88 I STORM CATCH BASIN I I I \ CONCRt TYPE I o ti I I 26 \ STAIRS y STORM CATCH BASIN i I gb °66 _y °CONCRETE t 0 bg m ' RIM=23.66 I� _BASEMI TYPE I � x 2� t ?, / I I RIM=20.48 I N d ®x IE=19.65, 12"CPP N I I I I\ I a ACCES. IE=19.30, 8"DI S I tioAb I 2ai6 p �y5y as ' IIIN IE=19.76, 12„CPP E z Q �° x I i x I\ a I� VACATED R REN N IE=19.76, 12 CPP S I¢ N I RE IN G �1. I �1 a PER CITY OF ' I I IE=20.38, 6"PVC W I I i I I WA P 9970715 313 so I II \ 1 F.F.=23.87 I I I o I I I YARD 2c I STORM CATCH BASINI I I t o J It6 a F.F.=24.00 I I N I I DRAIN TYPE I � I 3 i h - :- so I I I I EXIST tio• i U- \ rre' TPN 3340402885 I I BUILL RIM=21.65 Hx N ��0� a `L'` '� \ I I BROTHERTON CADILLA STORM CATCH BASINC14 I I I I I I IE=18.74,12 DI SE nl SS - Ss - - - S - SS - - TYPE I g 1 /N - ASPHALT fill IE=18.54, 12"CPP NW I N® I I RIM=22.55 I \ IE=20.28, 6"PVC W L� ' I STORM CATCH BASIN I / „ 0 PARKIN \\I I� o / I I IE=20.02, 12"CPP N 13 ❑9 I I I �� TYPE I RIM=20.62 I \ / IE=19.03, 8 "DIN titi1a x/ » IE=18.69, 12 DI SEco x I I I I I I 22. 2X7 &a IE=18.70, 12"DI NW III \ \ I I I I I I I 6& �- STORM CATCH BASIN TYPE 1 U I I w I z RIM 23.25 I tik U � � yk R D o 11 i I �'�::r `.;.: •.: •.. IE=17.89, 12"CPP N y1 x II x 21 -I.I / 2�5 I x� .::... IE=17.86, 12"CPP SW I , /I�o yea \ Via, ° ; ',.,.::.::. II NO PARKING" Q tits W b b o O 9p I ? I RES VED 6 E c� x 2 I 31 U _� N / o - 7 x ( Z 7956 I j k yA� ��1 / ASPHALT Q 1 Nrn I 3 _w in F GONG.l11 tiy_ _ wI 1a ). I g „NO N.6. _w xNI _Aw 19) P ti�a6 5 _ w ti - -23 6 MA E Ss tia / A` T 3 \ y yy �y. 23 BP w xIT. ss i Ss TELEPHONE ' // I 611�y� \ \ \� NX ti5 2ti. a w _ _ _ w T ' SS � .° N RISER I In - x SS N SANITARY SEWER MANHOLE i SANITARY SEWER MANHOLE Q I 3 x _ w - - �85 Ss i - TYPE II - TYPE II o I I _ x ss w as % ' 1 2 RIM=23.23 RIM=22.92 `n I �, o _ 6 ® ss '15 MAPLE IE=17.07, 6"PVC E IE=15. 70, 8 "PVC N 6g x � x IE=15.85, 8"PVC E ILL l S.W.13TH ST. 5 I AVE,JHIRD) .X I Q STORM CATCH BASIN I �' TYPE 1 I RIM=22.71 6/ IE=16.69, 18"CMP N x ti�5 it 414n hlr I -I A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON :� SANITARY SEWER MANHOLE '� x ti ti , �� 3 c? / RIM=21.33 0•W PER CITY 0 8 5 rJ / IE=18.38, 18"CPP NE TED R NCE # 11 TYPE ll a ro I � o » VACA ORDINA - RIM=21.49 I a � c, N oo IE=18.37, 18 CPP S REN IUl IE=14.65, 8"PVC N a 47 SS IE=14.75, 8"PVC E / I N~ICN EX\S2��y �� 20S CONCRETE _ »BURIED I. I �) MP �C•2 S� - \ IG 5`3 _ _ SS �� x IE=14.71, 8"PVC S a I all 21 \ p `� ss i GAS a I 8IC' I 5� `�IG ltiq% SS 1ti ASPHALT STORM DRAIN MANHOLE------__. '-A o .. - Ss f tip' TYPE 1 a �1� L160 ��GGti� h eT/C.??11)011 �C ss ss �'o� 3 0 _ RIM=21.28 I \O N c� /C.? t _ ss �� }1 .9.W NCE #468 a GAs- IE=15.21, 12 DI E "STOP" oha `\�' ry rz rn d 7 1� ti gb iENTON ORDIN �11200390 1• IE=18.34, 18 DI S \ �� cV x R NO. 199 f,_. Ps' CITY w .,� N, ASPHALT ' REC. cAs- : oNP" PER g -�' 1 �' �4ss - �, ci tilay G - ' CA R 0 INA s oNP - I _ s = m �' _ _ P - o a 4 oNP.- A TT D gR 7� g ° i°a1 w 'xIT. i SS 19 g1 GRAVE M P�E �r15" MAPLE 2q �� 'IE=17.�9, 8"PVC W tii o 'y. ss a..r „ A „ „ SS 1 �..' 14 NO PARK SS ss 22�g TED R'O•W. TON ss s x 11ti b x T23" NO PARKING" _ - VACA CITY OF REN 610 ORDINANCE199606140284 _ Jg x ti24.0�2EC. NO. ' R �o 220 x STORM CATCH BASIN NORTH h x I TYPE I GRADING AND STORM DRAINAGE PLAN (PUBLIC) HORIZONTAL SCALE: 1"=20' 20 0 20 40 SCALE: 1 "=20' • Call 811 • m two business days before you dig NO. REVISION SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE AP P R APPROVED: DCD LEGEND PROPOSED FEATII SD STORM DRAIN PIPE, INSTALL PER ST PLAN 220.00 OR 220.10/C3.3B, AS APPROPRIATE. - ROOF DRAIN PIPE, INSTALL PER ST PLAN 220.00 OR 220.10/C3.3B, AS APPROPRIATE - GRADE BREAK TYPE 1 CATCH BASIN, PER STD PLAN 200.00/C3.3B ROOF DRAIN CLEANOUT GENERAL NOTES 1. SEE APPLICABLE GRADING AND STORM DRAINAGE NOTES ON C3.26 2. SLOPES NOT TO EXCEED 3H:1V 3. TYPE 1 CATCH BASINS SHALL BE TOPPED WITH LOCKING SOLID LIDS PER STD PLAN 204.10/C3.4B, UNLESS OTHERWISE NOTED 4. CONTRACTOR TO FIELD -VERIFY LOCATION OF EXISTING UTILITIES. 5. STORM STRUCTURES SHALL BE INSTALLED PER STD PLAN 202.00/C3.3B 6. ROOF DRAINAGE SHOWN ON THIS PLAN IS FOR THE PROPOSED BUILDING ADDITION ONLY. 7. CONTRACTOR SHALL REROUTE EXISTING DOWNSPOUTS ON THE SOUTH FACE OF THE EXISTING BUILDING ABUTTING THE PROPOSED ADDITION AND ROUTE INSIDE THE BUILDING SHELL AND TIE BACK INTO THE ORIGINAL ROOF DRAINAGE SYSTEM OUTSIDE OF THE PROPOSED ADDITION ENVELOPE. 8. CONTRACTOR SHALL POTHOLE ADJACENT TO THE EXISTING BUILDING TO DETERMINE WHETHER EXISTING ROOF DRAINAGE PIPES EXIST. IF ROOF DRAIN PIPES EXIST BELOW PROPOSED ADDITION, CONTRACTOR SHALL REROUTE PIPES AROUND PROPOSED BUILDING ADDITION, PARALLEL TO ROOF DRAIN PIPING SHOWN ON THIS PLAN FOR THE BUILDING ADDITION. CONTACT ENGINEER IF RESULTING SLOPE IN REROUTED PIPES IS LESS THAN 1.0%. 9. CURB SPOT ELEVATIONS ARE PLACED AT BOTTOM OF CURB. TOP OF CURB IS 0.50 FT HIGHER THAN BOTTOM OF CURB, UNLESS OTHERWISE NOTED. KEY NOTES 1� INSTALL LOCKING VANED GRATE PER STD PLAN 204.20/C3.4B 2� ROOF DOWNSPOUT PER DETAIL 300/C3.3B 3� FIELD LOCATE AND CONNECT TO EXISTING STORMWATER SYSTEM 4� INSTALL OLDCASTLE BIOPOD BIOFILTER VAULT PER 320/C3.4B 5� CONCRETE LANDING FLUSH WITH ADJACENT ASPHALT PAVEMENT RESTRICTOR TEE FOR SPILL CONTROL PER STD PLAN 237.00/C3.3B 7� PARALLEL RAMP PER WSDOT STD PLAN F-40.12-03/C2.3B P--:�:- PERPENDICULAR RAMP PER WSDOT STD PLAN F-40.15-04/C2.4B SINGLE DIRECTIONAL RAMP PER WSDOT STD PLAN F-40.16-03/C2.5B 01 sitts&hill �1,D C. O CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 r f 1 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 ` http://www.sittshill.com/ 46449 Q Project No.: 19480 Project Mgr.: DCD o,� clsiER ,rw`` N S"%NAL £�G Min Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM 0 R-422916 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 SCALE: DATE: VERTICAL: NAVD 83/1 • BROTHERTON BUICK-GMC - RENTON AS NOTED HORIZONTAL: NAD 1983/1991 C T Y O F FIELDBOOK: RENTON PAGE: ONE INCH DATUM DRAWING NO: AT FULL SCALE Plan ning/Building/Public Works Dept. GRADING AND STORM DRAINAGE PLAN C3, 1 B IF NOT ONE INCH SCALE ACCORDINGLY (PUBLIC) SHEET: OF: 16 29 N T O O N 'i1 N T O O N Q J LO O O N N A u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N I O W DocuSlgn Envelope ID: 3B1BMD3-TEOA-476C,AD03-4329FFEOCI08 SURFACE WATER STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL ISE INCORPORATED IN THE DRAINAGE PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT, THE APPLICANTOR OWNER, HEREBY REFERRED TO AS APPLICANT. MAW STFWE OUT IRRELEVANTH(,ITES IF NOT APPLICABLE TO THE PROJECT, HOWEVER, THE APPLICANTT SHALLNLYT RENUMBER NOR EDTTTHE REMAINING NOTES_ IF ADDITIONAL NOTES ARE NEEDETIFOR SPECIFIC ASPECTS, THEY SFIALL.RE ADDED AFTER THE SURN-ACE WATER STANDARD PLAN NOTES. I. BEFORE ANYCONSTRUCTION OR DEVELOPMENT ACTIVITY QCCURS.A PRE-CDNSTRUCTION MEETINGSHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TD AS THE CRY. THE APPLICANT. AND THE APPLICANTS CONTRACTOR 2. THE APPLICANT SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY CITY, STATE. AND FEDERAL PERMITS PRIOR TO CONSTRUCTION. 3. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWUMM RENTON MUNPCIPAL CODE 1RMCI, AND THE STANDARD SPECIFICATIONS FUR ROAD. BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY WSOOT AND THE AMERICAN PUBLIC WORKSA5SOCIATION IAPWAI. IT SHALL BE THE SOLE RESPONSIBILITY OF THE APPLICANT rb CDRRECTANY ERROR, OMISSION. OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND IN THE PLANS. ALL CORRECTIONS SHALL BE AT NO ADDITIONAL COST TO THE CITY, 4. APPROVAL OF THE ROAD, GRADING, PARKING, BUILDING, AND DRAINAGE PLAN DOES NOTCONNSTITUTE AS APPROVAL OF ANY OTHER CONSTRUCTION (EG. WATER, SEWER- GAS, ELECTRICAL. IETC.) PLANS FOR STRUCTURES SUCH AS BRIDGES, VAULTS, AND RETAINING WALLS REQUIRE A SEPARATE REVIEW AND APPROVAL BY THE CITY PRIOR TO CONSTRUCTION. THE SURFACE WATER DRAINAGE SYSTEM SHALL BE WNSTRUCTEDACCORDING TO THE APPROVED PLANS ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE COORDINATION FOLLOWED BY WRITTEN APPROVAL FROM THE CITY. 5. A COPY OF THE APPROVED PLANS SHALL BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PRCGRESS. B. THE IAS LOCATIOOF ALL BSEISTING UTIUTIFSSHOWN IIFREON HAVE OWN ESTAALISHEO BY FIELD SURVEY OR OBTAINED FROM AVAA APLE RECORDS AND SHALL THEREFORE BE CONSIDERED APPROMTMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE APPLICANT ANDTHE APPLICANTS CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATICNS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER U71LITIES NOT SHOWN HEREON THAT MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. THE APPLICANT SNAIL RECORD ON THE AS -BUILT DRAWINGS ALL UNDOCUMEENTED UTILITIES DISCOVERED AND ANY CHANGES TDTFE APPROVED PUNS. THE APPLICANT SHALL IMMEDIATELY NOTIFY THE ENGINEER OF RECORD IF CONFLICTOUSTS. 7. VERTICAL DATUM SHALL BE NAVD 08 AMC HORIZONTAL DATUM WALL BE NAD B3 (WA STATE PLANE, NORTH). UNLESS OTHERWISE APPROVED BY THECITY. REFERENCE BENCFIMARK, DATUM. AND EUEVATIONS SHALL BE NOTED ON THE PLANS. 8, ALL UTILITY TRENCH BACKFILL AND ROADWAY SUBGRADE SHALL BE COMPACTED TO 9S%MAxIMUM4 DAY DENSITY PER SECTION 2LW.N14)D-COI AND MOISTURE CONTROL TESTS OF THE WSDDT STANDARD SPEORCATIONS. IN PERMEABLE PAVEMENT AND OTHER INFILTRATION AREAS, ALL TRENCH ELACKFILL SHALL BE FIRM AND UNYIELDING BUT IN NO CASE SHALL BE COMPACTED TO MORE THAN 92% OF MAXIMUM URY DENSITY. 9. OPEN CUTTING OF EXISTING ROADWAYS FOR STORM DRAINAGE WORK IS NOT ALLOWED UNLESS SPECFICALLY APPROVED BY THE CITY AND NOTED ON THESE APPROVED PLANS. ANY OPEN CUTSHALL BE RESTORED IN ACCORDANCE WITH THE CITY TRENCH RESTORATION STANDARDS. 10_ All PIPE ANDSTRUCTURES SHALL BE STAKED FOR SURVEY LINE AND GRADE PRIOR TOTHE STARTUP CONSTRUCTION_ WHERE SHOW14ON THE PLANS OR WHERE DIRECTED MY THE CITY, THE EXISTING MANHOLES- CATCH BASINS. OR INLETS SHALL BE AOJIUSTED TO THE GRADE AS STAKED. 11. ALL FLOW CONTROL FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIORTO, OR IN CONJUN CTICN WT H,.ANY CONSTRUCTION ACTMTY UNLESS O1P+IERW1!;E APPROVED BY THE CITY. 12 ALL PIPE ANDAPPVRTENANICES SkUL. BE LAID 0" A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH THE CURRENT STATE OF WASHINGTflN STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONSTRUCTIOH_ THIS SHALL INCLUDE NECESSARY LEVFTINGOF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED OEDDING MATERIAL TO LNWORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL DE SUPPORTED ON A UNIFORMLY DENSE. UNYIELDING BASE, ALL PIPE BEDDING AND BACKFILL SH&LL BE AS SHOWN ON THE CITY STANDARD PLAN 2201XI, 220,10, AND 22"0_ 13. STEEL PIPE MALL BE ALUMINIZED, OR GALVANIZED WITH ASPHALT TREATMENT 1, 2, OR S INSIDE AND OUTSIDE. 1=. ALL DRAINAGE STRUCTURES SUCH AS CATCH BASINS AND MANHOLES SHALL BE FITTED NTH DUCTILE IRON. BOLTLOCKOG LIDS PER THE CITY STANDARD PLAN 204..1 D, 23420, 204.30, 204.40, AND 2D4 S4. STRUCTURES SHALL HAVE; • RECTANGULAR OR ROUND. SOL*LIDS WHEN R4TOOLLECTINO RUNOFF. AND OUTSIDE OF THE ROADWAY • ROUND. SOLID LIDS WHEN NOTCDLLECTING RUNOFF, AND LOCATED WITHIN THE ROADWAY, BUT UUTSIUE OF THE CURBIGUTTEH LINE. . ROUND, SOLID LIDS DISPLAYING THE CITY LOGO WHEN WITHIN THE PUBLIC M1 fr-CF-WAY OR IN AN EASEMENT TO THE CITY. PRIVATE STRUCTURE LIDS OUTSIDE PUBLIC RIGHT-OF-WAY AND CASEMENTS TO THE CITY SHALL NOT DISPLAY THE CITY LOGO. 15. BUILDINGS AND OTHER STRUCTURES SHALL BE PLACED IN ACCORDANCE WITH TABLE 4,1 EASEMENT WIDTHS AMDOVILOING SETBACKS LINES OF THE RE14TON ISMM. 15. LIDS OF NMHOL>E"ATCH MIP45 WITHIN PUBLIC R*W-QF-WAY SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL AFTER PAVING, ALL MANHOLFJCATCH BASIN RIMS SHALL BE ADJUSTEO TO BE RUSH WITH FINAL FINISAIED GRADES, UNLESS OTHER W IS€ SHOWN. 17. ALL DRIVEWAY CULVERTS LOCATED WITHIN CITY FIGHT•OF-WAY SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH, UNLESSb1HFkWI5L Nunn, l] AwimGISr10T Ib SCALE lwsl STD. P LAN - 267.00 PUBLIC WORKS SURFACE WATER STANDARD PLAN NwNaTunbY: DEPARTMENT NOTES (1 OF 2) actin Pastucha8/13/2020 tasfi m nn DATE 8:4E DocuSlgn Envelope ID: 3B1B34D3-TEOA-476C-ADB3-4329FFEOCI08 SURFACE WATER STANDARD PLAN NOTEISF THE FOLLOWING IS A LISTING OF GENERAL NBCTES THAT SHALLBE INCORPORATED IN THE DRAINAGE PLAN SET.ALL THE NOTESON THE LISTMAY NOTPERTAN TO EVERY PROJECT, THE, APPLICANTOR OWNER, HEREBY REFERRED TOAS APPLICANT, MAY STMSECVT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT, HOWEVER, THE APPLICANT SHALLNUT RENLMSER NOR MTTHE REMAINING NOTES. F ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE SURFMX WATER STANDARD PLAN NOTES. 18- ROD( FOR EROSION PROTECTION OF ROADSIDE DITCHES. WHERE REOIAIRED. SMALL BE Or SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE (1) FOOT MID SHALL MEET THE FOLLOWING SPECIFICATIONS: • 4-5 INCH POCK 141)-74%PASSING; • 2.4 INCH ROCK J 30.40% PASSING: AND • LESS THAN 24MCH ROCK F 10 - 2U% PASSING, 19. FOOTING DRAINAGE SYSTEMS AND ROOF DCVMPCUT SYSTEMS SHALL NOT BE INTERCONNECTED AND SHALL SEPARATELY CONVEY COLLECTED FLOWS TO THE CONVEYANCE SYSTEM OR FLOW CON7AOL FACILITYON THE SITE. UNLESS APPROVED BY THE CITY. FOOTING DRAINS SHALL NOT BE CIDIINECTED TO ON -SITE IMPS, 20. THE END OF EACH STORM DRAIN STUB SHALL BE CAPPED. A CLEANOIJT TOPPED WITHA BOLT -LOCKING LID MARKED'S701RM' OR "DRAIN' SHALL BE LOCATED AT THE PROPERTY LINE OR AT THE POINT OF CONNECTION Of A PRIVATE STORM DRAINAGE ¢ONVEYANCE SYSTEM PER THE CITY STANDARD PLAN 227.09. 21, ALL STORM SYSTEM UT6NSIONS SHALL EVE STAKED FOR LINE AND GRADE SY A SURVEYOR UIENSEO IN WASHINGTON STATE. AND CUT SHEETS SHALL 9L PROVIDED TO THE CRY PRIOR TO CONSTRUCTION_ 22. ALL ZEIALY.INSTALLED AND NEWLYdEH4BILITATEO (PUBLIC AND PRIJATEI STORM CONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCO i 31MG TO THE CITY STANDARD PLAN 2911.00. OGTV INSPECTIONS AND REPORTS SHALL BE SUBMITTED TO THE CITY PRIORTO RECEIVING APPROVAL TO INSTALL PROJECT CURBS. GUTTERS ANWOR PAVEMENT. 23. ALL STORM SYSTEMS AND CONNECTIONS TO EXISTING MAINS SHALT BE TESTED 04 ACCORDANCE WITH SECTION 7-04.311) OF THE WSVOT STANDARD SPECIFICATIONS AND IN TIFF PRFSENOE OFARFPRESFNrATIVF of: THE CITY STORM DRAIN STUQSSHALL BE TESTFD FOR AOOFPFANCE AT THE SAME TINE THE MAW. STORM IS TESTED. 24. FOR ALL DISTURBED PERVIOUS AREAS (COMPACTED, GRADED. LANDSCAPED. ETC.) OF THE DEVELOPMENT SATE, TO MAINTAIN THE MOISTURE CAPACITY OF THE SOL EITHER STOCKPILE AND REDISTRIBUTE THE EXISTING DUFF LAYER AND NATIVE TOPSOIL OR AMEND THE SOIL WITH COMPOST IN ACCORDANCE WITH STANDARD PLAN 2S4 00. 25. L98UAWEOF THE BUILDING OR CONSTRUCTION PERMITS BY THE CITY DOES NOT RELIEVE THE APPLICANT OF THE CONTINUING LEGAL OBLIGATION ANDdOR LIABILITY CONNECTED WITH STO UJWATER DISPOSAL. THE CITY DOES NOT ACCEPT ANY OBLIGATION FOR THE PROPER FUNCTIONING AND MANTENANCE OF THE STORM SYSTEM PROVIDED DURING CONSTRUCTION. 26. ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EGUIPMENT.. FLAGGERS, AND ANY OTHER ACTIONS NEEDED TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC. AND TO PROTECT PTROPERTY IN CONNECTION WITH THE PERFORMANCE OF WORK SHALL BE PROVIDED. ANY WORK WITHIN THE TRAVELED RIGHT-0E-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE ATRAFFICCONTROL PLAN APPROVED BY THE CITY. ALL SECTIONSOF THE WS00T STANDARD SPECIFICATIONS 1.10 TEMPORARY TRAFFIC CONTROL SHALL APPLY. 27. PROJECTS LOCATED WIWITH THIN THE CITYS AQUIFER PROTECTION AREA (APAI SHALL COMPLY H SPECIAL. REQUIREMENT NO OF THE RENTON SWDM AND AQUIFER PROTECTION REOULATIONO 4RMCA-5-Ml. 26. PLACEMENT OF SURFACE APPURTENANCES (CATCH BASIIDMANHOLE LIDS, CLEANOUTS. INLETS. ETC.) IN THE STREET TRAVEL LAME WHEEL PATH, INTERSECTIONS OF STREET TRAVEL LANES, BIKE LANES. SIDEWALKS. AND CROSWYALKS SHALL BE AVOIDED WHENEVER POSSIBLE, ANY SURFACE APPURTENANCE PLACED IN A SICFWALK CR CROSSWALK,%HALL RE FITTED WITH A NONSLIP OR MION.SXI❑ LID PER ADARIFQUIRFMENTS. 29. CLEARLY LABEL PUBLIC AND PRIVATE SYSTEMS ON THE PLAZAS. PRIVATE SYSTEMS SHALL BE MAINTAINED BY THE APPLICANT. 30. MINIMUM COVER OVER STORM CIRANA43E PIPE SHALL CONFORM TO TABLE 41.1JA2 OF THE RENTON SWDM 31. CONSTRUCTED PERMEABLE PAYEW4T SHALL BE PERMEABLE ENOUGH TO ABSORB WATER AT A MINIMUM RATE OF 20 INCHES PER HOUR IMMEDIATELY AFTER THE PAVEMENT SURFACE HAS BEEN WETTED CONTINUCULSLY FOR AT LEAST 10 MINUTES. COMPLIANCE WITH THIS MINIMUM RATE SMALL BE CHECKED PRIOR TO CONSTRUCTION APPROVAL OF THE PAVEMENT. COMPLIANCE MAY BE CHECKED USING A SIMPLE BUCKET TEST IN WHICH 5 GALLONS OF WATER IS POURED ONTO THE PAVEMENT SURFACE ALL AT ONCE- IF ONLY A MINOR AMOUNT OF WAIER.PONDS OR RUNS OFF THE SU RPAC1E. THEN THE PAVEMENT IS CONSIDERED TO MEET THE MINIMUM RATE OF ABSORPTION, AT LEAST LINE TEST SHALL BE CONDUCTED PER 1,M6 SCUAAE FEET OF PERMEABLE PAVEMENT, IF THIS TEST IS NOT CONCLUSIVE„ THEN ANOTHER TEST PER ASTM C17C1 SHALL BE CONDUCTED. FOR LARGE AREAS IE.G.. PARKING AREA'SM TESTING OBSERVATION MAY BE ACCOMPLISHED WHILE WALKING BEHIND A SLOWLY MOVING WATER TRUCK DLSCHAROING WATER AT A RATE SIMILAR TO THE BUCKET TEST PERMEABLE PAVERS SHALL BE TESTED USING ASTM C1781 UNI-M bTHRW1S[ NuTU D, UnAWING.IS HOT TO SCALE INTSI Affivfth STD. PLAN - 267,10 PUBLIC WORKS SURFACE WATER STANDARD PLAN iwawootmi,y. DEPARTMENT NOTES (2 OF 2) arrtin Pastuchg/13/2020 Nkmov =lUtL.-J(1 DATE STORM PIPE NOTES STORM DRAIN (SD) GRAVITY SYSTEM SHALL BE CONSTRUCTED OF THE FOLLOWING MATERIALS AND AS NOTED ON PLANS: 1. CORRUGATED POLYETHYLENE PIPE (CPEP) AND FITTINGS: SHALL BE DUAL WALL AND COMPLY WITH WSDOT 9-05.20 REQUIREMENTS. 2. POLYVINYL CHLORIDE PIPE (PVC) AND FITTINGS: SHALL BE SOLID WALL AND COMPLY WITH WSDOT 9-05.12 REQUIREMENTS. 3. STORM DRAINS SHALL BE INSTALLED PER CITY OF RENTON STD PLAN 220.10 AND STD PLAN 220.20. 4. GRAVITY STORMWATER SYSTEM SHALL BE LOW PRESSURE AIR TESTED IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 7-04.3(1)F. AT THE OWNER'S DISCRETION, PIT DRAINS, MANHOLES, VAULTS OR OTHER ANCILLARY PIPE SYSTEMS MAY BE HYDROSTATICALLY TESTING TO THE OWNER'S SATISFACTION (E.G. PLUG PIPES, FILL STRUCTURE TO SET ELEVATION WITH WATER, AND OBSERVE WATER LEVEL DEVIATION OVER A SET PERIOD OF TIME). : %ve"IN%tiIE0 k,Ik,Al1: !J 1. EXCAVATE TO ELEVATIONS, LINES AND GRADES INDICATED TO NOT MORE THAN 1/2-INCH ABOVE OR BELOW THAT REQUIRED. 2. SLOPE SIDES OF EXCAVATION AS INDICATED OR COMPLY WITH LOCAL CODES AND ORDINANCES HAVING JURISDICTION, WHICHEVER IS MORE STRINGENT. SHORE AND BRACE WHERE SLOPING IS NOT POSSIBLE BECAUSE OF SPACE RESTRICTIONS OR STABILITY OF MATERIAL EXCAVATED. 3. STOCKPILE SATISFACTORY EXCAVATED MATERIALS WHERE DIRECTED UNTIL REQUIRED FOR BACKFILL OR FILL. PLACE, GRADE AND SHAPE STOCKPILES FOR PROPER DRAINAGE. LOCATE AND RETAIN SOIL MATERIALS AWAY FROM EDGE OF EXCAVATIONS. 4. DISPOSE OF EXCESS SOIL AND UNSUITABLE SOIL MATERIAL OFF -SITE AS DIRECTED. SUBGRADE PREPARATION NOTES .►YIJ:1el:L111a:1011iP1mVIVA aIF, 10z1I SUBGRADE PREPARATION: ALL SOIL SUBGRADES SHOULD BE THOROUGHLY COMPACTED, THEN PROOF -ROLLED WITH A LOADED DUMP TRUCK OR HEAVY COMPACTOR. ANY LOCALIZED ZONES OF YIELDING SUBGRADE DISCLOSED DURING THIS PROOF -ROLLING OPERATION SHOULD BE OVER EXCAVATED TO A MAXIMUM DEPTH OF 12 INCHES AND REPLACED WITH A SUITABLE STRUCTURAL FILL MATERIAL. ALL STRUCTURAL FILL SHOULD BE COMPACTED ACCORDING TO THE GEOTECHNICAL ENGINEERING REPORT RECOMMENDATIONS GIVEN IN THE STRUCTURAL FILL SECTION. SPECIFICALLY, THE UPPER 2 FEET OF SOILS UNDERLYING PAVEMENT SECTION SHOULD BE COMPACTED TO AT LEAST 95 PERCENT MAXIMUM DRY DENSITY (BASED ON ASTM D-1557), AND ALL SOILS BELOW 2 FEET SHOULD BE COMPACTED TO AT LEAST 90 PERCENT. COMPACTION NOTES 1. CONTROL SOIL COMPACTION DURING CONSTRUCTION PROVIDING MINIMUM PERCENTAGE OF DENSITY SPECIFIED FOR EACH AREA CLASSIFICATION. PERCENTAGES ARE RELATED 8.48 TO MAXIMUM DRY DENSITY AS MEASURED IN CONFORMANCE WITH ASTM D 1557. 2. COMPACT TOP 12-INCHES OF SUBGRADE (24-INCHES UNDER PROPOSED DRIVING SURFACES) TO 95-PERCENT OF MAXIMUM DRY DENSITY UNDER PAVEMENTS AND GRAVEL SURFACING. GRADING AND DRAINAGE NOTES 1. PROVIDE 12" MINIMUM VERTICAL AND 7' (10' FROM WATER) MINIMUM HORIZONTAL CLEARANCE (OUTSIDE SURFACES) BETWEEN STORM DRAIN PIPES AND OTHER UTILITY PIPES AND CONDUITS. FOR VERTICAL SEPARATION SMALLER THAN 12" AT ANY CROSSINGS, ETHOFOAM PAD SHALL BE PROVIDED. 2. CONTRACTOR AND/OR SURVEYOR SHALL CALCULATE PIPE SLOPES BASED ON THE INVERT ELEVATIONS SHOWN ON THE PLANS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES PRIOR TO FIELD STAKING AND CONSTRUCTION. 3. CONTRACTOR TO FIELD VERIFY HORIZONTAL LOCATION OF CATCH BASIN STRUCTURES WITH RESPECT TO CURBING/CONCRETE PADS PRIOR TO CATCH BASIN PLACEMENT. PARTIAL STAKING OF CURBS/PADS AT TIME OF CATCH BASIN STAKING MAY BE NECESSARY. 4. ALL STORM DRAINAGE PIPING SHALL BE GASKETED AND WATERTIGHT. 5. PIPE COVER FOR LINED POLYETHYLENE PIPE (CPEP) SHALL BE 2' MINIMUM. 6. PIPE COVER FOR POLYVINYL CHLORIDE PIPE (PVC) SHALL BE 3' MINIMUM. 3. WHERE SUBGRADE OR LAYER OF SOIL MATERIAL MUST BE MOISTURE CONDITIONED BEFORE COMPACTION, UNIFORMLY APPLY WATER TO SURFACE OF SUBGRADE OR LAYER OF SOIL MATERIAL TO PREVENT FREE WATER APPEARING ON SURFACE DURING OR SUBSEQUENT TO COMPACTION OPERATIONS. REMOVE AND REPLACE, OR SCARIFY AND AIR DRY, SOIL MATERIAL THAT IS TOO WET TO PERMIT COMPACTION TO SPECIFIED DENSITY. SOIL MATERIAL THAT HAS BEEN REMOVED BECAUSE IT IS TOO WET TO PERMIT COMPACTION MAY BE STOCKPILED OR SPREAD AND ALLOWED TO DRY. ASSIST DRYING BY DISKING, HARROWING OR PULVERIZING UNTIL MOISTURE CONTENT IS REDUCED TO SATISFACTORY VALUE. sitts&hill D C. O , O� pF wGt.��r CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 r f 1 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 L ` http://www.sittshill.com/ r A 46449 or Project No.: 19480 Project Mgr.: DCD sS��NAL 6�� Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM OM R-422917 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 SURVEYED: SCALE: DATE: VERTICAL: NAVD 1988 • BROTHERTON BUICK-GMC - RENTON DESIGNED: AS NOTED HORIZONTAL: NAD 1983/183/1991 CITY OF DKM/RJJ FIELDBOOK: • Call 811 KLK , RENTON DRAWN: PAGE: DKM ONE INCH DATUM DRAWING NO: • two business days CHECKED:DCD AT FULL SCALE Planning/Building/Public Works Dept. GRADING AND STORM DRAINAGE NOTES C3.2 B IF NOT ONE INCH before you dig NO. REVISION BY DATE APPR APPROVED SCALE ACCORDINGLY (PRIVATE AND PUBLIC) SHEET: OF:17 29 N T O O O I N N LO N T O O O I N N Q J LO O CM O O N N 1 u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON DocuSign Envelope ID. 6EEC.F5BB-602A-4E4A-B436-A317AA838878 DocuSign Envelope ID: 3B1BML)3-7EOA-476C-AD63-4329FFEOC108 DocuSign Envelope ID. 6EECF5B8-602A-4E4A-5436-A317AA638878 PIPE ZONE BEDDING AND BAOKFLL. SEE NOTE 4 - FOUNDATION LEVEL - FOUNDATION TLATERIPL, IF RC-0UIRED, SEE NOTE 5 TRENCH WIDTH, BETE NOTE 3 PIPE 26IE BEDDnMG AND SPAN BACKFILL, SEE NOTE d T} 1 RISE FOUNDATION LEVEL ---------- V//z I.- I I r FOUNDATION MATERIAL, 8" OFREQUIRED. SEE NOTE, MID FINE NOTES: 1. PIPE COMPACTION LIMITS SHOWN ON THIS PLAN ARE FOR PIPE CONSTRUCTION IN AN EMBANKMENT_ FOR PIPE CONSTRUCTION IN A TRENCH, THE HORIZONTAL LIMITS OF THE PIPE COMPACTION ZONE SMALL BE TIME WALLS OF THE TRENCH. 2, DD IS EQUAL TO THE OUTSIDE DIAMETER OF A PIPE OR T41C OUTSIDE SPAN OF PIPE -ARCM. 3 SEE STANDARD WSDOTIAPWA SPECIFICATIONS SECTION 2-094 FOR TRENCH WIDTH. 4. PIPE PONE BEDDING AND DACKFILL MATERIAL SHALL OE PLACED IN E- LOOSE LAYERS AND COMPACTED TO 95% MAXIMUM DENSITY. 3 EXCAVATE UNSTABLE MATERIAL DOWN TO FIRM SAIL AND REPLACE WITH FOUNDATION MATERIAL CLASSAOTB PER STANDARD WSOOTIAPWASPECI ICATIDNS SECTION 9-D3.17. GRAVEL BACKFILL FOR PIPE ZONE BEDDING (WSDOT 9A3-12(31) OR MAINTENANCE ROCK 4 W SD07 W3.9(41) NINIM/UN ALLOWED IN ZONE 1 PIPE TYPE COWER CFTI PUBLICi _ PRIVATE? _ OF THE APA7 CORRUGATED STEEL PIPE 2.0 YES YES YES SPIRAL RIB STEEL PIPE 2.0 YES YES YES PLAIN CONCRETE PIPE 4Kp1 2.0 NO YES NO REINFORCED CONCRETE POPE 1.0 YES YES NO (RCIP) CORRUGATED OR SPIRAL RIB 2.0 YES YES NO ALUMINUM PIPE DUCTILE WON PIPE 1.D YES YES YES CIRCULAR PIPE DIATlTEB MNNUM INISTAN00 BETWEEN BARRELS 12'T'Q 2N' 12, Ar TO 90' DLAMI i A 10T TC71IT0' 4B" FIFE -ARCH SPAN MINIMUM DISTANCE BETWEEN BARRELS 19- TO 36, 1 Y 43' To 142' SPAN 13 14E TO 12V 4IF UNLESS DTHERW 1SE NOTED, DRAWNO IS NOT TO SCALE INTS) STD. PLAN - 220.00 PUBLICWORKS PIPE ZONE BEDDING AND A'�R DEPARTMENT COMPACTION - RIGID PIPE GAZ 9/29/2018 I Ftw+r weroarru DATE DocuSign Envelope ID: 3B1B34D3-7EOA-476C-ADB3-4329FFEOC108 2' MIN. CLEARANCE TO ANY PORTION OF FLOW RESTRICTOR TEE INCLUDING ELBOWS REMOVABLE WATERTIGHT I COUPLING OR FLANGE 2" MIN. A I ELBOW RESTRICTOR, SEE DETAIL AND NOTE 10 6" MIN. 2' MIN, 6" MAX. -� PLATE WELDED TO ELBOW WITH ORIFICE AS SPECIFIED, SEE NOTE 3 ELBOW RESTRICTOR DETAIL ELEVATION PER PLANS 12" MIN. UNDER PAVEMENT 16" MAX. 6" MIN. ELBOW RESTRICTOR, SEE DETAIL AND NOTE 10 PIPE SUPPORTS, SEE NOTE 6 1." D MIN. AD a�ISOMETRIC OUTLET PIPE, SEE NOTES 1 & 5 INVERTAND ELEVATION PER PLANS 12" SECTION OF PIPE ATTACHED BY GASKETED BAND TO ALLOW REMOVAL WELDED RESTRICTOR PLATE WITH ORIFICE DIA AS SPECIFIED, SEE NOTE 10 ADDITIONAL LADDER RUNGS (IN SETS) TO ALLOW ACCESS TO TANKS, VAULTS WHEN CATCH IS FILLED WITH WATER rl .- / II �'/ /ANGLE AS / -\ I✓ NECESSARY, / SEE NOTE PLAN VIEW FRAME & SOLID COVER MARKED "DRAIN" WITH LOCKING BOLTS PER STD. PLANS 204.40 AND 204.50 VERTICAL BAR GRATE FOR SECONDARY INLET =SIGN WATER SURFACE HANDHOLDS, STEPS, OR LADDER - 12" (TYP.) - 2' MIN. SEE NOTE 9 (TYP.) FA4_/_ INLET PIPE 2' MIN. SHEAR GATE WITH CONTROL ROD FOR CLEANOUT/DRAIN (ROD BENT AS REQUIRED FOR VERTICAL ALIGNMENT WITH COVER) 2 PER STD. PLAN 237.30 MIN. 12" NOTES: SECTION A 1. USE A MIMIMUM OF A 54" DIAMETER TYPE 2 CATCH BASIN. 2. OUTLET CAPACITY: 100-YEAR DEVELOPED PEAK FLOW. 3. METAL PARTS PREFERRED TO BE STAINLESS STEEL, ALUMINIZED STEEL, OR ALUMINUM. ALL OTHER STEEL PARTS MUST BE GALVANIZED WITH TREATMENTS 1, 2, OR 5. 4. FRAME AND LADDER OR STEPS OFFSET SO: A. CLEANOUT GATE IS VISIBLE FROM TOP. B. CLIMB -DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GATE. C. FRAME IS CLEAR OF CURB. 5. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE: OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO CONCRETE PIPE I.D. LESS 1/411. 6. PROVIDE AT LEAST ONE 3" X .090 GAGE SUPPORT BRACKET ANCHORED TO CONCRETE WALL. (MAXIMUM T-O" VERTICAL SPACING). 7. LOCATE ELBOW RESTRICTOR(S) AS NECESSARY TO PROVIDE MINIMUM CLEARANCE AS SHOWN. 8. LOCATE ADDITIONAL LADDER RUNGS IN STRUCTURES USED AS ACCESS TO TANKS AND VAULTS TO ALLOW ACCESS WHEN CATCH BASIN IS FILLED WITH WATER. 9. WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. 10. IF TEE SECTION IS USED ONLY FOR SPILL CONTROL, THEN ELBOW RESTRICTORS AND RESTRICTOR PLATES WITH ORIFICES ARE NOT REQUIRED. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 237.00 Ro PUBLIC WORKS FLOW CONTROL STRUCTURE -[AB71M1�I by: I DEPARTMENT RESTRICTOR TEE Martin Pastucha 8/13/20 Vkz1V�)BMe}9D... DATE 41 z :4S aN 0 1 8: SEE Non 4. LIMIT OF PIPE ZONE -7 PIPE ZONE BEDDING NNQ T BACKFILL, SEE NOTE 5 / T / IV FOUNDATION LEVEL - FOUNDATION MATERIAL IF REQUIRED. SEE NOTE 6 FLEXIBLE PIPE Ind GRAVEL BACKFILL FOR PIPE ZONE BEDDING M500T8-0.12(3)) OR (MAINTENANCE RACK IWSDOT 9L43.914)I FUrXIBiE PIPE NOTES: 1, PROWIQE UNIFORM SUP"T UNDER BARRELS. 2. HAND TAMP UNDER HAUNCHES, 3. DIRECTLY OVER PIPE, HAND TAMP ONLY. 4, SEE STANDARD WSDOT/APWASPECINKATIONSSECTI9M2-09.4 FOR TRENCH WIDTH. 4, PIPE ZONE BEDDING AND BACKFILL MATERIAL SHIALL BE PLACED INS• LOOSE LAYERS AND COMPACTED TO 957 MAXIMUM DEMSITY. 6, EXCAVATE UNSTABLE NWATERIAL DOWN TO FIRM SOIL APID REPLACE WITH FOUNDATION MATERIAL CLASS A OR B PER STANDARD %NSDOMAPWA SPECIFICATIONS SECTION 9-M.17. PIPE TYPE MINIMUM COVER. OFT) PUBLIC] PRIVATE? ALLOWED IN ZONE 1 OF THE APAT LINE CORRUGATED PCLYETIHYLENE PIPE ILCPE) WI) YES YES YLS CORRUGATED POLYETHYLENE PIPE ICIPEI - TRIPLE WALL 21) YES YES YES POLYVINYL CHLORIDE PIPE(PYCI 30 YES YES YES SOLID WALL HIGH DENSITY POLYETHYLENE PIPE (HOPE) 2,0 YES YES YES POLYPROPYLENE PIPE (PPI - DUAL WALL 2,0 YES YES YES MINIMUN DISTANCE. DILEIETER BETYNEEN BARRELS IZ'TO 44' IZ' 90"TOW. DIAMETERI3 17I'To 140" 48' UNLESS OTHERWIISE NOTED, bRAW INC. iS 140T TO SCALE IN I sI ApmtL STD, PLAN - 220.10 +► PUBLIC WORKS PIPE ZONE BEDDING AND 111TJGI4af DEPARTMENT COMPACTION - FLEXIBLE PIPE Aartin Pastucha 8/13/20a °'e'uselsuuo DATE DOWNSPOUT SYSTEM, SEE ARCHITECTURAL PLANS NEENAH CASTIRON DOWNSPOUT 18 SHOE. COORDINATE WITH ARCHITECT BUILDING WALL, FOR SPECIFIC MODEL TO BE USED. FOUNDATION, AND FLOOR CONNECT INTO 4" PVC TO COLLECTOR SLAB. SEE STRUCTURAL a FINISH GRADE (VARIES, SEE PLAN) d q 4 WYE ALONG ROOF DRAIN LINE (SIZE TO MATCH ROOF DRAIN WITH ADAPTER TO MATCH DOWNSPOUT) SEE PLAN FOR LOCATIONS 4 Q Q / ad O Q 4 a a a INSTALL 3/8" THICK X 4" TALL EXPANSION JOINT MATERIAL BETWEEN VENEER AND PAVEMENT/LANDSCAPE SECTION. 4 d O d O d O d 900 BEND FITTING 45 BEND FITTING 4" x 8" REDUCER TYPICAL DOWNSPOUT CONNECTION a -- I V SCALE: N.T.S. • Call 811 • ® two business days before you dig NO. REVISION FRAME AND VANED ORATE 4', K. 12-. OR 2P ONE 93 BAR HOOP FOR F' HEP3KT INCREMENT (SPACED EDUALLY}, SEE NOTE RECTANOULAR ADJUSTMENT SECTION �s 4�V A � 93 SAR EACH CORNER I IA. I *3 BAR EACH SIDE Y� i• MS BAR EACH WAY (PRECAST BASE 8ECTION NJ BAR HOOP IU BAR EACH CORNER IV MIN.. SEE NOTE I ALTERNATIVE PRECAST BASE SSCTION L► PUBLIC WCIRKS �I11 DEPARTMENT SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE APPR APPROVED: DCD PIPE ALLOWANCES MAXIRWN PIPE MATERIAL INSIDE DIAMETER 1r REWORCED OR PLAIN CONCRETE ALLMETALVIPE 1V CPSSP', 12- STD. SPEC. 941520 SOLID WALL PVC. STD. SPEC. 945.12(1) 1 �, PROFILEWALLPVC, STO. SPEC. 9-OE.1212) iB- 'CORRUGATED POLYETHYLENE STORM SKEWER PIPE NOTES: 1. AS ACCEPTABLE ALTERNATIVES TO THE REEUU7 SHOWN IN THE PRECAST EASE SECTION, FIBERS IPLAOED IN ACCORDANCE WITH STANDARD SPECIFICATION 9 &SQ91). OR WARE MESH HAVINGA MINIMUM AREA OF D.12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED RESAR SHOWN IN THE ALTERNATNE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNDI:KOUTS, AS AN ACCEPTABLE ALTERNATIVE TO THE REAR SHOWN IN THE RFCTANGULARADJUSTMENT SFCTION, WIRE MFSM HALVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOTMAY BE USED 2. THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 20- KNICCKOUTS SHALL HAVE A MALL THICKNES$ DF 2' MINIMLIM TO 2.5' MAXIMUM. PROVIDE A 1.5' MINIMUM GAP DETWEEN. THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITTH JCINT MORTAR IN ACCORDANCE WITH STANCIARD SPECIFICATION 11.144,3 I THE MA:UMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE IWUERT MALL BE $ FEET 4_ THE FRAME AND {IRATE MUST BE INSTALLED WITH THE FLANGE DOWN. 5 THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF I H24V OR STEEPER_ 8. THE OPENING SHALL BE MEASUREDAT THE TOP OF THE PRECAST BASE SECTION. T ALL PICKUP HOLES SHALL BE GROUTED FULL AFTERTHE INLET HAS BEEN PLACED. USE GROUT TYPE 2 FOR NQNSHI INK APPLICATIONS IN ACCORDANCE WITH 37ANDARDSPELNFICATION 9.20,N2l, 8 ALL GRACE RINGSAND CASTINGS SHALL BE SET IN MORTAR IN ACCCRDANCEWATH STANDARD SPECIFICATION li-W,3 THEM APPLY MORTAR TO INfiIDE AND OUTSIDE OF ALL JOINTS, RINGS. RISERS, AND FRAMES. 9- MORTAR SMALL BE HIKED AND APPLIED PER MANUFACTURER'S DOWGTIONS. 10.. FRAME SHALL BE ADJUSTED TO PAVEMENTGRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH, 11 ALL MORTAR JOINTS SMALL RE TRIMMED FLUSH AND REMAIN VISNLE UPON COMPLETION, LNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE 4WM) STD. PLAN - 200.00 APPR 0: CATCH BASIN TYPE 1 GAZ 9/28/2018 1 DATE :45 AI DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B4WA817AA63887B FRAME AND (VANED ORATE CLEAN ESURFAZE UNIFORM C BOTTOM AREA. PROVIDE UNIFORM CONTACT, THE SURFACE AREA. OF THE BASE SECTION MUST BE MORTARED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION. ADJUSTMENT SECTION I I I I I I I I � II�II�II� II�II� NIB III III �� NO7'E81 1 THE COWER OR GRATING OF A CATCH BASIN SHALL NOT BE ADJUSTED TO FINAL ORADE'UNTIL THE FINAL ELEVATION DF THE PAVEMENT, GUTTER, DITCH, OR SIDEWALK IN. WHICH IT IS TO BE PLACED HAS BEEN ESTABLISHED, AND UNTIL PEAMISSICN THEREAFTER IS GNIEN. BY THE ENGINEER TO MORTAR IN PLACE IN ACCORDANCE WITH VYSDD7fFPWtA STANDARD SP€C1FiCA.TION 7-05.3. 2, SHIM5 SHALL NOT BE USED TO SET FRAME TO GRACE. THE USE OF SHIMS IS PROHIBITED 3, ACONTINUOUS LAYER OF MORTAR SHALL BE PLACED BETWEEN ADJUSTMENT RINGS AND BRIC155 PRIOR TO PLACEMENT. 4, ONLY BYAPPROVAL OF THE CITY, THE USE OF BRICKS IS PERMITTED WHERE THE BRICKS ARE STAGGERED TOCREATE A RUNNING BOND OR K BOND. 5. BASE SECTION SHALL BE SEALED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION WITH MORTAR_ BMORTAR SHALL MEET THE REQUIREMENTS OF AYSOOTIAPWASFANDAR❑ SPECIFICATION 9,04.3. T, PICK ILIF7NG HOLES ARE TOME GROUTED WATER TIGHT USE GROUT TYPE 2 FOR NON -SHRINK APPLICATIONS IN AOCOROANCEVATH STANDARD SPMFICA71ON 9.20 3(2} B. MORTAR SHALL 13E MIXED AND APPLIED PER MANUFACTURERS DIRECTIONS. B, FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFF4CIENT LENGTH. 10. ALL. MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. LNLLSS 0THLRWISEI10TLb. DRA.WNC IS NOT TO SCALE414TS) STD, PLAN - 202.00 P WORKS no CATCH BASIN INSTALLATION ii� DEPARTMENT GAZ 912812015 I Gwelc.rn.r.errn DATE :45 A 14 sitts&hill D C. O ilum CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 r f 1 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 A ` http://www.sittshill.com/ r A 46449 or Project No.: 19480 Project Mgr.: DCD ° C1SiEYt t'w�' 1,yi Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422918 IN COMPLIANCE WITH CITY OF RENTON STANDARDS ENJ LOPMENT ENGINEERING anders 05/08/2023 SCALE: DATE: VERTICAL: NAVD 1988 • BROTHERTON BUICK-GMC - RENTON AS NOTED HORIZONTAL: NAD 1983/13/1991 CITY OF FIELDBOOK: RENTON PAGE: • ONE INCH DATUM DRAWING NO: AT FULL SCALE Planning/Building/Pubic Works Dept. IF NOT ONE INCH GRADING AND STORM DRAINAGE DETAILS C3.3 B SCALE ACCORDINGLY (PRIVATE AND PUBLIC) SHEET: OF: 18 29 N T- O O I N N "i1 L N T O O O N Q J rn N I 0 Nt I W I— m z J LL A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON DocuSign Envelope ID. 6EECF5B6-602A-4E4A-6436-A317AA638878 DocuSign Envelope ID: 6EECF5B6-602A-4E4A-9436-A317AA638878 DocuSign Envelope ID: 6EECF5B6-N2A-4E4A-B436-A317AA638878 2A.---------- _ I I 1 I n i BOLT -DOWN SLOT, SEE DETAIL AND- 2 1ri" DIA WOLF NOTE 1 11IH. I % A' I - � BOLT-0001" BLOT DETAIL - _- SEE N07E1 TOP ISOMETRIC If%�IJ��FJJI6/J9II2�JJJJJJJJL _ ' F 5' V�ft-W- , HOLE MANI SECTION C AlIffiRk 4� PUBLIC WORKS �r DEPARTMENT R25', SEE NOTE 2 SECTION B NOTES: 1 BOLT -DOWN CAPABILITY IS REQUIIIED ON ALL FRAMES. GRATES. AND COVERS. UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE ORATE OR COVER SLOTS, THE FRAME SHALL ACCEPT THE E08'.11 NC. 2'ALLEN HEAD CAR SCREW BY BEING TAPPED, OR OTHER APPROVED MECHAIWSM. LOCATION OF 601 HOLES VARIES BY MANUFACTURER. 2. ALTERNATIVE REINFORCING DESIGNS ARE ACCEPTABLE IN UEL OF THE RIB DESIGN- S REFER TO STANDARD SPECIIFHCAFION 9.05_t5(2) FOR ADDITIONAL REQUIREMENTS. 4. FOR FRAME DETAILS, SEE CITYOF RENTON STANDARD PLAN 204.00. -MLLSS OTHERWISE NORD, bFLAW Wr, IS NOT TO SCALE NNTS) STD. PLAN - 204.10 RECTANGULAR SOLID METAL COVER GAZ 9/28/2018 1 Fwl, wrtil••nrnr«rxn DATE I L_L_J II RIES INLET WINDOW( I I I I I� I I III H III II INLET — — 2'-27 [26'] DROP RECOMMENDED, 6-MIN II ' III ----- -- . OPTIONAL DRAIN 1-- 1'- 1 D-441+-1 DOWN DEVICE LEFT END VIEW :451 AN 012" RCP MAX, INLET .ALTERNATE INLET LOCATIONS 5' y � FLONi pUTFAIE IO E TREAY OEINF N6 POLW TAMS I I I _ I DOLT-DOM SLOT. I 11T I SEE MTAIL AND i NOTE 1 ` a. I � I I � I I I BOLT dOWN SLOT DETAIL ,f SEE NOTE 7 TOP a\fTm`11 .tom era• wcrr�eTm I FTTFRue, ISOMETRIC NIL 24' 1 I T0 EQUAL SPACES DIRIRECTION OF FLOW I T 5m, MAX. J SECTION B NOTEM 1 _ BOLT -GOWN CAPABILITY IS REOUIRFO ON ALL FRAMES. 5RATES, AND COVERS. UNLESS OTHERWISE SRECI1-IE10 PROVIDE TWO HOLES IN THE FRAME TWAT ARE YERTFCALLY AUGHED WITH THE GRATE OR COVER SLUTS. THE FRAME SHALL ACCEPT THE WV-11 NC F 2' ALLEN HEAD CAP SCREW BY BEING TAPPED, OR OTHERAPPRCV€D MECHANISM. LOCATION OF B]LT-DCWH HOLES VARIES BY MAINFACTURER 7 REFER TO STANDARD SPECIFICATION 9-0515(2NFORADDITIDNAL REQUIREMENTS 3. FOR FRAME DETAILS, SEE STANDARD RAN 201.00. UNLESS OTHERWISE NDTL4, bFLAWr C, IS NOT TO SCALE NNTS) STD. PLAN - 204.20 • PUBLIC WORKS RECTANGULAR VANED GRATE DEPARTMENT (7AZ 9/2$/201$ I v.cx,w"au"r,.rru DATE • r1 r 4,�(q _ _ ■ i' ©a • ALTERNATE OUTLET LOCATION — 012" RCP MAX. OUTLET 2,X 1218' TRAFFIC RATED CAST IRON COVERS, FIELD POURED CONCRETE COLLAR REQUIRED, BY OTHIERS. 5'-1- IS-10" MAX 320 OLDACASTLE BIOPOD BIOFILTER - UNDERGROUND SCALE: N.T.S. DIVIDER WALL PLANT VIEW 036" eOLTEC 8 GASKETED ACCESS COVER, FIFLD POURED rONCRETE COLLAR REOLIMI-D, BY gTHER$. I I I I ----———— — — — — — � )ER `HALL 2 BYPAS.�. S WEIR III 4" MIN TO 5' MAX COVER ISEE NOTE 1.6} ENERGY DISSIPATION STONE 2" tGNrcIMui MEDIA G- DRAIN ROCK UNDERDRAIN PIPE ELEVATION VIEW &rWx l,n, LCall 811 two business days before you dig NO. NOTES DESIGN LO INGB: A, AASHTO HS•20 444 t1MTH MJPACTI B, DESIGN SOIL COVER: V 0' MAXIMUM G. A55UMED WATER TABLE', BELOW BASE OF PR£(:A.9.T (ENGINEER -OF -RECORD TO CONFIRM SITE WATER TABLE ELEVATION) D, LATERAL EARTH PRESSURE: 45 PCF (DRAINED) E LATERAL LIVE LOAD SURCHARGE.: 00 PSF SAPPLIEO TO T-0• BELOWGRADE) F. NO I ATFFWL SURCHARGE FROM AAJACEINT BUILDINGS, WALL& PIERS, OR FOUNDATIONS_ 2. CONCRETE 2a4MY MINIMUM C{71AI'RESSIVE STRENGTH: SAW PEI WNIMmJM. 3. FZE14FORCUMO: REBAR, ASTM A51&AT06, OAADE F,, A. CEMENT_ASTMC150 5. RE"REDALLOWABLE MIL BEAMNSCAPACITY ZEE PSF A. REFERENCE STANDARD. A. ASTM C890 B ASTM C913 C. ACI )TA.14 T. THIS 5TRUCTURE IS DESIGNED TO THE F'ARAME I ENS NO f ED HEREIN. ENGINEER OF RECORD SHALL VERIFY FY THAT NOTED PARAMETERS MEET OR EXCEED PROJECT REQUIREMENTS, IF DESIGN PARAMETERS ARE INCCRRK,'T, REVIEVANG ENCIiNEERJAUTHORITY SIIALL NOTIFY OLDCASTLE INFRASTRUCTURE UPON REVIEW. 8. INLET AND OUTLET HOLESIMLL BE FACTORY CCTNED'GAST PER PLANS AND CUSTOMER REQUIRENIENTSINLET AND OUTLET LOCATIONS CAh BE MIRRORED. 9. CORIRACTOIRRESPO"SIBLE TO VERIFY ALL SIZES, LOCATIONS, AID ELEVATIONS OF OPENING&. $9. CONTRACTg1 RESPCMSIBLE TO ENSURE ADEQUATE BEARING SURFACE I$ PROMOM 0 E. COMPACTED AND LEVEL PER PROJECT SPECIFICATIDNSL $1. SECTION HEIGHTS. SLABIWALLTFYCKNESSES, AND KEYWAYS ARE SUBJECT TO CHAN13E AS REQUIRED FGH SITE KEUUIREMENTSAND" DUE TO PR60UCT AVAILABILITY' AND PRODHICT74N FACILITY CONSTRAINTS. 12. MAXIMUM PICK'WEIGHTS': A. TOP XN,XIIXLBS III ILW:Kii,XX)(1P.s• 1' COMBINED WEIGHT OF BLS€ INCLUDES BYPASS WEIR, DIVIDER WALL, ROCK 8 MF I T3. INTERNALS SHALL CONSIST C)F'UNUUWRJW PIPE, RDCK, 5TORMMIX— MEDIA, MULCH, DIVIDER WALL, BYPASS WEIR AND OPTIONAL DRAIN DOWN_ REVISION 0 251i-C :4S AR 34 Iw 90LT-00MJN HOLE (Tw) 5w, 11 INC. SEE DETAIL AND NOTE 2 TOP RECESSED ALLEN HEAD CAP SCREW StIY' - t i NC x 2- GRFTE TgiYC SECTION BOLT OOYIiN DETAIL SEE NOTE 2 24 IAI f SECTION A SEE DETAL ISOMETRIC VIEW 7)7 1!6" 1 U4' �� NOTES- 1_ THIS FRAME IS I DESIGNED TDACCOMMODtATE 27- 24'GRATE5 OR COVERS, 41n• SEE STANDARD PLANS 204. 10, 1N.20, 264.ip, AND 204A0. 2. BOLItOWN CAPABILITY 15IREQUTA.EDUN ALL MAMESCRATES. AND 5 COVERS, UNLESS OTH€RWISE SPECIFIED. PRDVIDE TWO HOLES IN THE t t ' FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE CIR COVER SLOTSTHE_ 3m" BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION FCREW BY f BOLT -DOWN HOLES VARIES BY MANUFACTURER. r t Ii2 3. REFER TO STANDARD SPECIFICATION M5.1E12) FOR ADDITIONAL DETAIL .� REQUIREMENTS. e ti UNLESS DTHERW USE NOTED, DRAWING IS NBT 70 SCALE 1NTS) STD, PLAN - 204.00 PUBLIC RECTANGULAR FRAME � DEPARTMENTMENT GNStZ 9/28/2018 I w-"...m,..,.." DATE SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE APPR APPROVED: DCD .45 m sitts&hill 1) C. O , O� pF W,r CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET ] TACOMA, WA. 98409 PHONE: (253) 474-9449 ] FAX: (253) 474-0153 ` http://www.sittshill.com/ r A 46449 or Project No.: 19480 Project Mgr.: DCD sS�ONnL 6�G` �� Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM �M R-422919 IN COMPLIANCE WITH CITY OF RENTON STANDARDS ENJ LOPMENT ENGINEERING anders 05/08/2023 SCALE: DATE: VERTICAL: NAVD 1988 • BROTHERTON BUICK-GMC - RENTON AS NOTED HORIZONTAL: NAD 1983/13/1991 CITY OF FIELDBOOK: RENTON PAGE: • ONE INCH DATUM DRAWING NO: AT FULL SCALE Planning/Building/Public Works Dept. GRADING AND STORM DRAINAGE DETAILS C3.4B IF NOT ONE INCH SCALE ACCORDINGLY (PRIVATE AND PUBLIC) SHEET: OF: 19 29 N T— O O N N T O O O N J L J O CY) O N N AA DocuSign Envelope ID 345B681D-914E-4F2D-AB59-7C192D3B78A3 WASTEWATER UTILITY STANDARD NOTES 1 ALL WORK AND MATERIAL SHALL BE IN CONFORMANCE WITH THE STANDARDS AND SPECIFICATION OF THE CITY OF RENTON PUBLIC WORKS DEPARTMENT AND THE LATEST EDITION OF THE WSDOT/APWA STANDARDS AND SPECIFICATIONS, AS APPROVED AND MODIFIED BY THE CITY OF RENTON STANDARD PLANS 8 SPECIFICATIONS A SET OF APPROVED PLANS SHALL BE KEPT ON SITE AT ALL TIMES DURING CONSTRUCTION 2 DATUM FOR VERTICAL CONTROL SHALL BE NORTH AMERICAN VERTICAL DATUM 1988 HORIZONTAL CONTROL SHALL BE NORTH AMERICAN DATUM 1983/1991 UNLESS OTHERWISE APPROVED BY THE CITY BENCHMARKS AND MONUMENTS SHALL BE REFERENCED ON THE APPROVED PLANS 3 A PRE -CONSTRUCTION CONFERENCE AND A 24-HOUR NOTICE SHALL BE REQUIRED PRIOR TO STARTING NEW CONSTRUCTION IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO SECURE ALL NECESSARY PERMITS, INCLUDING STREET USE PERMITS, PRIOR TO STARTING CONSTRUCTION INSPECTION WILL BE ACCOMPLISHED BY A REPRESENTATIVE OF THE CITY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO NOTIFY THE PUBLIC WORKS INSPECTOR 24 HOURS IN ADVANCE OF BACKFILLING ALL CONSTRUCTION 4 THE HOURS OF WORK IN THE STREET RIGHT-OF-WAY SHALL BE PER CITY SPECIFICATIONS ON WEEKDAYS UNLESS OTHERWISE APPROVED IN WRITING BY THE PUBLIC WORKS DEPARTMENT AN APPROVED TRAFFIC CONTROL PLAN MUST BE OBTAINED PRIOR TO BEGINNING ANY WORK WITHIN THE PUBLIC RIGHT-OF-WAY 5 CONTRACTOR IS SOLELY RESPONSIBLE FOR THE MEANS, METHODS AND SEQUENCES OF CONSTRUCTION AND FOR THE SAFETY OF WORKERS AND OTHERS ON THE CONSTRUCTION SITE IN ACCORDANCE WITH LOCAL, STATE AND FEDERAL REQUIREMENTS. 6. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE TRUE AND CORRECT LOCATION SO AS TO AVOID DAMAGE OR DISTURBANCE THE CONTRACTOR SHALL COMPLY WITH THE REQUIREMENTS OF RCW 19 122 A DIG TICKET SHALL BE OBTAINED A MINIMUM OF TWO BUSINESS DAYS PRIOR TO STARTING ANY EXCAVATION THE CONTRACTOR SHALL HAVE A COPY OF THE DIG TICKET ON SITE AT ALL TIMES 7. BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE IN LAYERS WITH A LOOSE AVERAGE DEPTH OF 12-INCHES, MAXIMUM DEPTH 18-INCHES, THOROUGHLY COMPACTING EACH LAYER TO 95 PERCENT OF MAXIMUM DENSITY THESE COMPACTED LAYERS MUST EXTEND FOR ONE PIPE DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE OF THE TRENCH MATERIALS TO COMPLETE THE FILL OVER THE PIPE SHALL BE EQUIVALENT TO BANK RUN GRAVEL FOR TRENCH BACKFILL (9-03.19). 8 SANITARY SEWER PIPE SHALL BE POLYVINYL CHLORIDE (PVC) RUBBER-GASKETED ASTM D 3034, SDR 35, C900/C905 OR DUCTILE IRON CLASS 50, UNLESS OTHERWISE APPROVED BY THE CITY 9 SANITARY SEWER PIPES SHALL NOT BE LOCATED UNDER ANY STRUCTURE (WALL, BUILDING FOUNDATION, ETC) UNLESS APPROVED BY THE CITY IF A SANITARY SEWER IS TO BE LOCATED UNDER ANY STRUCTURE (WALL, BUILDING FOUNDATION, ETC.), IT SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON IN ACCORDANCE WITH STANDARD DETAIL 412 10. OPEN -CUT ROAD CROSSINGS FOR UTILITY TRENCHES ON EXISTING TRAVELED ROADWAYS SHALL BE BACKFILLED WITH CRUSHED SURFACING AGGREGATE (WSDOT SPECIFICATION 9-03 9(3) AND MECHANICALLY COMPACTED UNLESS OTHERWISE APPROVED BY THE CITY 11 ALL PIPE AND APPURTENANCES SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH THE STANDARDS AND SPECIFICATION OF THE CITY AND THE LATEST EDITION OF THE WSDOT/APWA STANDARDS AND SPECIFICATION AS APPROVED AND MODIFIED BY THE CITY IN THE RENTON STANDARD PLANS 8 SPECIFICATIONS THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL TO A UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE PIPE BEDDING SHALL BE IN ACCORDANCE WITH STANDARD PLAN 405 12 ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED OR OTHERWISE STABILIZED TO THE SATISFACTION OF THE CITY FOR THE PREVENTION OF ON -SITE EROSION BOTH DURING CONSTRUCTION AND AFTER THE COMPLETION OF CONSTRUCTION IN ACCORDANCE WITH THE CURRENT SURFACE WATER DESIGN MANUAL 13 THE CONTRACTOR SHALL PROVIDE THE CITY OF RENTON WITH A RECORD DRAWING OF THE SANITARY SEWER SYSTEM WHICH HAS BEEN STAMPED AND SIGNED BY A LICENSED PROFESSIONAL ENGINEER OR LICENSED PROFESSIONAL SURVEYOR ST P. PLAN - 413 PUBLIC WORKS WASTEWATER UTILITY APPROVED DEPARTMENT STANDARD NOTES Martin Pastucha<O/26/2 DATE DocuSign Envelope ID 345B681D-914F-4F2D-AB59-7C192D3B78A3 ALL 90 TURNS SHALL BE ACCOMPLISHED 4" BEND AS REWIRED (NO GREATER BY MEANS OF A WYE WITH CLEANOUT AND 45 BEND TWO 45' BENDS SHALL NOT BE THAN 45- BEND) EVERY 2ND CHANGE 4" CLEANOUT WYE WITH ACCEPTABLE (SEE NOTE 11) IN DIRECTION OR GRADE WILL REQUIRE 45 BEND AND PLUG A CLEANOUT WYE (SEE NOTE 11) I (SEE NOTE 11) I z z HOUSE gI rc a HOUSE oI 0 a HOUSE gI o a HOUSE 3 -0" MIN ISURFACE 4" SEWER PIPE CLEANOUT 4" SURFACE : v (TYPICAL) 6"z 6"z6" WYE a - CLEANOUT 4" SEWER PIPE, SEE NOTES 2 (SEE STD PLAN - 407) WYE �4" 4" TEST TEE WITH _ AND 3 MINIMUM LINE SIZE FOR 1 WYE WITH PLUG FACE UP OTHER THAN SINGLE FAMILY IS 6" 11 R O W LINE CLX LIT (TYPICAL) — I R 0 W LINE — 3' MIN 6"z 4" REDUCER v F F ? (TYPICAL) z MAIN SEWER LINE NOTES _z IF THE BUILDING SEWER SERVES ANY FIXTURE HAVING X < FLOOD LEVEL RIMS LOCATED BELOW THE ELEVATION 1 PRIOR TO INSTALLATION OF A SANITARY SEWER CONNECTION, A o OF THE NEXT UPSTREAM MANHOLE COVER OF THE SIDE -SEWER PERMIT MUST BE PURCHASED FROM THE CITY OF PUBLIC SEWER SYSTEM, A BACKFLOW PREVENTION RENTON PUBLIC WORKS DEPARTMENT. b ? DEVICE SUCH AS CLEAN CHECK EXTENDABLE yr BACKWATER VALVE OR APPROVED EQUAL SHALL BE INSTALLED 2 FOR INSPECTION OF SIDE SEWER, CALL 24 HOURS IN ADVANCE m THE INSPECTION PHONE NUMBER IS ON THE SIDE SEWER PERMIT 4" FLEXIBLE COUPLING (FERNCO OR EQUAL) SITE MUST BE READY FOR INSPECTION AND A REPRESENTATIVE ON SITE WHEN INSPECTOR ARRIVES AT APPOINTED TIME DO NOT C BACKR L THE DITCH UNTIL APPROVAL IS GIVEN BY THE INSPECTOR N SURFACE CLEANOUT m 4"x 4"z4" WYE 3 SIDE SEWER PIPE AND FITTINGS SHALL BE PVC SDR 35 WITH RUBBER 4" PIPING GASKET JOINTS UNLESS OTHERWISE APPROVED BY THE PUBLIC PLAN WORKS DEPARTMENT BUILDING DRAIN FOR 4 A MINIMUM GRADE OF 2% (1/4" PER FOOT) MUST BE MAINTAINED LOW ELEVATION HOUSE WITH A 4" PIPE IN THE EVENT A 2% GRADE CANNOT BE MAINTAINED WITH THE APPROVAL OF THE PUBLIC WORKS INSPECTOR, THE MAIN TO CONTRACTOR MAY INSTALL A 6" DIAMETER SIDE SEWER AT NO LESS 5 FEET R 0 W LINE R 0 W. LINE TO CLEANOUT I MAX THAN IX SIDE SEWER STUB BUILDING SEWER BUILDING DRAIN 5 INSTALL SIDE SEWER WITH 2' MINIMUM COVER 18" COVER IS ALLOWED 3 FEET MIN I-- AT THE HOUSE IF OUTLET IS SHALLOW 6 ALL BUILDING SEWER AND SIDE SEWERS SHALL HAVE BEDDING IN 1 I \Iq. 1 ACCORDANCE WITH STANDARD PLAN 405 P r = ': min - = c : - 7 WHENEVER FEASIBLE, THERE SHALL BE A MINIMUM 5 FOOT n O W I^ o v_ s 00 ? v n +• v F x > z m g HORIZONTAL SEPARATION BETWEEN SANITARY SIDE SEWERS AND ALL a v m p m m m OTHER UTILITIES s m m A z? °f y v o I^ m i c1 m z m m 8 SIDE SEWER TESTING SHALL CONSIST OF PLACING A PLUG IN THE ? A i• z o A v y o g TEST TEE AND INSTALLING A 4-FOOT RISER PIPE ON THE CLEANOUT m o ; = y > C AT THE BUILDING. THE SIDE SEWER PIPE SHALL BE FILLED TO WITH s z nm �- WATER TO THE TOP OF THE RISER PIPE NO LOSS OF WATER SHALL m 0 OCCUR FOR A PERIOD OF 10 MINUTES. THE SIDE SEWER MAY BE ... z CONNECTED TO THE BUILDING FOLLOWNG THE SUCCESSFUL S rn q COMPLETION OF THE LEAK TEST " ^= 9 THE CLEANOUT AT THE RIGHT-OF-WAY SHALL BE INSTALLED PER m PLAN STANDARD PLAN 406 1 THE CLEANOUT AT THE BUILDING SHALL BE BUILDING SEWER INSTALLED TO SURFACE GRADE ALL OTHER CLEANOUTS SHALL BE INSTALLATION INSTALLED TO WTHIN 12" OF THE SURFACE 10 IF SIDE SEWER STUB IS NOT AVAILABLE THE OWNER SHALL BE RESPONSIBLE FOR ITS INSTALLATION PER STANDARD PLAN 4061 ALL WORK WITHIN STREET RIGHT-OF-WAY SHALL BE DONE BY A LICENSED AND BONDED CONTRACTOR CALL 811 BEFORE YOU DIG 11 ALL TRENCH RESTORATION FOR SIDE SEWERS IN THE PUBLIC Or g0 to RIGHT-OF-WAY SHALL CONFORM TO STANDARD PLAN 110 OR 1102 www callbeforeyoud,g org 12 ALL WORK SHALL BE ACCOMPLISHED IN ACCORDANCE WITH THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT (WISHA) TYPICAL BUILDING SEWER STD. PLAN - 406.2 PUBLIC WORKS ^"6j DEPARTMENT FROM PROPERTY LINE TO artinPastucli§/26/2oz 5868"IFD98B449D BUILDING CONNECTION ,w DATE w ■EI 12 A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON DocuSign Envelope ID 345B681D-914F-4F2D-AB59-7C192D3B78A3 DocuSign Envelope ID 345B681D-914F-4F2D-AB59-7C192D3B78A3 RECESSED LIFT POCKET O 3/4" LETTERING "SEWER" e SEWER a (2) BOLT SOC. (ALLEN HEAD) - 5/8" - 11 X 1 5 STAINLESS STEEL REF PART #00981177 O � O 1-3/16" - SEE 1 10-1/2" 5/1 1/4"12-1/2"� �I ' 1 -T1-1/g„ 2-1/4" f 213/4 �I CAST IRON RING AND COVER Not to Scale FRAME 1'-Tt" nl nurTro 1'-n" 45- (1/8) BEND OR DABLE PIPE MATERIAL AS SPECIFIED BY THE ENGINEER NOTES. 1 8" AND 6" CLEAN -OUT RINGS AND COVERS ON SEWER MAINS SHALL BE EAST JORDAN IRON WORKS, INC No 3698 (PRODUCT NO 00369803) OR APPROVED EQUAL CLEAN OUT SHALL BE A WATER TIGHT ASSEMBLY 2 IN UNIMPROVED AREAS, POUR A 8" THICK, 3'-0" SQUARE CONCRETE, CLASS 3000, PAD AROUND THE RING AND COVER 3 INSTALL ASPHALT COLLAR PER STANDARD PLAN 106 STD. PLAN - 403.1 PUBLIC WORKS 8" OR 6" CLEANOUT °^° Y DEPARTMENT FOR SANITARY SEWER MAIN Martin PastuCfJ$/26/2020 �49U DATE 800 TOTAL GALLON OIL/WATER SEPARATOR CUSTOMER TO SUPPLY PIPES AND TEES. PIPING SHOWN FOR REFERENCE ONLY. 1'-6" 2'-6" 2"4 VENT DUCT a< ° a f 6„ 3„ F 7'-6" 4'-6" a 3 WATER LEVEL u 2EA. 8"6 HOLES L n �D" Q 4 m' 9 1'-5^ 5" 2'-6" 5'-2 L� LJ 3" 1' 5" -6" I 12 : 1 ENV-2 2EA. 24"0 ACCESS WITH 2EA. 24"0 D&L A-1024 CAST IRON FRAMES AND COVERS 2EA. 2412 GRADE RINGS OUTLET LOCATED 1/2" PIPE DIAMETER LOWER THAN INLET 4Y" 2, �,,, 2 8" 8'-7Y„ 6'-0" 4'-6" 7„ TOP SLAB WEIGHT: 3,850 LBS. DRAWING MAY NOT CONFORM TO THE VAULT WEIGHT: 13,160 LBS. MOST CURRENT SPECIFICATION ® OWS-4878 41-011 X 61-61I X 6-0" (I.D.) Oldcastle Precast FILENAME: ENV-2.DWG ENVIRONMENTAL VAULT 0 Northern California REVISED: MARCH 2O16 OIL WATER SEPARATOR Madera. Morgan Hill. Pleasanton. Santa Rosa. Stockton. Tulare Phone: 925-750-6650 Fax 925-750-6660 www.oldcastleprecast.com Copyright © 2016 014Castle Precastjnc. S500PSCALE:IL-WATER SEP, N.T.S. • Call 811 • m two business days before you dig NO. REVISION W (SEE NOTE 7) BEDDING MATERIAL FOR SANITARY SEWER PIPE (SEE NOTE 5) — — — — FOUNDATION LEVEL LIMITS OF PIPE ZONE O.D. of PIPE BEDDING FOR SANITARY SEWER PIPE NOTES: 1. PROVIDE UNIFORM SUPPORT UNDER BARREL 2. HAND TAMP UNDER HAUNCHES. 3. COMPACT BEDDING MATERIAL TO 95% MAX. DENSITY EXCEPT DIRECTLY OVER PIPE. HAND TAMP ONLY. 4. PIPE INSTALLATION SHALL BE PER SECTION 7-08 OF THE STANDARD SPECIFICATIONS 5 PIPE ZONE MATERIAL SHALL BE PER SECTION 9-03.12(3) OF THE STANDARD SPECIFICATIONS 6. PIPE MUST BE ANCHORED IN SUCH A MANNER AS TO ENSURE FLOW LINE IS MAINTAINED 7 TRENCH WIDTH SHALL BE PER SECTION 2-09.4 OF THE STANDARD SPECIFICATIONS. STD. PLAN - 405 • PUBLIC WORKS PIPE BEDDING APP DEPARTMENT FOR SANITARY SEWERS Martin PastUCW26/202! .won �mFry0986449D DATE L FAMorganroth NT PLANNING [05/09/2023] 0 SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE APPR APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY I 12 DocuSign Envelope ID 34SB681D-914F-4F2D-AB59-7Cl92D3B78A3 r<� r--r----------I EX. SEWER MAIN I I I I I PROPERTY LINE F�SEWER I I I z AS NEEDED) i 3'-0" MIN I II b I WER STUB I FUTURE 4" SIDE SEWER . 2"x 4" STUD MARKING POST PAINTED I I I 6" CAP JJJ WHITE WITH THE WORD "SEWER" STENCILED EE X 6" TEE j j j IIN 3" HIGH BLACK LETTERS AND #6 WIRE SIDEWALK z WRAPPED AROUND THE STUD AND I I I I I Z EXTENDED TO THE TOP OF THE STUD COUPLING TYP 1 1 1 I > ( ) L_J_L_________ J < rr 13 6"XI!I SURFACE CLEANOUT WITH CAST IRON RING AND COVER 10 (EAST JORDAN IRON WORKS PRODUCT NO 00367502 OR II APPROVED EQUAL, SPECIFY "SEWER" ON LID), UT CLEANOUT TO BE CENTERED IN A 2'x2' CONCRETE PAD E CONCRETE PAD TO BE 8" IN DEPTH F T L___J II BEND AS �8" REQUIRED � EXISTING SANITARY /_� SEWER MAIN ., nw UIN SLOPE , �\ `6" SEWER STUB �6"X6"X6" WYE `FUTURE 6"x 4" REDUCER \`SEWER MAIN SIZE X 6" TEE ACCEPTABLE PROCEDURES FOR SIDE SEWER CONNECTIONS TO EXISTING SEWER MAIN A VITRIFIED CLAY MAIN - CUT IN A NEW PVC "TEE" USING "STRONG -BACK" FLEXIBLE COUPLINGS (FERNCO OR APPROVED EQUAL). B CONCRETE MAIN - CUT IN A NEW PVC "TEE" USING "STRONG -BACK" FLEXIBLE COUPLINGS (FERNCO OR APPROVED EQUAL) C PVC do C900 PVC MAIN - CUT IN NEW TEE USING RIGID COUPLINGS OR CORE -DRILLED WITH A ROMAC SADDLE (OR APPROVED EQUAL) 0. DUCTILE IRON MAIN - CORE -DRILLED WITH A ROMAC SADDLE (OR APPROVED EQUAL) E LINED MAIN - CONNECTION TO SEWER MAINS THAT HAVE BEEN LINED (CIPP, ETC), CUT IN A NEW PVC "TEE" USING "STRONG -BACK" FLEXIBLE COUPLINGS (FERNCO OR APPROVED EQUAL). F HOPE - CORE -DRILLED WITH A ROMAC SADDLE "INSERTA-TEE" MAY BE USED ON SEWER MAINS 12" DIAMETER OR LARGER G MANHOLE CONNECTION - ALL CONNECTIONS TO MANHOLES SHALL BE AT MANUFACTURED KNOCK -OUTS OR THE STRUCTURE SHALL BE CORE -DRILLED AND USE KOR-N-SEAL BOOTS OR APPROVED EQUAL NOTES• 1 PRIOR TO INSTALLATION OF A SANITARY SEWER STUB, A SIDE SEWER STUB PERMIT MUST BE PURCHASED FROM THE CITY OF RENTON PUBLIC WORKS DEPARTMENT 2 UNLESS OTHERWISE SHOWN ON PLAN, SIDE SEWER SHALL HAVE A MINIMUM 2 5' COVER AT PROPERTY LINE OR 3-5' LOWER THAN THE LOWEST HOUSE ELEVATION, WHICHEVER IS LOWER 3 SIDE SEWERS SHALL HAVE A MINIMUM 2 R SLOPE UNLESS APPROVED BY THE PUBLIC WORKS INSPECTOR 4 FOR INSPECTION OF THE SIDE SEWER STUB, CALL 24 HOURS IN ADVANCE. THE INSPECTION PHONE NUMBER IS ON THE SIDE SEWER STUB PERMIT SITE MUST BE READY FOR INSPECTION AND A REPRESENTATIVE ON SITE WHEN INSPECTOR ARRIVES AT THE APPOINTED TIME DO NOT BACKFILL THE TRENCH UNTIL APPROVAL IS GIVEN BY THE INSPECTOR 5 ALL TRENCH RESTORATION FOR SIDE SEWERS IN THE PUBLIC RIGHT-OF-WAY SHALL CONFORM TO STANDARD PLAN 110 OR 110 2 6 THE SIDE SEWER STUB SHALL HAVE PIPE BEDDING IN ACCORDANCE WITH STANDARD PLAN 405 7 ALL SIDE SEWER STUBS SHALL BE INSTALLED BY A CONTRACTOR LICENSED AND BONDED IN THE STATE OF WASHINGTON SIDE SEWER STUB STD. PLAN -406.1 • PUBLIC WORKS INSTALLATION APP DEPARTMENT Martin PastUCIAW26/202 (SEWER MAIN TO PROPERTY LINE) aeab�m Deavaaeo DATE 1 12: sitts&hill D C. O , r CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 ` http://www.sittshill.com/ 46449 Project No.: 19480 Project Mgr.: DCD o,2t'P�cis-rE °,two' 4'' SS�oNAL- EtyG ��n" Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM S-422902 R-422920 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING NJanders 05/08/2023 I� [WASTEWATER UTILITY jstowell05/09/2023 VERTICAL: NAVD 1988 • HORIZONTAL: NAD 1983/1991 C TY OF DATE. BROTHERTON BUICK-GMC - RENTON RENTON FIELDBOOK: PAGE: ° DATUM Planning/Building/Public Works Dept. DRAWING NO: WASTEWATER UTILITIES NOTES AND DETAILS C5.2B (PRIVATE AND PUBLIC) SHEET: nZ OF:— 29 Fds L N T O O O N J LO O co O N N L; i Q z w A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn (V i 'I / STORM CATCH BASIN - - 7Q 8 _ _ = - �22 ss - LEGEND CV ° i� ID4 2�I TYPE I v - - I - � - Y OF s s6 _ /� ❑� i o RIM-21.33 CITY 5 - s y� PROPOSED FEATURES iWER MANHOLE X ti ti�I O.W PER 4668 sue" z �K' w . a IE=18.38, 18"CPP NE TED R CE # O i I� V RENTON ORDINAN ss00 i V) ° I E=18. 37, 18 CPP S ° _ Ss 0 PVC IV a Q N� 0 21y ETE I S Ss x ti �a o o ti� GP "'.1�L�T,.t �- PVC E l pNCR _ - / \E W I J Q p C . _ _ ti9 GAs' '2:': ' _x ti_ BURIED i »PVC S GAS" ° ' a a CL 1I e ss S i ti� 8 12 8 DRAIN MANHOLE a �' Q o - ss ss / �ti�ti' ASPHALT 4X4" / _.Gra' NU' '\•,`': 28 0 . 21i tit 50 - ss ss �� ti>Ro'9. N ANC #468S O i cas- ' a P - ��4yo� ' . GRAVE I. 1, 12"DIE "STOP" gha - ' SS ga" TpN pRDIN 11200390 ' z• GAS�a' - - a1 225s - Q� ° . 3 Hp 4, 18"DI S " - - w ss x tip. - REN NO. 1997 �, As"; ° CIT TV - oW SS o� ASPHALT ' REC. _ AS�a -yp, R.O. PER Y 8 s°� 0 13 9� i 0 y ''::; . 07 - ��Ss 21a G P v CATEp R INANC s3 x 2�o I . NP _ s A - oN . VA T gR 0 5 FO 9 � / x �� ice. , o i _ a - ° 1, REN �97 -s I ..: � tip.° °a _ x - - _ _ I' .. WOOD a a u so ti 1 ° �.o CONCRETE rn �5 .e v .a __ °.�:.' STAIRSI \ -'so' ° ASPHALT a MUD I I ° v /•i ° X _ F� ° I ST' ti� W- " 10-oHP- ti,9� pow- ° a _ ° -8 I }' EXIST G �, xi 7 �v:... GRAY saIV �� i \ \ o _ cAs_ - C14N �AV r-F ° E�r3 tip. - - I 2¢ 9 CAIO ti6 BUILD NG TPN 33 LE,,� . I BALLESTi ° �, ��. • STORM DRAIN MANHOLE i CECON , , N III 3 ap ° . TYPE ll I STORM CATCH BASIN S `BRI K 5&12" CEDAR \ k GAS y1�' v ONP '• • p� RIM=22.92 I TYPE I S I IE=19.76, 8"PVC SE I RIM=22.49 \ \N a�„ IE=17.10 15"CPP SW IE=20.34, 12 DIN STORM CATCH BASIN RETAINING \ BR THEPTON" I 14 CED WALLS�� Sde tip` 20� w095 „ Iti�6o STORM DRAIN VAULT I IE=18.69, 12"GONG E TYPE 1 �22.3 WOOD / X1 ti� >� o ti EMPLOYEE OF IE=18.46, 15"CONC W I RIM=23.55 I YARD FO I ti TYPE II IE=18.02 12"CPP S 6 � STAIRS- - t THE MONTH" DRAIN m I z RIM=23.59 STORM DRAIN MANHOLE IE=17.97, 12"CPP W I 1CONCRETE I N� sD so NI / tio9� / I I m 9,• �9 IE=19.14, 15 CPP NW I I TYPE II i 16� CI l l STAIRS TO TION DEAD END l STORM CATCH BASIN I RIM=22.11 1 2� 6 ' . �I TPN 3340402820 / BA � T ;.:...:.• � ' 2X ., ,• ....... STORM CATCH BASIN ti�� I I I TYPE I I IE-14.51, 4 PVC SE 10 BAY ESS X SI TYPE I x o �5 / \ I RIM=20.89 I A & D RENTON LLC BOTTOM STRUCTURE= 12.36 I DOOR a N RIM=20.18 I 2 \ I » 0� 23 0 1 ai (f E. �0 3 99 x � 1 a I E=19. 23, 12 "CPP SW 3 P VC, PUMP WITH FORCEMAI N E �0 9s �g 9 i I' GRA VEL �. EL o �• tip• m �Py Iv IE=17.72, 18 CPP E I x I O �g9 `'.• WA TEA IE=17.46, 16 CPP S I � �.. o �6 I 9-:22. I ti ' TPN 33¢�4�2850 a EXISTING I 23 70 " IE=17.35, 12"CMP W 1P 3a9 I EMPTY 1 I 5 MAP TEL TEL (� BROTHER T ADILLA Lu, g BUILDING STORM CATCH BASIN I oa0 CONDUIT wt I �•,� J- \��$ TYPE I I �x ti II I ti3aa I .: I 2X1&4X2 L 10'l RIM=20.93 a �I I 4X so IE=18.16, 18 "CPP N I w I I I m o sD23 28 __ I I 2X3&3X5 IE=18.33, 12"CPP E I 16�Oga 2a m YARD DRAIN I �0 8 5 I P IE=18.19, 18"CPP W I I Ix tia �OP OF DEBRIS 15.92 _ �1 li, 1 9 o I _ 12 13 I 3 m ASPHALT o l Cn 0 9 0 o F.=24.04 _ x �g I i i i (� 2�1 �11 x l i I I ASPHA T O X 2�1 �x cn I � � \ � I \ � 3 o ��a NCRETE F.F.=23.88 - ' STORM CATCH BASIN I I I 1 a ` STAIRS TO STORM CATCH BASIN I ONCRETE I �5 a _ i I ' TYPE I I o a 2 \ 2g2 9a oaa 5 . , a9 m � _ RIM=23.66 I _BASEMENT RIMTYPE20.48 1$ U) I® X�� IE=19.65, 12"CPP N I III i I\ I a ACCESS IE=19.30, 8"DI S I tioAa �1a ti�55 a ' IE=19.76, 12CPP E z Q I RE INI G 10 x I IlIx II1� VACATED R REN N a IE-19.76, 12 CPP S Q N I i �` I ti '1� o PER CITY OF ' I IE=20.38, 6"PVC W I I i 1 I WA I WI 997071 �313 I I 11 ' I FF S SD I I 1 F.F.=23.87 I o I I YARD ,245 . F.F.=24.00 I ( `� I I I DRAIN STORM CATCH BASIN I I �o I511 EXISTING TYPE 1 �� \ I m \ TPN 3340402885 :- SD I I� I I I BUILDING RIM=21.65 NIX \ I BROTHERTON CADILLA STORM CATCH BASIN I I I I I IE=18.74,12 DI SE cv >� '- - Ss - - - s ss - - TYPE I g , /�, ( - - ASPHALT I 5 IE=18.54, 12"CPP NIN I I /N I I RIM=22.55 I ��, - \ \ IE=20.28, 6"PVC W L' STORM CATCH BASIN » 0 PARKIN \\I I� I I IE=20.02, 12"CPP N ti 13 ❑9 I I I �� TYPE 1 I i 9� \ RIM=20.62 Ic \ IE=19.03, 8"DI N �$ a IE=18.69, 12"DI SE 22 IE=18.70, 12 "DI NW I I -- STORM CATCH BASIN I i I y1 I z 1 I TYPE 1 °a RIM=23.25 Ij IN �� RDIE=17.89, 12"CPP N 5Nxxti1 xa• IE=17.86, 12"CPP SW 2 N ' PARKING" a .. tit L � a �::•• ' m \ I � � �: ..�3.•:.:.,,.. I J o "RES VED" l ap \ - z - 11 c� X o xti 3 / I z rr�J ,w a tiL56 I w I IQ ooa •+�• � 01 \ INW �W XTI1 a II I 1 \ oa 19k I 2�• a9 \ _ ASPHALT " , " 4i ` i23 x 222 I ��ti 3 ' � __w •-�' o IN I \� a •• a ° 2 A. aCONC.' 11 - ' W "NO C1110 - W -� �\ ��aa yy�� `ltia X � � X O 2 ti-S�1 6 U I 0 �j" M ' / W �� SS I I l AS ALT .. • • • - W tia SS �- N 3 \ �`•`-`S�`•`•` `'- 23 ei 1 w x ti s i TELEPHONE q: g�.• ss �5o RISER _ titi. `� SANITARY SEWER MANHOLE �•`•``• _ x ss s91 Y SEWER MANHOLE I a 3 x , w _ - �0� ss '4. :✓ TYPE ll i I - - - 4' - x ss a Tc 2 RIM=23.23 92 i �,' �'VI E _ w 6 ❑ Ss / /2 15 MAPLE IE=17.07, 6 PVC E 8"PVCN a9 x �, x 1 s° EDI All ss 9� ti �� - tik�9 IE=17.01, 6"PVC S �� o SS ,. GRAVE :.• E` 2� CIE=17.19, 8"PVC W 8"PVC E X ��9. y ' - SS a.:r , Pi �15" MAPLE TH ST' / ss ' �14" MA _ "NO PARK - W. �3 J ss ss :jet _ pW l �e �..:..: �� p AV E • / 10 s titi. . 0 PARKING" , VA CITY R. H I R ti5a X TF' x _ OF RENTON 'T -X I SS tit 59 X ti� -23 ' PER CITNCE #4610 0284 i 5 TE 0R Np 19960614 o a g lti9 24.0�) ' REC. STORM CATCH BASIN ' �' / 2 l o X - �X TYPE I RIM=22.71 LANDSCAPE PLAN (PRIVATE) SCALE: 1 "=20' • Call 811 • m two business days before you dig NO. REVISION SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE AP P R APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM SYMBOL QUANTITY BOTANICAL NAME COMMON NAME SIZE/SPACING CONDITION 2 TILIA C. CHANCELLOR CHANCELLOR LINDEN LITTLE LEAF STREET TREE 2" CALIPER SPACE AS SHOWN B&B O19 BERBERIS T. 'ROSE GLOW' ROSE GLOW BARBERRY 5 GALLON, SPACE AT 6' O.C. CONTAINER O 8 SKIMMIA JAPONICA JAPANESE SKIMMIA 3 GALLON, SPACE AT 5 ' O.C. CONTAINER 0 22 PRUNUS L. 'MT. VERNON' MT. VERNON LAUREL 3 GALLON, SPACE AT 4' O.0 CONTAINER 0 36 ROSA 'DOUBLE KNOCKOUT' DOUBLE KNOCKOUT ROSE HYBRID 3 GALLON, SPACE AT 3.25' O.C. CONTAINER ® 18 BUXUS S. SUFFRITCOSA DWARF BOXWOOD 3 GALLON, SPACE AT 3.25' O.C. CONTAINER 30 CAREX 0. 'EVERGIOLD' EVERGOLD SEDGE 1 GALLON, SPACE AT 1'-6" O.C. CONTAINER ............. 805 S.F. SOD TURFGRASS OVER 8" COMPACTED DEPTH IMPORT TOPSOIL 968 S.F. WALDSTEINIA FRAGAROIDES BARREN STRAWBERRY I GALLON, SPACE AT 2.5' O.C. CONTAINER NORTH HORIZONTAL SCALE: 1"=20' 20 0 20 40 C TY OF RENTON Plan ning/Building/Public Works Dept. GENERAL NOTES 1. SEE SHEET L1.1B FOR PUBLIC LANDSCAPING IMPROVEMENTS. 2. SEE SHEET L1.2B FOR PLANTING NOTES AND DETAILS. KEY NOTES 1� EXISTING RED MAPLE TREE TO REMAIN. MINIMIZE DISRUPTION OF ROOT SYSTEM WHEN ADDING TOPSOIL AND MULCH TO THIS PLANTING ISLAND. EXISTING BOXWOOD HEDGE TO REMAIN. sitts&hill CIVIL I STRUCTURAL I SURVEY P a�� 11� SCE 0 4815 CENTER STREET I TACOMA, WA. 98409 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ EXP IZati��G� Project No.: 19480 Project Mgr.: DCD 449 �SCA PE ARG�`� 03.17.23 Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422921 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 CURRENT PLANNING 0 AMorganroth [05/09/2023] DATE: BROTHERTON BUICK-GMC - RENTON FIEWBOOK: PAGE: DRAWING NO: LANDSCAPE PLAN L1.013 (PRIVATE) SHEET: 24 OF:29 N T O O N ,i1 N T O O N Q J LO O O N N A u L; i Q z w A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn (V I 'I / STORM CATCH BASIN - - 7Q 8 - - = - �22 ss - LEGEND CV ° i- ID4 21I TYPE I ° - - I - � - Y OF s s�; _ /� ❑7 i RIM=21.33 CIT 5 - s y1 PROPOSED FEATURES iWER MANHOLE X ti ti�I O.W PER 4668 ° i o sue" z �K' W . a IE=18.38, 18"CPP NE TED R NICE # O I V) I � " V RENTON ORDINAN ss ss x �y�ti �� ^! .. :,': ti IfL Q ° I E=18.37, 18 CPP S ° _ ss 0 I„PVC N Q a� �N� 0 21y ETE�S ss x��- W _ - BURIED I .I Q C �/ tig As•..... ti- »PVC S GAS" ° ' a I a II ° e ss SS / ti� 8 12 8 - T �2• DRAIN MANHOLE a I " Q I o Ss ss / ��1�' ASPHALT 4X4" ASS ij 7 / 28 0 . 21i �1. 50 - ss SS �� 71�o g.W. ANCCE #4683 O i cas- ' � a P� - F� �7ti� �50�''•:'"" GRAVE ! �.o I: / 1, 12 "DI E "STOP" gha ORDIN 11200390 / z• GAS�a' - - a1 2256 . 3 Hp 4, 18"DI S w ss x L1 RENTON NO 1997 a !`S"; ° CITY CO :: Tv 1 c� _ ow Ss oN ASPHALT ' REC _ GAS'a -oHP 0 PER Y 8 sod 0 13 9/ / 9 g '?; 0'1 - I ��ss 21e G P ° CATEI R INANC s3 x SaoI . oNP ° I _ s a �' _ A - ° off .� 8 VA E qR 5 - Fo \ x s R NT �.1 4.w so X.,"° °a _ x - - -' 1° a s : a Mu so 5ti �•o CONCRETE so . g° 5 ° X tip' �y - - - o.� /ICI 1• ° ' ° ° a . MU pNP-i �Fo A . 4 ASPHALT w p� �M I w °' °° v• e °° .. ° I �I ST. w x� °�°. _ a.°: ° - �-� EXISTI G �. �� \ N - - �° o �. ° GRAt/E��e :.�. I I I a TPN 33 a GAS' N f _ - - 2¢ 9 )CAIO ti• BUILD NG AVE.I BALLESTi ' ' ' ° �, ��. • STORM DRAIN MANHOLE � I CECON , 3 ;• a 0 •;• ti , • TYPE ll I STORM CATCH BASIN `BRI K 5&12" CEDAR \ GPS �1c� o"'? p� RIM=22.92 I TYPE I I 60 IE=19.76, 8"PVC SE I RIM=22.49 \ / IE=17.10 15"CPP SW IE=20.34, 12 DI N STORM CATCH BASIN RETAINING BR THEhTON" I 14 CED SITeWALLS�� ti1� ti°� No95 \ „ �6o STORM DRAIN VAULT I IE=18.69, 12"GONG E TYPE 1 �22.3 WOOD ti� x� o ti EMPLOYEE OF ° �a6 I IE=18.46, 15"GONG W I RIM=23.55 I YARD t x ' F° THE MONTH" i ti '� TYPE II IE=18.02, 12"CPP S 6 STAIRS- - DRAIN RIM=23.59 STORM DRAIN MANHOLE IE=17.97, 12"CPP W I CONCRETE I N� So sD I / 09� I .'.♦♦ / I o O �g IE=19.14, 15 CPP NW I I TYPE II I „ ti m 116 If STAIRS TO I --R!.` : ;; :.., . � Hl TION DEAD END I `�` ; / N ° STORM CATCH BASIN I RIM=22.11 I I 2. .- " -, X - TPN 3340402820 / BAT „ I 4&2.: STORM CATCH BASIN 'A. I I TYPE I I IE=14.51, 4 PVC SE 10 BAY ESS X SI TYPE 1 x \ I 5 / \ / RIM=20.89 I A & D RENTON LLC BOTTOM STRUCTURE= 12.36 I DOOR a N: RIM=20.18 I 113. \ » 0� 23 I al:.:•� E.10 3 gg x a�1 o IE=19.23, 12"CPP SW 3 PVC, PUMP WITHI FORCEMAIN E y �0 9s �g9 i y GRAVEL �. EL IE=17.72, 18 CPP E IE=17.46, 16 "CPP S 19g 0 16 70 I WA TER Ati ' TPN 33¢�4?J2850 a EXISTING I 23. -- �tjj fi5 MAP 23 " IE=17.35, 12"CMP W ag J,• I I I T TEL TEL �3' BROTHER T ADILLA w g BUILDING EMPTY 1 \ \ _ SD STORM CATCH BASIN I ao I I �::,;, I I CONDUIT col I �•,� J_ \�18 TYPE I hx do I I / 10 'I RIM=20.93 I a �I tip' I ° '`': I ¢ 2X1&4X2 SID L so .1 P' I E=18.16, 18 "CPP N I I o o I m o 23.28 I / 2XX 5&3X5 IE=18.33, 12"CPP E I ��0'6,0g6 2a m YARD DRAIN 0 8 5 IPIE=18.19, 18"CPP IN I � X / ti� � .,., RIM=23.10 I I i g" 2 TOP OF DEBRIS 15.92 I II' �' I 3 m ASPHALT o t o g I F.F.=24.04 _ x I I i i �� 11 ti1� X I I 1 I ASPHA T 01 I X I 05 I I 23 I I z \ 2110xti \ F.F.=23.88 - ' STORM CATCH BASIN I I I I a ` STAIRS TO NCRETE STORM CATCH BASIN I '•'•' ONCRETE �5 0 TYPE I I o a 2 \ 2g2 9a 00a 5 •,•,• ' a9 CO RIM=23.66 °x I -BASEMENT TYPRIME20.48 I < •• o ' ® xti� _ ' IE=19.65, 12"CPP N I III I \ I ACCESS IE=19.30, 8"DI S I tioAa tiara O ti�55 a ' IE=19.76, 12CPP E I RE INI G 10 x I x fl VACATED R REN N a IE-19.76, 12 CPP S Q N I i �1. I ti 11 o PER CITY OF ' I IE=20.38, 6"PVC W c I i I I WA I WI asP 997071 °313 I I I I I FF S So I I 1 F.F.=23.87 I o I I YARD ,245 l i I I 16 F.F.=24.00 I I I I DRAIN STORM CATCH BASIN I I EXISTING �o511 III :- sD I II BUILDING TYPE 1 \ �' TPN 3340402885 I I RIM=21.65 -1x do 1N \ I BROTHERTON CADILLA STORM CATCH BASIN I I I I I IE=18.74,12 DI SE cv I - - sS - - - S - - Ss - - TYPE I ASPHALT IE=18.54, 12 CPP NW I I l N \ + . �' \ I I IEM20.28,56"PVC W L - - I I 22 - " I IE=20.02, 12"CPP N STORM CATCH BASIN I / 0 PARKIN a •:` • \\I I� � I ti 13 ❑9 i � I I � TYPE 1 I I e RIM=20.62 I I I \ IE=19.03, 8"DI N �21ax� �1X�1aa IE=18.69, 12"DI SE I I I I I I &2X IE=18.70, 12"DI NW--;. '... I \ ILL.J STORM CATCH BASIN TYPE I z RIM=23.25 RD 1 f:. I E=17. 89, 12 "CPP N 'b2 `' "c� \ I X f ti IE=17.86, 12"CPP SW 2 N I ' �a I �� I �NO PARKING" In I a tit L �. o \ I I I-- 3 U) 9 I J "REST VEDCL " Ix ti1Aa / \ V 11 c° w 6 x I \ Z a' U r 1 W a �' ag / \ ASPHALT ~ N w / x a _ 222 \ 0 x ti 3 _ W /2 I ��x ' I _ A. CONC.' l _ 9 I _w ° 11 0 PIN1 W -- „NO as C111 a ,W �� sQ _ w titi� - 23 ltia X X21 O g. 23� 7� PT501_' 6 ® - ti 6" M / ss- II l ASP ALT ... 23 - / w 22a ss �- 3 .. 35 . `. BP w x s / TELEPHONE I SS / S 0 RISER W x titi ss / S 'i SANITARY SEWER MANHOLE Y SEWER MANHOLE I a 3 x _ W - - �0� SS / TYPE ll I - ' " 4' x / ss / a T 2 RIM=23.23 92 I �,' �'VI E _ w 6 / ss / /2 15" MAPLE IE=17.07, 6 PVC E 8"PVC N agX �, x I so EDI All / ss 91 ��r � - tik�g IE=17.01, 6"PVC S o / ss ,. GRpVE :.. E` 2� CIE=17.19, 8"PVC W 8"PVC E X ��9. ti' , - Ss a.: Pi �15" MAPLE TH ST, / ss / 1 114" MA � - "NO PARK - W s SS . ^� I O W l �g �..:..: r°� p AV E - / 10 s �� ENO PARKING" , V1 CID R H I R ti5a x 1F' x _ OF RENTON T ,x I ss ti1 5g x ti� '23 ' PER CITNCE #4610 0284 5 / ORDINANCE NO 19960614 a g lti9 24.0� L' REC STORM CATCH BASIN ' / 2 l o x - �X /g1 ' TYPE I RIM=22.71 LANDSCAPE PLAN (PUBLIC) SCALE: 1 "=20' • Call 811 • m two business days before you dig NO. REVISION SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE AP P R �APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM SYMBOL QUANTITY BOTANICAL NAME COMMON NAME SIZE/SPACING CONDITION 4 TILIA C. CHANCELLOR CHANCELLOR LINDEN 2" CALIPER B&B LITTLE LEAF STREET TREE SPACE AS SHOWN 957 SF SOD TURFGRASS OVER 8" COMPACTED DEPTH IMPORT TOPSOIL NORTH HORIZONTAL SCALE: 1"=20' 20 0 20 40 C TY OF RENTON Plan ning/Building/Public Works Dept. GENERAL NOTES 1. SEE SHEET L1.0B FOR ON -SITE LANDSCAPING IMPROVEMENTS. PRIVATE ONSITE PLANTINGS ARE SHOWN IN BACKGROUND. 2. SEE SHEET L1.2B FOR PLANTING NOTES AND DETAILS. KEY NOTES sitts&hill CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 V PHONE: (253) 474-9449 1 FAX: (253) 474-0153 http://www.sittshill.com/ +C449 EXP IZatiG� Project No.: 19480 Project Mgr.: DCD �SCA PE ARG�`� 03.17.23 Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422922 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 CURRENT PLANNING AMorganroth [05/09/20231 DATE: BROTHERTON BUICK-GMC - RENTON FIELDBOOK: PAGE: DRAWING NO: LANDSCAPE PLAN L1.1 B (PUBLIC) SHEET: 25 OF:29 N T O O N I= ,i1 N T O O N Q J LO O O N N A u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N N O t 0 w a z J LANDSCAPING NOTES UNDERGROUND CONDITION LOCATE UTILITY LINES AND UNDERGROUND OBSTRUCTIONS TO AVOID DAMAGE DURING CONSTRUCTION. REPAIR ANY DAMAGE TO UTILITIES, BUILDING, PAVING OR OTHER WORK AT YOUR EXPENSE. LANDSCAPE AREA GRADING FINISH SUBGRADE AND OBTAIN APPROVAL OF LANDSCAPE ARCHITECT AND INSPECTOR PRIOR TO PLACING ANY TOPSOIL. FINISH SUBGRADE SHALL BE SMOOTH AND CONFORM TO THE FINAL FINISH GRADE AFTER TOPSOIL PLACEMENT. ALLOW FOR ADDED TOPSOIL AND MULCH IN INDIVIDUAL PLANTINGS AS SPECIFIED. COMPACT ALL LANDSCAPE SUBGRADE TO 90% OF OPTIMUM DENSITY PER ASTM D 1557. FINISH GRADE OF PLANTING WHERE ABUTTING PAVING OR CURBS SHALL BE 1/2 INCH BELOW TOP OF PAVING. SLOPE ALL PLANTING AREAS AT A MINIMUM OF 1/4 INCH PER FOOT TO PROVIDE POSITIVE DRAINAGE AWAY FROM PLANTINGS. EXERCISE EXTREME CAUTION WITHIN EXISTING TREE DRIP LINES TO NOT DAMAGE TREE ROOTS. SHOULD EXISTING TREE ROOTS INTERFERE WITH IRRIGATION SYSTEM INSTALLATION CUT ROOTS AND TREAT CUTS. IDEALLY LIMIT IRRIGATION TRENCHING OPERATIONS WITHIN TREE DRIP LINES. EXISTING BRUSH AND VEGETATION REMOVAL / A 1 \ A / � / \ 2 60° N A O.C. (TYP) KEY NOTES: 1. PLANT CENTERS. 2. WALL, WALK OR EDGE OF GROUND COVER PLANTING. TRIANGULAR SPACING OF GROUNDCOVER OR SHRUBS COMPLETELY CLEAR AND GRUB EXISTING VEGETATION IN ALL LANDSCAPE AREA PLANTING BEDS �"� SCALE: N.T.S. AND BARK MULCHED AREAS EXCEPT WHERE INDICATED ON THE PLANS AS TREES AND SHRUBS REMAINING. SOIL CONDITIONS VERIFY EXISTING SOIL CONDITIONS FOR CONTAMINANTS THAT MAY HAVE BEEN DISCARDED BY OTHER TRADES, SUCH AS THINNER AND PLASTER. REPORT FINDINGS IMMEDIATELY TO LANDSCAPE ARCHITECT. NOTIFY THE LANDSCAPE ARCHITECT OF ADVERSE SOIL DRAINAGE CONDITIONS WHICH MAY POTENTIALLY AFFECT PLANT GROWTH (E.G. SATURATED SOIL, CLAY, HARDPAN, HIGH GRAVEL OR ROCK CONTENT, CONCRETE, ETC.) PLANTING BED PREPARATION AND TOPSOILING (EXCEED MINIMUM REQUIREMENTS OF CITY OF RENTON SWDM C2.23 SOIL AMENDMENT. CONFORM TO APPROVED SOIL MANAGEMENT PLAN AND AS DEFINED BELOW). SEE DETAIL 200/C2.3B. OBTAIN APPROVAL OF SUBGRADE PREPARATION PRIOR TO INSTALLING IMPORTED TOPSOIL AND COMPOSTED MULCHES. SUBSOILS SHALL BE SCARIFIED TO 12" DEPTH. ADD 3" DEPTH OF COMPOSTED MULCH TO SURFACE AND ROTOTILL TO DEPTH OF 6". CITY SITE INSPECTOR SHALL TEST SUBGRADE VIA STAINLESS STEEL ROD PENETRATION TO 12" DEPTH PRIOR TO ADDITION OF 3" COMPOST TO SUBGRADE. INSTALL 8 INCH MINIMUM DEPTH TOPSOIL OVER THE PREPARED SUBGRADE. TOPSOIL SHALL BE 30% PER VOLUME COMPOST AND 70% PER VOLUME SANDY LOAM THROUGH 7/16" SCREEN. PREAPPROVED MULCH SHALL BE CEDARGROVE COMPOST. PH SHALL BE FROM 6.0 TO 8.0. COMPOST COMPONENT SHALL BE CEDARGROVE COMPOST. SUBMIT 1 POUND SAMPLE AND SOIL ANALYSIS FROM SOIL MANUFACTURER FOR APPROVAL BY LANDSCAPE ARCHITECT. MANUFACTURED TOPSOIL SHALL PROVIDE ALL COMPONENTS NECESSARY FOR OPTIMUM PLANT GROWTH. COMPOST MUST HAVE AN ORGANIC MATTER CONTENT OF 40% TO 65%, AND A CARBON TO NITROGEN RATIO BELOW 25:1. PRIOR TO PLANTING, ONE 12" DEEP TEST HOLE PER PLANTING BED SHALL BE DUG USING ONLY A GARDEN SPADE DRIVEN SOLELY BY INSPECTOR'S WEIGHT. AFTER PLANTINGS AND CLEANING PLANTING GRADE IN PLANTING BEDS, INSTALL 3 INCH MINIMUM OF CEDARGROVE COMPOST MULCH OVER THE TOPSOIL. SEE DETAIL. FERTILIZER PLANTS: OSMOCOTE 18-6-12 FOR TOP DRESSING SHRUB AND GROUNDCOVER AREAS AT A RATE OF 20 LBS. PER 1,000 SQUARE FEET PRIOR TO ADDING MULCH TO FINISH TOPSOIL GRADE. INSTALL AGRIFORM 20-10-15 PLANTING TABLETS FOR PLANTING PITS AS SHOWN IN PLANTING DETAILS. PLANTING AFTER PLACEMENT OF TOPSOIL, STAKE TREE LOCATIONS FOR ACCEPTANCE BY THE LANDSCAPE ARCHITECT. MAKE REQUIRED FIELD ADJUSTMENTS AS DIRECTED. AVOID OBSTRUCTIONS. LARGE BLOCKS OF PLANTING MAY BE STAKED OUT BY BOUNDARY RATHER THAN INDIVIDUAL PLANTS. INSTALL PLANTINGS BETWEEN OCTOBER 15TH AND MARCH 15TH. IRRIGATION ALL SHRUBS AND GROUNDCOVER LANDSCAPE AREAS SHALL BE IRRIGATED VIA CONTRACTOR DESIGN BUILD/BID AUTOMATIC CONTROLLED SYSTEM. PROVIDE COMPLETE ACCURATE AS —BUILT RECORD DRAWINGS AT 1"=20' SCALE. QUALITY ASSURANCE ALL PLANT MATERIAL TO BE IN HEALTHY THRIVING CONDITION. PROTECT ALL PLANT MATERIAL FROM HARM. HEAL —IN AND WATER ALL ROOTBALLS IF NOT PLANTED THE SAME DAY AS DELIVERY. REMOVE UNSATISFACTORY MATERIALS FROM SITE. PLANT DURING PERIODS NORMAL FOR OPTIMAL GROWTH, AS DETERMINED BY SEASON, WEATHER CONDITIONS AND ACCEPTED PRACTICE. WARRANTY OF PLANTINGS ACCEPTANCE OF LANDSCAPE IMPROVEMENTS SHALL OCCUR AT OWNER'S PROVISIONAL ACCEPTANCE OF THE COMPLETED PROJECT. WARRANTY PERIOD FOR ALL PLANTING SHALL BE ONE YEAR FROM DATE OF PROVISIONAL ACCEPTANCE OF THE PROJECT. IF REPLACEMENT OF PLANTINGS ARE REQUIRED DURING THE WARRANTY PERIOD, RESTORE ADJACENT PLANTING AREA TO ORIGINAL CONSTRUCTED CONDITION. REPLACEMENT PLANTS SHALL BE IN LIKE SIZE AND KIND AS ORIGINALLY PLANTED. IMPORT SOIL QUANTITIES (FOR PERMITTING PURPOSES ONLY) Topsoil — 1n9 rY COMPOST MULCH — 52 CY TOTAL SOIL IMPORT — 157 CY • Call 811 • m two business days before you dig NO. NOTES: 1. WHEN THE ROOTBALL IS ENCLOSED IN A WIRE BASKET SUPPORT, CUT AND REMOVE WIRES AFTER PLACEMENT AND ADJUSTMENT OF TREE IN THE PLANTING PIT AND PRIOR TO BACKFILLING WITH SOIL. 2. WHERE ROOTBALLIS WRAPPED IN GEOTEXTILE OR TREATED BURLAP, REMOVE COMPLETELY. AFTER PLACEMENT AND ADJUSTMENT OF TREE IN z PLANTING PIT. 01 STAKE TREE W/ (3) PRESSURE TREATED 2"x2"x6' STAKES OR POLES. GUY TO TREE USING PLASTIC TREE TIES INSTALL TREE AT GRADE WHICH IT GREW IN THE NURSERY SOIL SEE NOTES SUBSOIL BROKEN W/ BAR OR PICK TO 42" DEPTH MIN. 402 TREE PLANTING DETAIL SCALE: N.T.S. 3" DEPTH MULCH OSMOCOTE, BROADCAST OVER PLANTING PIT REMOVE BURLAP FROM TOP 2/3 OF ROOTBALL. SEE NOTE 2. 6" HIGH WATERING BERM, 3" HIGH WATERING BERM,- 2 1 /2 x 0 OF ROOT BALL. 2 1 /2 x 0 OF ROOT BALL. �vvl SCALE: N.T.S. NOTES: A. INSTALL SHRUB AT GRADE WHICH IT WAS GROWN AT NURSERY. SEE NOTES FOR FERTILIZER. CAREFULLY REMOVE BURLAP, TWINE OR CONTAINER FROM ROOTBALL. SCARIFY ROOTBALL SURFACE IF ROOTBOUND. 3" DEPTH MULCH OSMOCOTE, BROADCAST OVER ENTIRE PLANTING BED. aI sitts&hill 'Upul CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422923 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 CURRENT PLANNING } AMorganroth [05/09/2023] SURVEYED: SCALE: DATE: VERTICAL: NAVD 1988• BROTHERTON BUICK-GMC - RENTON FIELDBOOK: DKM/RJJ AS NOTED HORIZONTAL: NAD 1983/13/1991 C T Y O F DESIGNED: DRAWN: RENTON PAGE: KLK/DKM ONE INCH DATUM DRAWING NO: CHECKED: DCD AT FULL SCALE Plan ning/Building/Public Works Dept. LANDSCAPE NOTES AND DETAILS L1.2B IF NOT ONE INCH REVISION BY DATE APPR APPROVED:SCALESCALE ACCORDINGLY (PRIVATE AND PUBLIC) SHEET: nc OF: Ln N T O O O I N N Q J LO O co O O N N A u L; i Q z w A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn C\JI ' 1 / STORM CATCH BASIN �Ss_ N TYPE I OF 4V`:� - - - s RIM=21.33 CITY5 - s �1 iWER MANHOLE X ti 11� O.W. PER 4668 a IE=18.38, 18"CPP NE VACATED R CE # O I I� " V RENTON ORDINAN = % ;.� i ss ss Q ° I E=18.37, 18 CPP S >'PVC N a I Q z 2�5 °° ° , _ ss ss.._t._ Q „ ° / I.V �ti CONCRETE ° _ , - ' ss - 9 x o o ti / !:.? �1E IJJ ; PVC E I J Q �� ti AS � „PVC S "BURIED a I � I � p - ss S i i x ti� 8 12 8 T h :�.. 22 s. GAS ° ' a I ss �ti ASPHALT �`° `.o DRAIN MANHOLE a I Q I tiL / A� a b ss ss _ c "� 2 +..\; ,:.:,':.::._. 4X4" 28 2�� ti16o so, SS o W 683 0 _ = a Ps_ - Fw ti� 4y.1: ;.:'`: r ", :', 'i ° SS�,'^r�$' NCE #4 / cas- / 71t� Xti q; GRAVE oyp 1, 12 "DI E "STOP„ � _ _ ss 1g6 I N pRDIN �11200390 / _ _ s. GAs.-a'.. _ 61 22.56 - .'-N. ' .': '::.; ., CO : 3' ..` 4, 18"DI S _ - N ss X L REN NO* 199 As 4 CITYti o ;3.,..'I .. Tv �, _ oW ss o ASPHALT ' REC. _ As-: oNP PER 8 so 13 9 - 1 ss o� 21a� / G p'a, CATER R'p' INANC s3 x / 2�°a s �' _ A - ° oN . VA T �R p 5 _ Fo �� a '_� REN g97' ';.1.:: a s4. W Q MU so 1 so X ° a ° i4.4o CONCRETE so g° 5 ° , ° - - X tio �� \J.. I. <... WOOD 1 5 k I: STAIR4.S \ ONP �'_ .�1-�,X ti5 _ so 'Fo s .° ' M I 4 ° I i - ° � ° ° - ti� x�2 o >:y r7. EXISTI G �. a''I N ----- i° o = ^° °• L° ... GRAVF�e :.>:. °.:.g....° - - _ --� ----- ;AIO 76 BUILD NG TPN 33 LOL° BALLESTI s W H c � -- - - ----- ECN 3 - ti ��. , STORM DRAIN MANHOLE 4 �. ,� N II I 1 2 4 .� TYPE ll I STORM CATCH BASIN m' `BRI K 5&12" CEDAR \ C RIM=22.92 I TYPE I I It GAS- pNP' IE=19.76, 8"PVC SE I RIM=22.49 F' IE=20.34, 12"DI N ° RETAINING \ 1 IE=17.10, 15"CPP SW STORM CATCH BASIN 2' . 1 �ti BR THEPTON" I WALLS ti I I 12"GONG E TYPE 1 14 CED ° 20' „ ti�6o STORM DRAIN VAULT IE=18.69, ;.' ..' 1 ti� o ti EMPLOYEE OF ° �06 1 IE=18.46, 15"CONC WI RIM=23.55 �. 22.31 WOOD YARD x FO THE MONTH" I RIMTYPE23.59 IE=18.02, 12"CPP S `i 6 I� STAIRS- - DRAIN .'.' STORM DRAIN MANHOLE IE=17.97, 12"CPP W I 160NCRETE I N� sD SD I / 09� o �g IE=19.14, 15 CPP NW I TYPE II I ti ... m I I.I. l STAIRS TO I ;; 16 CI DEAD END ` l STORM CATCH BASIN I RIM=22.11 I I 2. 6 Hl TION �� I L'.'.' I �' I TPN 3340402820 I �' I / BAT;.:,. ,.:..., STORM CATCH BASIN ti� I TYPE I IE-14.51, 4 PVC SE 10 BAY CESS X: SI x \ I 5 \ I A & D RENTON LLC rC_ . , {� N: TYPE I I 20 I \ / I 4 RIM=20.89 I BOTTOM STRUCTURE= 12.36 I / DOOR � 1� , �o gg6 y1 o IE=19.23, 12"CPP SW 3 PVC, PUMP WITH FORCEMAIN E �0 9s �g9 a1 y E RIM=20.18 � 0 23 0 GRAVEL �. E. IE=17. 72, 18 CPP E 1 x 3 0 x tip' °- I E=17.46, 16 "CPP S I0 99 0 6 I Iv ^9':22 . WA TER 1 23.70 5"MAP 23 " IE=17.35, 12"CMP W I ag TPN 33¢�4?J2850 a J "~ EXISTING I I I 1 TEL TEL 3' BROTHERT�ljj ADILLA Lu g BUILDING EMPTY 1 STORM CATCH BASIN Q I CONDUIT TYPE I I tio6� I I i�' I I o �:: ;'. I 01 -L J- - RIM=20.93 I �x I 3 �a I ::,';,, 2X1&4X2 L so �1 PIN _ IE=18.16, 18 "CPP N I N o m o so23 28 _ _ 12X3&3X5 IE=18. 33, 12 "CPP E I I (o io 9a 2a m YARD DRAIN I 1 0 8 5 I P � Ix k a. RIM=23.10 IE=18.19, 18"CPP W I `� I 9" 02 I TOP OF DEBRIS 15.92 111- I 3 m ASPHALT o l 0 9 0 ooF.F.=24.04' _ x I i I I (6c 211 �11 X I I ASPHA T 2• I I o �. o f I cis O X I I' `l0TN i5 I I 1 23 0 I I z \ 3 0 ��a NCRETE F.F.=23.88 ' STORM CATCH BASIN I I I I 6 ` STAIRS TO STORM CATCH BASIN i I 9a oae I 5 )NCRETE �g 6g CO - ' RIMTYPE23.66 I I 21 \ 2�2 \_BASEMENT TYPE I I �< I x tip' I RIM=20.48 ® IE=19.65, 12"CPP N I I I I\ I ACCESS IE=19.30, 8"DI S I I �OA6 �g�b p 1g55 �a ' IE=19.76, 12„CPP E z Q I I II I \ I �� X I �X I GATED R N IE=19.76, 12 CPP S Q N, N I I RE INI G 0 I v 1 ER CITY OF REN ' I IE=20.38, 6"PVC W o `�' i I I WA I m I I 3 asP P g9) 71 �313 I " SI SD I I J'. • 1 F.F.-23.87 I o I I YARD 24S l i I I I e F.F.=24.00 I `� I I I DRAIN STORM CATCH BASIN I I �o TYPE I\ I 1- So EXISTING I I II I I ( I BUILDING RIM=21.65 �ti. X tio� �� \ TPN 3340402885 STORM CATCH BASIN I I „ ,,I NI �N \ I BROTHERTON CADILLA I I IE=18.74,12 DI SE Cv >� - - .' '; '= SS - - - s SS - - TYPE I �I /�' II I I RIM=22.55 ASPHALT IE=18.54, 12"CPP NW I I IN \ \ II IE=20.28, 6"PVC W STORM CATCH BASIN 1 / " 0 PARKIN \\I /� I IE=20.02, 12"CPP N 13 ❑9 I I I �� I. ti I I TYPE 1 RIM=20.62 IE=19.03, 8"DI N �2196 I ti1A6 IE=18.69, 12"DI SE X IE=18.70, 12"DI NW STORM CATCH BASIN I \ ti��6 I I I I ^ I �� ..:..:•..:.. `.: ' .. TYPE I o RIM=23.25 �ti��rt R IE=17.89, 12"CPP N �5 b y \ I I x IE=17.86, 12 CPP SWNO PARKING"' 13 I a tit ,u o \ I _ �3. J m o "RES VED"- CL / 1 © 4 h� I' o � 11 xm z /W e ti 6 chi I L ' U k rn \ + ( I ��1 I W �� 1 cV W ASPHALT Q 22 I 3 ' w �2 X2 o If 1, I \� a a o J. CONC.' l 1 __ w „NO �1 _ W - - �\ as I N, N�, � .. 16.°� --- _ ° ` ... .... ti�°� I'� xti`�. / \ 5 - e ' W �' 1a k co - _-� - _ w � titi' X a �'O P _J01 ' _ 6loop g S III � I o cad -� SS UD / ASP ALT 3 \ �. ...�: W X 7ti s ss TELEPHONE .TA .. 37�:.. BP / _ W S / Sp0 RISER _ N \/ N I �� - "\ • • •�� W _ - w x ss _SS SANITARY SEWER MANHOLE Y SEWER MANHOLE I a 3 x , W _ - ' �0� ss / TYPE ll - _ X ss / a % % T� RIM=23.23 a 92 `� I �, o _ W -' 6 ® / ss / '.;23_ MA IE=17.07, 6"PVC E 8"PVC N ag x �, X I so / , (� / ss 9� r� 15� LPL ti� �g IE=17.01, 6"PVC S 8"PVC E �� 'I ti9 07:1 � _ W _X T� / SS ;. '; GRAVE M E` �15" MAPLE ,24 'IE=17.19, 8"PVC W H ST o j ss / ss 1 . ,...'', j.. 4„ APL _ „NO PARK 13T I �ow,- 5 AVE-)10 s ss 5a x tip' 1Ft 0 PARKING" , 'GATED R O RENTON •TH I RD -x 1 ss ti1 5g x �ti. -23� - PER CITY OF 4610 I 5� �' ' ORDINANCEI9 606140284 a g lti9 24.04 L�� REC• N0. STORM CATCH BASIN 0 x _ �x �g1 TYPE I RIM=22.71 IRRIGATION PLAN (PRIVATE) SCALE: 1 "=20' • Call 811 • m two business days before you dig NO. REVISION SURVEYED: DESIGNED: DKII DRAWN: KLK/DKM CHECKED: DCD BY DATE AP P R APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM NORTH HORIZONTAL SCALE: 1"=20' 20 0 20 40 C TY OF RENTON nning/Building/Public Works Dept. LEGEND PROPOSED FEATURES - LANDSCAPE AREA REQUIRING IRRIGATION, SEE DETAILS ON SHEET L2.OB AND L2.1 B. AUTOMATIC IRRIGATION VALVE. �PQQ IRRIGATION HEADS (SHRUB BODIES ARE 6' POP-UP SHOWN WITH SOLID FILLED SYMBOLS. LAWN BODIES ARE 4' POP-UP WITH OUTLINED SYMBOLS. PVC SLEEVING (24' MIN. COVER) IRRIGATION PIPE MAIN SCHED. 40 PVC (18" MIN. COVER) IRRIGATION PIPE LATERAL CLASS 200 PVC (12" MIN. COVER) GENERAL NOTES 1. AUTOMATIC IRRIGATION SYSTEM SHALL BE CONTRACTOR/BIDDER DESIGN. 2. IRRIGATION ENGINEERING DESIGN BASED ON A EXIST. 1.5" WATER METER AND SERVICE LINE. DESIGN WATER PRESSURE IS 70 PSI. VERIFY STATIC PSI IN FIELD. IRRIGATION LAYOUT SHOWN IS FOR PERMITTING PURPOSES ONLY. 3. INSTALL ALL EQUIPMENT PER STATE AND CITY OF RENTON CODES. 4. REFER TO INSTALLATION DETAILS WHEN INSTALLING ALL EQUIPMENT, SEE SHEET L2.2B. 5. ADJUST THE RADIUS ON ALL SPRINKLER HEADS TO CONFORM WITHIN THE LANDSCAPE AREAS. 6. UPON COMPLETION OF THE MAIN LINE INSTALLATION IT IS TO BE PRESSURE TESTED PRIOR TO COVER. USE LINE PRESSURE FOR (2) HOURS WITH NO LOSS. 7. BACKFILL ALL TRENCHES WITH "ROCK FREE" MATERIALS AND COMPACT TO 90%. 8. INSTALL REPLACEMENT CONTROLLER AND RAIN SENSOR AT LOCATION SHOWN ON THE DRAWINGS. THE SENSOR TO FREE FROM ALL OVERHANGS. 9. FROM THE CONTROLLER INSTALL 2 SPARE YELLOW WIRES TO CONTROL VALVES. 10. ALL CONTROL VALVES SHALL BE TAGGED WITH A NON -FADING PLASTIC MARKER INDICATING THE PERMANENT VALVE NUMBER. 11. CONTRACTOR SHALL PROVIDE A EXACT AS -BUILT DRAWING OF THE INSTALLEDSYSTEM. 12. PROVIDE 4' SCH 40 PVC SLEEVE BENEATH ALL PAVED AREA FOR ROUTING IRRIGATION PIPING AND CONTROL WIRING. PROVIDE 2' COVER MINIMUM. KEY NOTES 1� EXISTING IRRIGATION METER 2� CONNECT TO EXISTING IRRIGATION MAIN AT NORTH SIDE OF BUILDING. EXTEND MAIN SOUTH ALONG MAPLE STREET WITHIN PROPERTY LINE. 3� EXISTING DOUBLE CHECK VALVE ASSEMBLY IN VALVE BOX.. 4� EXISTING AUTOMATIC IRRIGATION CONTROLLER (11OV) MOUNTED ON SIDE OF BUILDING. REPROGRAM CONTROLLER AND NOTE NEW CYCLES IN CONTROLLER BOX. 5� CONNECT EXISTING DRIP PIPE SYSTEM IN RAISED PLANTER TO NEW MAIN PIPING. PROVIDE NEW SEPARATE CONTROL VALVE FOR EXISTING DRIP PIPING LATERAL. VERIFY EXISTING DIP PIPING IS VIABLE AND OPERATIONAL. sitts&hill y00rvv, .,' �Ny C CIVIL I STRUCTURAL I SURVEY 0 4815 CENTER STREET I TACOMA, WA. 98409 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ 49 EXP IZar6l, Project No.: 19480 Project Mgr.: DCD �SCA PE ARG�`� 03.17.23 Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422924 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 CURRENT PLANNING AMorganroth [05/09/2023] • DATE: BROTHERTON BUICK-GMC - RENTON FIELDBOOK: PAGE: DRAWING NO: IRRIGATION PLAN L2.OB (PRIVATE) SHEET: 27 OF:29 N T O O N ,i1 N T O O N Q J LO O O N N A LJ w z w rn N II N ° SEWER MANHOLE x ti I 11 O °m IN Q 0 "PVCN a I" LLI "PVC E "PVC "BURIED ° l I I S GAS' a I Q DRAIN MANHOLE -------.a ° I " 28 ° 1, 12"DI E "STOP" g�a 4, 18"DI S U TV 0 A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON STORM CATCH BASIN -7Q 8 � _ - = -'� �2; ��S_TYPEI Y OF- S ,�S, ❑7 _ i RIM=21.33 PER CITY 8 8 5 a °.. - s � IE=18.38, 18"CPP NE TED R•0'W' NICE #466 s I� ° V RENTON ORDINAN = % ;.� i ss ss x �y�tido I E=18.37, 18 CPP S a ss �':...... �� LLl �ti 21y ETE _ - - ss ss x �a R ° o G 6 C _ _ A J p CON - - SS s-� ti�� 8 12 8 t ° I a _ Ss ASPHALT As:'`� ; ss / ' �r 2� ' :� 4X4" / Ss 7yo-9 Wes` 4683'' ss SS a �/ ORDINANCE p3g0 ' GAS-a4.. GAS_ ° / x� x 7 IJ o a GRAV W ss xti19 - RENIvNNO 19971120 AS�;�° P CITY ti 6� 2z5s D j.' ,.13.: i Cu `. 2 _ o S ss oN ASPHALT I ' RECAs o _oN _ PER 8 so s 1e i - '� GATED R'0 INANC s3 x tiI.• . I of a - A - Go.°' ' �OHP• ° 8 VA ENT pR gg%0 5 Fo �� x y�l... �`..'.'; a - ; o . I�� ..y� .� R x x ti '. _ so x tit x o °a - - - - ��o _ J. '': 1: _ _ WOOD ° a s o a Mu so �5ti ° o Sao CONCRETE SD . g° 5 ° o X ��' _.' T.': STAIRS 1 \ o _ D' °.. V muI 2� _ v Pam- 9-. - ' S ° ASPHAL _ 1 a` I M I °' ° 0N' 'xti _SD•',•Fo a.. W P` ti>, > o - U, 0 3 EXISTI G H , N _ a ao �.� ` .. GRA t/ e '; ': g.. 6 l TPN 33 I GA -_--_-- -- -.y - _ -- �- --- I 7• BUILDNG o ��•�I`/ o s- - � - ---� CAI�O ��, AVE. I \ 1g�_ As_ _ N STORM - ... I BALLESTi ND - a ' ''' ' - - � ,' �. • DRAIN MANHOLE 4 ° .<� TYPE ll I STORM CATCH BASIN I BRI K 5&12" CEDAR \ RIM=22.92 I TYPEI I IE=19.76, 8"PVC SE I RIM=22.49 I a RETAINING J SNP a1 „ IE=20.34 12"DI N BR THEPTON" IE=17.10, 15"CPP SW I STORM CATCH BASIN WALLS2. 14 CED S,T( 1 tio� N y 1 Aso I IE=18.69, 12"CONC E TYPE 1 °, 22.3 WOOD "EMPLOYEE OF �� STORM DRAIN VAULT x Fo ° ••;• , 6. �' ti�� TYPE II I IE=18.46, 15"GONG W I RIM=23.55 ..o. 6, I� \YARD t THE MONTH" 1 IE=18.02, 12 CPP S `.. STAIRS - DRAIN m / z RIM=23.59 STORM DRAIN MANHOLE IE=17.97, 12"CPP W I I CONCRETE I N� » SD » SID NI / �09� / I 1 a �g IE=19.14, 15 CPP NIN I I TYPE II I I m I 16 /CISTAIRS TO I --R., ::'; .. DEAD END l STORM CATCH BASIN I RIM=22.11 I I I 2 6" Hl TION I I �' ° I TPN 3340402820 I / BAT �.&2X . �- STORM CATCH BASIN ti�� 1 TYPE I IE-14.51, 4 PVC SE 10 BAY ESS X SI TYPE I x \ I o �5 / \ f / 1 RIM=20.89 I A & D RENTON LLC BOTTOM STRUCTURE= 12.36 I DOOR a N RIM=20.18 I 2 \ I 1 ° IE=19.23, 12"CPP SW 3" PVC, PUMP WITH FORCEMAIN E P0� / 2396 go al `�� ``.;GRAVEL.'E: ,� I EL IE=17.72, 18 "CPP E 1 x 10 99 x ��1 m I I �Py o �� IE=17.46, 16 CPP S a o �6 �0 I _ 30, 2. WATER IE=17.35, 12"CMP W I I ti ' a9 TPN 33¢�4�2850 a EXISTING 1 I 23. fi5"MAP 23 " _ `P 3' BROTHE-11 ADILLA u" ' BUILDING EMPTY I iT \ TEL TEL STORM CATCH BASIN I x 60 /1 I CONDUIT wt I �•,� J- \��$ TYPE I �o. I I o �:: ;. 10 'Lo RIM=20.93 I �N I I ¢ 2X1 &4X2 sD" L so I „ PIN _ IE=18.16, 18 CPP N I o m o 23.28 2X3&3X5 EI IE=18. 33, 12 "CPP E I (o io ga 6 2a m YARD DRAIN 1 �-� 8 5 I P I E=18.19, 18 "CPP W I I I x `: .. � 1 fig. �OP OF DEBRIS 15.92 _ - N I I. 19 �✓ 2 I I 3 m ASPHALT o l 0 9 0 oFF.=24.04' (b< 2�1 �11 x I I I ASPHA T o x I II 'Lp 5 I I 1 23 0 I { Z 2� 1x \ 3 a 1 6 F.F.=23.88 ' STORM CATCH BASIN I I I CONCRETE TYPE 1 0 2 I 26 \ STAIRS TO STORM CATCH BASIN i I e6 oab °oCONCRETE 1 0 69 CO ' RIM=23.66 I I 2 _BASEMENT TYPEI tip' / I I a x IE=19.65, 12"CPP N I I I I\ I ACCESS RIM=20.48 I a6 6 �55 IE=19.76 12"CPP E w / IE=19.30, 8"DI S ;�x tio• I tia� R.0• ti �a - » z / o 1�o x I I II VACATED REN DN IE=19.76, 12 CPP S Q N N I I RE INI�IG (InnI 3 0 tia1� o PER CITY OF 313 _' I IE-20.38, 6"PVC W I I i I I WA FF WI I I sP g97071 -0 - I SD I I .. 1 F.F.-23.87 I / o f II I I YARD \�, S I I 16 F.F.=24.00 1 I I STORM CATCH BASIN I I �o DRAIN I TYPE 1 3 :- SD I I I I EXISTING �� \ I �o. \ ��.... �' TPN 3340402885 I I BUILDING RIM=21.65 .Ix BROTHERTON CADILLA STORM CATCH BASIN I I I I I IE=18.74,12 DI SE N 1�� - s = ss--- s SS-- TYPE g � �I /�' II RIM=22.55 ASPHALT I - IE=18.54, 12"CPP NW I I IE=20.28, 6"PVC W55 L- " \ I I/ 1 I IE=20.02, 12"CPP N 13 ❑9 I I I �� I. STORM CATCH BASIN I / 0 PARKIN a \I I� I ti I I TYPE 1 RIM=20.62 Ic \ I I I I z IE=19.03, 8 "DI N �21a x� IN IE=18.69, 12 DI SE IE=18.70, 12"DI NW I I I I I I I i II 6�2X�& --. STORM CATCH BASIN IV �� TYPE I I w I z R RIM=23.25 �ti�� I E=17.89, 12 "CPP N 51I �y \ x �. ti II I �• � x Ixti IE=17.86, 12 CPP SW N I „'�a �a ��:.. ";', �I NO PARKING RVED CL ES 6x o xti 3'Q / I II\ V z �J ,w g1 U rn N W �l I I \ oa 19� I i� 69 / I I \ , ' ASPHALT ' / - N w i x 6 _"5 x 222 ti 3 °x II /2 I x ' _ a' Vk a; �. CONC.' l I 9 NI cnn/ t� 16 • 11 O 1 W _ - w „NO �a6 ` tip° '_- - w 73 o a \3 rJ P 1__ 4 l titi6 x �(O „ � 0 5 - _Cz ' SS ti _ I I / ALT \ __----w x'LT. SsTELEPHONE 5BPIASP 61 ' ass I / ti titi' x. ti ..... 2- w 9� SS o RISER N , W w x T , ss _SS � � � SANITARY SEWER MANHOLE Y SEWER MANHOLE I a 3 x , W _ - �g� Ss - I TYPE ll - 4' - x ' Ss a :. ; % % T 2 RIM=23.23 a 92 I �, o w 6 ss "' ; '''�23' 15" MA IE=17.07, 6"PVC E ', 8"PVC N 69x �, x I so / , - ss 9� ,....:;...:,�r� LPL �k�9 IE=17.01, 6"PVC S 8"PVC E �� "I ti9 otia� _W _x22 ass :• GRpVE M :.• E��r�15" MAPLE ,24 CIE=17.19, 8"PVC W H ST o j Ss ss 1' . ,...'', j.'' 4„ APL _ „NO PARK SS 13 10 s ss 56 x T�' 1Ft 0 PARKING" , 'GATED R O SENTON 'TH I RD AVE-) -x I ss ti1 59 x �ti. -23� PER CITY OF 4EN U) I 5� �' ' ORDINANCE199606140284 a g lti9 24.04 LREC. NO STORM CATCH BASIN �' / 2 ti o x _ (bx 91 TYPE RIM=22.71 IRRIGATION PLAN (PUBLIC) SCALE: 1 "=20' SURVEYED: SCALE: VERTICAL: NAVD 1988 DESIGNED: AS NOTED HORIZONTAL: NAD 1983/1991 DKM/RJJ • Call 811 DRAWN. KLK/ DKM ONE INCH DATUM two business days CHECKEDDCD AT FULL SCALE before you dig APPROVED: IF NOT ONE INCH y g N 0. REVISION BY DATE APPR R DCD SCALE ACCORDINGLY I� NORTH HORIZONTAL SCALE: 1"=20' 20 0 20 40 C TY OF RENTON Plan ning/Building/Public Works Dept. LEGEND PROPOSED FEATURES - PUBLIC LANDSCAPE AREA REQUIRING IRRIGATION, SEE DETAILS ON SHEET L2.0B AND L2.1B. Q� AUTOMATIC IRRIGATION VALVE. �PQQ IRRIGATION HEADS. LAWN BODIES ARE 4' POP-UP v �d WITH OUTLINED SYMBOLS. PVC SLEEVING. (24" MIN. COVER) IRRIGATION PIPE MAIN SCHED. 40 PVC (18" MIN. COVER) IRRIGATION PIPE LATERAL CLASS 200 PVC. (12" MIN. COVER) GENERAL NOTES 1. AUTOMATIC IRRIGATION SYSTEM SHALL BE CONTRACTOR/BIDDER DESIGN. 2. IRRIGATION ENGINEERING DESIGN BASED ON AN EXISTING 1 1/2" WATER METER AND SERVICE LINE. IRRIGATION LAYOUT SHOWN IS FOR PERMITTING PURPOSES ONLY. DESIGN WATER PRESSURE IS 70 PSI. VERIFY STATIC PSI IN FIELD. 3. INSTALL ALL EQUIPMENT PER STATE AND CITY OF RENTON CODES. 4. REFER TO INSTALLATION DETAILS WHEN INSTALLING ALL EQUIPMENT, SEE SHEET L2.2B. 5. ADJUST THE RADIUS ON ALL SPRINKLER HEADS TO CONFORM WITHIN THE LANDSCAPE AREAS. 6. UPON COMPLETION OF THE MAIN LINE INSTALLATION IT IS TO BE PRESSURE TESTED PRIOR TO COVER. USE LINE PRESSURE FOR (2) HOURS WITH NO LOSS. 7. BACKFILL ALL TRENCHES WITH "ROCK FREE" MATERIALS AND COMPACT TO 90%. 8. INSTALL REPLACEMENT CONTROLLER AND RAIN SENSOR AT LOCATION SHOWN ON THE DRAWINGS. THE SENSOR TO FREE FROM ALL OVERHANGS. 9. FROM THE CONTROLLER INSTALL 2 SPARE YELLOW WIRES TO CONTROL VALVES. 10. ALL CONTROL VALVES SHALL BE TAGGED WITH A NON -FADING PLASTIC MARKER INDICATING THE PERMANENT VALVE NUMBER. 11. CONTRACTOR SHALL PROVIDE A EXACT AS -BUILT DRAWING OF THE INSTALLED SYSTEM. 12. PROVIDE 4" SCH 40 PVC SLEEVE BENEATH ALL PAVED AREA FOR ROUTING IRRIGATION PIPING AND CONTROL WIRING. PROVIDE 2' COVER MINIMUM. KEY NOTES EXISTING IRRIGATION METER CONNECT TO EXISTING IRRIGATION MAIN AT NORTH SIDE OF BUILDING. EXTEND MAIN SOUTH ALONG MAPLE STREET WITHIN PROPERTY LINE. EXISTING DOUBLE CHECK VALVE ASSEMBLY IN VALVE BOX.. 4� EXISTING AUTOMATIC IRRIGATION CONTROLLER (110V) MOUNTED ON SIDE OF BUILDING. REPROGRAM CONTROLLER AND NOTE NEW CYCLES IN CONTROLLER BOX. sitts&hill y001"nJu/vv C CIVIL I STRUCTURAL I SURVEY 0 4815 CENTER STREET I TACOMA, WA. 98409 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ `��(i�O449 IZati��G� Project No.: 19480 Project Mgr.: DCD EXP �SCA PE ARG�`� 03.17.23 Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422925 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 CURRENT PLANNING t WATER UTILITY r AMorganroth [05/09/20231 ABDOULGAFOUR05/18/2023 BROTHERTON BUICK-GMC - RENTON DATE: FIELDBOOK: PAGE: DRAWING NO: IRRIGATION PLAN L2.1 B (PUBLIC) SHEET: 28 OF:29 N T O O N ,M1 N T O O N Q J LO O O N N A u N T C) C) C) N rr n LO N T C) C) C) N Q D J LO O CM It O O N N Al u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N I O I 0 BROTHERTON CADILLAC RENTON NEW DEALERSHIP 209 SW 12TH STREET I- RENTON, WA 98057 INDEX OF DRAWINGS: VICINITY MAP: PREPARED FOR: DRAWING No. TITLE - DESCRIPTION CO.00 1 OF 39 CIVIL COVER SHEET C0.1AC 2 OF 39 TOPOGRAPHIC SURVEY (PRIVATE & PUBLIC) BROTHERTON CADILLAC C0.113C 3 OF 39 TOPOGRAPHIC SURVEY (PRIVATE & PUBLIC) CO.2C 4 OF 39 GENERAL GEOTECHNICAL NOTES C1.0C 5 OF 39 TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PRIVATE) C1.1 C 6 OF 39 TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PUBLIC) 215 SW 12 TH STREET C1.2C 7 OF 39 TEMPORARY EROSION AND SEDIMENT CONTROL NOTES (PRIVATE AND PUBLIC) C1.3C 8 OF 39 TEMPORARY EROSION AND SEDIMENT CONTROL DETAILS (PRIVATE AND PUBLIC) RENTON, WA 98057 C2.00 9 OF 39 HORIZONTAL CONTROL/SITE PLAN (PRIVATE) C2.1C 10 OF 39 HORIZONTAL CONTROL/SITE PLAN (PUBLIC) C2.2C 11 OF 39 SITE/PAVING NOTES ( CONTACT: BRAD BROTHERTON C2.3C 12 OF 39 SITE/PAVING DETAILS (PI IVATE VATE)ND PUBLIC) C2.4C 13 OF 39 SITE/PAVING DETAILS (PUBLIC) PHONE: (425) 336-1089 C2.5C 14 OF 39 SITE/PAVING DETAILS (PUBLIC) PROJECT LOCATION C3.00 15 OF 39 GRADING AND STORM DRAINAGE PLAN (PRIVATE) C3.1C 16 OF 39 GRADING AND STORM DRAINAGE PLAN (PUBLIC) C3.2C 17 OF 39 GRADING AND STORM DRAINAGE NOTES (PRIVATE AND PUBLIC) C3.3C 18 OF 39 GRADING AND STORM DRAINAGE DETAILS (PRIVATE AND PUBLIC) C3.4C 19 OF 39 GRADING AND STORM DRAINAGE DETAILS (PRIVATE AND PUBLIC) Sw GwA� C3.5C 20 OF 39 GRADING AND STORM DRAINAGE DETAILS (PRIVATE AND PUBLIC) 405 PREPARED BY: C3.6C 21 OF 39 GRADING AND STORM DRAINAGE DETAILS (PRIVATE AND PUBLIC) _- C3.7C 22 OF 39 GRADING AND STORM DRAINAGE DETAILS (PRIVATE AND PUBLIC) { C3.8C 23 OF 39 GRADING AND STORM DRAINAGE DETAILS (PRIVATE AND PUBLIC) �.. - C3.9C 24 OF 39 GRADING AND STORM DRAINAGE DETAILS (PRIVATE AND PUBLIC) Otts&hmlll C3.1OC 25 OF 39 LIFT STATION AND VAULT NOTES AND DETAILS (PRIVATE AND PUBLIC) C4.00 26 OF 39 COMPOSITE UTILITIES PLAN sl < C5.00 27 OF 39 WASTEWATER AND WATER UTILITIES CONSTRUCTION PLAN (PRIVATE) Q C5.1C 28 OF 39 WASTEWATER AND WATER UTILITIES CONSTRUCTION PLAN (PUBLIC) o C5.2C 29 OF 39 WASTEWATER AND WATER UTILITIES NOTES (PRIVATE AND PUBLIC) Q C5.3C 30 OF 39 WASTEWATER AND WATER UTILITIES DETAILS PRIVATE AND PUBLIC 0 CIVIL I STRUCTURAL I SURVEY 167 C5.4C 31 OF 39 WASTEWATER AND WATER UTILITIES DETAILS (PRIVATE AND PUBLIC L1.0C 32 OF 39 LANDSCAPE PLAN (PRIVATE) 4815 CENTER STREET I TACOMA, WA. 98409 L1.1C 33 OF 39 NOT USED J, L1.2C 34 OF 39 LANDSCAPE NOTES AND DETAILS (PRIVATE AND PUBLIC) PHONE: (253) 474-9449 I FAX: (253) 474-0153 L2.00 35 OF 39 IRRIGATION PLAN (PRIVATE) L2.1C 36 OF 39 NOT USED ilttP://WWW.SIttShIII.COm/ L2.2C 37 OF 39 IRRIGATION NOTES AND DETAILS (PRIVATE AND PUBLIC) CONTACT: DON DAVIS, P.E. TR1.0 38 OF 39 TREE RETENTION PLAN (PRIVATE) TR1.1 39 OF 39 TREE RETENTION NOTES AND DETAILS (PRIVATE) NORTH PROJECT INFORMATION: OVERALL SITE PLAN-iLADDER N 3 'IE=19.37, 12"D 3 TRIM=22.06 8"D.I. IE-1 ' p1"E 15� VIE=16.44, 6"PVC E - 2� -171 3-WATER SEPARATOR - PEN 2 OUTER LIDS IIE-16.36, 6"PVC W g�.98 L = 4. 8 ZONING: CA - COMMERCIAL ARTERIAL - s��l 2�'�1 E _ LE= 1. NEW IMPERVIOUS SURFACE: 10,415 S.F. 0.24 AC. 55 PROPOSED ( ) � � 'HBO OF V / . 18.58, 12"PVC CADILLAC/BUICK-GMC 1.5 DEALERSHIP BUILDING ■ ■ REPLACED IMPERVIOUS SURFACE: 31,463 S.F. (0.72 AC.) J I \ C/) �E\ MEAS LD C. sitts&hill PARKING: CREATING OF 17 MARKED STALLS, AND 8 LONG STALLS - _ \ I I i ER TRUCT. .53 3 I I\ 1 I N �'' 4I `aC CIVIL I STRUCTURAL I SURVEY SCOPE OF WORK: CONSTRUCTION OF NEW CADILLAC DEALERSHIP AND SHOWROOM, COMPLETE WITH I { N 7T` 4815CENTERSTREET I TACOMA,WA. saaos SERVICE DEPARTMENT. SITE IMPROVEMENTS INCLUDE NEW ASPHALT PAVED CATCH BASIN .w V PHONE: (253) 474-9449 I FAX: (253) 474-0153 VEHICULAR CIRCULATION AND PARKING, STORM DRAINAGE, SANITARY SEWER AND cant http://www.sittshill.com/ WATER SERVICES TO THE BUILDING, AND LANDSCAPING 55 2, 12"CPP S � � N��22 Project No.: 19480 Project Mgr.: DCD BUILDING AREA: 15,869 S.F. (0.36 AC.) 7, 12"CPP I 4644911 TYPE OF BUSINESS: BROTHERTON CADILLAC CAR DEALERSHIP AND SHOWROOM IN E�3 I _ �°' I O��.SS Cl 1.VK ^ V Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM ESTIMATED CONSTRUCTION COST: $8.3M `L)H�5IN . •�' I l ,,zf � �nNAI, t• O,y� - R 422927 'CPP N 3� IN COMPLIANCE WITH CITY OF RENTON STANDARDS � I - „ . I 'CPP E �, l \ / I / OAK CPP S ti N ' DEVELOPMENT ENGINEERING SURFACE WATER UTILITY �vc w \ a �� Wanders 05/08/2023 `5JFarah 05/08/2023 . 'CPP N �'� f El REGIONAL FIRE AUTHORITY ENTc x NORTH CURRENT PLANNING APPROVED �z 5N pg' e .x �� AMorganroth [05/09/2023] cthomas 05/11/2023 q�FIpE>� SURVEYED: SCALE: • DATE: VERTICAL: NAVD 1988• BROTHERTON CADILLAC - RENTON AS NOTED HORIZONTAL: NAD 1983/13/1991 C T Y OF DESIGNED: FIELDBOOK: DKM/RJJ RENTON • Call 811 DRAWN. KLK/DKM DRAWING NO: ONE INCH DATUM • o two business days CHECKED:DCD AT FULL SCALE Planning/Building/Public Works Dept. COVER SHEET IF NOT ONE INCH Cjo OCj before you dig NO. REVISION BY DATE APPR APPROVESCALE ACCORDINGLY SHEET: OF: DCD 39 N T 0 0 0 I N N N T O O N N Q J LO CM 0 N N A LJ A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N I LU _ _ _ _ _ SW 7TH ST. FOUND MONUMENT N89°10'14"W 1339.68' IN CASE 0.3' DOWN 3" BRASS DISK NO MARK, USED STRADDLES (06/13/2019) NI _ FOUND MONUMENT NORTH 463�8 i IN CASE 1.15' DOWN HORIZONTAL SCALE: 1"=50' oBRA AYSS PIN 50 0 50 100 to ' p A Dy i (06/13/2019) G T AVE.) 6I` (FIRS FOUND MONUMENT�,' FOUND MONUMENT IN CASE 0.9' DOWN IN CASE 0.9' DOWN 2" BRASS DISK 2" BRASS DISK WITH PUNCH WITH PUNCH (0611312019) I RENTON MON #0912 (0611312019) ABBREVIATIONS M MEASURED I D DEED (� C CALCULATED `D R/W RIGHT-OF-WAY M LV R.O.S. RECORD OF SURVEY Lli Q B.L.A. BOUNDARY LINE ADJUSTMENT �1 Q P PLAT RECORD o Q V P.O.B. POINT OF BEGINNING z z Ce T.P.N. TAX PARCEL NUMBER o PER CITY OF VACATED ORDNANCE #4683 RENTON E CTONO 199 7112p0 390 N. RE CALCULATED MONUMENT POSITION °� C1111I S11°21p1, PER RECORD OF SURVEY z 2�2 41 REC. NO. 199404079012 1V " SEARCHED FOR, NOT FOUND 463.56, - - tt9 LEGAL DESCRIPTION LOTS 13 THROUGH 20, INCLUSIVE, AND LOTS 38 THROUGH 43, INCLUSIVE, BLOCK 17, C. D. HILLMAN'S EARLINGTON GARDENS ADDITION TO THE CITY OF SEATTLE, DIVISION NO. 1, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 17 OF PLATS, PAGE 74, IN KING COUNTY, WASHINGTON; EXCEPT ANY PORTION THEREOF CONVEYED TO THE STATE OF WASHINGTON FOR PRIMARY STATE HIGHWAY NO. 1 BY DEEDS RECORDED UNDER RECORDING NOS. 5418722 AND 5424488; TOGETHER WITH THOSE PORTIONS OF VACATED S.W. 12TH STREET ADJOINING ON THE NORTH, THOSE PORTIONS OF VACATED S.W. 13TH STREET ADJOINING ON THE SOUTH AND THAT PORTION OF THE VACATED ALLEY IN SAID BLOCK 17 WHICH ATTACHED THERETO BY OPERATION OF LAW PURSUANT TO CITY OF RENTON ORDINANCE NOS. 4668 AND 4683, RECORDED UNDER RECORDING NOS. 9707150313 AND 9711200390. RIGHT OF WAY LINE VACATED RIGHT OF WAY LOT LINE " SECTION LINE " ROAD CENTERLINE " " / I T � " I PER CITY OF / ' 12TH R.0•W 4668 �� ► 150• 7.5' CHAINLINK VACATED pRDINANCE # S� ° 1'p1„E N�� 2 FENCE 'j O RENTON 1g970715� � � .� GATE1 REC NO. -- O � I O C11 I1S01 22'26"W RETAINING I 4 3 126.52' WALL Z TPN 33404102755 I 6 5 " W �I 1 Q/ v AZULE PROPERTIES LLC1 O " U TPN 3J40402780 N = I 8 " o o BALLESTRASSE 1 _N N 1 O 9 11 I ROY+REX+GLORIA o .0 " o �, EXISTING 1 z " o EXST o BUILDING 1 1 O 1 Q BLDG 14 15 I I /.W- AVE,) v R - I �, TPN 3340402820 I � ~ m 3' WOOD EXST i CONTAINE, FOUND MONUMENT CQ N D ho �P A & D RENTON LLC 2 1 N FENCE BLDG ,°22 S,„E 15011 - 1 1 56 IN CASE 0.8' DOWN (SE �`� O�' I O O N N -- 60 55 N� 04' - " I* TPN 3340402935 /j O 1 2" BRASS DISK I oho VP 1 o , 34 E BALLESTRASSE /� 6 `r I O O 5 4 Cn 90 06 -- 0 Og Nil°22 '� `r FOUND MONUMENT IN CASE 0.5' DOWN 3" BRASS DISK W/PUNCH "2010 LS 38015" RENTON MONUMENT ID #0060 (06/13/2019) LEGEND 9 FOUND MONUMENT AS NOTED ® CALCULATED MONUMENT POSITION O SURVEY CONTROL POINT, AS NOTED BOUNDARY LINE ' WITH PUNCH " 24 (0611312019) 126 Q�� O 5 • �� 27 2 8 55„E ..�50.11 ' I W (n N �, ronW�,NTON EXISTING _ BUILDING Q .00 CITY p00 1 TPN 3340402885OVACA BROTHERTON CADILLAC v I - Q N DINANCE OR199j071I50313 NCECn O� o REC !� TPN 3340402870 "' CONTAINERS S 5 - A&DRENTON LLC N I O 4 00 51 29 N VACATED R.O. W. PER CITY OF RENTON ORDINANCE #4610 w I REC. NO. 199606140284 N 0 ;N ' o 463.50 z Nil°2415�N ST I -� �.W� 13AVE-) jHIRD AV I FOUND MONUMENT , „ - IN CASE 0.45' DOWN N89°35 59 E 449.5F 1 1/2" BRASS DISK W/PUNCH RENTON MONUMENT ID #1895 (06/13/2019) o. 17.5' ' 4 li - - I r REFERENCES 1. CITY OF RENTON UTILITIES DEPT. PROJECT W-111 "89TH AVE S." DRAWING DATED SEPT. 1961. 2. CITY OF RENTON UTILITIES DEPT. PROJECT W-0133 "SOUTH 150TH PL. EASEMENT AND 151ST PL. STATE RELOCATE" DRAWING DATED MAY 1962. 3. CITY OF RENTON ENGINEERING DEPT. PROJECT W-0200 "WATER SERVICE TO PUGET PROP." DRAWING DATED MAR. 1964. 4. CITY OF RENTON ENGINEERING DEPT. PROJECT W-390B "1-405 FIRE PROTECTION" DRAWING DATED FEB. 1976. 5. PACIFIC ENGINEERING DESIGN INC. "BOWEN SCARFF" PLANS DATED AUG. 1997 6. C.D. HILLMAN'S EARLINGTON GARDENS ADDITION TO THE CITY OF SEATTLE, DIVISION NO. 1. 7. CITY OF RENTON VACATION ORDINANCE NO. 4610, REC. NO. 199606140284. 8. CITY OF RENTON VACATION ORDINANCE NO. 4668, REC. NO. 199707150313. 9. CITY OF RENTON VACATION ORDINANCE NO. 4683, REC. NO. 199711200390. 12 ROY+REX+GLORIA - Nil°22 35 clr h RETAINING WALL I 51 " CONTAINER T _SN° 7.5' CHAINLINK FENCE 5 O " 49 "- z 48 w � � TPN 3340402880 EXST N 4`�� 4� " BALLESTRASSE ROY BLDG o �P OI " BUILDING EXISTING � `" 41 42 G�, A=16°56'14 �� R=288.80' " 40 L=85.37' " J 8 1 " " � GAP _ 00 N "4°09'06"" °° N " 30' R=288.80' L �'N��°24 L=20.93' " " ' 413- :.....:::::::.......:: .. ::✓ 0 ' 1-VACAT CITY pF RENTON TAT;: : ` pRDINANCE 9�p 150313 :.may ORDINANCE 199707150313 9 REC O d- 00 N Io CALCULATED MONUMENT POSITION PER RECORD OF SURVEY REC. NO. 199404079012 SEARCHED FOR, NOT FOUND FOUND MONUMENT IN CASE 0.45' DOWN 1 1/2" BRASS DISK WITH PUNCH (0611312019) VACATED R•O' RENTON PER CITY OF 4610 p EpIN N E1 g96p6140284 R • Call 811 • ® two business days before you dig No. N31°58'55"E 0.25' o 0 �vJ o C-) . o00 �� L Q�Oo�o � ��- N89°36'50"E 440.04'- SW 16TH ST. FOUND MONUMENT FOUND MONUMENT IN CASE 0.6 DOWN IN CASE 0.5' DOWN 1 1/2" BRASS DISK 1 1/2" BRASS DISK WI TH PUNCH WI TH PUNCH (0611312019) (0611312019) SURVEYED: SCALE: DESIGNED: /�aS NOTED DKM/RJJ DRAWN: KLK ONE INCH CHECKED: AT FULL SCALE DCD IF NOT ONE INCH REVISION BY DATE AP P R APPROVED: SCALE ACCORDINGLY DCD VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU M CITY OF ,R RENTON Planning/Building/Public Works Dept. HORIZONTAL DATUM WASHINGTON STATE PLANE COORDINATE SYSTEM, NORTH ZONE, NAD 83/2011 BASED ON GPS OBSERVATION UTILIZING THE WASHINGTON STATE REFERENCE NETWORK (WSRN) MEASURED NORTH 89°10'14" WEST BETWEEN TWO FOUND MONUMENTS ALONG SW 7TH STREET VERTICAL DATUM NAVD 88 BASED ON GPS OBSERVATION UTILIZING THE WSRN WITH NGS GEOID2012B LOADED IIaIT, Iall *kill : d1.1a►[yai/:1114 TBM #1 HUB & TACK BETWEEN HOUSES N: 174865.22 E: 1298374.37 ELEVATION = 21.44 TBM #2 HUB & TACK IN EAST GRAVEL PARKING LOT N: 174863.45 E: 1298401.67 ELEVATION = 22.38 NOTES 1. EQUIPMENT USED: TOPCON QS AND/OR CARLSON CR2+ ROBOTIC TOTAL STATION AND TOPCON GR3 RTK/GPS 2. THIS SURVEY WAS PERFORMED BY FIELD TRAVERSE WITH THE FINAL RESULTS MEETING OR EXCEEDING THE CURRENT TRAVERSE STANDARDS CONTAINED IN W.A.C. 332-130-090. ALL MEASUREMENTS WERE MADE WITH A TOPCON QS ROBOTIC TOTAL STATION IN ACCORDANCE WITH THE EQUIPMENT MANUFACTURER'S SPECIFICATIONS. 3. IN ACCORDANCE WITH THE REVISED CODE OF WASHINGTON (R.C.W.) 58.09 AND THE WASHINGTON ADMINISTRATIVE CODE (W.A.C.) 332-130, THIS SURVEY MAY DEPICT OCCUPATIONAL INDICATORS THAT DIFFER FROM THE DEEDED LOT LINES. THESE INDICATORS, IF AT ALL PRESENT, MAY REPRESENT A POTENTIAL FOR CLAIMS OF UNWRITTEN TITLE. THIS SURVEY DOES NOT PURPORT TO RESOLVE SUCH ITEMS. 4. FIELD WORK PERFORMED IN JUNE 2019, UNDER SITTS & HILL JOB NUMBER 18411. 5. UTILITIES AS SHOWN HEREON ARE BASED ON FIELD SURVEY OBSERVATION OF UTILITY LOCATE SERVICES PERFORMED BY MT. VIEW LOCATING SERVICES, LLC IN JUNE 2019 FOR THIS SURVEY. THIS HAS BEEN SUPPLEMENTED BY RECORD INFORMATION PROVIDED BY THE CITY OF RENTON. RECORD UTILITY LINES SHOWN HEREON ARE DEPICTED WITH A DASHED LINETYPE AS SHOWN IN THE LEGEND. UTILITIES OTHER THAN SHOWN MAY EXIST ON THE SITE. THE SURVEYOR DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN ARE IN THE EXACT LOCATION INDICATED. THE SURVEYOR DOES CERTIFY THAT THEY ARE SHOWN AS ACCURATELY AS POSSIBLE FROM FIELD SURVEY AND PAINTED UTILITY LOCATE LINES. COLLECTION AND DEPICTION OF EXISTING SUBSURFACE UTILITY DATA IS CONSISTENT WITH QUALITY LEVEL B OF THE ASCE STANDARD GUIDELINES 38-02. 6. SITTS & HILL ENGINEERS, INC. HAS RELIED UPON TITLE INFORMATION NOTED IN COMMITMENT FOR TITLE INSURANCE PREPARED BY CHICAGO TITLE INSURANCE COMPANY OF WASHINGTON, GUARANTEE NUMBER 192594-TC, DATED JULY 18, 2019. IN PREPARATION OF THIS TPOGRAPHIC SURVEY, SITTS AND HILL ENGINEERS, INC. HAS CONDUCTED NO INDEPENDENT TITLE SEARCH NOR IS SITTS AND HILL ENGINEERS, INC. AWARE OF ANY TITLE ISSUES AFFECTING THE SURVEYED PROPERTY OTHER THAN THOSE SHOWN ON THE MAP AND/OR DISCLOSED BY SAID TITLE COMPANY'S ORDER. SITTS & HILL ENGINEERS, INC. HAS RELIED WHOLLY ON SAID TITLE COMPANY'S REPORT AND THEREFORE QUALIFIES THE MAP'S ACCURACY AND COMPLETENESS TO THAT EXTENT. 7. THIS SURVEY COMPLIES WITH W.A.C. 332-130-145. THE CONTOURS DEPICTED HEREON ARE BASED ON DATA FROM DIRECT FIELD MEASUREMENTS. SPOT ELEVATIONS ARE BASED ON DIRECT FIELD MEASUREMENTS AND ARE DEPICTED FOR REFERENCE. THE PURPOSE OF THIS TOPOGRAPHIC MAP IS TO SERVE AS A BASE MAP FOR CONTEMPLATED SITE IMPROVEMENTS AND DESIGN. sitts&hill A. , Q+� pF WASh CIVIL I STRUCTURAL I SURVEY ,, f 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ r Aw a: Project No.: 19480 Project Mgr.: DCD ,W ��44639ECISTR�� }4• L 9 Proj. Engineer: DKM/RJJ Proj. Drafter: KLK 6 ZQ R-422928 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 BROTHERTON CADILLAC - RENTON TOPOGRAPHIC SURVEY (PRIVATE AND PUBLIC) DATE: FIELDBOOK: PAGE: CO. 1AC SHEET: n OF: 3n N T O O N N oC N T O C N Q J LO O C'7 It O O N N Alu A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGT% CATCH BASIN ' 0) STORM STORM VAULT W/OIL WATER SEPARATOR SYPEM CATCH BASIN TYPE I ' - (V RIM=21.88 RIM=22.04 RIM=23.00 - II CV IE=19.27, 4"D.I. N - IE=19.62, 12"CPP E ePX � so IE=19.24, 12 CPP E IE=19.59, 12"CPP W _ so IE=19.28, 4"D.I. S IE=19.22, 12 D.I. S '"NO PARKING" 23 25 TOP OF N. WALL=21.13 - �� -� 23 2 _ w ' O TOP OF S. WALL=18.30 IE=19.06, 18 CPP W ' - 22 sP " w _ - �i TOP OF SEPARA TOR=19. 68 I E=19.12, 12 'D. I. N - - �_ SU 1 - _ w - o NORTH WATER LEVEL=18.96 N STORM CATCH BASIN ' x 229 so i w " 61 w BOTT. OF STRUCT.=14.96 TYPE I - NO PARKING �, so �° _ _ w - ' 66 SANITARY SEWER MANHOLE STORM CATCH BASIN RIM=21.52 so� 5E 0 w xsL-� HORIZONTAL SCALE: 1"=20' o TYPE II TYPE I IE=19.37, 12 D.I. N �� o'so CONCRET - _ w - ' " w OS _ w 20 0 20 40 LADDER N RIM=21.88 - - i sD - w „� _ GAS" IE=19.67, 8 D.I. S "NO CCTV NO RIM=22.06 IE=19.91, 8"D.I. N OS S �� so ss Q CENTURY LINK WEST w 2 2 so a 22 _ - w oz 2as IE=16.44, 6'PVC E x 2 , 2? so _ _ _ w i �� s 0 0�� GPIs x _ _x IE=16.36, 6"PVC W 8 ASPHALT so, "p10-PARKING"- ' wSo- _ - ,. _� GAS - "NO PARKING" 2 S _ _ w SS S 0° ss �� GPIs P" » _23- 2� _ w A / Z 2� - _ - - - - - - - - f GPIs NO PARKING ear so , w _ N C • V y • _� - - - g GA FENCE eP , 5 so ° - w _ o S / - ss - GAS i CNAINLINK 5 B /ASPHALT so 22 - " w _ - s� .Z2 , p1„E 1501= cA O off - 7.5 STORM CATCH BASIN � PARKING" eP, -ems so i _ " - w --sue _ �OGJ °?1 As ,;, -STORM VAULT W/OIL WATER SEPARATOR TYPE I eP P - - -22- - - 7- - ss � o MAILBOX (TYP.) TES � 3 LIDS. 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I E. 1297526.35 so - t ° EXISTING �QNCRETE I I I - o IE=18.71, 12 CPP W 412" CEDAR CARIPORT 26 BUILDING TPN 3340402805 ST IRS ELEV. 22.38 ;o �4. 3 BALLESTRASSE ROY p.W. 5 STORM CATCH BASIN °' I BRI K a I X l�` 2. I - VACATED R• ENTONOI t I EXISTING RIMTYPE23.55 I \ x X >�9 Q RETAINING YARD DRAII��S I . X PER CITY �E #4668 BUILDING I I I IE=1&02, 12"CPP S I 14'� CE R' RETAINING \ WALLS i ' ' OR NDANg970715� IE=17.97, 12"CPP W m I WALLS. 2 3 MAPLES CONCRETE �I i CONTAINER I _ �R REC• STAIRS TO I 2 2.3 w00D YAK EXISTING so 2FS - DPAIN 13x 2X2 CD- ACCASEMEESS BUILDING it so �� / 25 CD TPN 3340402820 I I I CETE r - , , so / g A & D RENTON LLC I I .0 I ` _ so „ 150•11 -0: 0.04' 0 l STAIRS TO -� ` _ I 10' BAY ^ NI I I/ BASEMENT E2 &2X6„ ""� SITE& BM #1 ' WO6D FENCE " oNP� ; 6. NI1°22 37 E N,,°22 3 _6 , so N HOSE DOOR i' �', _ so -so BIB a ACCESS 2 N: 174259.09 3 " ONP " - I 020� 23 6 o1� �� GRAVEL. E. 1297432.17 - I';° N I 0 96 ° ELEV. 21.44 _ _ - ' Py 2 J� /_ _ - ? T BALLESPN TRASSE No 23.70 1 IV ^ r,- >-22� WEATURE 05 o _ O �F Q - Z . �5 MIPN23 90 _ Q ,� ROY+REX+GLORIA CONDUIT I col 2'EdZAR4) EMPTY°2Z30 E z X1 &4X2&3" 5 so 1-0_ / 11 " PINE _ �2 \ �� 23.28 _ I ' / -2X3&3X " MAPLE CONCRETE N I i NLLII ' 2� STAIRS TO ASPHALT25 I I °cNv EXISTING `- O N I I �� ( 94 2X3" % F- 23 BASEMENT,0 1 0 26BUILDING - I' x ACCESS C., V) F.F.=24.04 I I I / �� RETAINING �I TPN 3340402925 I o OC -- x 2� I I I Ix 7 2 SHED I WALLS I BALLESTRASSE REX 15011 0 „2 �� I I��\ / I I 8 L �I°� v' xR�2 o AV2�� 2 / ss , -iiiiiiiiiiiiiiiii0illillillilillilllO/ I I \ I I I � \ CONCITE I 22. WOOD STORM CATCH BASIN I ` PIo TYPE I o S I \ 26 STAIRS TO F.=22.56 STAIRS I EXCEPTION AREA I - RIM=23.66 I 12 I\ -BASEMENT o I PER REC. # 5424488 IE=19.65, 12"CPP N / I \ I co ACCESS IONCRETE TPN 3340402880 EXISTING ° , „ I / ss' - IE=19.76, 12"CPP E W / III I '1BALLESTRASSE ROY BUILDING CIONCRETE A=16 5614 ss -- -� „ ? I o I I R=288.80' IE=19.76, 12 CPP S �, I I RETAINING 2 35" -- ' I IE=20.38, 6"PVC W zo I I I WALL I L=85.37' c� / Io i _r F. F. - 0.53 ° / I A I I YARD WOOD 21 X I DR�IN STAIRS /'�' � � I 0 LEGEND FOUND MONUMENT AS NOTED ED CALCULATED MONUMENT POSITION O SURVEY CONTROL POINT, AS NOTED 0 SANITARY SEWER MANHOLE ❑ STORM CATCH BASIN o ROOF DRAIN D4 WATER VALVE B3 WATER METER FIRE HYDRANT C HOSE BIB 0 IRRIGATION CONTROL VALVE � UTILITY POLE C---GUY ANCHOR Ill JUNCTION BOX JUNCTION BOX ( LIGHT POLE ® ELECTRICAL METER E TELEPHONE CABINET FF FINISH FLOOR ELEVATION SIGN o MAILBOX TPN TAX PARCEL NUMBER ® EASEMENT REFERENCE NUMBER BOUNDARY LINE RIGHT OF WAY LINE VACATED RIGHT OF WAY LOT LINE - - SECTION LINE ROAD CENTERLINE - So So STORM DRAIN LINE ss ss SANITARY SEWER LINE w w w BURIED WATER LINE GAS GAS BURIED GAS LINE BP BP BURIED POWER LINE TEL TEL BURIED TELECOM LINE OVERHEAD POWER LINE - OHP- - - - so- - - SD RECORD STORM LINE - - - ss - - - ss RECORD SANITARY LINE - - w - - - w RECORD WATER LINE - - GAS- - - GAS RECORD GAS LINE - - - - LANDSCAPE LINE CHAIN LINK FENCE WOOD FENCE ASPHALT SURFACE ° CONCRETE SURFACE It W0 TPN 3340402885 so I I I BUILDING STORM CATCH BASIN d \ a X 22� N T O O N N T O O N Q J O It O N Alu A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N Nt W z J U_ GEOTECHNICAL ENGINEERING NOTES THE FOLLOWING IS EXCERPTED FROM SECTION 4.0 OF THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY MIGIZI GROUP, PROJECT PP2411-T21, DATED 7/8/21 4.0 CONCLUSIONS AND RECOMMENDATIONS IMPROVEMENT PLANS INVOLVE THE CONSTRUCTION OF A NEW 4,560-SF SERVICE BAT EXPANSION TOWARDS THE SOUTHWEST CORNER OF THE EXISTING GMC MASONRY BUILDING, THE CLEARING/STRIPPING/GRADING OF PROPERTIES IMMEDIATELY EAST OF THE BROTHERTON GMC FACILITY, AND THE CONSTRUCTION OF A NEW BROTHERTON CADILLAC COMPLEX, WHICH WILL LARGELY BE OCCUPIED BY A NEW 14,330-SF CADILLAC SHOWROOM/SALES BUILDING, AND ASPHALT PAVEMENTS. SITE PRODUCED STORMWATER WILL BE RETAINED ONSITE IF FEASIBLE. WE OFFER THESE RECOMMENDATIONS: • FEASIBILITY: BASED ON OUR FIELD EXPLORATIONS, RESEARCH, AND EVALUATIONS, THE PROPOSED STRUCTURES AND PAVEMENTS APPEAR FEASIBLE FROM A GEOTECHNICAL STANDPOINT. • FOUNDATION OPTIONS: OVER -EXCAVATION OF SPREAD FOOTING SUBGRADES, TO A DEPTH OF 3 TO 4 FEET, AND THE CONSTRUCTION OF STRUCTURAL FILL BEARING PADS, WILL BE NECESSARY FOR FOUNDATION SUPPORT OF NEW STRUCTURES. IF FOUNDATION CONSTRUCTION OCCURS DURING WET CONDITIONS, IT IS LIKELY THAT A A GEOTEXTILE FABRIC, PLACED BETWEEN BEARING PADS AND NATIVE SOILS, WILL ALSO BE NECESSARY. • FLOOR OPTIONS: WE RECOMMEND OVER -EXCAVATION OF SLAB -ON -GRADE FLOOR SUBGRADES TO A MINIMUM DEPTH OF 1Y2 FEET, THEN PLACEMENT OF PROPERLY COMPACTED STRUCTURAL FILL AS A FLOOR SUBBASE. IF FLOOR CONSTRUCTION OCCURS DURING WET CONDITIONS, IT IS LIKELY THAT A GEOTEXTILE FABRIC, PLACED BETWEEN THE STRUCTURAL FILL FLOOR SUBBASE AND NATIVE SOILS, WILL BE NECESSARY. RECOMMENDATION FOR SLAB -ON -GRADE FLOORS ARE INCLUDED IN SECTION 4.3 FILL UNDERLYING FLOOR SLABS SHOULD BE COMPACTED TO 95 PERCENT (ASTM:D-1557) • PAVEMENT SECTIONS: WE RECOMMEND OVER -EXCAVATION OF PAVEMENT SUBRADES TO A MINIMUM DEPTH OF 12 INCHES, THEN PLACEMENT OF PROPERLY COMPACTED STRUCTURAL FILL AS PAVEMENT SUBBASE. WE RECOMMEND A CONVENTIONAL PAVEMENT SECTION COMPRISED OF AN ASPHALT CONCRETE PAVEMENT OVER A CRUSHED ROCK BASE COURSE OVER A PROPERLY PREPARED (COMPACTED) SUBGRADE OR A GRANULAR SUBBASE. ALL SOIL SUBGRADES SHOULD BE THOROUGHLY COMPACTED, THEN PROOF -ROLLED WITH A LOADED DUMP TRUCK OR HEAVY COMPACTOR. ANY LOCALIZED ZONES OF YIELDING SUBGRADE DISCLOSED DURING THIS PROOF -ROLLING OPERATION SHOULD BE OVER EXCAVATED TO A DEPTH OF 2 FEET AND REPLACED WITH A SUITABLE STRUCTURAL FILL MATERIAL. • INFILTRATION CONDITIONS: AS INDICATES IN THE SOIL CONDITIONS SECTION OF THE REPORT, THE SITE IS UNDERLAIN BY ALLUVIAL SOILS, WHICH CAN BE READILY SUBDIVIDED INTO FOUR SOIL HORIZONS: UPPER FINE-GRAINED, INTERMEDIATE GRAVEL, INTERMEDIATE FINE-GRAINED, AND DEEP GRAVELS. GIVEN THE FACT THAT GROUNDWATER LEVELS RISE HIGHER THAN 8Y2 FEET BELOW EXISTING GRADE, THE UPPER FINE-GRAINED SOIL HORIZON IS THE ONLY HORIZON WHICH COULD POTENTIALLY SUPPORT INFILTRATION. THIS MATERIAL RANGES IN COMPOSITIONS FROM SILTY SAND TO SILT, THE LATTER OF WHICH SHOULD BE CONSIDERED RELATIVELY IMPERMEABLE. GIVEN THE HYDROGEOLOGIC SETTING OF THE PROJECT AREA, WE DO NOT INTERPRET INFILTRATION AS BEING FEASIBLE FOR THIS PROJECT, AND SITE PRODUCED STORMWATER SHOULD BE MANAGED THROUGH DETENTION, OR DIVERTED TO AN EXISTING ALONG SW 12TH ST. THE FOLLOWING SECTIONS OF THIS REPORT PRESENT OUR SPECIFIC GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS CONCERNING SITE PREPARATION, SPREAD FOOTINGS, SLAB -ON -GRADE FLOORS, SUBGRADE AND RETAINING WALLS, ASPHALT PAVEMENT, AND STRUCTURAL FILL. THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD SPECIFICATIONS AND STANDARD PLANS CITED HEREIN REFER TO WSDOT PUBLICATIONS M41-10, STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION, AND M21-01, STANDARD PLANS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION, RESPECTIVELY. 4.1 SITE PREPARATION PREPARATION OF THE PROJECT SITE SHOULD INVOLVE EROSION CONTROL, TEMPORARY DRAINAGE, CLEARING, STRIPPING, EXCAVATIONS, CUTTING, SUBGRADE COMPACTION, AND FILLING. EROSION CONTROL: BEFORE NEW CONSTRUCTION BEGINS, AN APPROPRIATE EROSION CONTROL SYSTEM SHOULD BE INSTALLED. THIS SYSTEM SHOULD COLLECT AND FILTER ALL SURFACE WATER RUNOFF THROUGH SILT FENCING. WE ANTICIPATE A SYSTEM OF BERMS AND DRAINAGE DITCHES AROUND CONSTRUCTION AREAS WILL PROVIDE AN ADEQUATE COLLECTION SYSTEM. SILT FENCING FABRIC SHOULD MEET THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATION 9-33.2 TABLE 6. IN ADDITION, SILT FENCING SHOULD EMBED A MINIMUM OF 6 INCHES BELOW EXISTING GRADE. AN EROSION CONTROL SYSTEM REQUIRES OCCASIONAL OBSERVATION AND MAINTENANCE. SPECIFICALLY, HOLES IN THE FILTER AND AREAS WHERE THE FILTER HAS SHIFTED ABOVE GROUND SURFACE SHOULD BE REPLACED OR REPAIRED AS SOON AS THEY ARE IDENTIFIED. TEMPORARY DRAINAGE: WE RECOMMEND INTERCEPTING AND DIVERTING ANY POTENTIAL SOURCES OF SURFACE OR NEAR -SURFACE WATER WITHIN THE CONSTRUCTION ZONES BEFORE STRIPPING BEGINS. BECAUSE THE SELECTION OF AN APPROPRIATE DRAINAGE SYSTEM WILL DEPEND ON THE WATER QUANTITY, SEASON, WEATHER CONDITIONS, CONSTRUCTION SEQUENCE, AND CONTRACTOR'S METHODS, FINAL DECISIONS REGARDING DRAINAGE SYSTEMS ARE BEST MADE IN THE FIELD AT THE TIME OF CONSTRUCTION. BASED ON OUR CURRENT UNDERSTANDING OF THE CONSTRUCTION PLANS, SURFACE AND SUBSURFACE CONDITIONS, WE ANTICIPATE THAT CURBS, BERMS, OR DITCHES PLACED AROUND THE WORK AREAS WILL ADEQUATELY INTERCEPT SURFACE WATER RUNOFF. CLEARING AND STRIPPING: AFTER SURFACE AND NEAR -SURFACE WATER SOURCES HAVE BEEN CONTROLLED SOD TOPSOIL AND ROOT -RICH SOIL SHOULD BE STRIPPED FROM THE SITE. OUR SUBSURFACE EXPLORATIONS INDICATE THAT THERE ARE MINIMAL ORGANIC SOILS ONSITE BELOW THE ASPHALT PAVEMENT IN THE VICINITY OF THE PROPOSED SERVICE BAT ADDITION BUT REACHES THICKNESS OF UPWARDS OF 12 INCHES IN THE VICINITY OF THE NEW BROTHERTON CADILLAC COMPOUND. STRIPPING IS BEST PERFORMED DURING A PERIOD OF DRY WEATHER. SITE EXCAVATIONS: BASED ON OUR EXPLORATIONS, WE EXPECT THAT THE VAST MAJORITY OF PROJECT EXCAVATIONS WILL ENCOUNTER POORLY CONSOLIDATED FINE-GRAINED ALLUVIAL SOILS, WHICH CAN BE READILY EXCAVATED USING STANDARD EXCAVATION EQUIPMENT. DEWATERING: OUR EXPLORATIONS ENCOUNTERED GROUNDWATER IN EVERY SUBSURFACE BORING AT A DEPTH OF APPROXIMATELY 8Y2 FEET BELOW THE SURFACE. WE ANTICIPATE THAT AN INTERNAL SYSTEM OF DITCHES, SUMP HOLES, AND PUMPS WILL BE ADEQUATE TO TEMPORARILY DEWATER SHALLOW EXCAVATIONS. IN ORDER TO DEWATER DEEPER EXPLORATIONS BELOW THE REGIONAL WATER TABLE, EXPENSIVE DEWATERING EQUIPMENT, SUCH AS WELL POINTS WILL NEED TO BE UTILIZED.. TEMPORARY CUT SLOPES: AT THIS TIME, FINAL DESIGNS AND CONSTRUCTION SEQUENCING HAVE NOT BEEN COMPLETED TO FACILITATE PROJECT PLANNING WE PROVIDE THE FOLLOWING GENERAL COMMENTS REGARDING TEMPORARY SLOPES: • ALL TEMPORARY SOIL SLOPES ASSOCIATED WITH SITE CUTTING OR EXCAVATIONS SHOULD BE ADEQUATELY INCLINED TO PREVENT SLOUGHING AND COLLAPSE, • TEMPORARY CUT SLOPES IN SITE SOILS SHOULD BE NO STEEPER THAN 1Y2H:1V, AND • TEMPORARY SLOPES SHOULD CONFORM TO WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT (WISHA) REGULATIONS THESE GENERAL GUIDELINES ARE NECESSARILY SOMEWHAT CONSERVATIVE (STEEPER TEMPORARY SLOPES MAY BE POSSIBLE). AS THE PROJECT PROGRESSES, TEMPORARY GRADING PLANS ARE DEVELOPED, FINAL SITE FEATURES ARE BETTER DEFINED, AND A CONTRACTOR IS ENGAGED, MGI MAY MODIFY THESE GENERAL GUIDELINES TO ALLOW STEEPER SLOPES. SUBGRADE COMPACTION: EXPOSED SUBGRADES FOR THE FOUNDATIONS OF THE PLANNED ADDITIONS SHOULD BE COMPACTED TO A FIRM, UNYIELDING STATE BEFORE NEW CONCRETE OR FILL SOILS ARE PLACED. ANY LOCALIZED ZONES OF LOOSER GRANULAR SOILS OBSERVED WITHIN A SUBGRADE SHOULD BE COMPACTED TO A DENSITY COMMENSURATE WITH THE SURROUNDING SOILS. IN CONTRAST, ANY ORGANIC, SOFT, OR PUMPING SOILS OBSERVED WITHIN A SUBGRADE SHOULD BE OVEREXCAVATED AND REPLACED WITH A SUITABLE STRUCTURAL FILL MATERIAL. SITE FILLING: OUR CONCLUSIONS REGARDING THE REUSE OF ONSITE SOILS AND OUR COMMENTS REGARDING WET -WEATHER FILLING ARE PRESENTED SUBSEQUENTLY. REGARDLESS OF SOIL TYPE, ALL FILL SHOULD BE PLACED AND COMPACTED ACCORDING TO OUR RECOMMENDATIONS PRESENTED IN THE STRUCTURAL FILL SECTION OF THIS REPORT. SPECIFICALLY, BUILDING PAD FILL SOIL SHOULD BE COMPACTED TO A UNIFORM DENSITY OF AT LEAST 95 PERCENT (BASED ON ASTM: D-1557). ONSITE SOILS: WE OFFER THE FOLLOWING EVALUATION OF THESE ONSITE SOILS IN RELATION TO POTENTIAL USE AS STRUCTURAL FILL: • ALLUVIAL SILT AND SILTY SAND: THE ALLUVIAL SILTY SAND THAT UNDERLIES THE SITE IS VERY MOISTURE SENSITIVE AND WILL BE DIFFICULT OR IMPOSSIBLE TO REUSE DURING MOST WEATHER CONDITIONS. IT IS CURRENTLY ABOVE THE OPTIMUM MOISTURE CONTENT AND WILL NOT COMPACT ADEQUATELY UNLESS AERATED. REUSE IS NOT RECOMMENDED, AND THIS MATERIAL SHOULD ONLY BE USED FOR NON-STRUCTURAL PURPOSES, SUCH AS IN LANDSCAPING AREAS. • ALLUVIAL GRAVEL: ENCOUNTERED AT INTERMEDIATE AND SIGNIFICANT DEPTHS BELOW GROUND SURFACE, THIS MATERIAL IS INTERBEDDED WITH ITS MORE FINE-GRAINED COUNTERPART. GRAVELLY SOILS WHICH UNDERLIE THE SITE ARE RELATIVELY IMPERVIOUS TO MOISTURE CONTENT VARIATIONS AND CAN BE REUSED AS STRUCTURAL FILL UNDER MOST WEATHER CONDITIONS. PERMANENT SLOPES: ALL PERMANENT CUT SLOPES AND FILL SLOPES SHOULD BE ADEQUATELY INCLINED TO REDUCE LONG-TERM RAVELING, SLOUGHING, AND EROSION. WE GENERALLY RECOMMEND THAT NO PERMANENT SLOPES BE STEEPER THAN 2H:1V. FOR ALL SOIL TYPES, THE USE OF FLATTER SLOPES (SUCH AS 21/H:1V) WOULD FURTHER REDUCE LONG-TERM EROSION AND FACILITATE REVEGETATION. SLOPE PROTECTION: WE RECOMMEND THAT A PERMANENT BERM, SWALE, OR CURB BE CONSTRUCTED ALONG THE TOP EDGE OF ALL PERMANENT SLOPES TO INTERCEPT SURFACE FLOW. ALSO, A HARDY VEGETATIVE GROUNDCOVER SHOULD BE ESTABLISHED AS SOON AS FEASIBLE, TO FURTHER PROTECT THE SLOPES FROM RUNOFF WATER EROSION. ALTERNATIVELY, PERMANENT SLOPES COULD BE ARMORED WITH QUARRY SPALLS OR A GEOSYNTHETIC EROSION MAT. 4.2 SPREAD FOOTING IN OUR OPINION, CONVENTIONAL SPREAD FOOTINGS WILL PROVIDE ADEQUATE SUPPORT FOR THE PROPOSED STRUCTURES IF THE SUBGRADE IS PROPERLY PREPARED. WE OFFER THE FOLLOWING COMMENTS AND RECOMMENDATIONS FOR SPREAD FOOTING DESIGN. FOOTING DEPTHS AND WIDTHS: FOR FROST AND EROSION PROTECTION, THE BASES OF ALL EXTERIOR FOOTINGS SHOULD BEAR AT LEAST 18 INCHES BELOW ADJACENT OUTSIDE GRADES, WHEREAS THE BASES OF INTERIOR FOOTINGS NEED BEAR ONLY 12 INCHES BELOW THE SURROUNDING SLAB SURFACE LEVEL. TO REDUCE COST -CONSTRUCTION SETTLEMENTS, CONTINUOUS (WALL) AND ISOLATED (COLUMN- FOOTINGS SHOULD BE AT LEAST 16 TO 24 INCHES. BEARINGS AND SUBGRADES: GIVEN THE POOR CONSOLIDATION OF NEAR SURFACE SOIL DEPOSITS IN THE VICINITY OF THE PROJECT AREA, STRUCTURAL FILL BEARING PADS, 3 TO 4 FEET THICK AND COMPACTED TO A DENSITY OF AT LEAST 95 PERCENT (BASED ON ASTM:D-1557), SHOULD UNDERLIE SPREAD FOOTINGS ON THIS SITE. IF FOUNDATION CONSTRUCTION OCCURS DURING WET CONDITIONS, IT IS POSSIBLE THAT A GEOTEXTILE FABRIC, PLACED BETWEEN THE BEARING PAD NATIVE SOILS, WILL BE NECESSARY. WE SHOULD BE CONSULTED IF ANY NEW FOUNDATIONS ARE TO BE PLACED ADJACENT TO EXISTING FOUNDATIONS. IN GENERAL, BEFORE FOOTING CONCRETE IS PLACED, ANY LOCALIZED ZONES OF LOOSE SOILS EXPOSED ACROSS FOOTING SUBGRADES SHOULD BE COMPACTED TO A FIRM, UNYIELDING CONDITION, AND ANY LOCALIZED ZONES OF SOFT, ORGANIC, OR DEBRIS -LADEN SOILS SHOULD BE OVER -EXCAVATED AND REPLACED WITH SUITABLE STRUCTURAL FILL. LATERAL OVEREXCAVATIONS: BECAUSE FOUNDATION STRESSES ARE TRANSFERRED OUTWARD AS WELL AS DOWNWARD INTO THE BEARING SOILS, ALL STRUCTURAL FILL PLACED UNDER FOOTINGS, SHOULD EXTEND HORIZONTALLY OUTWARD FROM THE EDGE OF EACH FOOTING. THIS HORIZONTAL DISTANCE SHOULD BE EQUAL TO THE DEPTH OF PLACED FILL. THEREFOR, PLACED FILL THAT EXTENDS 3 FEET BELOW THE FOOTING BASE SHOULD ALSO EXTEND 3 FEET OUTWARD FROM THE FOOTING EDGES. SUBGRADE OBSERVATION: ALL FOOTING SUBGRADES SHOULD CONSIST OF FIRM, UNYIELDING, NATIVE SOILS, OR STRUCTURAL FILL MATERIALS THAT HAVE BEEN COMPACTED TO A DENSITY OF AT LEAST 95 PERCENT (BASED ON ASTM:D-1557). FOOTINGS SHOULD NEVER BE CAST ATOP LOOSE, SOFT, OR FROZEN SOIL, SLOUGH, DEBRIS, EXISTING UNCONTROLLED FILL, OR SURFACES COVERED BY STANDING WATER. BEARING PRESSURES: IN OUR OPINION, FOR STATIC LOADING, FOOTINGS THAT BEAR ON PROPERLY PREPARED, STRUCTURAL FILL BEARING PADS 3 FEET THICK CAN BE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 1,500 PSF, AND FOOTINGS THAT BEAR ON PROPERLY PREPARED, STRUCTURAL FILL BEARING PADS 4 FEET THICK CAN BE DESIGNED FOR AN ALLOWABLE SOIL BEARING PRESSURE OF 2,000 PSF. A ONE-THIRD INCREASE IN ALLOWABLE SOIL BEARING CAPACITY MAY BE USED FOR SHORT-TERM LOADS CREATED BY SEISMIC OR WIND RELATED ACTIVITIES. FOOTING SETTLEMENTS: ASSUMING THAT STRUCTURAL FILL SOILS ARE COMPACTED TO A MEDIUM DENSE OR DENSER STATE, WE ESTIMATE THAT TOTAL POST -CONSTRUCTION SETTLEMENTS OF PROPERLY DESIGNED FOOTING BEARING ON PROPERLY PREPARED SUBGRADES WILL NOT EXCEED 1 INCH. DIFFERENTIAL SETTLEMENTS FOR COMPARABLY LOADED ELEMENTS MAY APPROACH ONE-HALF OF THE ACTUAL TOTAL SETTLEMENT OVER HORIZONTAL DISTANCES OF APPROXIMATELY 50 FEET. LATERAL RESISTANCE: FOOTING THAT HAVE BEEN PROPERLY BACKFILLED AS RECOMMENDED ABOVE WILL RESIST LATERAL MOVEMENTS BY MEANS OF PASSIVE EARTH PRESSURE AND BASE FRICTION. WE RECOMMEND USING AN ALLOWABLE PASSIVE EARTH PRESSURE OF 225PSF AND AN ALLOWABLE BASE FRICTION COEFFICIENT OF 0.35 FOR SITE SOILS. 4.3 SLAB -ON -GRADE FLOORS IN OUR OPINION, A SOIL -SUPPORTED SLAB -ON -GRADE FLOORS CAN BE USED FOR THE PLANNED STRUCTURES IF THE SUBGRADES ARE PROPERLY PREPARED. WE OFF THE FOLLOWING COMMENTS AND RECOMMENDATIONS CONCERNING SLAB -ON -GRADE FLOORS. FLOOR SUBBASE: GIVEN THE POOR CONSOLIDATION OF NEAR SURFACE SOIL DEPOSITS IN THE VICINITY OF THE PROJECT AREA, WE RECOMMEND OVER -EXCAVATION OF SLAB -ON -GRADE FLOOR LCall 811 two business days before you dig NO. REVISION SUBGRADES TO A MINIMUM DEPTH OF 1Y2 FEET, THEN PLACEMENT OF PROPERLY COMPACTED STRUCTURAL FILL AS A FLOOR SUBBASE. IF FLOOR CONSTRUCTION OCCURS DURING WET CONDITIONS, IT IS LIKELY THAT A GEOTEXTILE FABRIC, PLACED BETWEEN THE STRUCTURAL FILL FLOOR SUBBASE AND NATIVE SOILS, WILL BE NECESSARY. AL SUBBASE FILL SHOULD BE COMPACTED TO A DENSITY OF AT LEAST 95 PERCENT (BASED ON ASTM:D-1557). CAPILLARY BREAK AND VAPOR BARRIER: TO RETARD THE UPWARD WICKING OF MOISTURE BENEATH THE FLOOR SLAB, WE RECOMMEND THAT A CAPILLARY BREAK BE PLACED OVER THE SUBGRADE. IDEALLY, THIS CAPILLARY BREAK WOULD CONSIST OF A 4-INCH-THICK LATER OF PEA GRAVEL OR OTHER CLEAN, UNIFORM, WELL-ROUNDED GRAVEL, SUCH AS "GRAVEL BACKFILL FOR DRAINS" PER WSDOT STANDARD SPECIFICATION 9-03.12(4), BUT CLEAN ANGULAR GRAVEL CAN BE USED IF IT ADEQUATELY PREVENTS CAPILLARY WICKING. IN ADDITION, A LAYER OF PLASTIC SHEETING (SUCH AS CROSSTUFF, VISQUEEN, OR MOISTOP) SHOULD BE PLACED OVER THE CAPILLARY BREAK TO SERVE AS A VAPOR BARRIER. DURING SUBSEQUENT CASTING OF THE CONCRETE SLAB, THE CONTRACTOR SHOULD EXERCISE CARE TO AVOID PUNCTURING THE VAPOR BARRIER. 4.4 SUBGRADE AND RETAINING WALLS THE FOLLOWING GENERAL RECOMMENDATIONS SHOULD BE APPLIED TO THE DESIGN OF SUBGRADE AND RETAINING WALLS. WALL FOUNDATIONS: SUBGRADE AND RETAINING WALL FOUNDATIONS SHOULD BE DESIGNED ACCORDING TO THE RECOMMENDATIONS PRESENTED FOR SPREAD FOOTINGS IN SECTION 4.2. WALL DRAINAGE: DRAINAGE SHOULD BE PROVIDED BEHIND SUBGRADE AND RETAINING WALLS BY PLACING A ZONE OF DRAIN ROCK CONTAINING LESS THAN 3 PERCENT FINES (MATERIAL PASSING THE NO. 200 SIEVE) AGAINST THE WALL. THIS DRAINAGE ZONE SHOULD BE AT LEAST 24 INCHES WIDE (MEASURED HORIZONTALLY) AND EXTEND FROM THE BASE OF THE WALL TO WITHIN 1 FOOT OF THE FINISHED GRADE BEHIND THE WALL. SMOOTH -WALLED PERFORATED PVC DRAINPIPE HAVING A MINIMUM DIAMETER OF 4 INCHES SHOULD BE EMBEDDED WITHIN THE SAND AND GRAVEL AT THE BASE OF THE WALL ALONG ITS ENTIRE LENGTH. THIS DRAINPIPE SHOULD DISCHARGE INTO A TIGHT LINE LEADING TO AN APPROPRIATE COLLECTION AND DISPOSAL SYSTEM. BACKFILL SOIL: IDEALLY, ALL SUBGRADE WALL BACKFILL WOULD CONSIST OF CLEAN, FREE -DRAINING, GRANULAR MATERIAL, SUCH AS "GRAVEL BACKFILL FOR WALLS" PER WSDOT STANDARD SPECIFICATION 9-03.12(2). A GEOTEXTILE SHOULD BE PLACED BETWEEN THE DRAINAGE ZONE AND THE BACKFILL SOIL TO PREVENT DRAIN CLOGGING. BACKFILL COMPACTION: BECAUSE SOIL COMPACTORS PLACE SIGNIFICANT LATERAL PRESSURES ON SUBGRADE WALLS, WE RECOMMEND THAT ONLY SMALL, HAND -OPERATED COMPACTION EQUIPMENT BE USED WITHIN 2 FEET OF A BACKFILLED WALL. ALSO, ALL BACKFILL SHOULD BE COMPACTED TO A DENSITY AS CLOSE AS POSSIBLE TO 90 PERCENT OF THE MAXIMUM DRY DENSITY (BASED ON ASTM:D-1557); A GREATER DEGREE OF COMPACTION CLOSELY BEHIND THE WALL WOULD INCREASE THE LATERAL EARTH PRESSURE, WHEREAS A LESSER DEGREE OF COMPACTION MIGHT LEAD TO EXCESSIVE POST -CONSTRUCTION SETTLEMENTS. GRADING AND CAPPING: TO RETARD THE INFILTRATION OF SURFACE WATER INTO THE BACKFILL SOILS, WE RECOMMEND THAT THE BACKFILL SURFACE OF EXTERIOR WALLS BE ADEQUATELY SLOPES TO DRAIN AWAY FROM THE WALL. IDEALLY, THE BACKFILL SURFACE DIRECTLY BEHIND THE WALL WOULD BE CAPPED WITH ASPHALT, CONCRETE, OR 12 INCHES OF LOW -PERMEABILITY (SILTY) SOILS TO MINIMIZE OR PRECLUDE SURFACE WATER INFILTRATION. APPLIED SOIL PRESSURE: WALLS THAT ARE DESIGNED TO MOVE 0.1 PERCENT OF THE WALL HEIGHT DURING AND AFTER CONSTRUCTION ARE USUALLY REFERRED TO AS UNRESTRAINED WALLS. WE RECOMMEND THAT UNRESTRAINED CANTILEVER WALLS SUPPORT SLOPES INCLINED AT 2H:1V OR FLATTER BE DESIGNED TO RESIST AN ACTIVE PRESSURE (TRIANGULAR DISTRIBUTION) OF 55 POUNDS PER CUBIC FOOT (PCF) FOR DRAINED CONDITIONS. THE RECOMMENDED PRESSURE DOES NOT INCLUDE THE EFFECTS OF SURCHARGES FROM SURFACE LOADS, HYDROSTATIC PRESSURES, OR STRUCTURAL LOADS. IF SUCH SURCHARGES ARE TO APPLY, THEY SHOULD BE ADDED TO THE ABOVE DESIGN LATERAL PRESSURES. TRAFFIC AND VEHICLE LOADS MAT BE MODELED AS AN ADDITIONAL 2 FEET OF WALL HEIGHT WALL SETTLEMENTS: WE ESTIMATE THAT THE SETTLEMENT OF THE WALL FOOTINGS CONSTRUCTED AS RECOMMENDED WILL BE ON THE ORDER OF 1 INCH OR LESS. MOST OF THIS SETTLEMENT IS EXPECTED TO OCCUR AS SOON AS THE LOADS ARE APPLIED. DIFFERENTIAL SETTLEMENT ALONG THE WALLS IS EXPECTED TO BE 1 INCH OR LESS OVER A 50-FOOT SPAN. 4.5 ASPHALT PAVEMENT SINCE ASPHALT PAVEMENTS WILL BE USED FOR THE NEW PARKING FACILITIES AND ROADWAYS, WE OFFER THE FOLLOWING COMMENTS AND RECOMMENDATIONS FOR PAVEMENT DESIGN AND CONSTRUCTION. SUBGRADE PREPARATION: WE RECOMMEND OVER -EXCAVATION OF PAVEMENT SUBGRADES TO DEPTHS OF 12 OR 24 INCHES, THEN PLACEMENT OF PROPERLY COMPACTED STRUCTURAL FILL AS PAVEMENT SUBBASE. IF CONSTRUCTION OCCURS DURING WET CONDITIONS, IT IS LIKELY THAT A GEOTEXTILE FABRIC, PLACED BETWEEN THE STRUCTURAL FILL PAVEMENT SUBBASE AND NATIVE SOILS, WILL BE NECESSARY. WE RECOMMEND A CONVENTIONAL PAVEMENT SECTION COMPRISED OF AN ASPHALT CONCRETE PAVEMENT OVER A CRUSHED ROCK BASE COURSE OVER A PROPERLY PREPARED (COMPACTED) SUBGRADE OR A GRANULAR SUBBASE, DEPENDING ON SUBGRADE CONDITIONS DURING PAVEMENT SUBGRADE PREPARATION. ALL SOIL SUBGRADES SHOULD BE THOROUGHLY COMPACTED, THEN PROOF -ROLLED WITH A LOADED DUMP TRUCK OR HEAVY COMPACTOR. ANY LOCALIZED ZONES OF YIELDING SUBGRADE DISCLOSED DURING THIS PROOF -ROLLING OPERATION SHOULD BE OVER EXCAVATED TO A DEPTH OF 2 FEET AND REPLACED WITH A SUITABLE STRUCTURAL FILL MATERIAL. ALL STRUCTURAL FILL SHOULD BE COMPACTED ACCORDING TO OUR RECOMMENDATIONS GIVEN IN THE STRUCTURAL FILL SECTION. SPECIFICALLY THE UPPER 2 FEET OF SOILS UNDERLYING PAVEMENT SECTION SHOULD BE COMPACTED TO AT LEAST 95 PERCENT (BASED ON ASTM D-1557), AND ALL SOILS BELOW 2 FEET SHOULD BE COMPACTED TO AT LEAST 90 PERCENT. PAVEMENT MATERIALS: FOR THE BASE COURSE, WE RECOMMEND USING IMPORTED WASHED CRUSHED ROCK, SUCH AS "CRUSHED SURFACING BASE COURSE" PER WSDOT STANDARD SPECIFICATION 9-03.9(3) BUT WITH A FINES CONTENT OF LESS THAN 5 PERCENT PASSING THE NO. 200 SIEVE. ALTHOUGH OUR EXPLORATIONS DO NOT INDICATE A NEED FOR A PAVEMENT SUBBASE, IF A SUBBASE COURSE IS NEEDED, WE RECOMMEND USING IMPORTED, CLEAN, WELL -GRADED SAND AND GRAVEL SUCH AS "BALLAST" OR "GRAVEL BORROW" PER WSDOT STANDARD SPECIFICATIONS 9-03.9(1) AND 9-03.14, RESPECTIVELY. CONVENTIONAL ASPHALT SECTIONS: A CONVENTIONAL PAVEMENT SECTION TYPICALLY COMPRISES AN ASPHALT CONCRETE PAVEMENT OVER A CRUSHED ROCK BASE COURSE. WE RECOMMEND USING THE FOLLOWING CONVENTIONAL PAVEMENT SECTIONS: MINIMUM THICKNESS DRIVEWAYS AND AREAS PAVEMENT COURSE AUTOMOBILE PARKING AREAS SUBJECT TO TRUCK TRAFFIC ASPHALT CONCRETE PAVEMENT 2 INCHES 4 INCHES CRUSHED ROCK BASE 4 INCHES 8 INCHES GRANULAR FILL SUBBASE (IF NEEDED) SURVEYED: WITIIF.1 DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD APPROVED: DCD 12 INCHES 24 INCHES CONCRETE PAVEMENT: WE UNDERSTAND THAT CONCRETE PAVEMENT WILL BE PLACED AT THE SITE DRIVEWAY, ALONG THE ACCESS WAY, AND AS A PAD FOR THE BACKUP GENERATOR. WE RECOMMEND THAT CONCRETE PAVEMENT HAVE A MAXIMUM THICKNESS OF 8 INCHES AND BE SUPPORTED ON PREPARED SOIL SUBGRADES AND AT LEAST 4 INCHES OF CRUSHED ROCK BASE AS RECOMMENDED ABOVE. COMPACTION AND OBSERVATION: ALL SUBBASE AND BASE COURSE MATERIAL SHOULD BE COMPACTED TO AT LEAST 95 PERCENT OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557), AND ALL ASPHALT CONCRETE SHOULD BE COMPACTED TO AT LEAST 92 PERCENT OF THE RICE VALUE (ASTM D-2041). WE RECOMMEND THAT AN MGI REPRESENTATIVE BE RETAINED TO OBSERVE THE COMPACTION OF EACH COURSE BEFORE ANY OVERLYING LAYER IS PLACED. FOR THE SUBBASE AND PAVEMENT COURSE, COMPACTION IS BEST OBSERVED BY MEANS OF FREQUENT DENSITY TESTING. FOR THE BASE COURSE, METHODOLOGY OBSERVATIONS AND HAND -PROBING ARE MORE APPROPRIATE THAN DENSITY TESTING. PAVEMENT LIFE AND MAINTENANCE: NO ASPHALT PAVEMENT IS MAINTENANCE -FREE. THE ABOVE DESCRIBED PAVEMENT SECTIONS PRESENT OUR MINIMUM RECOMMENDATIONS FOR AN AVERAGE LEVEL OF PERFORMANCE DURING A 20-YEAR DESIGN LIFE, THEREFORE, AN AVERAGE LEVEL OF MAINTENANCE WILL LIKELY BE REQUIRED. FURTHERMORE, A 20-YEAR PAVEMENT LIFE TYPICALLY ASSUMES THAT AN OVERLAY WILL BE PLACED AFTER ABOUT 10 YEARS. THICKER ASPHALT AND/OR THICKER BASE AND SUBBASE COURSES WOULD OFFER BETTER LONG-TERM PERFORMANCE BUT WOULD COST MORE INITIALLY; THINNER COURSES WOULD BE MORE SUSCEPTIBLE TO "ALLIGATOR" CRACKING AND OTHER FAILURE MODES. AS SUCH, PAVEMENT DESIGN CAN BE CONSIDERED A COMPROMISE BETWEEN A HIGH INITIAL COST AND LOW MAINTENANCE COSTS VERSUS A LOW INITIAL COST AND HIGHER MAINTENANCE COSTS. 4.6 STRUCTURAL FILL THE TERM "STRUCTURAL FILL" REFERS TO ANY MATERIAL PLACED UNDER FOUNDATIONS, RETAINING WALLS, SLAB -ON -GRADE FLOORS, SIDEWALKS, PAVEMENTS, AND OTHER STRUCTURES. OUR COMMENTS, CONCLUSIONS, AND RECOMMENDATIONS CONCERNING STRUCTURAL FILL ARE PRESENTED IN THE FOLLOWING PARAGRAPHS. MATERIALS: TYPICAL STRUCTURAL FILL MATERIALS INCLUDE CLEAN SAND, GRAVEL, PEA GRAVEL, WASHED ROCK, CRUSHED ROCK, WELL -GRADED MIXTURES OF SAND AND GRAVEL (COMMONLY CALLED "GRAVEL BORROW" OR "PIT -RUN"), AND MISCELLANEOUS MIXTURES OF SILT, SAND, AND GRAVEL. IMPORT MATERIALS MEETING WSDOT STANDARD SPECIFICATION 9-03.14(1) GRAVEL BORROW WILL BE SATISFACTORY FOR USE AS STRUCTURAL FILL DURING DRY WEATHER. RECYCLED ASPHALT, CONCRETE, AND GLASS, WHICH ARE DERIVED FROM PULVERIZING THE PARENT MATERIALS, ARE ALSO POTENTIALLY USEFUL AS STRUCTURAL FILL IN CERTAIN APPLICATIONS. SOILS USED FOR STRUCTURAL FILL SHOULD NOT CONTAIN ANY ORGANIC MATTER OR DEBRIS, NOR ANY INDIVIDUAL PARTICLES GREATER THAN ABOUT 6 INCHES IN DIAMETER. FILL PLACEMENT: CLEAN SAND, GRAVEL, CRUSHED ROCK, SOIL MIXTURES, AND RECYCLED MATERIALS SHOULD BE PLACED IN HORIZONTAL LIFTS NOT EXCEEDING 8 INCHES IN LOOSE THICKNESS, AND EACH LIFT SHOULD BE THOROUGHLY COMPACTED WITH A MECHANICAL COMPACTOR. COMPACTION CRITERIA: USING THE MODIFIED PROCTOR TEST (ASTM: D-1557) AS A STANDARD, WE RECOMMEND THAT STRUCTURAL FILL USED FOR VARIOUS ONSITE APPLICATIONS BE COMPACTED TO THE FOLLOWING MINIMUM DENSITIES: FILL APPLICATION MINIMUM COMPACTION FOOTING SUBGRADE AND BEARING PAD 95 PERCENT FOUNDATION BACKFILL 90 PERCENT ASPHALT PAVEMENT BASE 95 PERCENT ASPHALT PAVEMENT SUBGRADE (UPPER 2 FEET) 95 PERCENT ASPHALT PAVEMENT SUBGRADE (BELOW 2 FEET) 90 PERCENT SUBGRADE OBSERVATION AND COMPACTION TESTING: REGARDLESS OF MATERIAL OR LOCATION, ALL STRUCTURAL FILL SHOULD BE PLACED OVER FIRM, UNYIELDING SUBGRADES PREPARED IN ACCORDANCE WITH THE SITE PREPARATION SECTION OF THIS REPORT. THE CONDITION OF ALL SUBGRADES SHOULD BE OBSERVED BY GEOTECHNICAL PERSONNEL BEFORE FILLING OR CONSTRUCTION BEGINS. ALSO, FILL SOIL COMPACTION SHOULD BE VERIFIED BY MEANS OF IN -PLACE DENSITY TESTS PERFORMED DURING FILL PLACEMENT SO THAT ADEQUACY OF SOIL COMPACTION EFFORTS MAY BE EVALUATED AS EARTHWORK PROGRESSES. SOIL MOISTURE CONSIDERATIONS: THE SUITABILITY OF SOILS USED FOR STRUCTURAL FILL DEPENDS PRIMARILY ON THEIR GRAIN -SIZE DISTRIBUTION AND MOISTURE CONTENT WHEN THEY ARE PLACED. AS THE "FINES" CONTENT (THAT SOIL FRACTION PASSING THE U.S. NO. 200 SIEVE) INCREASES, SOILS BECOME MORE SENSITIVE TO SMALL CHANGES IN MOISTURE CONTENT. SOILS CONTAINING MORE THAN ABOUT 5 PERCENT FINES (BY WEIGHT) CANNOT BE CONSISTENTLY COMPACTED TO A FIRM, UNYIELDING CONDITION WHEN THE MOISTURE CONTENT IS MORE THAN 2 PERCENTAGE POINTS ABOVE OR BELOW OPTIMUM. FOR FILL PLACEMENT DURING WET -WEATHER SITE WORK, WE RECOMMEND USING "CLEAN" FILL, WHICH REFERS TO SOILS THAT HAVE A FINES CONTENT OF 5 PERCENT OR LESS (BY WEIGHT) BASED ON THE SOIL FRACTION PASSING THE U.S. NO. 4 SIEVE. tlP�D C. w 9 O pF � V 'p 46449 4 o CIS1"E� t'k' 1r �SSf�NAL sitts&hill I CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 1 FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422930 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 SCALE: DATE: VERTICAL: 1 NAD983/1991 CITY OF NA 1988 AS NOTED HORIZONTAL: • BROTHERTON CADILLAC - RENTON 3/1 FIELDBOOK: RENTON PAGE: • ONE INCH DATUM DRAWING NO: AT FULL SCALE Planning/Building/Public Works Dept. 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WOOD BRICK- EXI TING l .....0 I 2 TR§FAIRS - - 2 II `I' FENCE BS4 EMENT DING 2 0� ' 1 PATH AN N 1&dE ,;2so¢ )LE 1 11 M'Cl ( I CONCRETE S�AIRS .� N 3n ` 2 ` 2 �: t;/.; :::�:.:. o /;: , 16 ICISTAIRS TO l / : / 2 .' Et`:.:.• / Y I q NT.::2� ?0-'.' 1 U &TAC / N;: HOSE 10' BA 'S >...:� 2 T TBM # . OD FENCE / ' l' ::� BIB = 12.3E N:174,241.97 LIfR� 2 2 2 TRH 174259.0 3 P/ , �'�° ¢ ¢ l r :. E.1,297,347.49 � i f�:::,..�...;.''�-; TREE E 297432.1 . � f� f f�P• •�•� /� 2� T z I FORCEMAIN E U� 2.96 9 Tf4EE ,GRAVEL: - - EL V. 21. / ,_ S RM DRAIN `� gPy 2 ' ` 2� �\ 2 - - --- - Y TPN 33410402935 I 16 3 I 9:�22 -WATEi °. OVERHEAd�/ ( ' ? BALLESTRASSE 5" - 'PQSTORM \ II I ROY+REi+GLORIA \ QEMPTPOWER sd DRAIN 2 CONDL 2 R2 I 2X1&4X2TREE 2 Dl 11" P E 2 TREE �� 9� I 16 f I Q � x- I I� ` 3 219 I / 3X5" MAPLE 1 TREE 2 CON 2 I I X m o �o g 5 I 2 TA T� ASPHALT I X I N:174,215.52 4 01 "5 i 2 9„ „ % r 23 OASEMEN I ti 2 3 , Eo.1,297,346.86�4.04 CATC 1 �� I i I TREE I /11 2 �11 / SHED RETAINING TPN 334040 925 o �0� _.BA x I TREE 2/ 2 WALLS I BALLESTRASS REX CURB \ �E ASPH STORM CATCH BAS I I I CONCRETE I -22.5 ti I y6 STAIRS TO TORM DRAIN 2 I I r Q TYPE I N:174,207.95 I ti' ti� 2 FEN -BASEMENT I EXCEPTION, RIM=23.66 E:1,297,354.07 I I i I ACCESS TXSj©EN I�k8 PER REC. # 542 : IE=19.65, 12 C, , 11 - I I i ONCRETE 2 CON IE=19.76, 12"CPP E z 5 I I i i BALE CTUR� I PATH eND IE=19.76, 12"CPP S Q r, RESIDENTIAL 2 STAIR 35" I RE I G IE=20.38, 6"PVC W zo `�' I I I WA 2 STRUCTURE WQOD PATH AND I 1 I I I I YARD �2�s STAIRS 2 STAIRS y�� /� THE ' DRAIN >- SDI I I i I I I EXISTING 2 STORM CATCH BASIN I I� I I BUILDING /FR�E�ERH. I 1 \ 2 `/ N TREE TYPE 1 ASPHAL ,I I _ - `� :.� I I PO �{� RIM-22 55 I I 5 � IE=20.28, 6"PVC W IE=20.02, 12"CPP N ti 13 ❑9 II � I I � � I I E z -I CLJR..,p o I I 2 EXI ASP o i 2 E CURBS_ w 11 zf,, W l o w x titial N HALT _ W _W - ' P 0 x IT. 1119) TELEPHONE RISER VHOI F F REE TREE I,.;::,'........ r.::.....:. "WATER LINE„ "59 RED "HAZARD„ 1 x ©4 OVERHEAD 2 - y1• �� o� _'D x 1titi x tip' POWER POL 1 0 PARKING" P ��! 0 4 o V v I F o 1913 vJ k TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PRIVATE) SCALE: 1 "=20' • Call 811 • m two business days before you dig NO. REVISION SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE AP P R APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM NORTH HORIZONTAL SCALE: 1"=20' 20 0 20 40 C TY OF RENTON Plan ning/Building/Public Works Dept. LEGEND PROPOSED FEATURES - CATCH BASIN PROTECTION SILT FENCE DEMOLITION - - - - - - STOCKPILE AREA - - - - - - SAWCUT LINE GENERAL NOTES 1. SEE APPLICABLE TEMPORARY EROSION AND SEDIMENT CONTROL NOTES ON C1.2C 2. THE MAJORITY OF SITE DEMOLITION ACTIVITIES IDENTIFIED ON THIS PLAN HAVE ALREADY BEEN COMPLETED BY THE PREVIOUS PROPERTY OWNER. CONTRACTOR SHALL VERIFY COMPLETE REMOVAL OF FEATURES INDICATED ON THIS PLAN FOR DEMOLITION. IF FEATURES IDENTIFIED FOR DEMOLITION REMAIN IT WILL BE THE CONTRACTOR'S RESPONSIBILITY TO FULLY REMOVE THEM. 3. MATERIAL REMOVED FROM SITE TO BE DISPOSED OF AT AN APPROVED, OFF -SITE LOCATION 4. HOMEOWNER/LAND OWNER TO COORDINATE WITH PURVEYOR OF UTILITIES BEFORE ANY DEMOLITION 5. HOME OWNER/LAND OWNER TO SHUT OFF AND REPAIR ANY UTILITIES DAMAGED ON SITE THAT ARE NOT MARKED FOR REMOVAL 6. PROTECT ALL ON -SITE MONUMENTS OR FEATURES USED FOR SURVEY PURPOSES 7. WATER UTILITY SEVERANCES TO BE PERFORMED BY CITY OF RENTON KEY NOTES PROTECT FEATURE AS NOTED 2� REMOVE FEATURE AS NOTED 3� INSTALL SILT FENCE PER STANDARD PLAN 214.00/C1.3C 4� INSTALL CATCH BASIN PROTECTION PER STANDARD PLAN 216.30/C1.3C 5� SAWCUT TO FULL DEPTH OF ASPHALT PAVEMENT/CONCRETE SUGGESTED MATERIAL STOCKPILE LOCATION. STOCKPILE MAY BE LOCATED ELSEWHERE AS APPROVED BY OWNER. PROVIDE PLASTIC COVERING AT TEMPORARY STOCKPILE LOCATIONS AS PER DETAIL 100/C1.3 CAP EXISTING PIPE AS NOTED 8� EXISTING 3/" WATER SERVICES TO BE ABANDONED AT MAIN LINE (BY CITY FORCES). WATER METER CUT AND CAP PERMIT REQUIRED. l-D C. sitts&hill 0 of wa ��c- 4 CIVIL I STRUCTURAL I SURVEY e"_ . 7` ` 4815 CENTER STREET I TACOMA, WA. 98409 {`` V PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD 46449 ^'IV Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM ,S�n11JA1, 6~ � oM, R-422931 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING s �' IL Wanders 05/08/2023 %,�# DATE: BROTHERTON CADILLAC - RENTON FIELDBOOK: PAGE: DRAWING NO: TEMPORARY EROSION AND SEDIMENT CONTROL PLAN C1.010 (PRIVATE) SHEET: OF: - N T O O N ,M1 N T O O N Q J LO O O N N A u L; i Q z w A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn RIM=22.06 N g _, sD•; GLIV I UKY LINK WtJ l ' N IE=19.91, 8 D.I. N p2 s 1 -'�,Q - i ? 2�As N IE=16.44, 6"PVC E x 2 titi' sD -- w / N:174,394.99 s sD' I ° 'd — W IE=16.36, 6"PVC W AS HALT w ' - �`L� N-174,395.88 g E.129,595.07� a s - '( a „NO PARKING" ° sD� e ° - _ w ' - - H S "�' / ss — — _ _ E_1,297,594.87 GAs GAs _ HP ss o -23- s - ' - `n' ■ 2T� >s�ti�i ...�:•. _0"?_ „NO PARKING" ' '^ SD. ° . °' d _ — w a S ■ " " — fps..p K FENCE w - ss s� +, HAINLIN — — _ T w o „NO PARKING" 5 �i a� s a _ - - w — Lam' �' 2� _ r- �� 7 5 C BP _ -w _ 'Gp ",. �1 i x—STORM VAULT W OIL WATER SEPARATOR P / P ems_ so ° - - - w — — 22 — — — — — — ssBAS N� :; a;: Al�/ / TYP. 3 LIDS. UNABLE TO OPEN 2 OUTER LIDS w „ �. SEA l� RIM=24.08 ° — — — '— ASPHALT 4 P N �t :.:.:. .... _Sig _ _ - ss . SI (��,•::a TOP OF BAFFLE=21.78 gP _ / Gt�? ' / TEL TOP OF VERT. TEE-21.55, LQ r TES U = 12 PVC W ° ...::.. �. ,. ,.,,,,, , �,. , �„• — y:;i : �. BOTT. OF VERT. TEE 18.58, DOMESTIC ,.�. .<.... ..............,. .�. ;.'�� — z I Ate'• ' �.' is • W D .: s _ TOP OF PIPE-20.9f 12"PVC E d _ � SS ., GAS OVERHEAD _ ,... .. OVA,.., .. .. ,......:. ..` . „_TEL PHONE LINE 1 .. . s :. .. . . .:, .:. , .: •.. ... . ` � UNABLE TO MEASURE IE s 1 N.174,341.62 s� N5I1RK G :.':.::• Q. - 5 TELEPHONE LINE WATER LEVEL-19.98 � 1 7 E Z E.1,297,353.11 / � 4EL ti • BOTT. OF STRUCT. - 17.53 L o �E � s 1 XISTING� E L E - U TE - 6 L 1• E � LT SP � ti Q A HA � 6ATCH d _ ti 2 ti• c I ti N 1 0 BASIN o ti• A 1 TPN 3340402755 1 � ° G x 6 0 �. ` 1• k a 5• I I �� e s :�� :��. AZUL PROPERTIES LLC P .x L� �/.�� _Sv _ „ ��., �•�.'� 1'-�f� a . ... .. .. �l � ....... .. ....... .. (`Rd I/f-1' ,.. , . ;�Iti• • .I •+�• . ..., 1 It=1/.9/, I CJI-' W 10' BAY = 12.36 �I / DOOR FORCEMAIN E Py �0� 2396 2 ! 16 A i STORM CATCH BASIN TYPE I RIM=23.66 IE=19.65, 12 "CPP N IE=19.76, 12 "CPP E IE=19.76, 12 "CPP S IE=20.38, 6"PVC W STORM CATCH BASINfi TYPE I RIM=22.55 IE=20.28, 6"PVC W IE=20.02, 12"CPP N Io w 12y1 HALT 6 .G23 x �titi _w ' .' � IN0 � x titia6 1119, TELEPHONE RISER VHOI F 40„ 0 N 7&8" OAS — 1 "WATER LINE" RED "HAZARD" x x ti2 O "NO PARKING" P `e� 4q �c', _J Co.° �(�C F ° w A� TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PUBLIC) SCALE: 1 "=20' • Call 811 • m two business days before you dig NO. REVISION SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE AP P R APPROVED: DCD I I I ) VACATED R RENTON I 5 8 PER CITY OF 4668 �RDINANCE 0j150313 REC.NO 1997 2 92 SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM NORTH HORIZONTAL SCALE: 1"=20' 20 0 20 40 C TY OF RENTON Plan ning/Building/Public Works Dept. LEGEND PROPOSED FEATURES - CATCH BASIN PROTECTION SILT FENCE DEMOLITION - — — — — - STOCKPILE AREA - — — — — - SAWCUT LINE GENERAL NOTES 1. SEE APPLICABLE TEMPORARY EROSION AND SEDIMENT CONTROL NOTES ON C1.2C 2. THE MAJORITY OF SITE DEMOLITION ACTIVITIES IDENTIFIED ON THIS PLAN HAVE ALREADY BEEN COMPLETED BY THE PREVIOUS PROPERTY OWNER. CONTRACTOR SHALL VERIFY COMPLETE REMOVAL OF FEATURES INDICATED ON THIS PLAN FOR DEMOLITION. IF FEATURES IDENTIFIED FOR DEMOLITION REMAIN, IT WILL BE THE CONTRACTOR'S RESPONSIBILITY TO FULLY REMOVE THEM. 3. MATERIAL REMOVED FROM SITE TO BE DISPOSED OF AT AN APPROVED, OFF -SITE LOCATION 4. HOME OWNER/LAND OWNER TO COORDINATE WITH PURVEYOR OF UTILITIES BEFORE ANY DEMOLITION 5. HOME OWNER/LAND OWNER TO SHUT OFF AND REPAIR ANY UTILITIES DAMAGED ON SITE THAT ARE NOT MARKED FOR REMOVAL 6. PROTECT ALL ON -SITE MONUMENTS OR FEATURES USED FOR SURVEY PURPOSES 7. WATER UTILITY SEVERANCES TO BE PERFORMED BY CITY OF RENTON KEY NOTES 1� PROTECT FEATURE AS NOTED 2� REMOVE FEATURE AS NOTED 3� INSTALL SILT FENCE PER STANDARD PLAN 214.00/C1.3C 4� INSTALL CATCH BASIN PROTECTION PER STANDARD PLAN 216.30/C1.3C 5� SAWCUT TO FULL DEPTH OF ASPHALT PAVEMENT/CONCRETE SUGGESTED MATERIAL STOCKPILE LOCATION. STOCKPILE MAY BE LOCATED ELSEWHERE AS APPROVED BY OWNER. PROVIDE PLASTIC COVERING AT TEMPORARY STOCKPILE LOCATIONS AS PER DETAIL 100/C1.3 7� CAP EXISTING PIPE AS NOTED oVID C. sitts&hill 4 CIVIL I STRUCTURAL I SURVEY e"_ . 7` ` 4815 CENTER STREET I TACOMA, WA. 98409 {`` V PHONE: (253) 474-9449 1 FAX: (253) 474-0153 http://www.sittshill.com/ f � Project No.: 19480 Project Mgr.: DCD O � C 46449 ,cIS1ER A,s F �- . , ^'1,, Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM .S�n11JA1, t~ � oM. R-422932 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING A018t&�' IL Wanders 05/08/2023 %,�# BROTHERTON CADILLAC - RENTON DATE: FIELDBOOK: PAGE: TEMPORARY EROSION AND SEDIMENT CONTROL PLAN C 1 . 1 C (PUBLIC) SHEET: c OF: 9 N T O O N M1 Ln N T O O O N Q J LO O O N N A u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N 1 O I W I- EROSION AND SEDIMENT CONTROL (ESC) STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE EROSION AND SEDIMENT CONTROL (ESC) PLAN SET ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT. THE APPLICANT OR OWNER. HEREBY REFERRED TO AS APPLICANT. MAY STRIKE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT. HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAINING NOTES. IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS. THEY SHALL BE ADDED AFTER THE ESC STANDARD PLAN NOTES. 1 BEFORE ANY CONSTRUCTION OR DEVELOPMENT ACTIVITY OCCURS. A PRE -CONSTRUCTION MEETING SHALL BE HELD AMONG THE CITY OF RENTON, HEREBY REFERRED TO AS THE CITY, THE APPLICANT. AND THE APPLICANT'S CONTRACTOR. 2. THE APPLICANT IS RESPONSIBLE FOR OBTAINING THE WASHINGTON STATE DEPARTMENT OF ECOLOGY (ECOLOGY) CONSTRUCTION STORMWATER GENERAL PERMIT, IF IT IS REQUIRED FOR TH E PROJECT. THE APPLICANT SHALL PROVIDE THE CITY COPIES OF ALL MONITORING REPORTS PROVIDED TO ECOLOGY ASSOCIATED WITH THE CONSTRUCTION STORMWATER GENERAL PERMIT 3. THE ESC PLAN SET SHALL INCLUDE AN ESC CONSTRUCTION SEQUENCE DETAILING THE ORDERED STEPS THAT SHALL BE FOLLOWED FROM CONSTRUCTION COMMENCEMENT TO POST -PROJECT CLEANUP IN ORDER TO FULFILL PROJECT ESC REQUIREMENTS 4 THE BOUNDARIES OF THE CLEARING LIMITS, SENSITIVE AREAS AND THEIR BUFFERS. AND AREAS OF VEGETATION PRESERVATION AND TREE RETENTION AS PRESCRIBED ON THE PLANES) SHALL BE CLEARLY DELINEATED BY FENCING AND PROTECTED IN THE FIELD IN ACCORDANCE WITH APPENDIX D OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDMJ PRIOR TO THE START OF CONSTRUCTION. DURING THE CONSTRUCTION PERIOD. NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT?ESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. 5 STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED FOR THE DURATION OF THE PROJECT ADDITIONAL MEASURES. SUCH AS CONSTRUCTED WHEEL WASH SYSTEMS OR WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PAVED AREAS ARE KEPT CLEAN AND TRACK -OUT TO ROAD RIGHT OF WAY DOES NOT OCCUR FOR THE DURATION OF THE PROJECT. IF SEDIMENT 15 TRACKED OFFSITE, PUBLIC ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. OR MORE FREQUENTLY DURING WET WEATHER, AS NECESSARY TO PREVENT SEDIMENT FROM ENTERING WATERS OF THE STATE- 6- WASHOUT FROM CONCRETE TRUCKS SHALL BE PERFORMED OFF -SITE OR IN DESIGNATED CONCRETE WASHOUT AREAS ONLY. DO NOT WASH OUT CONCRETE TRUCKS ONTO THE GROUND, OR TO STORM DRAINS OR OPEN DITCHES. ON -SITE DUMPING OF EXCESS CONCRETE SHALL ONLY OCCUR IN DESIGNATED CONCRETE WASHOUT AREAS. 7. ALL REQUIRED ESC BMPS SHALL BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND+OR CONSTRUCTION TO PREVENT TRANSPORTATION OF SEDIMENT TO SURFACE WATER, DRAINAGE SYSTEMS AND ADJACENT PROPERTIES. ALL ESC BMPS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING ANDJOR CONSTRUCTION IS COMPLETE AND POTENTIAL FOR ON -SITE EROSION HAS PASSED. ALL ESC BMPS SHALL BE REMOVED AFTER CONSTRUCTION IS COMPLETED AND THE SITE HAS BEEN STABILIZED TO ENSURE POTENTIAL FOR ON -SITE EROSION DOES NOT EXIST. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT. ENHANCEMENT, AND REMOVAL OF ESC BMPS SHALL BE THE RESPONSIBILITY OF THE APPLICANT- S. ANY HAZARDOUS MATERIALS OR LIQUID PRODUCTS THAT HAVE THE POTENTIAL TO POLLUTE RUNOFF SHALL BE DISPOSED OF PROPERLY. 9 THE ESC BMPS DEPICTED ON THIS DRAWING ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEETANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE APPLICANT SHALL ANTICIPATE THAT MORE ESC BMPS WILL BE NECESSARY TO ENSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE DURING THE COURSE OF CONSTRUCTION. IT SHALL BE THE OBLIGATION AND RESPONSIBILITY OF THE APPLICANT TO ADDRESS ANY NEW CONDITIONS THAT MAYBE CREATED BY THE ACTIVITIES AND TO PROVIDE ADDITIONAL ESC BMPS, OVER AND ABOVE MINIMUM REQUIREMENTS. AS MAY BE NEEDED, TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEIVING DRAINAGE SYSTEM_ 10. APPROVAL OF THIS PLAN IS FOR ESC ONLY. IT DOES NOT CONSTITUTE AN APPROVAL OF STORM DRAINAGE DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTORS. CHANNELS, OR STORMWATER FACILITIES. 11 ANY DEWATERING SYSTEM NECESSARY FOR THE CONSTRUCTION OF STORMWATER FACILITIES SHALL BE SUBMITTED TO THE CITY FOR REVIEW AND APPROVAL 12 ANY AREAS OF EXPOSED SOILS. INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE WET SEASON (OCTOBER 1 ST THROUGH APRIL 30TH) OR SEVEN DAYS DURING THE DRY SEASON (MAY EST THROUGH SEPTEMBER 30TH) SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC COVER METHODS (E. G.. SEEDING. MULCHING, PLASTIC COVERING, ETC-) IN CONFORMANCE WITH APPENDIX D OF THE RENTON SWDM. 13. WET SEASON ESC REQUIREMENTS APPLY TO ALL CONSTRUCTION SITES BETWEEN OCTOBER 1ST AND APRIL 30TH. UNLESS OTHERWISE APPROVED BY THE CITY 14. ANY AREA NEEDING ADDITIONAL ESC MEASURES. N07 REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN SEVEN (7) DAYS - 15 THE ESC BMPS ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED AT A MINIMUM OF ONCE A MONTH OR WITHIN 24 HOURS FOLLOWING A STORM EVENT INSPECTION AND MAINTENANCE SHALL OCCUR MORE FREQUENTLY AS REQUIRED BY THE CITY. 16. BEFORE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITY, CATCH BASIN INSERTS PER THE CITY STANDARD PLAN 216.30 SHALL BE PROVIDED FOR ALL STORM DRAIN INLETS DOWNSLOPE AND WITHIN 500 FEET OF A DISTURBED OR CONSTRUCTION AREA, UNLESS THE RUNOFF THAT ENTERS THE INLET WILL BE CONVEYED TO A SEDIMENT POND OR TRAP. ALL CATCH BASIN INSERTS SHALL BE PERIODICALLY INSPECTED AND REPLACED AS NECESSARY TO ENSURE FULLY FUNCTIONING CONDITION. 17. AT NO TIME SHALL SEDIMENT ACCUMULATION EXCEED M OF THE CAPACITY OF THE CATCH BASIN SUMP ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING THE CLEANING OPERATION SHALL NOT FLUSH SEDIMENT -LADEN WATE R INTO THE DOWNSTREAM SYSTEM. 18 ANY PERMANENT STORMWATER FACILITY LOCATION USED AS ATEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY ESC BMPS AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE TEMPORARY FACILITY IS TO ULTIMATELY FUNCTION AS AN INFILTRATION SYSTEM IN ITS PERMANENT STATE. THE TEMPORARY FACILITY SHALL BE ROUGH GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRACE OF THE PERMANENT FACILITY. 19. AREAS DESIGNATED ON THE PLAN(S) CONTAINING EXISTING STORMWATER FACILITIES OR ON -SITE BMPS (AMENDED SOILS. BIORETENTION, PERMEABLE PAVEMENT, ETC.) SHALL BE CLEARLY FENCED AND PROTECTED USING ESC BMPS TO AVOID SEDIMENTATION AND COMPACTION DURING CONSTRUCTION. 20. PRIOR TO THE BEGINNING OF THE WET SEASON (OCTOBER 1ST), ALL DISTURBED AREAS SHALL BE INSPECTED TO IDENTIFY WHICH ONES SHALL BE SODDED OR SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SODDED OR SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. AN EXHIBIT OF THOSE AREAS TO BE SODDED OR SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE CITY FOR REVIEW, 21. PRIOR TO FINAL CONSTRUCTION ACCEPTANCE. THE PROJECT SITE SHALL BE STABILIZED TO PREVENT SEDIMENT -LADEN WATER FROM LEAVING THE PROJECT SITE. ALL ESC BMPS SHALL BE REMOVED, AND STORMWATER CONVEYANCE SYSTEMS, FACILITIES, AND ON -SITE SNIPS SHALL BE RESTORED TO THEIR FULLY FUNCTIONING CONDITION. ALL DISTURBED AREAS OF THE PROJECT SITE SHALL BE VEGETATED OR OTHERWISE PERMANENTLY STABILIZED. AT A MI NIMUM, DISTURBED AREAS SHALL BE SODDED OR SEEDED AND MULCHED TO ENSURE THAT SUFFICIENT COVER WILL DEVELOP SHORTLY AFTER FINAL APPROVAL. MULCH WITHOUT SEEDING IS ADEQUATE FOR AREAS TO BE LANDSCAPED BEFORE OCTOBER 1ST 22. ROCKERIES ARE CONSIDERED TO BE A METHOD OF BANK STABILIZATION AND EROSION CONTROL ROCKERIES SHALL NOT BE CONSTRUCTED TO SERVE AS RETAINING WALLS. ALL ROCKERIES IN CITY ROAD RIGHTS -OF -WAY SHALL BE CONSTRUCTED W ACCORDANCE WITH CITY STANDARDS. ROCKERIES OUTSIDE OF ROAD RIGHTS -OF -WAY SHALL BE CONSTRUCTED IN ACCORDANCE WI TH THE INTERNATIONAL BUILDING CODE. UNLESS OTHERWISE NOTE D, DRAWING IS NOT TO SCALE INT51 STD. PLAN - 2b8.00 PUBLIC WORKS EROSION AND SEDIMENT CONTROL [1-0DEPARTMENT STANDARD PLAN NOTES GAZ 9/28/2018 DATE 1 vjmgv�^ aim, wwl. sammwaon. CB PROTECTION NOTES 1. CATCH BASIN INSERTS SHALL BE PROVIDED IN THE CATCH BASINS NOTED ON THE PLANS. 2. CATCH BASIN INSERT SHALL BE STREAMGUARD SEDIMENT CATCH BASIN INSERT #3003, ULTRA -DRAIN GUARD #9217, OR APPROVED EQUAL. 3. CATCH BASIN INSERTS SHALL BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS, AND MAINTAINED TO OPERATE PROPERLY. 4. CATCH BASIN INSERTS SHALL BE REMOVED FOLLOWING COMPLETION OF CONSTRUCTION AND STABILIZATION OF ALL CLEARED AREAS. POLLUTION PREVENTION NOTES DEMOLITION NOTES 1. REMOVE ALL DELETERIOUS MATERIAL FOUND ON -SITE INCLUDING VEGETATION, SCRAP WOOD, TRASH, ETC. AND DISPOSE OF AT AN APPROVED OFF -SITE LOCATION. 2. AT ALL TIMES THE CONTRACTOR SHALL MAINTAIN SIGNS, BARRICADES, FENCING, OR OTHER MEASURES TO ENSURE CONTINUOUS PROTECTION OF THE PUBLIC AND TO PREVENT UNAUTHORIZED ENTRY TO THE CONSTRUCTION AREA. 3. DAMAGE TO ANY PROPERTY, INCLUDING BUT NOT LIMITED TO, BUILDINGS, UTILITIES, VEHICLES, FENCING, OR LANDSCAPING AS A RESULT OF CONTRACTORS ACTIVITIES WILL BE REPAIRED OR REPLACED AT THE CONTRACTORS EXPENSE. 4. THE CONTRACTOR IS FINANCIALLY RESPONSIBLE FOR THE MAINTENANCE AND REPAIR OF OFF -SITE AND ON -SITE PAVED SURFACES WHERE DAMAGE HAS BEEN SUSTAINED BECAUSE OF CONSTRUCTION TRAFFIC. 5. DEMOLISHED CONCRETE MAY BE RUBBLIZED AND USED AS STRUCTURAL FILL FOR SITE IMPROVEMENTS. RUBBLIZED MATERIAL SHALL MEET WSDOT STANDARDS FOR GRAVEL BORROW PER WSDOT SPECIFICATION 9-03.14(1). CONTRACTOR SHALL STOCKPILE AND COVER RUBBLIZED MATERIAL TO PREVENT STORMWATER CONTACT IN INTERIM CONDITION. SEEDING NOTES 1. SEED MIXTURES SHALL BE PER THE "SEED MIXTURE FOR EROSION CONTROL" TABLE BELOW, AND SHALL BE APPLIED AT THE RATE OF 80 LB. PER ACRE. 2. SEED BEDS PLANTED BETWEEN MAY 1 AND OCTOBER 31 WILL REQUIRE IRRIGATION AND OTHER MAINTENANCE AS NECESSARY TO FOSTER AND PROTECT THE ROOT STRUCTURE. 3. FOR SEED BEDS PLANTED BETWEEN OCTOBER 31 AND APRIL 30, ARMORING OF THE SEED BED WILL BE NECESSARY (E.G. GEOTEXTILES, JUTE MAT, CLEAR PLASTIC COVERING). 4. BEFORE SEEDING, INSTALL NEEDED SURFACE RUNOFF CONTROL MEASURES SUCH AS GRADIENT TERRACES, INTERCEPTOR DIKES, SWALES, LEVEL SPREADERS, AND SEDIMENT BASINS. 5. THE SEED BED SHALL BE FIRM WITH A FAIRLY FINE SURFACE, FOLLOWING SURFACE ROUGHENING. PERFORM ALL OPERATIONS ACROSS OR AT RIGHT ANGLES TO THE SLOPE. 6. FERTILIZERS ARE TO BE USED ACCORDING TO SUPPLIERS RECOMMENDATIONS. AMOUNTS USED SHOULD BE MINIMIZED, ESPECIALLY ADJACENT TO WATER BODIES AND WETLANDS. 7. SEED SHALL NOT BE USED IN AREAS SUBJECT TO WEAR BY CONSTRUCTION TRAFFIC. 8. APPLICABLE IN AREAS OF 10% OR LESS SLOPE FOR A MAXIMUM HORIZONTAL DISTANCE OF 100 FEET. IN STEEPER AREAS (>10% SLOPE), USE MULCH, NETTING, OR OTHER TREATMENTS SPECIFICALLY DESIGNED FOR STEEPER AND LONGER SLOPES. SEED MIXTURE FOR EROSION CONTROL NAME PROPORTIONS PERCENT PERCENT BY WEIGHT PURITY GERMINATION REDTOP (AGROSTIS ALBA) 10% 92% 85% ANNUAL RYE (LOLIUM 40% 98% 90% MULTIFLORUM) CHEWING FESCUE (FESTUCA 40% 98% 90% RUBRA COMMUTATA) WHITE DUTCH CLOVER 10% 98% 90% (TRIFOLIUM REPENS) 1. EQUIPMENT LUBRICATION AND FUELING OPERATIONS SHALL OCCUR AT EXISTING PAVED AREAS. 2. PREVENT OILS AND FUELS FROM ENTERING THE STORM DRAINAGE SYSTEM WITH PROPER CONTAINMENT DEVICES. 3. ACCESS TO CONSTRUCTION IS VIA ADJACENT EXISTING PAVED STREETS. SWEEP DIRT FROM PAVING DAILY OR AS NEEDED. THE INTENT IS TO PREVENT DIRT AND DEBRIS FROM VEHICLES AND EQUIPMENT FROM BEING DEPOSITED ON CITY STREET PAVEMENT. 4. THE CONTRACTOR SHALL PREVENT ALL MATERIAL USED OR GENERATED ON -SITE FROM ENTERING THE STORM DRAINAGE SYSTEM. THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ADEQUATE CONTAINMENT/SEPARATION AT ALL TIMES. INSPECTION, MONITORING, DOCUMENTATION AND REPORTING SCHEDULE vD C. sitts&hill o� of WAQS,y��. 1. EROSION AND SEDIMENT CONTROL (ESC) FACILITIES SHALL NOT BE ALLOWED TO FALL INTO DISREPAIR. r 4, WG, J, CIVIL I STRUCTURAL I suRvev THE PROPONENT OR DESIGNATED ESC LEAD SHALL INSPECT ALL PROJECT FACILITIES IN ACCORDANCE r 4815 CENTER STREET I TACOMA, WA. 98409 WITH CITY OF RENTON CONSTRUCTION STORMWATER POLLUTION REQUIREMENTS. !jr V PHONE: (253) 474-9449 I FAX: (253) 474-0153 l http://www.sittshill.com/ 2. THE ESC LEAD SHALL IMPLEMENT THE ESC PLAN. IMPLEMENTATION SHALL INCLUDE BUT IS NOT LIMITED TO: INSTALLING, MAINTAINING, INSPECTING MONITORING, DOCUMENTING, REPORTING AND REPAIRING ALL E Project No.: 19480 Project Mgr.: DCD TEMPORARY EROSION AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICES INCLUDED IN THE PLAN. 46449 SEDIMENT CONTROL MEASURES SHALL BE INSPECTED AT LEAST ONCE EVERY FIVE WORKING DAYS, EACH 'gyp '��C1,9 `v4 �'! WORKING DAY DURING A RUNOFF PRODUCING RAIN EVENT, AND WITHIN 24 HOURS AFTER A RUNOFFS Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM PRODUCING RAIN EVENT. ALL PROJECT CONSTRUCTION STORMWATER DISCHARGES SHALL COMPLY WITH SIONAL 1�'1 CITY OF RENTON DISCHARGE REQUIREMENTS. �M R_422933 CONSTRUCTION SEQUENCE IN COMPLIANCE WITH CITY OF RENTON STANDARDS 1. OBTAIN SITE DEVELOPMENT PERMIT FROM CITY OF RENTON PLANNING & LAND SERVICES. SCHEDULE PRE -CONSTRUCTION MEETINGS WITH CITY INSPECTOR, OWNER, CONTRACTOR AND DESIGN TEAM. DEVELOPMENT ENGINEERING SUBMIT ALL SUBMITTALS. Wanders 05/08/2023 %,�# 2. PROVIDE TESC MEASURES (EROSION CONTROL PLANS AND DETAIL SHEETS). COORDINATE WITH PROJECT WORK TIME PERIODS AND PROJECT MILESTONE COMPLETION DATES. 3. PERFORM REQUIRED SITE DEMOLITION WORK. 4. INSTALL APPROVED UTILITY CONNECTIONS. SURVEYED: SCALE: DATE: VERTICAL: NAVD 1988 83/1 ' CITY O F BROTHERTON CADILLAC - RENTON 5. CONSTRUCT APPROVED STORMWATER DRAINAGE SYSTEM AND GRAVITY SANITARY SEWER CONNECTIONS. AS NOTED HORIZONTAL: NAD ,sa3/,ss, DESIGNED: � >-�-. FlELDBOOK: 6. PERFORM APPROVED SITE SURFACING AND CONSTRUCTION. DKM/RJJ RENTON PAGE: �KLK/Call 811 DRAWN: DKM � DRAWING N0: ONE INCH 7. ONCE CONSTRUCTION IS FINISHED, IT SHALL BE INSPECTED BY CITY INSPECTOR, OWNER, AND ENGINEER. o CHECKED: AT FULL SCALE DATUM Planning/Building/Public Works Dept. TEMPORARY EROSION AND SEDIMENT CONTROL NOTES C .2C ONCE AUTHORIZED BY AFOREMENTIONED PARTIES, REMOVE TEMPORARY EROSION AND SEDIMENT two business days DCD IF NOT ONE INCH CONTROL FEATURES. before you dig NO. REVISION BY DATE APPR APPROVED: DCD SCALE ACCORDINGLY (PRIVATE AND PUBLIC) SHEET: OF:39 Nt N T O C) O I N N Er N T O O O I N N Q ZD J L0 ( It O O N N A, u N T C) C) C) N rr n LO N T C) C) C) N Q D J LO O CM It O O N N Al u w Z A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON e END OF CURB , WL5) a SD•;�� (v "D. RIM=22.06 IE=19.91, 8 D.I. N p2 s cnU��0 ��'a �i ti`�As N IE=16.44, 6"PVC E x 2 titi' - SIDEWALK CURB CORNER . 1� ss I N:174,393.93 P� IE=16.36, 6"PVC W N:174,368.55 $ T _ _ N:174,366.09 ��'�� E:1,2979595.31 END OF SIDEWALK =" s 297,509.10 ss ' 12 %s CURB 0-ARKIN�" N:174,344.69 a E:1,297,507.35 SE;,1, ' - ❑� 18 sA N:174,388.56 Nt CURB 23- E:1,297,481.28_ _ - _ ' CURB CORNER - _ - - - - - - - NG" N:174 330.08 o so. CURB >s�� ' _ - oHP - E:1 297 596.51 E:1,297,379.01 N:174,333.00 so' a1 a - -' W N:174,361.93 ' N-174,370.58 ° ° CURB CORNER N E• 11297,382.08� sD - N:174,361.83 E:1,297,529.11 \ a y 7.5' N:174,377.04 w in P, _e - W E:1 297,477.44 E:1,297,515.67 ° y y yyy - L N:174 355.26 _ I DRIVEWAY ENTRANCE 3? ° ` �E:1,297,448.17 ° 6 W y Y y y y E:1,297,583.00N/OIL WATER SEPARATOR N:174,340.47 - w a ° y y y A(� y y y y y y -CURB �IVhL)LE TO OPEN 2 OUTER LIDS N:174,339.16 - E:1,297,382.26 6 °- - TYf �y r N:174,359.26 '8 _ o E:1,297,376.40 N: 174,345.44 - ASPHAL / - - - y y y y y SIDEWALK CURB N:174,347.04 E:1,297,450.37- 9 ' y y E:1,297,586.99 FLE=21.78 JP N:174,341.62 V _ - 'o E:1,297,411.53 CURB 3 a ° 9' ° a6' I ' y y y y U JF' Uh VLRT. TEE=21.55, E:1,297,362.28 _ _ s N:174 345.83 °° y y y y - y y JI BOTT. OF VERT. TEE=18.58, 12 PVC W y 8 _ y IL. TOP OF PIPE=20.9f, 12"PVC E, ss E:1,297,412.96 1 y y y y y y y CURB TO MEASURE IE MATCH EXISTING ss y y g y > SIDEWALK ❑7 12 ° y 15 1 y y y y y y 9 y' y 4 I R=10' y N:1 29754.68 )F STR 9.98 CT.= o N:174,336.26 � a � ° crQ � y y y -_ 1E�y� y-y y y y 5° °9 1 5 R=S, y y .:: U E:1,297,589.38)F STRUCT.=17.53 E:1,297,_363.48 0 y y y y y y y y y y y y y y y a PARKING CURB ° 5i 5 DA PARKING STALL STALL TYP. N:174 330.48 6' - CURB 5 - I (TYP.) 1 4 I 8 1 ADA NO PARKING ZONE T"ZZ40402755 E:1,297,362.01.1 ° 8 y y _ N:174,348.63 �-� 8 I CURB 30 PARKING ti- ')PERTIES LLC > P ,MATCH EXISTING-, y y y y =' R=1.5' �c E:1,297,506.87 I 11 I I I N:174,351.27 y y y } 17 1 T+ I STALL 1 y E:1,297,590.62 s 9 -� PEDESTRIAN y y 2 �' �I y I R=3' \ �5 9 CROSSING 1 5 �_ CURB 8 y y w -r-�. ° ° - 2 N.174,348.27 61 1 II 1y 120' \ r E:1,297,518.74 y 1 , , i A so 13 I R=4' 1 \ Fo �2- � 22.93 x , 2 „ yl I I \ SIDEWALK 10 N:174,321.86 213 - - - - �- - -CURB J y yl N:174,343.41 ti . - - _ __ 5 x PAR ING E:1,297,411.32 CURB I N:174 319.65 u E:1,297,514.18\ y ASPHALT k 8 1' \ STAL (TY .) I SIDEWALK I E:1,297,503.79 n ° I N:174,316.99 CURB -8 1 8 W i \ U I I E:1,297,406.20 N:174,317.60 03 �y I 17 E:1,297,505.74 y 2 yI I \ CURB CORNER 5 LANE STRIPE y1 1 I \ I N:174,349.95 CURB CATED R'0 TON 8 I cn 10 E:1,297,512.73 N:174,260.32 - �8 VACITY OF REN68 I � [� E:1,297,537.90 L��--PER NANCE #46 p313 CURB SIN I I o I �R NO 1g9j0j1% N:174,228.94 y ° a o, I- I 8 y 4 y REC. E:1,297,378.01 �- y CURB CORNER ly I SIDEWALK CURB 8.02, 12"CPP S i yR y N:174,271.70 CURB y N:174,264.75 N:174,258.41 �" y 2so¢ E:1,297,588.71 7 12 CPP W I E:1 297,404.95 y J y N:174,246.96 y I E:1,297,536.33� �....1 E:1,297,360.01 I I _ CURB 10' BAY y y I BUILDING CORNER '� y v, BIB SE = 12.36 N:174,242.08 y 1 R=2' I N:174,265.34 CURB - y W I E 1 297,354.89 y i- END OF CURB E:1,297,380.46 _ ' N:174,258.05 CURB" y y z FORCEM,..:. i I N:174,229.74 'E:1,297,536.33 y PARKING N:174 256.00 E:1,297,379.60 _ � E:1,297,538.28 5 TPN 33410402935 CURB R=4 ' RI 5 END OF CURB/BUILDING CORNER y y ST�LL (TYP.) BALLESTRASSE y z ROY+RE*+GLORIA N:174,218.13 N:174,217.35 1 E:1,297,366.27 , I y y 297,379.31 1, y E:1, � 20 y 8 I m C) J C) CURB 1 y ly y BUILDING CORNER y N:174,210.84 y y y y l' N:174,216.65 y E:1,297,359.45 -W y \ E:1,297,408.80 I ' El y F.F.=24.04 o kQp -R=L 75' 2 CURB I I END OF CURB I R=3' / .` 23 STORM CATCH L I I y y N: N:174,206.77 174,206.36 BUILDING CORNER TYPE I E:1,297,361.80 1 I, I E:1,297,379.04 N:174,165.89 CURB CORNER RIM=23.66 N:174,192.58 IE=19.65, 12"CPP N I I / E:1,297,502.11 y y y y y cr-I - i y y y y y y y y y E:1,297,554.76 IE=19.76, 12"CPP E I ` BUILDING CORNER I 4 y y y IE=19.76, 12 CPP S Q r, BUILDING CORNER y y IE=20.38, 6"PVC W o I �- N:174,164.16 1 N:174,161.99 ; j y y I CURB Q) / I I ( E:1,297,407.54 E:1,297,498.01 1 y N:174,192.99 / I I y E:1,297,537.77 CURB CORNER I N:174,165.54 � y > - SDI - I TYPI)1 4 �1 E:1,297,378.56 / a� - - �q0" CURB y CURB CORNER / 1 I I 8 - N:174,190.06 STORM CATCH BASIN I I 20' y I N:174,144.74 / PARKING STALL 8 CURB E:1,297,534.70 TYPE 1 ASPh 5 I N:174,165.79 RIM=22.55 I y /E:1,297,383.07 10' 19 (/TYP• I E:1,297,534.15 _ IE=20.28, 6"PVC W � U 1 I y PAINT CORNER � � CURB R=5 � IE=20.02, 12 CPP N I \ l 1 F N:174,162.31 13 [ y N:174,144.17 1 �� E:1,297,532.63 o I 7 I y E:1,297,407.06 CMU ENCLOSURE b G N:174,136.37 PAINT CORNER CURB CORNER PARKING STALL (TYP.) 5 ' y y I- J E:1,297,416.89 N:174,142.20 y 8 - - E:1,297,489.04 N:174,110.38 c„ j) I I \ y I_ J ; 12" R=285.6' i E:1, 297,376.74 I y r- y \ I CURBz I 13 I_ J I 1 N:174,110.76 / 1 8 y oCD \ E:1,297,360.01 y 13 CURB R=2' I y y y y <, I- W IN l y, CURB N:174,108.86 5 y ?� , N:174,114.70 E:1,297,356.70 y y y. y y y y y 8 \I "WATER iWE E:1,297,493.17 CURB !l11 y /n. 8 s� RED "H R=20' N:174,103.23 R_7 7 x 21 CURB E:1,297,356.56 Q N:174,106.23 711 2 CMU ENCLOSURE CE:1,297,480.86 13 PER ARCH. PLANS L LL Q. HALT CURB CMU ENCLOSURE, » '`� e` ` • N:174,096.06 RKING E:1,297,363.39� - CURB R=2' N:1297,4.51 oR) CURB E:1,297,415.81 N:174,095.74 N:174,100.62 CURB 0.� o� r' 96 FE:1,297,376.89 E:1,297,382.01 N:174,090.03 - -23 R=5 E:1,297,408.31 TELEPHONE - RISER , _ A!� NORTH VH01 F HORIZONTAL CONTROL/SITE PLAN (PRIVATE) HORIZONTAL SCALE: 1"=20' 20 0 20 40 SCALE: 1"=20' SURVEYED: SCALE: VERTICAL: NAVO 1988 • DESIGNED: AS NOTED HORIZONTAL: NAD 1983/1991 CITY OF DKM/RJJ RENTON • Call 811DRAWN: / KLK DKM ONE INCH DATU M • ® two business days CHECKED: AT FULL SCALE Planning/Building/Public Works Dept. DCD you dig APPROVED: IF NOT ONE INCH before y g N0. REVISION BY DATE APPR SCALE ACCORDINGLY DCD LEGEND PROPOSED FEATURES - ASPHALT PAVEMENT CONCRETE CAST -IN -PLACE CURB X X CHAINLINK FENCE - - - - - - GRADE BREAK W LANDSCAPING PER L1.00 AND L1.1C GENERAL NOTES 1. SEE APPLICABLE SITE PLAN AND PAVING NOTES ON C2.2C 2. SEE L1.0 FOR PROPOSED PRIVATE LANDSCAPING RESTORATION. EXPOSED SURFACES WILL BE COMPOST AMENDED PER DETAIL 200/C2.3C 3. ASPHALT PAVEMENT MARKING PAINT SHALL COMPLY WITH WSDOT STANDARD SPECIFICATIONS 6-07 AND 9-08 4. ALL RADII DIMENSIONS ARE TO THE FACE OF CURB, WALL, FLOWLINE, OR SIDEWALK, UNLESS OTHERWISE NOTED 5. CATCH BASIN STENCILING SHALL BE APPLIED AT ALL CATCH BASINS (WITH A GRATE) IN PAVED AREAS PER CITY OF RENTON REQUIREMENTS 6. WHERE CONFLICTS OCCUR WITH PLACEMENT OF NEW FACILITIES, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BY THE CONTRACTOR, AND WILL BE RESOLVED BY THE ENGINEER KEY NOTES 1� INSTALL ASPHALT PER 201/C2.3C INSTALL ASPHALT PAVEMENT JOINT PER DETAIL 202/C2.3C 3� INSTALL CONCRETE PAVEMENT PER DETAIL 203/C2.3C WITH 1' TROWELED GRID AS SHOWN IN PLANS 4� INSTALL WHEEL STOP PER DETAIL 204/C2.3C B� INSTALL PAINT MARKINGS AS NOTED -SEE DETAIL 205/C2.3C FOR NO PARKING ZONE MARKINGS -SEE DETAIL 206/C2.3C FOR ADA PARKING STALL MARKINGS -SEE STD PLAN 127/C2.5C FOR PEDESTRIAN CROSSING MARKINGS INSTALL ADA PARKING SIGN PER DETAIL 207/C2.3C INSTALL CHAINLINK FENCE PER DETAIL 208/C2.3C R____:�:_ INSTALL CAST -IN -PLACE CURB PER DETAIL 220/C2.4C INSTALL CONCRETE SIDEWALK PER STD PLAN 102/C2.3C 10 INSTALL CONCRETE ISOLATION JOINT AT BUILDING PER DETAIL 221 /C2.4C 11 INSTALL STRUCTURE PER STRUCTURAL PLANS 12 INSTALL TYPE 1 CEMENT CONCRETE DRIVEWAY ENTRANCE PER STD PLAN 104/C2.5C 13 INSTALL VEHICULAR SWING GATE PER DETAIL 209/C2.3C 14 INSTALL CURB AND GUTTER PER STD PLAN 101/C2.5C 15 BIKE RACK PER ARCHITECTURAL (MINIMUM 7 STALLS) 16 INSTALL CRUSHED SURFACE TOP COURSE AS NEEDED. FEATHER TO MATCH EXISTING. 17 INSTALL ROLLED CONCRETE CURB PER DETAIL 211 /C2.3C �DC 40sitts&hill 4 C rJ1 CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD 46449 4 Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM SIpNpL 1�� 4M. R-422935 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 BROTHERTON CADILLAC - RENTON HORIZONTAL CONTROL/SITE PLAN (PRIVATE) DATE: FIELDBOOK: PAGE: DRAWING NO: C2.00 SHEET: OF: 2A N T O O N ,M1 N T O O N Q J LO O O N N A u N w L; i Q Z NO 4X 22� Q 2� �I 1 It=1/.9/, I CJ1-' W = 12.36 FORCEMAIN E 16 �P i m C) 0 STORM CATCH BASIN TYPE I RIM=23.66 IE=19.65, 12 "CPP N IE=19.76, 12 "CPP E IE=19.76, 12 "CPP S IE=20.38, 6"PVC W STORM CATCH BASINfi TYPE I RIM=22.55 IE=20.28, 6"PVC W IE=20.02, 12"CPP N A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY WASHINGTON SIDEWALK CURB LEGEND N:174,393.93 RIM=22.06 "D. o �a _, �� so.; e �- E:1,297,595.31 ' PROPOSED FEATURES- IE=19.91, 8I. N �02 ti s so __ w � s v 2�As IE=16.44, 6"PVC E x ti' so ° _ w - i' IE=16.36, 6"PVC W AS HALT w �`L� 12 g�. AS =� ASPHALT PAVEMENT s ' a. „NO PARKING" _ a i I / ss I _ - - - - - 16 GAS - HP o� w 12TH ' _ - CONCRETE 23 a so. _ - - �N_ _ s GAS - aHP' CE ' „NO PARKING" - a S ■ " " ss �' 14 - GA LINK FEN CAST -IN -PLACE CURB BP wisp i ,w -,-w SS �22� _GAS 75 CHAIN - a - 2� - eP� 23 - x,STORM VAULT W/OIL WATER SEPARATOR �CX CHAINLINK FENCE S9 SS- - w - - -� 3 LIDS. UNABLE TO OPEN 2 OUTER LIDS _w=----22--- - 55� � o � E GRADE BREAK ASPHALT 2 TEL RIM=24.08 TOP OF BAFFLE=21.78 - SS -� / / TEL L L ° • • LANDSCAPING PER L1.0C AND L1.1 C ss L ;I. U TOP OF VERT. TEE=21.55, s �22 z BOTT. OF VERT. TEE=18.58, 12 PVC W Xssir ' QE - ti� TOP OF PIPE=20.9f, 12"PVC E, UNABLE TO MEASURE IE ti15 L / WATER LEVEL=19.98 4 TE4EL _ _ / Q BOTT. OF STRUCT.=17.53 GENERAL NOTES TE4EL 2`6 L 213 I 1. SEE APPLICABLE SITE PLAN AND PAVING NOTES ON C2.2C x tip. 22 I I \ \ I // o� TPN 3340402755 I 2. SEE L1.0 FOR PROPOSED PRIVATE LANDSCAPING RESTORATION. EXPOSED 75• AZULq PROPERTIES LLC I SURFACES WILL BE COMPOST AMENDED PER DETAIL 200/C2.3C �n S (IS (]S as QS S I ; ; \ \ \\ o / I 3. ASPHALT PAVEMENT MARKING PAINT SHALL COMPLY WITH WSDOT STANDARD SPECIFICATIONS 6-07 AND 9-08 - 4. ALL RADII DIMENSIONS ARE TO THE FACE OF CURB, WALL, FLOWLINE, OR \ ---- 0 / \ �----------------- o \ /I I SIDEWALK, UNLESS OTHERWISE NOTED I �, I\ 5. CATCH BASIN STENCILING SHALL BE APPLIED AT ALL CATCH BASINS (WITH A GRATE) IN PAVED AREAS PER CITY OF RENTON REQUIREMENTS 6. WHERE CONFLICTS OCCUR WITH PLACEMENT OF NEW FACILITIES, THEY \ I SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BY THE \ I I / \ CONTRACTOR, AND WILL BE RESOLVED BY THE ENGINEER c� \ W VACATED R'R W' �' - ' NTON - S 8 PER C TY 0 #4668 13 KEY NOTES �RDINA 1997071503 - REC. NO. _ ' 1� INSTALL ASPHALT PER 201/C2.3C / 24 INSTALL ASPHALT PAVEMENT JOINT PER DETAIL 202/C2.3C Cn 2s0¢ 3� INSTALL CONCRETE PAVEMENT PER DETAIL 203/C2.3C WITH 1' TROWELED GRID AS SHOWN IN PLANS HOSE I BIB 4� INSTALL WHEEL STOP PER DETAIL 204/C2.3C too \ o I y;l` I 5� INSTALL PAINT MARKINGS AS NOTED \ Y TPN 334I0402935 I SEE DETAIL 205/C2.3C FOR NO PARKING ZONE MARKINGS \ z BALLESTRASSE -SEE DETAIL 206/C2.3C FOR ADA PARKING STALL MARKINGS \ ? ROY+REi+GLORIA -SEE STD PLAN 127/C2.5C FOR PEDESTRIAN CROSSING MARKINGS B� INSTALL ADA PARKING SIGN PER DETAIL 207/C2.3C INSTALL CHAINLINK FENCE PER DETAIL 208/C2.3C \ / \ I I I INSTALL CAST -IN -PLACE CURB PER DETAIL 220/C2.4C I ;.. \ / RD fig•.: I INSTALL CONCRETE SIDEWALK PER STD PLAN 102/C2.3C TT 10 INSTALL CONCRETE ISOLATION JOINT AT BUILDING PER DETAIL 221 C2.4C INSTALL STRUCTURE PER STRUCTURAL PLANS INSTALL TYPE 1 CEMENT CONCRETE DRIVEWAY ENTRANCE PER STD PLAN 104/C2.5C INSTALL VEHICULAR SWING GATE PER DETAIL 209/C2.3C 35" 14 INSTALL CURB AND GUTTER PER STD PLAN 101/C2.5C 15 BIKE RACK PER ARCHITECTURAL (MINIMUM 7 STALLS) / \\ CIN a21 a21 aiI 4� - - - _ 40„ 16 INSTALL CRUSHED SURFACE TOP COURSE AS NEEDED. FEATHER TO MATCH �. � - EXISTING. 7&8" OAK - 17 INSTALL ROLLED CONCRETE CURB PER DETAIL 211 /C2.3C 42" "WATER LINE" 3 I - Sp J SD RED "HAZARD" x Cl-96 P N 11 z ,, INx 19 O w e o_ � N w / 6 HALT _ x tititi "NO PARKING"AOP ; _ w t.% �' ° NO �, ° 1196 e$ TELEPHONE RISER VHOI F HORIZONTAL CONTROL/SITE PLAN (PUBLIC) SCALE: 1"=20' SURVEYED: DESIGNED: DKM/RJJ • Call 811 DRAwN. KLK/DKM • ® two business days CHECKED: DCD before you dig NO. REVISION BY DATE APPR APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUV NORTH HORIZONTAL SCALE: 1"=20' 20 0 20 40 CITY OF R RENTON vugv Planning/Building/Public Works Dept. C d w9 O of V t 46449 4 SSf�NAL sitts&hill I CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422936 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 BROTHERTON CADILLAC - RENTON DATE: FIELDBOOK: PAGE: HORIZONTAL CONTROL/SITE PLAN C2. 1 C (PUBLIC) SHEET: 10 OF: 9 N T O O N 'A1 N T O O N Q J 0 O N N A u N T C) C) C) N rr n LO N T C) C) C) N Q D J LO O CM It O O N N Al u 0) N N lzt O w Q Z J U_ PLANTING BED AREAS 1211 SOIL AMENDMENT DETAIL �vvJ SCALE: N.T.S. 4" TO 4.50" TT C7 12" TO 12.50" 3" DEPTH CEDAR GROVE COMPST 1-3/4" OF COMPOST INCORPORATED INTO TOPSOIL TO 8" DEPTH SUBSOIL SCARIFIED 4" BELOW COMPOST AMENDED LAYER (12" BELOW SOIL SURFACE) 1"0 HOLE FOR 3/4"0 X 20" LONG REINFORCING BAR ANCHORING PIN (INSTALL 2 PINS PER WHEEL STOP (2) #4 CONT. 1/2" TO 1" BELOW TOP OF WHEEL STOP) r 1" TO 2" 1 FINISH GRADE 5„ TO 6" 5" TO 6" 12" TO 14" 6'-0" NOTES: 1. PRE -APPROVED WHEEL STOPS ARE 'FOGTITE' BUMPER GUARD OR 'UTILITY VAULT' BUMPER CURB PORT STYLE. 2. HOLD VEHICLE SIDE OF WHEEL STOP 2'-0" TYPICAL FROM ADJACENT CONCRETE WALL, SIDEWALK OR CURB FACE. PRECAST CONCRETE WHEEL STOP SCALE: N.T.S. RESERVED PARKING WHITE LETTERS & SYMBOL ON BLUE BACKGROUND METAL SIGN , BOLT TO STL. PIPEPOST (OR TO BLDG. WALL) SIGN TO BE PER LOCAL JURISDICTION REQUIREMENTS VERIFY STATE DISABLED PARKING SIZE, SHAPE, & VERBAGE PERMIT REQUIRED VAN ACCESSIBLE ADDITIONAL SIGN AT VAN ACCESSIBLE SPACE z c� o � Q !Y o �' m z 1-1/4" GALV. SCHED. 40 STL. PIPE o = W/CAP 0 0 X. .: '. SIGN MOUNTING PER STD PLAN 129/C2.5C \\/\\� 8" DIA. CONC. FTG. . o /\\/\\/\\/\ //\//\//\//\ ADA PARKING SIGN SCALE: N.T.S. A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON 2" COMPACTED DEPTH CLASS 1/2" HMA 4" COMPACTED DEPTH CRUSHED SURFACING TOP COURSE PER WSDOT 9-03.9(3), COMPACT TO 95% MAXIMUM DENSITY PROPOSED PAVEMENT SECTIONS 12" COMPACTED DEPTH STRUCTURAL FILL IF REQUIRED BY GEOTECHNICAL ENGINEER. COMPACT TO 95% MAXIMUM DRY DENSITY SAW CUT SMO TH VERTICAL JOINT COAT TO PREPARED SUBGRADE, SEE SUBGRADE PREPARATION NOTES ON CO.2 ASPHALT PAVEMENT SECTION SCALE: N.T.S. 4" WIDE WHITE SOLID 4" WIDE WHITE PAINT LINE AT EDGE OF STRIPES AT 45°. APPLY STRIPING PAINT PER SPECIFICATIONS 11, CL w CL ME PER PLAN L 01 "NO -PARKING ZONE" 4" WIDE WHITE SOLID LINE PARKING STALL AND LANE STRIPE PAVEMENT MARKING DETAIL . . . J SCALE: N.T.S. GALV. CAP AT — END POSTS (TYP.) TENSION WIRE WITH --- 24" C.C. 4000 PSI CONCRETE (MIN.) PAVEMENT MARKING NOES: 1. ALL PAVEMENT MARKINGS SHALL BE PAINT. ALL PAVEMENT MARKINGS SHALL COMPLY WITH WSDOT SPECIFICATION 9-34 AND SHALL BE APPLIED IN ACCORDANCE WITH WSDOT SPECIFICATION 8-22. 2. PAINT SHALL BE APPLIED IN TWO APPLICATIONS. THE TIME PERIOD BETWEEN APPLICATIONS SHALL BE IN ACCORDANCE WITH WSDOT SPECIFICATION SECTION 8-22.3(3). 3" POST @ 30' SPACING O.C. TYP. 2" LINE POST ® 10' SPACING O.C. BETWEEN (TYP.) DIAGONAL TENSION ROD W/ TURN BUCKLE TENSION BANDS 12" O.C. -3/4" GALV. TENSION BAR AT END POSTS 9 GAUGE GALV. CHAIN LINK FABRIC FENCING (TWISTED BARBED ENDS) 1" CLEAR (MAX.) 1111111111 111 111=„„III=111- FINISH GRADE CHAIN LINK FENCE NOES: 1. ALL GALVANIZED STEEL FENCE HARDWARE SHALL BE PAINTED BLACK OR COATED WITH BLACK VINYL. 2. GALVANIZED CHAIN LINK FABRIC AND TIES SHALL BE COATED IN BLACK VINYL. 3. PROVIDES DIAGONAL TENSION ROD AT CORNERS AND END POSTS. CHAIN LINK FENCE �vvJ SCALE: N.T.S. 1-1/4" I.D. SCH.40 GALV. STEEL FRAME (TYP) ALL EXPOSED VERTICAL 12" OVERLAP SURFACES IMMEDIATELY OF EXISTING PRIOR TO PAVING. SEAL BASE COURSE JOINT LINE WITH HOT SS-1 EMULSION. nnuunnuunnwuunnuuunnuunnuunnuunnuunl rlll—III—III—III—I III UNDISTURBED EXIST. EXIST. PAVEMENT BASE COURSE SECTION ASPHALT PAVEMENT JOINT SECTION SCALE: N.T.S. PAINT SOLID �" nAIA1T 0AI In n111C 0-nr 1 ADA PARKING STALL PAINTED SYMBOL �vvJ SCALE: N.T.S. 22" O.D. SCH. 40 GALV. STEEL LINE POSTS OR TOP HINGE - 3" O.D. SCH. 40 GALV. (180° SWING) STEEL END POSTS END GATE OR CORNER POST 7'-0' UNLESS OTHERWISE INDICATED, PLACE 3/8" EXPANSION JOINT WITH PREMOLDED JOINT FILLER 15' ON CENTER, 1/8" CONTRACTION JOINTS EVERY 5' BETWEEN 4" THICK 4000 PSI CONCRETE SIDEWALK WITH BRUSHED FINISH 4" CRUSHED SURFACING TOP COURSE, COMPACTED TO 95% MAX. DENSITY SUITABLE PREPARED SUBGRADE COMPACT TO 95% MAXIMUM DENSITY, .d LIGHT DUTY CONCRETE PAVEMENT �vvV SCALE: N.T.S. h ti �> I a NN • sr� 23 4¢ U%�� `b� `o Q 1� 22 82 4 , I \ I \ I \ I \\ ISD \ — R22.90 22.90 RD o \ a----- - o BOTTOM HINGE J J J IHIVUHRU IV (180° SWING) 5' PADLOCK LATCH FOR RAIL4] 4'-6" (TYP.) i� PADLOCK DOUBLE 3" I.D. SCH. 40 SWING GATE GALV. STEEL CORNER & GATE POSTS (TYP.) GATE NOTES: /C2.3C FOR 18" ROUND SECTION 1 APPLICABLE N0SEE DETAIL 8 ES ON CHAIN 4000 PSI CONCRETE (TYP.) LINK FENCE CONSTRUCTION. NORTH I!CHAIN LINK VEHICULAR SWING GATE DETAIL *FT�ED ADA PATHWAY SCALE: N.T.S.: N.T.S. d 4 z NOTE: HORIZONTAL SCALE: 1"=10' 10 0 10 20 END OR CORNER POST w a FOR TENSION ROD > 1. INSTALL CONTRACTION sitts&hill JOINTS AT 10' O.C. �1,D C. d 6um L, VO 9G 0 3 1/2" 2. INSTALL FULL DEPTH 4�C,�f `W�� CIVIL I STRUCTURAL I SURVEY CCDD / EXPANSION JOINTS AT N 4815 CENTER STREET I TACOMA, WA. 98409 12" IL 50' O.C. t V PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ 4. IF FENCE COMPONENTS ARE DAMAGED AS A RESULT OF CONSTRUCTION, CONTRACTOR SHALL REPLACE FENCE 5. CHAINLINK FENCE AND GATES AT GARBAGE ENCLOSURE SHALL BE EQUIPPED WITH FULL HEIGHT BLACK VINYL SLATS. • Call 811 • ® two business days before you dig NO. REVISION 10" .2" 12" R 13" R 2%00 a 0 a 2'-0" 211 CEMENT CONCRETE ROLLED CURB SCALE: N.T.S. SURVEYED: SCALE: Project No.: 19480 Project Mgr.: DCD MASTER BULDERS MASTERFIBER MAC MATRIX �� 4&1 46449^� �4 MACROSYNTHETIC FIBER Oic� �CC':S`TE1�'' Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM REINFORCEMENT MIX WITH CONCRETE AT A RATE OF 3 R-422938 POUNDS PER CUBIC YARD IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING -FOR INTEGRAL Wanders 05/08/2023 POUR WITH SIDEWALK e VERTICAL: NAVD 1988 w DESIGNED: NOTED HORIZONTAL: NAD 1983/1991 DKM/RJJ DRAWN: KLK/DKM ONE INCH DATUM CHECKED: AT FULL SCALE DCD IF NOT ONE INCH BY DATE APPR APPROVED: SCALE ACCORDINGLY DCD CITY OF RENTON vugv Planning/Building/Public Works Dept. BROTHERTON CADILLAC - RENTON SITE/PAVING DETAILS (PRIVATE) DATE: FIELDBOOK: PAGE: DRAWING NO: C2.3C SHEET: OF: 12 39 N T O O I N N Ids N T O O O N Q J LO CM O O N �1 u N T C) C) C) N rr n LO N T C) C) C) N Q D J LO O CM It O O N N Al u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N N O W I— Q Z 11 w HAND - OR NOTES 1 DIMENSIONS FOR THE PARTS USED TO ASSEMBLE THE BArr CONNECTIONS ARE INTENTIONALLY NOT SHOWN, BASE CONNECTIONS ARE PATENTED, MANUFACTURED PRODUCTS THAT ARE IN COMPLIANCE WITH NCHRP 350 CRASH TES1 CRITERIA. THE BASE CONNECTION DETAILS ARE SHOWN ON THIS PLAN ONLY TO ILLUSTRATE HOW THE PARTS ARE ASSEMBLED. 43 2. A 2- (IN) POST WITH A 2 1/4" (IN) PSST ANCHOR OR A 2 1/4' (IN) POST WITH A 2 1/2- (IN) PSST ANCHOR MAY BE SU9STITUTEO- SEE CONTRACT PLANS. 3. PERFORATED SQUARE SIEEL POST SHALL MEET THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATION 9-06. 4. USE ONLY BASE CONNECTION MANUFACTURER SUPPLIED HARDWARE THAT MEETS THE REQUIREMENTS OF WSDOT STANDARD SPECIFICATIONS 9-06 AND 9-28. MOUNTING ON EXISTING METAL POLE OR LUMINAIRE 24- MIN TI EDGE1(; I 5/16"x2-1 GALVANIZED BOLT WITH GALVANIZED WASHERS. 2" SQUIARI METAL POST 00 p TOP OF ANCH LOWER SQUARE LL 95 TUBE) CJ { Ir FINI H 0 x t I d a ck: LINE F tp EDGE OF TRAVELED ROADWAY 30'--- t 9D' FOR REFLECTORIZED SIGNS: MOUNT FACING 3'(degree) OUTWARD IF SIGN IS WITHIN 30 FEET OF ROADWAY SIGN FACE ORIENTATION 5iGN POST LOWER SIGN POST SUPPORT i e 6' Ih CORNER BOLT Oit 3/d- (IN) FLANGED SHOULDER BOLT WITH NUT AND WASHERS - 2 REOUIRED (TYP-) BOLT STOP GN POST TYPE ST-4 SIGN SUPPORT LOWER SIGN POST SUPPORT — 2.25` (IN), 7-CAGE. 110T-DIP GALV., �IINJkHEAVY-DUTY ANCHOR COMMERCIAL CONCRETE MOUNTING ON METAL POSY' SIGN MOUNTING ON SINGLE STD. PLAN- 12jAT� PUBLIC WORKS METAL POST APPROVED: DEPARTMENT (ADOPTED) (�-� I ,r_NIT {:: ,_T[: DEPW64ED NDPNMJMC MEE DETNL'�-Fi8 9FF-En TYPE C29-13061EiR10 VIEW (GDMMERCLA'_ WITH BUFFER] NOTE$ I. Vilhan a fir wely wdth wcraeds 15 feet Lanebuct a full 66PJ1 expanslon )d Tit with 31E' 1eMTT Ill islorkp the OhISIRW b1Re lino (see Irbil- plain 102)- COItIF nKA expenslan )nInlslTrMh the wntaidne es required at If MaXllnwn Waling aFT1en drk4hfty widths exceed W. 2. See vd, pier 102 for sldewsk dlelells 3, CV rb and DLllier shown, alhsn talrh deslpru meet be spledlled. See std. pion 101 for curb delda, 4 Not used. 6. The engineer with 1 Nign ell dr4uw*%)fs to Include eleyvlons at all Wino marked with spribul')V. All tlleva5ons am at the basic of Club tvp on uphll skio- 6 Not used 7. FIV Udv&NnyWWMGM DRIVEWAY STANCAA;DS (See NOTE 10)- The ediparksran Jo+nts (fee s',d plan 102) shall M spla" es shcwlm Invie oorrssponding "r rtc New. A Slopes shell comply wILh lNvjarks 11303.2.1 or R303-7-2 or R3032.3 of tM Rcyised DERR Guldatincs for Acmuikk Public Ik4 ts•of•9Vsy aCNDYenbc 23.2005 TROWAIG). 9. Cub FaLums br erl Type C-MAX DrlvEnomy may be epprowad vR e t�by�aM bMtl1� 10 STREET ST+M1'iD11 RM - lienw-n FAuNitrpal Lode IRML) Tale IV Drv@kVm nt Ilryula Oft CHAf+TEM 6 5111E#T AND UTILM STAN DMO5 5e0en e-6•o60SMET STAMOARD5 DRIVEIATAY STANDAPM - Rlmt m Mu Mclpel Code 44PAC1 Tllle Ili Dtrtrdopmerl ItevIkens CHAFTS 4 ZTTY-WIDE PROPERTY DEVELOPMENT STANDARDS SwIlIOn 444)90 PARKING, LOADING AND CRIVEWAY RFGUJLAIIQIII3 CrAill cokupwm cL;iIadUr Mft (� IIDTE Zb Ti10ef'11rLefll MON41 CuftDFTAI €a+rTSAICrltvr ni•T � e'er Qlltia�r Er�rter fc7 w. r 1 ' tlr 1--r .I PICm alsrelRrlT LtxQnUeeaa ElClA1f,P+. JOvvri IkaYl tr FLA4CEPT" DEPRESSED MONOLITMC CURD a CUTTER DL1 AIL FACE OF ADJACCW OYIR$ Fill "r 1'clrrT®1e.61WARRF DEPRESSED CURS DETAW AT RESIDENTIAL OR C{JM►ERCM ON1 VE WATB. AM ALLKIIS D wlrwayExample TYPEC113 R-PA41do tee. 009noFroucell N b. d 1r✓1"aovi -- --- {rA•J[:t u-CnIR t■refsl RogLRar Manion, Sap) Wo odoNo &,Sar PUBLIC 510R}:: CEMENT cONCRETIE DRIVEWAY Sid. Fide — 104.E DEPARri ENTRANCES - NOTES AND DETAILS FACE OF CURB 6 ir2" s SYt' f" 1:24 L L TOP OF la 1fr f-L ROADWAY 1 4 1 � f CEMENT CONCRETE TRAFFIC CURB AND GUTTER FACT. CIF ADJACENT CURB FLUSH WITH GUTTER PAN AT SIpEWWALK RAMP ENTRANCE 1:12 1:24 TOP Or 102' R. HDADWAY � r w T DEPRESSED CURB SECTION AT SIDEWALK RAMPS • Y F PREMOLDED JOINT FLIER E FULL -DEPTH EXPANSIONJOINT @' CEMENT CONCRETE irr R. 1" R SIDEWALK RAMP VARIES ORLANDING FROM [ I)" TO 0 6' r 3W PREMOLDED JOIPIT FILLER CEMENT CONCRETE PEDESTRIAN CURB AT SIDEWALK RAMPS AND LANOIN"GS (FACE OF ADJACENT CURB 6 i12' - SEE DEPRESSED CURB DETAIL THIS SHEET 114 TOP CIF 1 T 1� t P H- ROAOUYAY 1 to i DEPRESSED CURB SECTION AT RESIDENTIAL ORTVEWAYS ONLY, FOR COMMERCIAL DRIVEWAYS SEE STD PLAN 104.2 FACIE OF CURL 5 irr 1' L � PLOP OF ROADWAY 2 1 f 6 lye - CEMENT CONCRETE TRAFFIC CURBI DEPRESSED CURB DETAIL AT RIESIDE 4TIAL OR COMMEACLAL DRni EWAY$, AND ALLEYS FACE OF ADJACENT CURB GUTTER SURFACE 1' R. GENERAL NOTES: 1. See slandard plans 1102 and 101.1 Tw curb aiMansion and contraLWajaBl spae ng. L Expansion Joint shall br Full dtpik JIB' Ilhd prernolded MM hlle. 3. Far Dopm&sw fAonolhhc Onveway Gerry d c,~ Soaior, sce Slardard Plan lO• . C`LTD, PLAN — 101 PUBLIC WORKS CEMENT CONCRETE VRBS rr 1'C DEPARTMENTIMI f • Call 811 • ® two business days before you dig NO. REVISION e RAISED EDGE DETAIL v-0- t- s aEwraR LevE1 IfY Trr 61[IENU thaSlvRLx 7ryNW.vERSE JOINTS Tl71rIIn.LTCE NAI?:ET3 L33GE T,T T-O- &rlIN)FRENOtDC3^N7FIU1M TYFICAL WRERE AFRUCASM OI-0!1 ROU D'Me 20%, 1 IM41141R (WRI FtiR CURB OaAILS f t.s% _ "" 1.. o .: -•._ - .SM PAW lei D ROAOwAY r 11 • . • 9 R tI _ } txlusFfEOROOK DAIA seE roust-n EDcr ,•,•-7 SIDEWALK OILTAL-714&SHEE ivPtcu u{IDFTr SInEWtwr Cm16HEMSURFACINGTOPCd1RSE 1iT5rp puI.ACT TO 95x MMI'lEU FRN16$ i #1N 11Y (IN)R (T4Fa WITH RAISED EDGE NNLE351TEDUIREIENTWAVECIRY EIUGTNEERI rYr>FCJ,L uN00tA1LcuRa GIITTERA SInEWAI_IC fS1C u1,QER Fyil i } I6% FDR CUNa CETrISS / SEE STD PLANT !et Cues a CUTTER TO eE S`THCKft 'AS 0R MATCH ECBTWO ROAMAYC{U19HEA ROCK gxgE, tyrCHMR 13 GREA7ER" FOR Ip'•• �1l{ ALL CURE &GITTETR) k TOP 4 F ONCRE rRURFACE TOP OF GONCReTE SURFACE 7-a- EIt"ALK ADJACENT TO CURB 1,-e 1,-p MIN RJOU DING Pr,`OIL R(TVWI am FOR CURB DETAILS L I; tat _ KE ITO PLAN 101 ■RIDGE ON POESTRVVI 5id� RaEIAd ��. ir"" ADJACENT TO CURB fY1RR1ER _SEE SIDEWALK FOR CURB ORAJLS SEG STD PLA111C7 IeTFFP FILL Ia.OPesl COWRACTPI,vi$ Fll OR FARRIER I urvNl'R. rrYP:1 �rJ r I 39DPNALK FLASH 211 SEEVERL - DETAIL SEE L F { 3'6' IIM A1llrka,YO[0 JCIiiT P. ADJACENT TO CURB AND RAILING OR WALL p 0 JOINT FILLER FOR SIDEEl1FFLA TRGtrr�+EN1 atpEwALE rrlap SLDEWALN At:UAGENT TO WALL.fiEIAR fiIDEWA3K }SEE NOTc lol sEcnous 1 � ('r{ R. 4 t FOR CURE DETAILS rSY nFlr SEE$TO PLAN I01 f ��'v„q,� ),y;.y'�� OR rJATCIl EYJSTIN6 ray lrRgn-�LEp �TFN FINI�r°n GRACE I-Ukn BF104Y TOP OR CONCReiE �, �.- WRFAOEFORF'LVTTING-FLUSHIFPAVED �y Qt Comer CONCRETE CURB Id I (ca7Rs ARO GUT ER sH0 YN A17JACENT T138UFFElT STRIP FORCTO D•u5 sa= esronANTor f' j zl IR'TO 1N,. NOTES 1. Four Met all the sidewalk width shill -f - - be Lho ntiniraum pedellriaa 'f _ \ aDoesslble roiro =sec: free of verkal and horizontal obstructions. GmtlRgs. Access �- }�- � •'`�' ti\ ✓ aL ft, P Unmet and of Gablevallrls, pull Blnee and ether . r_'r `•\\\ ��- . appweiiances wfthln the sidewalk must he Tvsh vr6h wrfaGA, and rtatell y:.-� ' glade ai lha alde+ralk 3- Asonclitt-oceeneri Contrail. Curb and Swo,"lk is nqt per,nitttld Innew For c41ar rafererkDed NOTES sloe unstraaiar. When replaeanent work STO PLAN 104.2. McNsitetm a Marta liMlt C..Wd Cererete Curbbudd prr WbDCT Stand" Plan F-3D IG-M. PeVed Surf8Dg6 must comply with 3. Cancete L. 4ca,90O PSI, STD PLAN 102.1 as Spplicgple• a- - C04TRACTION JOWT INEICEWAMCNILY . • L 'tFey, . r FULL-CEPTH EIVANSION)pNi'INf$TH - CUNB AMU SICLWAEx. ME FN RAL 33L]F -�--•� '•• ' JOINT AND FINISH 3'r C CONTRAC 1ON JOINT DETAIL • ,,R. a. ataEAf JOINT FaLM II � B FlJ46dEPTFt EXPANSION JOINT STD PLAN — ID2 PUBLIC WORKS CEMENT CONCRETE DEPARTMENT SIDEWALK I � I `7:;I r SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE APPR APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVO 1988 HORIZONTAL: NAD 1983/1991 DATUM dp IRN RR�MWIIWiS} RI/1L YMES IEEE NOTE 7y r 'P A _ IMF rev8) tkcro{A.v� oF71EWAY RFAIY� ]rJDHI irYYf Id!! amPbtll rle r iJl.IIEM J/ uonLTlcTe r 9eIF.VFaT .� SEE-1 rL � r 1 911 rICmET _- 01AEFIT CONCRETER•I1P lrm{t3LN a St0•e rnv j CIAald BUMUlTEIk TE K a,r as net-UrIENO K NT nTr.l {t I Idol dre. lwwnm PLAN VIEW (rvPE 0 SHOwra C I A C: A C-At x aI MILARI IISEE NOTE 9} YaxEa IYLNa IE ,nJ a l{ IW'-1EE t�R i(MIIF "+ I k CFAENIEbtn•[R .. �"•YN. 'L a[swYa {� iY ExP4i9l7H AiNi IiiT'J -�_ $Ef: rl{]N 1 A ] {kFF kih'o11w ep7r L_J AaYwu . INPTp Ias.Ixrtls_-C N SLOM MAL : 1IF R ti'PPy -0wrt1T•.T rr NE eLCYE Is,Ow DIpaH E>'MAERJLTEat laE • k pgrrYMY � - - - f r nYa eIr.EW1.Y,AraEIA'rNe ��~ ► -_ - 7L�—— war" CSNNrrruaNlliETe cue aeirimo dtt Pala A r1.VI I0t-t1 TYPE Cd - LSOUFTRIC VIEW Far NOTES {!{ 5TCT, PLAN 154.2 STD. PLAN — iO4 * PUBLIC WORKS CEMENT CONCRETE DRIVEWAY 1'I1Et(7 D: DEPARTMENT ENTRANCE - TYPES C1, C2, C3, and C-MAX 1E • CITY OF RENTON Planning/Building/Public Works Dept. E rape 7lmmeemkn, Public Work&Adrnlniv ator �D C. 40 siatots&hill 4 rJp CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ r Project No.: 19480 Project Mgr.: DCD 46449 4 Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM SIpNAL 4M. R-422940 IN COMPLIANCE WITH CITY OF RENTON STANDARDS se DEVELOPMENT ENGINEERING Wanders 05/08/2023 BROTHERTON CADILLAC - RENTON SITE/PAVING DETAILS (PUBLIC) DATE: FIELDBOOK: PAGE: DRAWING NO- C2.5C SHEET: OF: 14 39 N T O O N 41N N T O O O N J O M It O O N N Au l N LU w z w A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON TC=23.58 CB08, TYPE 2-48" RIM=22.06 » o BC=23.08 TC=23.61 N:174,342.08 _� e UNWHY LINK WtSI IE=19.91, 8 D.I. N o2 s TC=23.73 w BC=23.11 z �, 2�As IE=16.44, 6"PVC E x 2 titi' - E:1,297,534.76 o s � T BC=23.23 RIM:22.94 IE=16.36, 6"PVC W a AS _ _ IE:16.73 12" W (IN) GAs HP' 2j "NO PARKING" a sow CB-C, TYPE 2-54' TC=23.50 �j�. _ „ 10 = 23- i 7 N:174,327.56 BC=23.00 -r 09 - - IE:16.73 12 E (IN) oHP- %- E:1,297,514.40 V��ti'� IE:16.73 12" S (OUT) oA� FENCE "NO PARKING" C-RDC008 8 CO S • - .. INLINK FEN '_ w RIM: 22.80 r' S' CHA - - -FT a� so N:174,320.53 - - _- ss o ° "NO PARKING" aP� so < E:1,297,508.82 IE:19.99 12' S (IN)-, - ° ° ° 23 7 x �k - I sP TC=22.53 eP 4 w = _ - RIM: _ IE:20.32 8 E (IN) fi - - a TC=24.18 -STORM VAULT W/OIL WATER SEPARATOR _ 3 LIDS. UNABLE TO OPEN 2 OUTER LIDS o ti BI C=22.45 C=22.03.0 - - IE:15.72 8 W (IN) IE:19.99 12 W (OUT) ° 2� t I BC 23.68 ti� RIM=24.08 C610, TYPE 1 IE15.72 8" S (OUT)_ """ �� Q TOP OF BAFFLE=21.78 eP BC=21.95 N: 297, 413.98 ' CB07 TYPE 2-48" .IERT. TEE=21.55, TC=22.36' E:1,297,413.94 _ a N:174 341.57 VERT. TEE=18.58 12"PVC W CB09, TYPE 1 - - BC=21.86 - RIM:21.88 - a° 2 F-12" CPEP 0.50% E:1 297,555.78 'IPE=20.9f 12"PVC E N:174,329.04 ?- TC=22.18 S5 IE:17.91 12" W (IN) TC=22.87 a � � ss - IE:17.91 12" E OUT � BC=22.87 RIM: 22.93 TO MEASURE IE E:1,297,370.15 BC=21.68 (OUT) - �, x0. TC-22.78 �',,• IE:16.83 12' S (IN) .VEL=19.98 RIM: BTc�2 a TE4E� BC-22.78 �� IE:16.83 12" W (OUT) STRUCT.=17.53 IE:18.43 12 E (OUT) = C� �3j E4EL� 121LF-12" CPEP @ 0.98% a 0� CB-E, TYPE 1 o ° °2�8 9 �. N:174,321.45 ' Q a - j E:1,297,349.92 - . - 1 _ ° 43LF-12 CPEP @ 0.70% 22 - LF-12 CPEP _ TC=22.30 10 GLZ=;; RIM: 22.86 a " I I \ - BC=21.80 47LF-12 CPEP / PRETREATMENT, TYPE 2-48" I IE:18.88 12" E (IN) °103LF-12" DIP @ 67% 1 LF-12" CPEE.S.U3% \ 6 N:174,334.08 J LC IE:18.88 12" S (IN) s - \ ' SD SD Sp r 7 \ I \ 3 I o E:1,297,534.57 IE:18.88 12' W (OUT) 0-1 A ° a �Io° o _® I / / RIM: 22.79 -1032-LF--PVC aVC -SDR�35 -@ -1.00% �qq �IE:16.69 12" N (IN)@ 0.67% 5 SD, ° 0 IE:16.69 12" S (OUT) CB-F, TYPE 1 0.67% N:174,316.04 DIP � o N E:1,297,311.05 39LF- T co CB-D, TYPE 1 C7 I 0 \ o RIM:22.59 F0 =sue 6 c`2 I I/�`L`��5 \ 4 N:174,330.03 19LF-8 DIP FORCEMAIN 4 I I l0 \ N / II: C.2 `�86 I �ti� \ I E:1,297,411.52 VALVE VAULT Ic J rn BIOPOD UNDERGROUND BIOFILTER - 8x16 IE:18.62 12' E (IN) - - - g�� - _ �� G%_ N \ N:174,322.09 Ig \ I ° RIM:22.35 N:174,318.61 2 �\ / IE:20.34 12' N (IN) 28LF-1 I @ 1.M I " E:1,297,534.24 IE:18.46 15" W OUT ASPHALT k �C=241D T \ IE:19.30 12 E (IN) E:1,297,524.83 I 1 (OUT) C� I I " I RIM:22.57 BD,23 6D 9C\2�;6s \ IE:19.30 12 W (OUT) IE:19.00 6IM:S (IN) S V / /I \ �I IE:16.115 12" S (OUT) I---Z03 I C-RDCO07, 8" CO IE:19.00 8 N (OUT) I 0 0 / \ ) NI 323.01 33LF-12" CPEP 9 0.55%I \ E: 297 11L -6' DIP @ 0.00% N I / I \ \ LIFT STATION, TYPE 2-72" CB11, TYPE 1 -A I I I ° I I 405.35 11LF�12 DIP @ 4.59% I I \ RIM: 22.54 „ I N:174,304.24 N:174,294.76 I i I I \ I IE:16.75 8" S (IN) 68LF-8 PVC SDR35 @ 1.00% I / I \ 'E:1,297,524.84 E:1,297,358.27 I i CB-B, TYPE 1 / I \ _ RIM:22.64 RIM:23.24 i I IE:16.75 8' E (OUT) I _ 31� I � I N:174,304.02 � � I TC=23.36 _IE:9.82 12" S (IN) � IE:19.35 12" S (IN) STORM CATCH BAST" I �� E:1,297,513.89 I BC=22.86 - " TC=23.30 00 ,22.B5 °a 8LF-8 PVC SDR35 1.00% / I 24� IE:19.00 6 N (OUT) IE:19.35 12" N (OUT) TYPE 1 = - - - RIM:22.80 N I IE:20.64 12 W RIM=23.55 BC=22.80 I �O �� C-RDCO06, 8" CO I IE:20.15 12" S (IN) (OUT) IE=18.02, 12"CPP 5 4 ��' 'Oo '0o N:174,314.84 IE:20.14 12" E (IN) �`�0 / TC=23.35 I CB06, TYPE 2-48 _)LE IE=17.97, 12"CPP I i I E:1,297,405.15 C-RDCO09, 8" CO - _ - 22 a� C-RDCO01, 8 CO IE:20.15 12" N (OUT) 0 - �.BC=22.85 TC=23.24 N:174,298.47 o N:174,252.07 E:1,297,554.74 RIM: 22.74 BC=2I I, � 263.44 297 507.17 15LF- 2" CPEP % TC,241. I E:1,297,377.41 IE:16.83 8" N (OUT) E:1, • DWG �� OSE RIM:22.21 10, In BC,23 0 - - ® RIM:22.96 3. 3.8 B IE:17.13 12" S (IN) = 12.36 I DO( 60 I -o-� RIM: IE:15.03 8" N (IN) CB -A, TYPE 1 \ 54LF 1 " DIP @ 0.67 IE:17.13 12" N (OUT) �� / z3 t,<Do A / IE:17.09 8 S (OUT) _ --IE:15.03 8" S OUT N:174249.88 _ 5 "� z FORCEMAIN E y �0 G�Ti �Oo, �p 0 1 I / N � ( ) co `4 � I � 9113K-12" CPEP @ 0.70% IN-E:1297,512.72' X P �`L v I / �, _ � \ Y TPN 334I04C�., G r' I > RIM: \ ? 6 0 � •� BALLESTRASSE 1 ® \ ? ROY+REi+GLORIA EMPTY G i Imo: // ^=23.50 -�� I IE: 20.53 12' E (IN) LO \ CONDUIT I / ��=23.00 IE:20.51 12 N (OUT) o i - o 43LF-8" PVC SDR35 @ 1.00% "' ' I \ CB05, TYPE 1 Ica cto 2X1 &4X2 sD z Q I / 4 �`�00 - 16LF-8" PVC SDR35 @ 1.00% I \ N:174,207.84 \ E:1,297,554.29 �o g 5 doop I °O \ RIM:22.31 TC-23.31 \\I 4 R o IE:17.77 12" SW (IN) I I 3LF-8" PVC SOR35 @ 1.16% 1 / IE:17.77 12 N (OUT) F.F. -24. 04 22.81 � T�\\ C RDC005, 8 CO a�D ° i 0 I 23 o II I 0 / I N:174,205.94 24,E C-RDCO02, 8" CO I i 1/ \ / E:1,297,521.61 © TC=23 �'� N:174,193.27 STORM CATCH BASIN I \ / I C-RDCO03, 8' CO RIM:22.75 Q BC, 22 08 © A� TYPE I o � • 58 E:1,297,375.73 _ I N:174,161.19 RIM:22.95 I I i / ,p / IE:14.48 8 SW (IN) Q I / E:1,297,406.32 C-RDC004, 8" CO IE:14.48 8" N (OUT) IE=19.65, 12"CPP N I RIM: N:174158.89 ti s I IE:16.39 8" N (IN) / / IE:16.39 8" SE (OUT) IE=19.76, 12"CPP E L6 / III i / IL / IE:15.95 8" NW (IN) E:1,297,502.04 � IE=19.76, 12 CPP S Q N I I I / IE:15.95 8" E (OUT) RIM: 22.90 Q / / �� % 35 IE=20 38 6 PVC W zo I 1 \ 1po I IE:14.99 8" W (IN) 44LF-8* PVC SDR35 (� 1. I I � - \ / 1� I IE:14.99 8 NE (OUT) 4 o I TC=23.50 ' TC=23.50 00 4 2 96LF-8" PVC SDR35 @ 1.00% `30 BC=23.00 CB01, TYPE 1 ( A � BC=23.00 - 0 - - _ _ _ _ N:174,164.51 I I I / \\ p RD ---- RD RD RD E:1,297,393.13 I / \ \ 1 I , 0 CB04, TYPE 1 , STORM ( RIM:22.50 \ \ \ " /1.61117.I / N N:174,161.78 TYP/ 69LF-12 DIP RIME I IE:20.30 12" S (OUT) ASP HAL I\ r I �/ \\ I c�0� )/&8" OAK E:1,297,530.85 ' I � \ \ I / 1 ' /, � L EIM:8.1 312" SW (IN) IE=20.28, 6"PVC W L ' I i I �,b- 1-b \ �, �� IE:18.13 12" NE OUT IE=20.02, 12 CPP N ti 13 ❑9 i\ '`L / TI=22.80 \ TI-22.80 11 O�O°I° (OUT) I 131=22.75 F_ 13I=22.50co I , , 42" ' 22 if- 6TC�2 TC=23.55� 1 / �220 0' BC-23.09 /��. O� \ IL _J w 0 22$a I I L J \Iiii �'�� -"WATER LINE„ 4qn4LF-1" PVC SCH40 @ 12.69% 11 DDCVA PUMP STATION, N:174,098.95 HALT E:1,297,370.30 RIM: 20.50 IE:20.40 1" N (IN) -� IE:20.40 1" E (OUT) 11$ 30LF-1" PVC SCH40 @ 1.26 CB02, TYPE 1 yti N:174,095.54 a E:1, 297, 400.55 TELEPHONE RIM: 22.18___-_---� RISER IE:19.18 12" N (IN) VHPI F - IE:20.02 1" W (IN) IE:19.18 12" E (OUT) I I-LL.UV BI=22.24 t9 CB03, TYPE 1 N:174,097.98 E:1, 297, 440.07 !, RIM:21.62 N IE:18.90 12" W (IN) �P-(��IE:18.90 12" NE (OUT) 'CII DIP @ 0.70% ETC=22.77 4 � , Q��o�o� BC=22.27 k� L tt,,� �o 11 vJ '`V 41 GRADING AND STORM DRAINAGE PLAN (PRIVATE) SCALE: 1"=20' SURVEYED: SCALE: VERTICAL: NAVO 1988 AS NOTED HORIZONTAL: NAD 1983/1991 DESIGNED: DKM/RJJ • Call 811DRAWN: KLK/ DKM ONE INCH • ® two business days CHECKED: AT FULL SCALEDCD �ATU M you dig APPROVED: IF NOT ONE INCH before y g N0. REVISION BY DATE APPR SCALE ACCORDINGLY DCD NORTH HORIZONTAL SCALE: 1"=20' 20 0 20 40 CITY OF R RENTON vugv Planning/Building/Public Works Dept. LEGEND PROPOSED FEATURES - SD STORM DRAIN PIPE, INSTALL PER STD PLAN 220.00 OR 220.10/C3.3C, AS APPROPRIATE - ROOF DRAIN PIPE, INSTALL PER STD PLAN 220.00 OR 220.10/C3.3C, AS APPROPRIATE - GRADE BREAK TYPE 1 CATCH BASIN, PER STD PLAN 200.00/C3.3C TYPE 2 CATCH BASIN, PER STD PLAN 201.00/C3.3C ROOF DRAIN CLEANOUT, PER STD PLAN 226.00/C3.3C 101 I■ 9 GENERAL NOTES 1. SEE APPLICABLE GRADING AND STORM DRAINAGE NOTES ON C3.2C 2. SLOPES NOT TO EXCEED 3H:1V 3. TYPE 1 CATCH BASINS SHALL BE TOPPED WITH LOCKING SOLID LIDS PER STD PLAN 204.10/C3.4C, UNLESS OTHERWISE NOTED 4. TYPE 2 CATCH BASINS SHALL BE TOPPED WITH LOCKING SOLID LIDS PER STD PLAN 204.40/C3.4C, UNLESS OTHERWISE NOTED 5. CONTRACTOR TO FIELD -VERIFY LOCATION OF EXISTING UTILITIES. 6. SEE ROOF DRAINAGE SYSTEM PROFILES ON SHEET C3.6C 7. SEE STORM DRAINAGE SYSTEM PROFILES ON SHEET C3.7C 8. STORM STRUCTURES SHALL BE INSTALLED PER STD PLAN 202.00/C3.3C 9. SEE LIFT STATION ELEVATIONS ON SHEET C3.9C KEY NOTES INSTALL LOCKING VANED GRATE PER STD PLAN 204.20/C3.4C INSTALL 5 OLDCASTLE STORMCAPTURE UNITS AS SHOWN PER 342/C3.5C 3� INSTALL OLDCASTLE BIOPOD BIOFILTER VAULT PER 340/C3.5C R� ROOF DOWNSPOUT PER DETAIL 300/C3.3C 5� FIELD LOCATE AND CONNECT TO EXISTING STORMWATER SYSTEM INSTALL CONTECH INLINE CDS PER 341 /C3.5C 7� RESTRICTOR TEE FOR SPILL CONTROL PER STD PLAN 237.00/C3.3C R__:�:_ INSTALL SUMP PUMP PER DETAIL 320/C3.4C INSTALL CONTROL STRUCTURE PER STD PLAN 237.00/C3.3C 10 UNDERGROUND OVERHEAD UTILITIES PER ELECTRICAL 11 FIELD VERIFY ELEVATION AND LOCATION OF EXISTING WATER MAIN. IF CONFLICTS OCCUR BETWEEN THE EXISTING WATER MAIN AND THE PROPOSED STORM SYSTEM, NOTIFY THE ENGINEER �D sitts&hill p� uF w �`9G I 4C rJ1 CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD 46449 4 ��ic�Str+ISTE1�' 'k� �!4 Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM SIpNpL �� 4M. R-422941 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SURFACE WATER UTILITY U&411r4*4 Wanders 05/08/2023 J Farah 05/08/2023 BROTHERTON CADILLAC - RENTON DATE: FIELDBOOK: PAGE: DRAWING NO: GRADING AND STORM DRAINAGE PLAN C3.0C (PRIVATE) SHEET: 15 OF:39 N T O O N "i1 N T O O N Q J LO O O N N A u L; i Q z w A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn RIM=22.06 0 _, SD', ° .. _w , UNWHY LINK WtSI ' CV IE=19.91, 8 D.I. N °2 s �k sD ''� _ - w :'I- - 2�AS N IE=16.44, 6"PVC E x ti' sD w - ��1� s GAS IE=16.36, 6"PVC W a AS HALT w As = s I � 2+46 _GAS o „NO PARKING" -23_ SD. o� _ - w -N i 2T�'I �� 7 °_ ss �� _ _ _ - - - - - - - GAs GAS N:174,13 .93 �� sD: a . a _ _ w - a S■ " " _ - p _ GAS E:1,297,595.31JCE "NO PARKING" gP SD ._. _ _ w - s _ s� ' 2� 2+p _ GAs CHAiiv� •. - - I w o „NO PARKING" 5 e _ - S J - 2 7'S '6 - BP gP a� _ _ _ w w I 2-� - - 23 x ti-S IORM VAULT W/OIL WATER SEPARA TOR P w - 22- - - �8 � ss _ �� o TEL - 3 LIDS. UNABLE TO OPEN 2 OUTER LIDS _�ASPHALT 2� TEt RIM=24.08 Sig TOP OF BAFFLE=21.78 BP �° SS �� TELL TOP OF VERT. TEE=21.55, 'o / - SS - i i p L TEL - /Lu s �22 5� z BOTT. OF VERT. TEE=18.58, 12 PVC W Sstir ' - QE - ti TOP OF PIPE=20.9f, 12"PVC E, ss UNABLE TO MEASURE IE ss ❑ / x SSWATER LEVEL=19.98 �'y TE - / Q BOTT. OF STRUCT.=17.53 s 2 / _ 6 L �� 4E 4E1 SEE PROFILE 12TH FL ON SHEET C3.6C L / x 22 �? 2�� TO ESTABLISHED ELEVATIONS ON THE 2113 0+00 _ PROPOSED CURB AND GUTTER FLOWLINE. moo- TES x 22 I - I I \ / °T TPN 3340402755 AZULq PROPERTIES LLC N:174,341.05 N:174 341.62 \ \ Asa E-1,297,355.29 9 - (IS aS aS I ; ; ur,2 E:1,297,362.28 \"�S I Ias S / l 61 22.56 XG o I / \ o e `n Fo \� 22.93 x X tip' i ti6 \ I cn x \ \ C/) / ASPHALT k W I -tea I � �03 Ro o VACATEDREWNO n CITY 4668 5 R 707150313 STORM CATCH BASIN N199 E RIM=23.55 o - IE=18.02, 12 "CPP S f i I / / o )LE I - - 25¢ IE=17.97, 12 CPP W I i I I - - - y'Y;: 0 HOSE I 10' BAY _ = 818 12.36 I / DOOR FORCEMAIN E Py 1�01� 2396 2 TPN 33410402935 z BALLESTRASSE 2 ROY+REi+GLORIA EMPTY CONDUIT L0 o \ Q � 2X� &4X2 SD _ m C) 3.28 ; \ C:) \ / RD fig•. F F--24. 04_ x STORM CATCH TYPE I RIM=23.66 IE=19. 65, 12 "CPP N C, IE=19.76, 12"CPP E Lj 35° IE=19.76, 12 CPP S Q r, IE=20.38, 6"PVC W zo ( I - --- t- SDI STORM CATCH BASIN &8" OAK ' TYPE 1 7 55 ASPHAL �\ g I I // \\ I �� \\ I I / L RIM=22.55 I , IE=20.28, 6"PVC W IE=20.02, 12"CPP N ti 13 ❑9 I\ I I \ \ / I ; , r- -I \ GAP i \ I I- -I Q I I \ I L -I \I \ 22 zo I i , `� \ c� w / /I 1� \ - r "WATER LINE" Sp J SD RED "HAZARD" x CJ_ w x ti2 O w e o_ � N w / 6 HALT _ x tititi "NO PARKING"; _ w t.% �" ° NO �,� ° 1196 e$ TELEPHONE RISER VHOI F GRADING AND STORM DRAINAGE PLAN (PUBLIC) SCALE: 1"=20' • Call 811 • ® two business days before you dig NO. REVISION SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE APPR APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVO 1988 HORIZONTAL: NAD 1983/1991 DATUM NORTH HORIZONTAL SCALE: 1"=20' 20 0 20 40 CITY OF R RENTON vugv Planning/Building/Public Works Dept. LEGEND PROPOSED FEATURES - SD STORM DRAIN PIPE, INSTALL PER STD PLAN 220.00 OR 220.10/C3.3C, AS APPROPRIATE - ROOF DRAIN PIPE, INSTALL PER STD PLAN 220.00 OR 220.10/C3.3C, AS APPROPRIATE - GRADE BREAK TYPE 1 CATCH BASIN, PER STD PLAN 200.00/C3.3C TYPE 2 CATCH BASIN, PER STD PLAN 201.00/C3.3C ROOF DRAIN CLEANOUT, PER STD PLAN 226.00/C3.3C f:7l I■ 9 GENERAL NOTES 1. SEE APPLICABLE GRADING AND STORM DRAINAGE NOTES ON C3.2C 2. SLOPES NOT TO EXCEED 3H:1V 3. TYPE 1 CATCH BASINS SHALL BE TOPPED WITH LOCKING SOLID LIDS PER STD PLAN 204.10/C3.4C, UNLESS OTHERWISE NOTED 4. TYPE 2 CATCH BASINS SHALL BE TOPPED WITH LOCKING SOLID LIDS PER STD PLAN 204.40/C3.4C, UNLESS OTHERWISE NOTED 5. CONTRACTOR TO FIELD -VERIFY LOCATION OF EXISTING UTILITIES. 6. SEE ROOF DRAINAGE SYSTEM PROFILES ON SHEET C3.6C 7. SEE STORM DRAINAGE SYSTEM PROFILES ON SHEET C3.7C 8. STORM STRUCTURES SHALL BE INSTALLED PER STD PLAN 202.00/C3.3C 9. SEE LIFT STATION ELEVATIONS ON SHEET C3.9C KEY NOTES INSTALL LOCKING VANED GRATE PER STD PLAN 204.20/C3.4C 2� INSTALL 5 OLDCASTLE STORMCAPTURE UNITS AS SHOWN PER 342/C3.5C 3� INSTALL OLDCASTLE BIOPOD BIOFILTER VAULT PER 340/C3.5C R� ROOF DOWNSPOUT PER DETAIL 300/C3.3C 5� FIELD LOCATE AND CONNECT TO EXISTING STORMWATER SYSTEM INSTALL CONTECH INLINE CDS PER 341 /C3.5C RESTRICTOR TEE FOR SPILL CONTROL PER STD PLAN 237.00/C3.3C INSTALL SUMP PUMP PER DETAIL 320/C3.4C INSTALL CONTROL STRUCTURE PER STD PLAN 237.00/C3.3C 10 UNDERGROUND OVERHEAD UTILITIES PER ELECTRICAL 11 FIELD VERIFY ELEVATION AND LOCATION OF EXISTING WATER MAIN. IF CONFLICTS OCCUR BETWEEN THE EXISTING WATER MAIN AND THE PROPOSED STORM SYSTEM, NOTIFY THE ENGINEER C d w9 O of � �•�, V t 05 46449 4 SSf ONAL sitts&hill I CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422942 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 BROTHERTON CADILLAC - RENTON DATE: FIELDBOOK: PAGE: GRADING AND STORM DRAINAGE PLAN C3. 1 C (PUBLIC) SHEET: 16 OF: 9 N T O O N ,i1 N T O O N Q J 0 O N N A u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON DocDSlgn Envelope ID: 3B1BMD3-TEOA-476C-AD03-4329FFEOCI08 SURFACE WATER STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE DRAINAGE PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT, THE APPLICANTOR OWNER, HEREBY REFERRED TO AS APPLICANT. MAW STRINE CUT IRRELEVANTH(,ITES IF NOT APPLICABLE TO THE PROJECT, HOWEVER, THE APPLHCANTT SHALLNNDT RENUMBER NOR EDTTTHE REMAINING NOTES_ IF ADDITIONAL NOTES ARE NEEDEDFOR SPECIFIC ASPECTS, THEY SHALLBE ADDED AFTER THE SURTAICE WATER STANDARD PLAN NOTES. 1 BEFORE ANYCONSTROCTION OR DEVELOPMENT ACTIVITY COXRS.A PREApDWSTRUCTIOM MEETINGSkAJA BE 141ELD AMONG THE CITY OF RENTON HEREBY REFERRED TD AS THE CRY. THE APPLICANT. AND THE APPLICANTS CONTRACTOR 2. THE APPLICANT SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY CITY, STATE. AND FEDERAL PERMITS PRIOR TO CONSTRUCTION. 3. ALL STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWUMI RENTON MUNACIPAL CODE 1RMCI, AND THE STAWMRO SPECIFICATIONS FUR ROAD. BRIDGE AND MUNICIPAL 0ONSTRu011bN PREPARED BY WSOOT AND THE AMEAICAH PUBLIC WORKSASSOCIATTON IAPWA]. IT SHALL BE THE SOLE RESPONSIBILITY OF THE APPLICANT rb CORRECTANY ERROR, OMISSION. OR VARIATION FROM THE ABOVE REQUIREMENTS FOUND IN THE PLANS. ALL CORRECTIONS SHALL BE AT NC ADDITIONAL COST TO THE CITY, 4. APPROVAL OF THE ROAD, GRADING, PARKING, BUILDING, AND DRAINAGE PLAN DOES NOTCONNSTITUTE AS APPROVAL OF ANY OTHER CONSTRUCTION (EG. WATER, SEWER- GAS, ELECTRICAL. ETC.) PLANS FOR STRUCTURES SUCH AS BRIDGES, VAULTS, AND RETAINING WALLS REQUIRE A SEPARATE REVIEW AND APPROVAL BY THE CITY PRIOR TO CONSTRUCTION. THE SURFACE WATER DRAINAGE SYSTEM SHALL BE WNSTRUCTEDACCORDING TO THE APPROVED PLANS ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE COORDINATION FOLLOWED BY WRITTEN APPROVAL FROM THE CITY. 5. A COPY OF THE APPROVED PLANS SHALL BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. N. THE LOCATIONS OF ALL EIIISTUIG LITIUTIESSHOWN HEREON HAVE BEEN ESTAALISMEO BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHALL THEREFORE BE CONSIDERED APPROKIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE APPLICANT ANDTHE APPLICANTS CONTRACTOR TO INOEPENDENILY VERIFY THE ACCURACY OF ALL UTILITY LOCATICNS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER U71LITIES NOT $IHQWN HEREON THAT MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. TIC APPLICANT $MALL RECORD ON THE AS -BUILT DRAwIHGS ALL UNDOCUMENTED UTILITIES DISCOVERED AND ANY CHANGES TDTHE APPROVED PUNS. THE APPLICANT SHALL IMMEDIATELY NOTIFY THE ENGINEER OF RECORD IF CONFLICTOUSTS. 7. VERTICAL DATUM SKNLI BE NAVD 08 AMC HORIZONTAL DATUM SHALL BE NAD B3 (WA STATE PLANE, NORTH). UNLESS OTHERWISE APPROVED BY THECITY. REFERENCE BENCFIMARK, DATUM. ANDEUE)'ATIONS SHALL BE NOTED ON THE PLANS. B. ALL UTILITY TRENCH BACKFILL AND ROADWAY SUBGRADE SHALL BE COMPACTED TO 9S%MAxIMulm DAY DENSITY PER SECTION 2-W.N147D-COI AND MOISTURE CONTROL TESTS OF THE WSDOT STANDARD SPEO CATIONS. IN PERUSABLE PAVEMENT AND OTHER INFILTRATION AREAS, ALL TRENCH BACKFILL SHALL BE FIRM AND UNYIELDING BUT IN NO LASE SMALL BE COMPACTED TO MORE THAN 92%OF MAXIMUM URY DENSITY. 9. OPEN CUTTING OF EXISTING ROADWAYS FOR STORM DRAINAGE WORK IS NOT ALLOWED UNLESS SPECFICALLY APPROVED BY THE CITY AND NOTED ON THESE APPROVED PLANS. ANY OPEN CUTSHALL BE RESTORED IN ACCORDANCE WITH THE CITY TRENCH RESTORATION STANDARDS. TO. ,ALL PIPE ANDSTRUCTURES SHALL BE STAKED FOR SURVEY LINE AND GRADE PRIOR TOTHE STARTOF CONSTRUCTION_ WHERE SHOW14ON THE PLANS OR WHERE DIPECTED BY THE CITY, THE EXISTING MANHOLES- CATCH BASINS. OR INLETS SHALL BE AO.AJSTED TO THE GRADE AS STAKED. 11 ALL FLOW CONTROL FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIORTO, OR IN CONJUKTIC"VM..ANY CONSTRUCTION ACTIVITY UNLESS OTHERWISE APPROVED BY THE CITY. 12. ALL PIPE ANDAPPURTENANCES WALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN ACCORDANCE WITH TILE CURRENT $TATE OF WA$HINGTgN STANDARD SPECIFICATION FOR ROAD AND BRIDGE CONSTRUCTICH_ THIS SHALL INCLUDE NECESSARY LEVFTINGOF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED DEDCING MATERIAL TO LNWORM GRADE 30 THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE. UNYIELDING BASE, ALL PIPE BEDDING AND BACKFILL GFL LL BE AS SHOWN ON THE CITY STANDARD PLAN 2NEWE 220,10, AND 22"0_ 13. STEEL PIPE MALL BE ALLLMINEED, OR GALVANIZED WITH ASPHALT TREATMENT 1, 2, OR S INSIDE AND OUTSIDE. 1 ALL DRAINAGE STRUCTURES SUCH AS CATCH BASINS AND MANHOLES SHALL BE FITTED NTH DUCTILE IRON. BOLTLOCKOG UIDS PER THE CITY STANDARD PLAN 204..1 D, 23420, 204.30, 204.40, AND 2D4,60. STRUCTURES SHALL HAVE; • RECTANGULAR OR ROUND. SOLID LIDS WHEN NOT OOLLECTINO RUNOFF. AND OUTSICE OF THE ROADWAY • ROUND. SOLID LION WHEN NOTCULLECTING RUNOFF, AND LOCATED WITHIN THE ROADWAY, BUT ULTSIUE OF THE CURBJGUTTEH LINE. . ROUND, SOLID LIDS OISPLAYVNG THE CITY LOGO WHEN WITHIN THE PUBLIC MN fr-CIF-WAY OR IN AN EASEMENT TO THE CITY. PRIVArE STRUCTURE LIDS OUTSIDE PUBLIC RIC41T-OF-WAY AND CASEMENTS TO THE CITY SHALL NOT DISPLAY THE CITY LOGO. V, BUILLTN4ii$ AND OTHER STRUCTURES SHALL BE PLACED IN ACCORDANCE WITH TABLE 4,1 EASEMENT WIDTHS AMDOVILOING SETBACKS LINES OF THE RE14TON 6WOM. 16. LIDS OF MANHOL>ESNCATCH BAMIN5 WITHIN PUBLIC RICW-QF-WAY SHALL NOT BE ADJUBTEC TO FINAL GRADE UNTIL AFTER PAVING, ALL MANHOLEJCATCH BASIN RIMS SMALL BE ADJUSTEO TO BE RUSH WITH FINAL FINISACD GRADES, UNLESS OTHER W IS€ SHOWN. 17. ALL DRIVEWAY CULVERTS LOCATED WITHIN CITY RIGHT-OF-WAY SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EOCE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH, UNLESS MHEMVIsE NdTEO, DRAWING CS not IL'• _ca-t I%l NI Admftk STD. PLM - 2671.00 PUBLIC WORKS SURFACE WATER STANDARD PLAN NMaTu�Oy' DEPARTMENT NOTES (1 OF 2) actin Pastucha8/13/2020 fajfi c. ;: u"Alk 18:48 DocuSlgn Envelope ID: 3B1B34D3-TEOA-476C-ADB3-4329FFEOCI08 SURFACE WATER STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING OF GENERAL NOTES THAT SHALLDE INCORPORATED IN THE DRAINAGE PLAN SET.ALL THE NOTESON THE LISTMAY NOT PERTAIN TO EVERY PROJECT, THE, APPLICANT OR OWNER HEREBY REFERRED TO AS APPLICANT, MAY STMSE CUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT, HOWEVER, THE APPLICANT SHALLNDT RENLWBER NOR Mr -THE REMAINING NOTES. F ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE SURFACE WATER STANDARD PLAN NOTES. 18- ROD( FOR ERASION PROTECTION OF ROADSIDE DITCHES. WHERE REOIAIRED. SMALL BE Or SOUND QUARRY ROCK PLACED TO A MINIMUM DEPTH OF ONE (1) FOOT AND SHALL MEET THE FOLLOWING SPECIFICATIONS: • 4-5 INCH POCK 140-70%PASSING; • 2.4 INCNM ROC1:130.40% PASSING: AND • LESS THAN 24NCM ROCK N 10 - 2U% PASSING. 19. FOOTING DRAINAGE SYSTEMS AND ROOF DOWNSPOUT SYSTEMS SHALL NOT BE INTERCONNECTED AND SHALL SEPARATELY CONVEY COLLECTED FLOWS TO THE CONVEYANCE SYSTEM OR FLOW COHTAOL FACILITY ON THE SITE. UNLESS APPROVED BY THE CITY. FOOTING DI SHALL NOT BE OOMINECTED TO ON -SITE IMPS, 20. THE END OF EACH STORM DRAIN STUB SHALL BE CAPPED. A UEANOIJT TOPPED WITHA BOLT -LOCKING LID MkRKED'S70F[M' OR "DRAIN' SHALL BE LOCATED AT THE PROPERTY LINE OR AT THE POINT OF CONNECTION Of A PRIVATE STORM DRAINAGE CONVEYANCE SYSTEM PER THE CITY STANDARD PLAN 227.09. 21. ALL STORM SYSTEM EXTENSIONS SHALL BE STAKW FOR LINE AND GRADE SY A SURVEYCR LECIENS601N WASHINGTON STATE. AND CUT SHEETS SHALL BE PROVIDED TO THE CRY PRIOR TO CONSTRUCTION_ 22- ALL NEV&Y.INSTALLED AND NEWLYACKABILITATEO (PUBLIC AND PRIVATE) STORM CONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCORDING TO THE CITY STANDARD PLAN 290.00. OGTV INSPECTIONS AND REPORTS SHALL BE SUBMITTED TO THE CITY PRIORTO RECEIVING APPROVAL TO INSTALL PROJECT CURBS. GUTTERS ANWOR PAVIIII. 23. ALL STORM SYSTEMS AND CONNECTIONS TO EXIST1 NG MAINS SHALT BE TESTED 04 ACCORDANCE WITH SECTION 7-04.311) OF THE WSEOT STANDARD SPECIFICATIONS AND IN THE PRFSENOE OF A RFPRESENrATIVF OF THE CITY STORM DRAIN STUDS SHALL RE TESTED FOR ACCFPFANOE AT THE SAME TIME THE MAW. STORM IS TESTED. 24. FOR ALL DISTURBED PERVIOUS AREAS jCOMPACTED, GRADED. LANDSCAPED. ETC.) OF THE DEVELOPMENT SITE, TO MAINTAIN THE MOISTURE CAPACITY OF THE SOL EITHER STOCKPILE AND REDISTRIBUTE THE EIVSTING DUFF LAYER AND NATIVE TOPSOIL OR AMEND THE SOIL WITH COMPOST IN ACCORDANCE WITH STANDARD PLAN 2S4 00. 2n ISSUAWEOF THE BUILD MOOR CONSTRUCTION PERMITS BY THE CITY DOES NOT RELIEVE THE APPLICANT OF THE CONTINUING LEGAL OBLIGATION A WOR LIABILITY CONNECTED WITH STCFUJWATER DISPOSAL. THE CITY DOES NOT ACCEPT ANY OBLIGATION FOR THE PROPER FUNCTIONING AND MAINTENANCE OF THE STORM SYSTEM PROVIDED DURING CONSTRUCTION. 26. ADEQUATE SAFEGUARDS, SAFETY DEVICES, PROTECTIVE EQUIPMENT.. FLAGGERS, AND ANY OTHER ACTIONS NEEDED TO PROTECT THE LIFE, HEALTH, AND SATINY OF THE PUBLIC AND TO PROTECT RTOPEnTY IN CONNECTION WITH THE PERFORMANCE OF WORK SHALL BE PROVIDED. ANY WORK WITHIN THE TRAVELED RFGHT-0E-WAY THAT MAY INTERRUPT NORMAL TRAFFIC FLOW SHALL REQUIRE ATRAFFICCUNTROL PLAN APPROVED BY THE CITY. ALL SECTIONSOF THE W$WT STANDARD SPECIFICATIONS 1.10 TEMPORARY TRAFFIC CONTROL SMALL APPLY. 27- PROJECTS LOCATED WITHIN THE CITYS AQUIFER PROTECTION AREA (APAI SHALL COMPLY WITH SPECIAL. REQUIREMENT MB OF THE RENTON SWDM AND AQUIFER PROTECTION REOULATIONO 4RMCA-5-Ml. M. PLACEMENT OF SURFACE APPURTENANCES (CATCH EASINLMANHOLE LIDS, CLEANOUTS. INLETS. ETC.) IN THE STREET TRAVEL LAME WHEEL PATH, INTERSECTIONS OF STREET TRAVEL LANES, BIKE LANES. SIDEWALKS. AND CROWWALKS SHALL BE AVOIOEC WHENEVER POSSIBLE, ANY SURFACE APPURTENANCE PLACED IN A SICEIVALK CR CROSSWALK,%HALL OF FITTED WITH A NONSLIP OR NONSKED LID PER ADARPQUIREMENTS. 29. CLEARLY LABEL PUBLIC AND PRIVATE SYSTEMS ON THE PLANS. PRIVATE SYSTEMS SHALL BE MAINTAINED BY THE APPLICANT. 30 MINIMUM CCVER OVER STORM CIRANA43E PIPE SHALL CONFORM TO TABLE 41.1A2 OF THE RENTON SWDM 31 CONSTRUCTED PERMEABLE PAVEMENT SHALL BE PERMEABLE ENOUGH TO ABSORB WATER AT A MINIMUM RATE OF 20 INCHES PER HOUR IMMEDIATELY AFTER THE PAVEMENT SLRFACE HAS BEEN WETTED CONTINUCULISLY FOR AT LEAST 10 MINUTES. COMPLIANCE WITH THIS MINIMUM RATE SMALL BE CHECKED PRIOR TO CONSTRUCTION APPROVAL OF THE PAVEMENT. COMPLIANCE MAY BE CHECKED USING A SIMPLE BUCKET TEST IN WHICH 5 GALLONS OF WATER IS POURED CNTO THE PAVEMENT SURFACE ALL AT ONCE- IF ONLY A MINOR AMOUNT OF WAIER.PONDS OR RUNS OFF THE SURFACE. THEN THE PAVEMENT IS CONSIDERED TO MEET THE MINIMUM RATE OF ABSORPTION, AT LEAST LINE TEST SHALL BE CONDUCTED PER 1,M6 SCUAAE FEET OF PERMEABLE PAVEMENT. IF THIS TEST IS NOT CONCLUSIVE„ THEN ANOTHER TEST PER ASTM C17D1 SHALL BE CONDUCTED. FOR LARGE AREAS 4E.G.. PARKING AREAS). TESTING OBSERVATION MAY BE ACCOMPLISHED WHILE WALKING BEHIND A SLOWLY MOVING WATER TRUCK DISCHARGING WATER AT A RATE SIMILAR TO THE BUCKET TEST PERMEABLE PAVERS SHALL BE TESTED USING ASTM C77$1 UNI-MI RIHMW SE NUI ED, UKAWIILG. IS NOT II950ALE INI3I T0. PLAN - 26710 V*R]g� PUBLIC WORKS SURFACE WATER STANDARD PLAN W."Wo S W. DEPARTMENT NOTES (2 CALF 2) LVI=L�Awl'ctin PI,astL chk13/2020 mtopv °iAl6 • Call 811 two business days before you dig NO. REVISION STORM PIPE NOTES STORM DRAIN (SD) GRAVITY SYSTEM SHALL BE CONSTRUCTED OF THE FOLLOWING MATERIALS AND AS NOTED ON PLANS: 1. CORRUGATED POLYETHYLENE PIPE (CPEP) AND FITTINGS: SHALL BE DUAL WALL AND COMPLY WITH WSDOT 9-05.20 REQUIREMENTS. 2. POLYVINYL CHLORIDE PIPE (PVC) AND FITTINGS: SHALL BE SOLID WALL AND COMPLY WITH WSDOT 9-05.12 REQUIREMENTS. 3. STORM DRAINS SHALL BE INSTALLED PER CITY OF RENTON STD PLAN 220.10 AND STD PLAN 220.20. 4. GRAVITY STORMWATER SYSTEM SHALL BE LOW PRESSURE AIR TESTED IN ACCORDANCE WITH WSDOT STANDARD SPECIFICATION 7-04.3(1)F. AT THE OWNER'S DISCRETION, PIT DRAINS, MANHOLES, VAULTS OR OTHER ANCILLARY PIPE SYSTEMS MAY BE HYDROSTATICALLY TESTING TO THE OWNER'S SATISFACTION (E.G. PLUG PIPES, FILL STRUCTURE TO SET ELEVATION WITH WATER, AND OBSERVE WATER LEVEL DEVIATION OVER A SET PERIOD OF TIME). I0:C9_\%IIXLlILl[QI 1. EXCAVATE TO ELEVATIONS, LINES AND GRADES INDICATED TO NOT MORE THAN 1/2-INCH ABOVE OR BELOW THAT REQUIRED. 2. SLOPE SIDES OF EXCAVATION AS INDICATED OR COMPLY WITH LOCAL CODES AND ORDINANCES HAVING JURISDICTION, WHICHEVER IS MORE STRINGENT. SHORE AND BRACE WHERE SLOPING IS NOT POSSIBLE BECAUSE OF SPACE RESTRICTIONS OR STABILITY OF MATERIAL EXCAVATED. 3. STOCKPILE SATISFACTORY EXCAVATED MATERIALS WHERE DIRECTED UNTIL REQUIRED FOR BACKFILL OR FILL. PLACE, GRADE AND SHAPE STOCKPILES FOR PROPER DRAINAGE. LOCATE AND RETAIN SOIL MATERIALS AWAY FROM EDGE OF EXCAVATIONS. 4. DISPOSE OF EXCESS SOIL AND UNSUITABLE SOIL MATERIAL OFF -SITE AS DIRECTED. SUBGRADE PREPARATION NOTES SUBGRADE BELOW PAVEMENT: SUBGRADE PREPARATION: ALL SOIL SUBGRADES SHOULD BE THOROUGHLY COMPACTED, THEN PROOF -ROLLED WITH A LOADED DUMP TRUCK OR HEAVY COMPACTOR. ANY LOCALIZED ZONES OF YIELDING SUBGRADE DISCLOSED DURING THIS PROOF -ROLLING OPERATION SHOULD BE OVER EXCAVATED TO A MAXIMUM DEPTH OF 12 INCHES AND REPLACED WITH A SUITABLE STRUCTURAL FILL MATERIAL. ALL STRUCTURAL FILL SHOULD BE COMPACTED ACCORDING TO THE GEOTECHNICAL ENGINEERING REPORT RECOMMENDATIONS GIVEN IN THE STRUCTURAL FILL SECTION. SPECIFICALLY, THE UPPER 2 FEET OF SOILS UNDERLYING PAVEMENT SECTION SHOULD BE COMPACTED TO AT LEAST 95 PERCENT MAXIMUM DRY DENSITY (BASED ON ASTM D-1557), AND ALL SOILS BELOW 2 FEET SHOULD BE COMPACTED TO AT LEAST 90 PERCENT. COMPACTION NOTES 1. CONTROL SOIL COMPACTION DURING CONSTRUCTION PROVIDING MINIMUM PERCENTAGE OF DENSITY SPECIFIED FOR EACH AREA CLASSIFICATION. PERCENTAGES ARE RELATED 9.48 TO MAXIMUM DRY DENSITY AS MEASURED IN CONFORMANCE WITH ASTM D 1557. 2. COMPACT TOP 12-INCHES OF SUBGRADE (24-INCHES UNDER PROPOSED DRIVING SURFACES) TO 95-PERCENT OF MAXIMUM DRY DENSITY UNDER PAVEMENTS AND GRAVEL SURFACING. 3. WHERE SUBGRADE OR LAYER OF SOIL MATERIAL MUST BE MOISTURE CONDITIONED BEFORE COMPACTION, UNIFORMLY APPLY WATER TO SURFACE OF SUBGRADE OR LAYER OF SOIL MATERIAL TO PREVENT FREE WATER APPEARING ON SURFACE DURING OR SUBSEQUENT TO COMPACTION OPERATIONS. REMOVE AND REPLACE, OR SCARIFY AND AIR DRY, SOIL MATERIAL THAT IS TOO WET TO PERMIT COMPACTION TO SPECIFIED DENSITY. SOIL MATERIAL THAT HAS BEEN REMOVED BECAUSE IT IS TOO WET TO PERMIT COMPACTION MAY BE STOCKPILED OR SPREAD AND ALLOWED TO DRY. ASSIST DRYING BY DISKING, HARROWING OR PULVERIZING UNTIL MOISTURE CONTENT IS REDUCED TO SATISFACTORY VALUE. SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY GRADING AND DRAINAGE NOTES 1. PROVIDE 12" MINIMUM VERTICAL AND 7' (10' FROM WATER) MINIMUM HORIZONTAL CLEARANCE (OUTSIDE SURFACES) BETWEEN STORM DRAIN PIPES AND OTHER UTILITY PIPES AND CONDUITS. FOR VERTICAL SEPARATION SMALLER THAN 12" AT ANY CROSSINGS, ETHOFOAM PAD SHALL BE PROVIDED. 2. CONTRACTOR AND/OR SURVEYOR SHALL CALCULATE PIPE SLOPES BASED ON THE INVERT ELEVATIONS SHOWN ON THE PLANS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF ANY DISCREPANCIES PRIOR TO FIELD STAKING AND CONSTRUCTION. 3. CONTRACTOR TO FIELD VERIFY HORIZONTAL LOCATION OF CATCH BASIN STRUCTURES WITH RESPECT TO CURBING/CONCRETE PADS PRIOR TO CATCH BASIN PLACEMENT. PARTIAL STAKING OF CURBS/PADS AT TIME OF CATCH BASIN STAKING MAY BE NECESSARY. 4. ALL STORM DRAINAGE PIPING SHALL BE GASKETED AND WATERTIGHT. 5. PIPE COVER FOR LINED POLYETHYLENE PIPE (CPEP) SHALL BE 2' MINIMUM. 6. PIPE COVER FOR POLYVINYL CHLORIDE PIPE (PVC) SHALL BE 3' MINIMUM. �1-AD C. O� of WAI � f r � _ T 46449 Q SS�nNAI �M. 6 1sitts&hill I CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422943 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING A018t&�' IL Wanders 05/08/2023 . %jl DATE: VERTICAL: HORIZONTAL: NAD 1983/1991 y NAVD • CITY 0F BROTHERTON CADILLAC - RENTON 3/1 � ' ! FlELDBOOK: RENTON PAGE: • DRAWING NO: DATUM Planning/Building/Public works Dept. GRADING AND STORM DRAINAGE NOTES C3.2C (PRIVATE AND PUBLIC) SHEET: 17 OF:39 lzt N T O O O I N N It '11 L0 N T O O O I N N Q ZD J LO ( It O O N N A, u DocuSign Envelope ID: 6EEC F566-602A-4E4A-6436-A317AA638878 TRENCH WIDTH, SEE NOTE 3 PIPE ZONE BEDDING AND T BACKFILL, SEE NOTE 4 T 6" O.D. FOUNDATION LEVEL 6" FOUNDATION MATERIAL, IF REQUIRED, SEE NOTE 5 CIRCULAR PIPE TRENCH WIDTH, SEE NOTE 3 r PIPE ZONE BEDDING AND SPAN BACKFILL, SEE NOTE 4 7 RISE FOUNDATION LEVEL RIGID PIPE NOTES: 1. PIPE COMPACTION LIMITS SHOWN ON THIS PLAN ARE FOR PIPE CONSTRUCTION IN AN EMBANKMENT. FOR PIPE CONSTRUCTION IN A TRENCH, THE HORIZONTAL LIMITS OF THE PIPE COMPACTION ZONE SHALL BE THE WALLS OF THE TRENCH. 2. O.D. IS EQUAL TO THE OUTSIDE DIAMETER OF A PIPE OR THE OUTSIDE SPAN OF PIPE -ARCH. 3. SEE STANDARD WSDOT/APWA SPECIFICATIONS SECTION 2-09.4 FOR TRENCH WIDTH. 4. PIPE ZONE BEDDING AND BACKFILL MATERIAL SHALL BE PLACED IN 6" LOOSE LAYERS AND COMPACTED TO 95 % MAXIMUM DENSITY. 5. EXCAVATE UNSTABLE MATERIAL DOWN TO FIRM SOIL AND REPLACE WITH FOUNDATION MATERIAL CLASS A OR B PER STANDARD WSDOT/APWA SPECIFICATIONS SECTION 9-03.17. F77�GRAVEL BACKFILL FOR PIPE ZONE BEDDING (WSDOT 9-03.12(3)) OR MAINTENANCE ROCK (WSDOT 9-03.9(4)) FOUNDATION MATERIAL, IF REQUIRED, SEE NOTE 5 6" MINIMUM ALLOWED IN ZONE 1 PIPE TYPE COVER (FT) PUBLIC? PRIVATE? OF THE APA? CORRUGATED STEEL PIPE 20 YES YES YES SPIRAL RIB STEEL PIPE 2.0 YES YES YES PLAIN CONCRETE PIPE (PCP) 2.0 NO YES NO REINFORCED CONCRETE PIPE 1.0 YES YES NO (RCP) CORRUGATED OR SPIRAL RIB 2.0 YES YES NO ALUMINUM PIPE DUCTILE IRON PIPE 1.0 VES YES YES CIRCULAR PIPE DIAMETER MINIMUM DISTANCE BETWEEN BARRELS 12" TO 24" 12" 30" TO 96" DIAMETER 13 102" TO 180" 48" PIPE -ARCH SPAN MINIMUM DISTANCE BETWEEN BARRELS 18" TO 36" 12" 43" TO 142" SPAN/3 148" TO 199" 48" UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) Aoftk STD. PLAN - 220.00 • PUBLIC WORKS PIPE ZONE BEDDING AND APPR ED: 'ill DEPARTMENT COMPACTION -RIGID PIPE GAZ 9/28/2018 I d=Wo Adm i,t . DATE DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 CATCH BASIN FRAME AND VANED GRATE PER STD. PLAN 204.00 RECTANGULAR OR CIRCULAR ADJUSTMENT (TWO SECTIONS MAX.) MORTAR, (TYP.), SEE NOTE 5 7tSECTION 4" MIN. 28" MAX. 16" MAX. FLAT SLAB TOP 48", 54", 60" 72" B4" 96', 120" OR 144" SEE NOTE 61 TYP. 15' MAX. FOR MAINTENANCE STEPS OR LADDER 12" (TYP.) �o 1" MIN. "O" RING' 24" 2.5" MAX. � REINFORCING STEEL, (TYP.) , MIN. 12" MAX. ' 12+ a GRAVEL BACKFILL FOR PIPE ZONE 12" BEDDING PER WSDOT STD. SPECIFICATION SECTION 9-03.12(3) SEPARATE BASE INTEGRAL BASE PRECAST PRECAST WITH RISER NOTES: 1. NO STEPS ARE REQUIRED WHEN HEIGHT IS 4' OR LESS. 2. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE SLOPED TO FACILITATE CLEANING. 3. THE RECTANGULAR FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN. THE FRAME MAY BE CAST INTO THE ADJUSTMENT SECTION. 4. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 5. ALL GRADE RINGS, RISERS, AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 6. WHEN CONNECTING TO A NEW PIPE USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. 7. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 8. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 9. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. .• PUBLIC WORKS �R DEPARTMENT w z CATCH BASIN DIMENSIONS CATCH BASIN DIAMETER MIN. WALL THICKNESS MIN. BASE THICKNESS MAXIMUM KNOCKOUT SIZE MINIMUM DISTANCE BETWEEN KNOCKOUTS 48" 4" 6" 36" 8" 54" 4.5" 8" 42" 8" 60" 5" 8" 48" 8" 72" 6" 8" 60" 12"' 84' 1 8" 1 12" 72" 12" 96' 1 8" 12" 84" 12" 120" 10" 12" 96" 12" 144" 12" 12" 108, 12" PIPE ALLOWANCES CATCH BASIN PIPE MATERIAL WITH MAXIMUM INSIDE DIAMETER DIAMETER CONCRETE ALL METAL CPSSP SOLID WALL PVC PROFILE WALL PVC 48" 24" 30" 24" 30" 30" 54" 30" 36" 30" 36" 36" 60" 36" 42" 36" 42" 42" 72" 42" 54" 42" 48" 48" 84" 54" 60" 54" 48" 48" 96" 60" 72" 60" 48" 48" 120" 66" 84" 60" 48" 48" 144" 78" 96" 60" 48" 48" CORRUGATED POLYETHYLENE STORM SEWER PIPE (STD. SPEC. 9-05.20) 'STD. SPEC. 9-05.12(1) a STD. SPEC. 9-05.12(2) CATCH BASIN TYPE 2 UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 201.00 FI-ROW GAZ 9/28/2018 I v"nnwo,�aam�,a.n.m, DATE :45 AN :45 AI A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON DocuSign Envelope ID: 3B1 B34D3-7EOA-476C-ADB3-4329FFEOC108 DocuSign Envelope ID: 6EEC F566-602A-4E4A-B436-A317AA638878 SEE NOTE 4, LIMIT OF PIPE ZONE PIPE ZONE BEDDING AND T BACKFILL, SEE NOTE 5 T 6" O.D. FOUNDATION LEVEL yy J_ FOUNDATION MATERIAL, IF REQUIRED, SEE NOTE 6 FLEXIBLE PIPE I / / /I GRAVEL BACKFILL FOR PIPE ZONE BEDDING (WSDOT 9-03.12(3)) OR MAINTENANCE ROCK (WSDOT 9-03.9(4)) FLEXIBLE PIPE NOTES: 1. PROVIDE UNIFORM SUPPORT UNDER BARRELS. 2. HAND TAMP UNDER HAUNCHES. 3. DIRECTLY OVER PIPE, HAND TAMP ONLY. 4. SEE STANDARD WSDOT/APWA SPECIFICATIONS SECTION 2-09.4 FOR TRENCH WIDTH. 5. PIPE ZONE BEDDING AND BACKFILL MATERIAL SHALL BE PLACED IN 6" LOOSE LAYERS AND COMPACTED TO 95 % MAXIMUM DENSITY. 6. EXCAVATE UNSTABLE MATERIAL DOWN TO FIRM SOIL AND REPLACE WITH FOUNDATION MATERIAL CLASS A OR B PER STANDARD WSDOT/APWA SPECIFICATIONS SECTION 9-03.17. PIPE TYPE MINIMUM COVER (FT) PUBLIC? PRIVATE? ALLOWED IN ZONE 1 OF THE APA? LINE CORRUGATED POLYETHYLENE PIPE (LCPE) 2.0 YES YES YES CORRUGATED POLYETHYLENE PIPE (CPE) -TRIPLE WALL 2.0 YES YES YES POLYVINYL CHLORIDE PIPE (PVC) 3.0 YES YES YES SOLID WALL HIGH DENSITY POLYETHYLENE PIPE (HDPE) 2.0 YES YES YES POLYPROPYLENE PIPE (PP) - DUAL WALL 2.0 YES YES YES MINIMUM DISTANCE DIAMETER BETWEEN BARRELS 12" TO 24" 12" 30" TO 96" DIAMETER / 3 102" TO 180" 48" UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 220.10 PUBLIC WORKS PIPE ZONE BEDDING AND tffff=§R9d by: DEPARTMENT 8/13/20 0 COMPACTION -FLEXIBLE PIPE artin Pastucha M®85AhF.O986AA9D... DATE DocuSign Envelope ID: 6EECF5B6-602A4E4A-B436-A317AA638878 SEE NOTE 4 CLEAN SURFACE AND BOTTOM AREA. W PROVIDE UNIFORM CONTACT. THE SURFACE AREA OF THE BASE SECTION MUST BE MORTARED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION ADJUSTMENT SECTION I 1 I 1 I 1 1 1 1 � y NOTES: 1. THE COVER OR GRATING OF A CATCH BASIN SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL THE FINAL ELEVATION OF THE PAVEMENT, GUTTER, DITCH, OR SIDEWALK IN WHICH IT IS TO BE PLACED HAS BEEN ESTABLISHED, AND UNTIL PERMISSION THEREAFTER IS GIVEN BY THE ENGINEER TO MORTAR IN PLACE IN ACCORDANCE WITH WSDOT/APWA STANDARD SPECIFICATION 7-05.3. 2. SHIMS SHALL NOT BE USED TO SET FRAME TO GRADE. THE USE OF SHIMS IS PROHIBITED. 3. A CONTINUOUS LAYER OF MORTAR SHALL BE PLACED BETWEEN ADJUSTMENT RINGS AND BRICKS PRIOR TO PLACEMENT. 4. ONLY BY APPROVAL OF THE CITY, THE USE OF BRICKS IS PERMITTED WHERE THE BRICKS ARE STAGGERED TO CREATE A RUNNING BOND ORY BOND. 5. BASE SECTION SHALL BE SEALED TO THE BOTTOM AREA OF THE ADJUSTMENT SECTION WITH MORTAR. 6. MORTAR SHALL MEET THE REQUIREMENTS OF WSDOT/APWA STANDARD SPECIFICATION 9-04.3. 7. PICK / LIFTING HOLES ARE TO BE GROUTED WATER TIGHT. USE GROUT TYPE 2 FOR NON -SHRINK APPLICATIONS IN ACCORDANCE WITH STANDARD SPECIFICATION 9-20.3(2). 8. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 9. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHTEDGE OF SUFFICIENT LENGTH. 10. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) AOXSTD. PLAN - 202.00 .•®• PUBLIC WORKS PRO '�� DEPARTMENT CATCH BASIN INSTALLATION C,qZ 9/28/2018 1 9 v„ouwo.x: nameasvaw. DATE • Call 811 • m two business days before you dig No. I8 :45 AI 2", 4", 6', IT, OR 24" ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT (SPACED EQUALLY), SEE NOTE 1 RECTANGULAR ADJUSTMENT SECTION lop E� 26 5 A #3 BAR EACH CORNER #3 BAR EACH SIDE v #3 BAR EACH WAY PRECAST BASE SECTION #3 BAR HOOP #3 BAR EACH CORNER 18" MIN. SEE NOTE 1 ALTERNATIVE PRECAST BASE SECTION PUBLIC WORKS 111, _ M DEPARTMENT PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR PLAIN 12" CONCRETE ALL METAL PIPE 15" CPSSP", STD. SPEC. 9-05.20 12" SOLID WALL PVC, STD. SPEC. 9-05.12(1) 15" PROFILE WALL PVC, STD. SPEC. 9-05.12(2) 15" 'CORRUGATED POLYETHYLENE STORM SEWER PIPE NOTES: 1. AS ACCEPTABLE ALTERNATIVES TO THE REBAR SHOWN IN THE PRECAST BASE SECTION, FIBERS (PLACED IN ACCORDANCE WITH STANDARD SPECIFICATION 9-05.50(9)), OR WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT SHALL BE USED WITH THE MINIMUM REQUIRED REBAR SHOWN IN THE ALTERNATIVE PRECAST BASE SECTION. WIRE MESH SHALL NOT BE PLACED IN THE KNOCKOUTS. AS AN ACCEPTABLE ALTERNATIVE TO THE REBAR SHOWN IN THE RECTANGULAR ADJUSTMENT SECTION, WIRE MESH HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. 2. THE KNOCKOUT DIAMETER SHALL NOT BE GREATER THAN 20". KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2"MINIMUM TO 2.5" MAXIMUM. PROVIDE A 1.5" MINIMUM GAP BETWEEN THE KNOCKOUT WALL AND THE OUTSIDE OF THE PIPE. AFTER THE PIPE IS INSTALLED, FILL THE GAP WITH JOINT MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. 3. THE MAXIMUM DEPTH FROM THE FINISHED GRADE TO THE LOWEST PIPE INVERT SHALL BE 5 FEET. 4. THE FRAME AND GRATE MUST BE INSTALLED WITH THE FLANGE DOWN. 5. THE PRECAST BASE SECTION MAY HAVE A ROUNDED FLOOR, AND THE WALLS MAY BE SLOPED AT A RATE OF 1 H:24V OR STEEPER. 6. THE OPENING SHALL BE MEASURED AT THE TOP OF THE PRECAST BASE SECTION. 7. ALL PICKUP HOLES SHALL BE GROUTED FULL AFTER THE INLET HAS BEEN PLACED. USE GROUT TYPE 2 FOR NON -SHRINK APPLICATIONS IN ACCORDANCE WITH STANDARD SPECIFICATION 9-20.3(2). 8. ALL GRADE RINGS AND CASTINGS SHALL BE SET IN MORTAR IN ACCORDANCE WITH STANDARD SPECIFICATION 9-04.3. THEN APPLY MORTAR TO INSIDE AND OUTSIDE OF ALL JOINTS, RINGS, RISERS, AND FRAMES. 9. MORTAR SHALL BE MIXED AND APPLIED PER MANUFACTURER'S DIRECTIONS. 10. FRAME SHALL BE ADJUSTED TO PAVEMENT GRADE BY TAPPING UNTIL FRAME IS FLUSH WITH PAVEMENT AS DETERMINED WITH A STRAIGHT EDGE OF SUFFICIENT LENGTH. 11. ALL MORTAR JOINTS SHALL BE TRIMMED FLUSH AND REMAIN VISIBLE UPON COMPLETION. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 200.00 APPR ED: CATCH BASIN TYPE 1 GAZ 9/28/2018 d=Wo Adm i,tam. DATE DocuSign Envelope ID: 3131 B34D3-7E0A-476C-ADB3-4329FFE0C108 3/4" FLAT FACE GOTHIC ❑O 9" DIA 5/ " y❑ ❑ ❑ ❑ STORM ❑ " 4" ❑ ❑ ❑ ❑ q T �I 8-13116" DIA I� ❑❑ i I I11 8-1/8"DIA 10-1/2" DIA (2) 3/8"-16 SS SOCKET HEAD CAP 15" DIA (1) OPEN PICKHOLE 1" SCREW (ALLENHEAD) W/WSHRS 5/8 ON A 8" DIA BOLT CIRCLE PLAN VIEW FRAME SECTION COVER SECTION CAST IRON FRAME AND PAVED AREA (TYP.) COVER, SEE NOTE 3 I I EXTEND CLEANOUTRISER 2" ABOVE DESIGNSIGNPONDING ELEVATION OR PER PLAN FERNCO GASKETED Q a� V a DESIGN PONDING QUIK CAP OR SIMILAR ELEVATION 4" STREAMBED COBBLES 8"CLASS"B" PER WSDOT 9-03.11(2) ASPHALT, SEE NOTE 4 4" COMPACTED SAND OR j\y GRAVEL BACKFILL FOR DRAINS O OC PERWSDOT9-03.12(4) Qo O CLEANOUT RISER, SEE NOTE 2 lll L CLEANOUT RISER, I I I I I I„-LI SOIL TIGHT 45" BEND SEE NOTE 2 _ WYE SOIL TIGHT-�- COUPLER�\j\\ UNDERDRAIN, FOOTING DRAIN COLLECTOR, OR ROOF DRAIN COLLECTOR,, PIPE, SEE NOTE 1 �1:CLEANOUT RISER LOCATED WITHIN (_ BIORETENTION PONDING AREA TO OVERFLOW STRUCTURE OR STORM MAIN MECHANICAL PLUG OR CONTINUED CONNECTION TYPICAL CLEANOUT CONFIGURATION NOTES: 1. DIAMETER TO BE 6-INCHES MINIMUM PRIVATE, 8-INCHES MINIMUM PUBLIC. UNDERDRAIN PIPE PER STD. PLAN 262.10. 2. CLEANOUT RISER SHALL BE SAME MATERIAL AS CONNECTED UNDERDRAIN, FOOTING DRAIN COLLECTOR, OR ROOF DRAIN COLLECTOR PIPE. 3. FRAME AND COVER SHALL BE EJ PRODUCTS 3675Z1 PT AND 3675APT OR APPROVED EQUAL. COVER TO BE LOCKING WITH ALLEN HEAD BOLT MARKED "STORM" OR "DRAIN". 4. FOR CLEANOUTS FULLY OR PARTIALLY WITHIN UNPAVED AREAS OUTSIDE OF BIORETENTION PONDING AREA, POUR 8" THICK, 2'x2' SQUARE CONCRETE COLLAR AROUND FRAME. CONCRETE COLLAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 3,000 PSI. GENERAL NOTES: 1. CLEANOUTS FOR UNDERDRAIN, FOOTING DRAIN COLLECTOR, AND ROOF DRAIN COLLECTOR PIPES SHALL BE INSTALLED AT A MINIMUM OF EVERY 100 FEET, AT EVERY 90 DEGREE OR SECOND 45 DEGREE BEND, AT THE END OF EVERY COLLECTOR PIPE, AND AT EACH END OF AN UNDERDRAIN PIPE NOT CONNECTED TO AN OVERFLOW STRUCTURE. CLEANOUTS SHALL BE INSTALLED TO ALLOW FOR MAINTENANCE ACCESS TO ALL PIPES. 2. ALL FITTINGS SHALL BE SOIL TIGHT. 3. CLEANOUT RISER SHALL BE LOCATED OUTSIDE OF BIORETENTION PONDING WHERE POSSIBLE. 4. CLEANOUTS SHALL NOT BE LOCATED WITHIN THE STREET TRAVEL LANE, UNLESS OTHERWISE APPROVED BY THE CITY. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 226.00 PUBLIC WORKS GRMUned by: .•,,� DEPARTMENT STORM SYSTEM CLEANOUT artiin Pastucha 8/13/zo DATE :45 Al DocuSign Envelope ID: 3B1 B34D3-7EOA-476C-ADB3-4329FFEOC108 REMOVABLE WATERTIGHT COUPLING OR FLANGE - 2' MIN. CLEARANCE TO ANY PORTION OF FLOW RESTRICTOR TEE INCLUDING ELBOWS 2" MIN. ELBOW RESTRICTOR, SEE DETAIL AND NOTE 10- 6" MIN. 2' MIN, 6" MAX. PLATE WELDED TO ELBOW WITH ORIFICE AS SPECIFIED, SEE NOTE,7 ELBOW RESTRICTOR DETAIL ELEVATION PER PLANS 12" MIN. UNDER PAVEMENT ADDITIONAL LADDER RUNGS (IN SETS) TO ALLOW ACCESS TO TANKS OR VAULTS WHEN CATCH IS FILLED WITH WATER i TT II T /ANGLE AS NECESSARY, SEE NOTE 7 , FRAME & SOLID COVER MARKED "DRAIN" WITH LOCKING BOLTS PER STD. PLANS 204.40 AND 204.50 16" MAX. VERTICAL BAR GRATE FOR SECONDARY INLET 6" MIN. DESIGN WATER ELBOW RESTRICTOR, SURFACE SEE DETAIL AND NOTE 10 HANDHOLDS, STEPS, OR LADDER PIPE SUPPORTS, SEE NOTE 6 12„ (TYPO 1.5 x D SEE NOTE 9 (TYP.) MIN. 2' MIN. T D 1 ISOMETRIC I 1 OUTLET PIPE, SEE INLET PIPE NOTES 1 & 5 2' MIN. SHEAR GATE WITH CONTROL ROD FOR INVERT AND CLEANOUT/DRAIN (ROD BENT AS REQUIRED ELEVATION PER PLANS FOR VERTICAL ALIGNMENT WITH COVER) 12" SECTION OF PIPE ATTACHED BY PER STD. PLAN 237.30 GASKETED BAND TO ALLOW REMOVAL 2- MIN. 12" WELDED RESTRICTOR PLATE WITH ORIFICE DIA AS SPECIFIED, SEE NOTE 10 NOTES: SECTION A 1. USE A MIMIMUM OF A 54" DIAMETER TYPE 2 CATCH BASIN. 2. OUTLET CAPACITY: 100-YEAR DEVELOPED PEAK FLOW. 3. METAL PARTS PREFERRED TO BE STAINLESS STEEL, ALUMINIZED STEEL, OR ALUMINUM. ALL OTHER STEEL PARTS MUST BE GALVANIZED WITH TREATMENTS 1, 2, OR 5. 4. FRAME AND LADDER OR STEPS OFFSET SO: A. CLEANOUT GATE IS VISIBLE FROM TOP. B. CLIMB -DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GATE. C. FRAME IS CLEAR OF CURB. 5. IF METAL OUTLET PIPE CONNECTS TO CEMENT CONCRETE PIPE: OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO CONCRETE PIPE I.D. LESS 1/4". 6. PROVIDE AT LEAST ONE 3" X .090 GAGE SUPPORT BRACKET ANCHORED TO CONCRETE WALL. (MAXIMUM T-0" VERTICAL SPACING). 7. LOCATE ELBOW RESTRICTOR(S) AS NECESSARY TO PROVIDE MINIMUM CLEARANCE AS SHOWN. 8. LOCATE ADDITIONAL LADDER RUNGS IN STRUCTURES USED AS ACCESS TO TANKS AND VAULTS TO ALLOW ACCESS WHEN CATCH BASIN IS FILLED WITH WATER. 9. WHEN CONNECTING TO A NEW PIPE, USE A FLEXIBLE CONNECTOR (KOR-N-SEAL BOOT WITH CORRUGATED PIPE ADAPTER OR APPROVED EQUAL). WHEN CONNECTING TO AN EXISTING PIPE, USE A FABRICATED SAND COLLAR OF THE SAME MATERIAL AS THE CONNECTING PIPE. 10. IF TEE SECTION IS USED ONLY FOR SPILL CONTROL, THEN ELBOW RESTRICTORS AND RESTRICTOR PLATES WITH ORIFICES ARE NOT REQUIRED. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 237.00 • PUBLIC WORKS FLOW CONTROL STRUCTURE - MmDS .ed by: DEPARTMENT RESTRICTOR TEE Martin Pastucha 8/13/20 0 DATE DOWNSPOUT SYSTEM, SEE ARCHITECTURAL PLANS NEENAH CAST IRON DOWNSPOUT 8: SHOE. SHOE. COORDINATE WITH ARCHITECT BUILDING WALL, FOR SPECIFIC MODEL TO BE USED. FOUNDATION, AND FLOOR CONNECT INTO 4" PVC TO COLLECTOR- SLAB. SEE STRUCTURAL FINISH GRADE d (VARIES, SEE PLAN) INSTALL 3/8" THICK X 4" TALL EXPANSION JOINT MATERIAL WYE ALONG ROOF DRAIN ° BETWEEN VENEER AND LINE (SIZE TO MATCH ROOF PAVEMENT/LANDSCAPE SECTION. DRAIN WITH ADAPTER TO MATCH DOWNSPOUT) SEE PLAN FOR LOCATIONS b d d ° d d ° d 90° BEND FITTING 45*BEND FITTING 4" x 8" REDUCER 300 TYPICAL DOWNSPOUT CONNECTION SCALE: N.T.S. LDC sitts&hill Wa ,b�c- 4 C ro CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 V PHONE: (253) 474-9449 1 FAX: (253) 474-0153 � http://www.sittshill.com/ r i . 1 Project No.: 19480 Project Mgr.: DCD 00 46449 1V Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM oM. R-422944 IN COMPLIANCE WITH CITY OF RENTON STANDARDS I DEVELOPMENT ENGINEERING A001411,• IL 08: Wanders 05/08/2023 I SURVEYED: SCALE: AS NOTED VERTICAL NAVD 1988 HORIZONTAL- NAD 193/183/1 991 DATUM C TY OF RENTON Planning/Building/Public Works Dept. BROTHERTON CADILLAC - RENTON GRADING AND STORM DRAINAGE DETAILS (PRIVATE AND PUBLIC) DATE: DESIGNED: DKM/RJJ FIELDBOOK: PAGE: DRAWN: KLK/DKM ONE INCH DRAWING NO: C3.3C CHECKEDDCD AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY REVISION BY DATE APPR �AIIROVED:DCD SHEET: 18OF:2A L / N T O O O N Q J LO O co O N N �1 u rn N N I O I W I— A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON DocuSign Envelope ID: 6EECF566-602A-4E4A-B436-A317AA638878 DocuSign Envelope ID: 6EEC F5B6-602A-4E4A-B436-A317AA638878 DocuSign Envelope ID: 3131B34D3-7EOA-476C-ADB3-4329FFEOC108 20" 24" r� L 2 112" DIA. HOLE DO 0000�0000 TOP I I I I 1/2" BOLT -DOWN SLOT, 3/4^ 1 SEE DETAIL AND NOTE 1 I 1 1,14" +� I I I I BOLT -DOWN SLOT DETAIL SEE NOTE 1 — I ISOMETRIC 4 314" f 1 1/2" T 1 5/8X.3. T R39", SEE NOTE 2 5" r 3l4" 1 5I8" a" 3/a" DIA. HOLE 1 /2" DIA. HANDLE SECTION C UQPUBLIC WORKS DEPARTMENT 3" R26", SEE NOTE 2 1 112' NOTES: 1. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS, UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 5/8"-11 NC x 2" ALLEN HEAD CAP SCREW BY BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT -DOWN HOLES VARIES BY MANUFACTURER. 2. ALTERNATIVE REINFORCING DESIGNS ARE ACCEPTABLE IN LIEU OF THE RIB DESIGN. 3. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL REQUIREMENTS. 4. FOR FRAME DETAILS, SEE CITY OF RENTON STANDARD PLAN 204.00. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 204.10 D: RECTANGULAR SOLID METAL COVER GAZ 9/28/2018 1 wo,�Aam�m:nam, DATE :45 AN OLT-DOWN SLOT, EE DETAIL AND OTE 1 LETTERING ISOMETRIC 24" 7 OR 8 EQUAL SPACES 1 DIRECTION OF FLOW 1 5/8' MAX. SECTION A NOTES: 1. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS, UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 5/8"A 1 NC x 2" ALLEN HEAD CAP SCREW BY BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF BOLT -DOWN HOLES VARIES BY MANUFACTURER. 2. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL REQUIREMENTS. 3. FOR FRAME DETAILS, SEE STANDARD PLAN 204.00. /2" 3I4" 1 11/4" TI I I I BOLT -DOWN SLOT DETAIL SEE NOTE 1 UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 204.20 } PUBLIC WORKS PRO DEPARTMENT RECTANGULAR VANED GRATE GAZ 9/28/2018 1 u,w"n:Ae—i—W, DATE :45 AN TTERING DLT HOLES - 3 PLACES DUALLY SPACED 120" APART ON t 1/16" DIA. B.C. SKID GROOVE PATTERN DIA. PICKHOLE COVER BOTTOM VIEW rii..wn vicvv ....------ (3) BLT SOC. (ALLEN HEAD) 5/8"-11 x 1.5 SS RUBBER WASHER 25" DIA. r r—F _I_ L 3/4" /2„ a3/4" I EON BOLTING DETAIL (TYP.) ��II COVER SECTION VIEW 1/4' 1 v16" RV,. 26 1/2" DIA. 251/4" DIA. GASKET GROOVE DETAIL 1/4" DIA. NEOPRENE GASKET 1 1/16" = 1/4" = 1/2" 6' 5/81, =27 /8"DIA. CL OPENL� 5/16"DIA. SKID GROOVE PATTERN DETAIL 34 118" DIA. FRAME SECTION VIEW NOTES: 1. ALL COVERS SHALL BE LOCKING LID PER EJ No. 3717C1 OR APPROVED EQUAL. 2. THIS COVER SHALL ONLY BE USED FOR STRUCTURES WITHIN PRIVATE DEVELOPMENTS OUTSIDE OF PUBLIC RIGHT-OF-WAY. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 204.40 a PUBLIC WORKS STORM ROUND FRAME AND COVER s DEPARTMENT (PRIVATE) Aartin Pastuchb/13/2020 EnBIMPID9 B449D.DATE 8:48 DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 25' /4" 29 1/4" BOLT -DOWN HOLE (TYP.) - 5/8', 11 NC, SEE DETAIL AND NOTE 2 TOP RECESSED ALLEN HEAD CAP SCREW 581CNx2" GRATE FRAME SECTION BOLT -DOWN DETAIL SEE NOTE 2 24 114" E=V=/ SECTION A SEE DETAIL ISOMETRIC VIEW �314" ' 11/4" 1 NOTES: I 4 4 1/2" i 1 SEE STHIS TANDARD PLANS 204 AME 04IS DESIGNED TO .220, 204..30, AND 204.40.�TES OR COVERS, 2. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND / COVERS, UNLESS OTHERWISE SPECIFIED. PROVIDE TWO HOLES IN THE 1 5/8" FRAME THAT ARE VERTICALLY ALIGNED WITH THE GRATE OR COVER SLOTS. THE FRAME SHALL ACCEPT THE 50-11 NC x 2"ALLEN HEAD CAP BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OFCREW BY \ BOLT -DOWN HOLES VARIES BY MANUFACTURER. 3. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL \ DETAIL / REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 204.00 c PUBLIC WORKS DEPARTMENT RECTANGULAR FRAME GAZ 9/28/2018 1 "erg.—Aa .i;1,am, DATE :45 An I'D C. 9 sitts&hill 44 1401A, 6,UJA CIVIL I STRUCTURAL I SURVEY �Ir 4815 CENTER STREET I TACOMA, WA. 98409 j V PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ •f Project No.: 19480 Project Mgr.: DCD A 46449 4 ��ic� GIS1E `tti� '1,f� Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM s'SI�NAL F•�G �^. R-422945 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING A018t&�' IL Wanders 05/08/2023 %,�#] SURVEYED: SCALE: DATE: VERTICAL: NAVD ,• BROTHERTON CADILLAC - RENTON DESIGNED: AS NOTED HORIZONTAL: NAD 1983/13/1991 CITY OF DKM/RJJ FIELDBOOK: • Call 811 , RENTON DRAWN: PAGE: KLK DKM ONE INCH DATU M � DRAWING N0: • ® two business days I CHECKED:DCD AT FULL SCALE Planning/Building/Public Works Dept. GRADING AND STORM DRAINAGE DETAILS C3.4C IF NOT ONE INCH before you dig NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY (PRIVATE AND PUBLIC) SHEET: 9 OF: 2A rME L / N T O O O N Q J Lid co O O N N Au A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N N I O r) W I- 018" RCP MAX. INLET ALTERNATE INLET LOCATION-\ 9'-0" 17'-0" +. DESIGN LDAIOINGS: A- AASHTO HS"25-44III WPACT) �$•-D" S- DESIGN SOIL COVER: S-0' MAXIMUM C. ASSUMED WATER TABLE: BELQW BASE OF PTYEGA$T 1ENGINEER-OF-RECORD TO CONFIRM SITE WATER TABLE ELEVATION] D. LATERAL EARTH PRESSURE As PCF (DRAINEU) E LATERALLIVE LOAD SURCHARGE: RJ PSF - - - - - - - - - - - - - - - - - - - - - - e INS, �y I I F. Not ATFRAL SURC14ARG,F FROM ADJAtFNT 4i BUILDINGS. WALLS. PkERS. OR FOUNDATIONS. r I iCONCRETE 2&GAY MINIMUM COMPRESSIVE STRENGTH:5.000 PSI MINIMUM. - - - - - - - - - - - - - - - _J 3 REIMF04iCIN0: RECTOR, ASTM A61 ",AIA146, C+RAOE SO 4. CEMENT_ ASTM C150 5. 2 6W FRED ALLOWABLE SaL BEAFW*G CAPACITY: 6, RE A. HDARR ASTM U9O _J (L I45TR1 O813 C. AC131&t4 -�� - - - - - - - - - - - - - - - - - - �I T TMS STRUCTURE IS DFWNED TO THE PARAMETERS NOTED HEREIN. ERGINEER OF RECORD SHALL VERIFY FY THAT d, 7 NOTED PARAMETERS MEET OR EXCEED PROJECT LETREQUIREMENTS. IF DESIGN PARAMETERS ARE ..*81 J INCORRECT, REVI€WING ENOIN ERTAUTHORITY - - - - - - - - - - - - - - - - - - - - - SI TALL NOTIFY OLDCASTLE INFRASTRUCTURE UPON REVIEW __. -------- 1 4 I 8, INLET AID OUTLET HOLES WILL BE FACTORY DIVIDER WALL COREMIICAST PER PLANS AND CUSTOMER 018' RCP MAX. OUTLET REQUIREMENTS. INLET AND OUTLET LOCATIONS CAN BEM JRRORED. PLAN' VIEW 9� CONTRACTOR RESPONSIBLE TO VE OPY ALL SIZES, LOCATIONS. AND ELEVATIONS OF OPEMINGS 10, CONTRACTOR RESPONSIBLE TO ENSORE ADEOLAATE BEARMJO SURFACE IS PROVIDED Q.E. 2X 036" BOLTED & GASKETED ACCESS COVERS, COMPACTED AND LEVEL PER PROJECT FIELD POURED CONCRETE COLLAR REQUIRED, SPECIRCATIONSL 2X 024' BOLTED & GASKETED ACCESS COVERS, 6Y OTHERS. 11. SECTION HEIGHTS, SLABAYALLTH"NESSES. AND FIELD POURED CONCRETE COLLAR REQUIRED, KEYWAYS ARE SUBJECT To CHANGE AS RECUIRE❑ BY OTIHERS, FOR SITE RECiuMEMENTSANU'OR DUE TO PRODUCT AVOLAIILITY AND PRODUCTION FACILITY RIM CONSTRAINTS. d'MINT{) 12. MAXIMUM PICK WIIGMITs•: L - - � �- - - 1 - - L 5' MAX COVER A. TOP XX,K B 4A$+E: K1;,kXK L tINS BS• PIES I I (SEE NOTE 1,B} (•COM131NE0 WEIGHT OF BCLUDES BASE IN BYPASS WEIR, DIVIDER WALL, ROCK & UEDA) INLET WINDOW I I I PIPE, 13. INTERNALS SHALL CONSISI OF LINq€RDRATN ROCK STORMMIX- MEDIA, MULCH, DIVIDER 11 - - - - - - - - - - - 5'-1.1- MIN - - - - - - - - - - - - - - - - - - - - - - WALL, tWFA53 WEIR AND OPTIONAL DRAIN DOWN. HNFRGY DISSIPATION 13'-1(r" MAX II +-- STONE I 2" MULCH .0N INLETiY II 3"-1 D" DIVIDER WALL 7-$N �� 'nrc}� s,'S�� '� tga ,,",rAa ps I s-,rr` "^"'� I.;I4 r• +, -'�•. - `� ram. �, 1, R•: 7'y-� ~�''44 n' r "' '1 1," 2" [2F6"I DROP BYPASS WEIR ,, s :' r �r +� StOrMMiAT MEDIA RECOMMENDED, 6" MIN.-. I I 0 = $"OOkkadleinfrastuckre OUTLET B" DRAIN ROCK A�counMK OPTIONAL DRAIN 3'-10" T.1D" UNDERDRAIN PIPE a, mash 6eTf DOWN DEVICE 4" 11 I :s :,ue nIf nIe"Mc.11-a I-D-TLE N.,�_-T.�,T- IOC .T IS COME fIf NRILL- RNN1tlITTiD FOR RGfGRGMCii PNRFBGGb OILY •N4l LEFT END VIEW ,n OLDACASTLE BIOPOD BIOFILTER - UNDERGROUND ...J SCALE: N.T.S. GENERAL NOTES: THE STORMCAPTURE SYSTEM BY OLDCASTLE STORMWATER SOLUTIONS IS PART OF THE STORMWATER MANAGEMENT SYSTEM FOR THE RESPECTIVE SITE, AS PREPARED BY THE PROJECT DESIGN ENGINEER. IT IS THE RESPONSIBILITY OF THE DESIGN ENGINEER TO DETERMINE DESIGN FLOW RATES, PRE-TREATMENT AND POST -TREATMENT REQUIREMENTS, STORAGE VOLUME, AND ENSURE THE FINAL DESIGN MEETS ALL CONVEYANCE AND STORAGE REQUIREMENTS. SYSTEM DESIGN AND TYPE, SOIL ANALYSIS, LOADING REQUIREMENTS, COVER HEIGHT AND MODULE SIZE DETERMINE THE FOUNDATION TYPE AND REQUIREMENTS AS STATED HEREIN. ANY VARIATIONS FOUND DURING CONSTRUCTION FROM THE SITE AND SYSTEM ANALYSIS MUST BE REPORTED TO THE PROJECT DESIGN ENGINEER. THE PROJECT DESIGN ENGINEER IS RESPONSIBLE FOR OBTAINING A GEOTECHNICAL ENGINEERING REPORT VERIFYING THE BEARING CAPACITY STATED IN DESIGN NOTES. A. AASHTO HS20-44 W/ IMPACT. B. DEPTH OF COVER = 6" TO 5'-0". C. ASSUMED WATER TABLE = BELOW BOTTOM. D. EQUIVALENT FLUID PRESSURE = 45 PCF. E. LATERAL LIVE LOAD SURCHARGE = 80 PSF. F. NO LATERAL SURCHARGE FROM ADJACENT STRUCTURES. 2. CONCRETE 28 DAY COMPRESSIVE STRENGTH SHALL BE 6,000 PSI. 3. STEEL REINFORCEMENT: REBAR, ASTM A-615, GRADE 60. 4. CEMENT: ASTM C-150 SPECIFICATION. 5. STORMCAPTURE MODULE TYPE = DETENTION. 6. REQUIRED BASE LAYER DEPTH = 2" SAND BEDDING LAYER. 7. REQUIRED NATIVE ALLOWABLE SOIL BEARING PRESSURE = 2,500 PSF. 8. REFERENCE STANDARDS: A. ASTM C 890 B. ASTM C 891 C. ASTM C 913 9. LESS THAN 6" OR GREATER THAN 5'-O" OF COVER REQUIRES CUSTOM STRUCTURAL DESIGN AND MAY REQUIRE THICKER SUBGRADE. INSTALLATION NOTES: STORMCAPTURE MODULES ARE TO BE INSTALLED IN ACCORDANCE WITH ASTM C891, INSTALLATION OF UNDERGROUND PRECAST UTILITY STRUCTURES. PROJECT PLAN AND SPECIFICATIONS MUST BE FOLLOWED ALONG WITH ANY APPLICABLE REGULATIONS. 1. PLAN LINE, GRADE AND ELEVATIONS MUST BE FOLLOWED. 2. WHERE SPECIFIED, AN 8 OZ. NON -WOVEN GEOTEXTILE FABRIC MUST BE USED AS A SEPARATION LAYER AROUND THE STORMCAPTURE SYSTEM. 3. PENETRATIONS IN THE GEOTEXTILE MAY ONLY BE MADE WITH SMOOTH WALL PIPES. MAKE PENETRATIONS FOR ALL OUTLETS BEFORE MAKING PENETRATIONS FOR ANY INLETS. 4. SUBGRADE MATERIALS, IF SPECIFIED, SHALL BE CLEAN, DURABLE CRUSHED AGGREGATE COMPACTED AS DIRECTED BY THE ENGINEER. OLDCASTLE RECOMMENDS SIZE 5, 56, OR 57 (PER ASTM C33). 5. DESIGNATED EMBEDDED LIFTERS MUST BE USED. USE PROPER RIGGING TO ASSURE ALL LIFTERS ARE EQUALLY ENGAGED WITH A MINIMUM 60 DEGREE ANGLE ON SLINGS AS NOTED AND IN ACCORDANCE WITH OLDCASTLE LIFTING PROCEDURES. 6. MODULES MUST BE PLACED AS CLOSE TOGETHER AS POSSIBLE, AND GAPS SHALL NOT BE GREATER THAN 3/4". ALL EXTERIOR SYSTEM JOINTS SHALL BE COVERED WITH A MIN. 8" JOINT WRAP ON SIDES AND TOP (CS-212 CONSEAL OR EQUIVALENT). IN A CLAMSHELL DESIGN INSTALL ONE ROW CS-102 CONSEAL (OR EQUIVALENT) BETWEEN PRECAST PIECES. 7. AUTHORIZATION SHALL BE GIVEN BY THE PROJECT ENGINEER OR DESIGNATED PERSON PRIOR TO PLACEMENT ON BACKFILL FOR THE SYSTEM. CARE MUST BE TAKEN DURING PLACEMENT OF BACKFILL NOT TO DISPLACE MODULES OR JOINT WRAP. BACKFILL SHALL BE COMPACTED TO 95 % STANDARD PROCTOR DENSITY OR AS SPECIFIED, AND SHALL NOT BE COMPACTED WITHIN 6" OF MODULE. 8. CONSTRUCTION EQUIPMENT EXCEEDING DESIGN LOADING SHALL NOT BE ALLOWED ON STRUCTURE. 9. TERMADUCTS TO BE KNOCKED OUT AT SPECIFIED LOCATIONS IN FIELD BY OTHERS. SEE SITE LAYOUT FOR LOCATIONS. INLETS AND RISERS: ALL PIPE INLETS SHALL EXTEND INSIDE MODULE A MINIMUM OF 4". PLACE A NON -SHRINK, NON-METALIC GROUT, MIN. 3,000 PSI IN ANNULAR SPACE TO ELIMINATE ALL VOIDS. REVISIONS REVISION DATE I SHEETS DESCRIPTION OF REVISION P42TSTLE STORMCAPTURE UNITS - 71HEIGHT N.T.S. ELEVATION VIEW STORMCAPTURE0 FOR HYDRAULIC PASSAGE I TYPICAL ISO VIEW N.T.S. • Call 811 • m two business days before you dig NO. REVISION %BLE OF CONTENTS °S & GENERAL ISO 1 9AL ELEVATION 1 2 .RIOR DETAILS 1 3 RIOR DETAILS 1 4 TE: THIS VIEW IS FOR ILLUSTRATION RPOSES ONLY TO SHOW FEATURES OF = SYSTEM. ACTUAL LAYOUT VARIES BY DJECT, SEE SITE PLAN LAYOUT. ALL RIMETER WALLS ARE SOLID. S MUST BE FILLED OUT BEFORE MANUFACTURING BEGINS* /ED W/ NO EXCEPTIONS TAKEN: ❑ APPROVED AS NOTED: REVISE AND RESUBMIT: - PRELIMINARY - NOT FOR CONSTRUCTION SIGNATURE DATE Oldcastle® Stormwater Solutions T&13WIWOAI(RAZASU S01LRTLEFIXI,. 1. PHONE: 14B865.ffii M309-i 747 1XI8 DOCUMFNT IS NE PROPERTY OF OLDGSRE PRECAST, INC. RIB CONFID-1,, SUBMITTED FOR REFERENCE PURPOSES ONLY, MDSHALLNDT BE WMINM WAY INJUMN TO THE INTERESTS OF, OR w 00 THE WRITTEN PERNISSNJN OF OLDCA aPRECAST, INC. CCHMGHT M16 OIDCASRE PRECAST, INC ALL RIGHTS RESERVED STORMCAPTURE GENERAL ISO SC2-7ftdamshell I REV DATE 11 OF 4 1 M. CENTER OF CDS STRUCTURE, SCREEN AND FIBERGLASS SEPARATION SUMP OPENING CYLINDER AND INLET A 1 A >r r r p FLOW 4 f �`• z �- _ TOP SLAB ACCESS I� + (SEE FRAME AND COVER DETAIL) PVC HYDRAULIC SHEAR 48- [1219] I.D. MANHOLE PLATE STRUCTURE MAX PLAN VIEW B-B N.T.S. CON TRACTOR TQ GROUT TO FINISHED GRADE GRACE * RR4G3+R1SER5 5ky { FIBERGLASS SEPARATION CYLINDER AND INLET B INLET PIPE (MULTIPLE INLET PIPES MAY Be ACCOMMODATED) ' A � OIL BAFFLE SKIRT - SEPARATION SCREEN PVC HYDRAULIC SHEAR PLATE SOLIDS STORAGE SUMP CONTECH INLINE CDS SCALE: N.T.S. I I I 1 I I ar I `T+ OUTLET PIPE I I I � - I i. I = I -4 PERMANENT POOL Ad '. ELEV- i�, ) ELEVATION A -A N.T.S. GADS- CDS2015-4-+C DESIGN NOTES THE STANDARD CD52015h-C CONFIGURATION IS SHOWN. ALTERNATE CONFISURATIONSARE AVAILABLE AND ARE LISTED BELOW. SOME CONFIGURATIONS MAY BE COMBII,IE D TO SUIT SITE REQUIREMENTS. CONFIGURATION DESCRIPTION GRATED INLET ONLY (NO INLET PIPE) GRATED INLET WITH INLET PIPE OR PIPES CURB INLET ONLY (NO INLET PIPE) CURB INLET WITH INLET PIPE OR PIPES SEPARATE OIL BAFFLE iSINGLE INLET PIPE REQUIRED FOR THIS CONFIGURATION) SEDIMENT WEIR FOR NJDEP 114JCAT CONIFCRMIHG UNITS I FRAME AND COVER [7 (DIAMETER VARIES) N.T.S. SITE SPECIFIC DATA REQUIREMENTS STRUCTURE 10 PR TREAT WATER QUALITY FLOW RATE (CAS OR LP31 0.344 PEAK FLOW RATE (CFS OR Us) 0.59 RETURN PE RIOD OF PEAK FLOW I(YRS) 100 SCREEN APERTURE (2LO6 OR 4706) PIPECATA. I.E. MATERIAL Dt v.- _I; INLET PPEI 16:69 CPEP 12 INLET PIPE 2 OUTLET PIPE 1 F; 69 12 RIM ELEVATION 1 22.79 ANTFFLOTATION BALLAST WIDTH HtL' HT NOTESISPECIAL REQUIREMENTS; • PER ENGINEER OF RECORD GENERAL NOTE$ 1, Cr3NTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 2. DIMENSIONS MARKED WITH j ) ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY. ry 3, FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS A.St WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE www.00rwchES.mm 4 D WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL CESI N DATA AND INFORMATION CONTAINED IN THIS DRAWING. C S QU 9 -CTU C G 5, STRUCTURE SMALL MEET AASHTO H520 ANV GIII INGS SHALL MEET 1152D AA0,5WID M 306) LOAD RATING. ASSUANG GROUNDWATER ELEVATION AT. OR BELOW. THE OUTLET PIPE INVERT ELEVATION. ENGINEER CIF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. 6, PVC HYDRAULIC SHEAR PLATE IS PLACED ON SHE LF AT 807TOM OF SCREEN CYLINDER. REMOVE AND REPLACE AS NECESSARY DURING MAINTENANCE CLEARING. INSTALLATION NCTES A. ANY SUB -BASE. BACKFILL DEPTH, ArIMR ANTI -FLOTATION PROVISIONS ARE SITE -SPECIFIC DESIGN CONSIDERATIONS ANU SHALL BE SPECIFIED BY ENGINEER OF RECORD. S. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIEHT LIFTING AND REACH CAPACITY TO LIFT AND SET THE CDS MANHOLE STRUCTURE (LIFTING CLUTCHES PROVIDED). C. CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, A14D ASSEMBLE STRUCTURE, 0. CONTRACTOR TO PROVIDE, INSTALL, ARID GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONIS 511UWN. E. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT. HOLDING WATER TO FLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS EELDW PIPE INVERTS ARE GROUTED, T ol-D C. 6,NJA 46 sitts&hill o�'fwa lt7 4C fT CIVIL I STRUCTURAL I SURVEY e'•_ . 7` ` 4815 CENTER STREET I TACOMA, WA. 98409 {`` V PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ r I E Project No.: 19480 Project Mgr.: DCD O � C 46449 It F 1'IV Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM oM. R-422946 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING A1018t&LI' IL Wanders 05/08/2023 %,�#1 SURVEYED: SCALE: AS NOTED VERTICAL: HORIZONTAL: NAD 1983/1991 NAVD 3/1 DATUM • � r�- C T Y O F • RENTON Plan ning/Building/Public Works Dept. BROTHERTON CADILLAC - RENTON GRADING AND STORM DRAINAGE DETAILS (PRIVATE AND PUBLIC) DATE: DESIGNED: DKM/RJJ FIELDBOOK: PAGE: DRAWN: KLK/DKM ONE INCH DRAWING NO: C3.5C CHECKED: DCD AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY DATE APPR �APPROVE D sD:DCHEET: 20 OF:2 - N T O O N N T O O O N Q J L J CM O O N N 01 A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON PVI STA: 1+43.63 07 N N I I 0 W I- a z J 26 24 22 20 O o CD + (n F'VI LLLV: Z1.4.) Un K: 156.03 LO LVC: 158.84 + nl LOW PT. STA: 1+29.31 0 CD N co LOW PT ELEV: 21.62 co + N N N Q N CDW N� (% C) La N U m N m II m LLII Of J J 0.607. 18 0+00 0+20 12th FL 0+40 0+60 0+80 1+00 1+20 1+40 1+60 1+80 26 24 22 20 30 C RD 001, 8" CO C RD 002 8" CO C RD 00 , 8" CO —RD 00 , 8' CO —R CO 5, " C 30 n 71 ' n n n L—nOMMIllf'. WATER IPE 25 25 20 20 nI I I I EXISTING 12" CP ST RM IPE J %y • ° 44L �� 8 PVC SD — B M INTA NED PV SDR35 ® .00 „ ° 4 LF " Pk D 15 15 PRO OS D 4 FIR WATER PIP 3LF 8" PVC SDR35 @ 1.16% 10 10 5 0+00 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+ A RDC001—STORAGE 30 25 20 15 10 8" PVC SDR35 0 1.00% 1 11 1 1 1 1 1 •1 1 :1 'D •0• • 16LF 8" PVC SDR35 @ 1. 30 25 20 15 10 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ' 1+00 1+20 1+40 1+60 1+80 2+00 2+20 2+40 2+6 GRADING AND STORM DRAINAGE PROFILES (PRIVATE) SCALE: H: 1 "=20'; V: 1 "=5' • Call 811 • m two business days before you dig NO. REVISION SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE A P P R APPROVED: DCD TERMINATE IN OLDCASTLE STORMCAPTURE STORAGE IE: 13.80 8" IN l-D C. 9 sitts&hill wa ��c- 4C r� 6,NJA CIVIL I STRUCTURAL I SURVEY e'•_ . 7` ` 4815 CENTER STREET I TACOMA, WA. 98409 {`` V PHONE: (253) 474-9449 I FAX: (253) 474-0153 r http://www.sittshill.com/ i Project No.: 19480 Project Mgr.: DCD O � 46449 ,c C F 1'IV Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM oM. R-422947 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERINGAr% IL SURFACE WATER UTILITY HORIZONTAL SCALE: 1 "=20' Wanders 05/08/2023 J Farah 05/08/2023 20 0 20 40 5 0 5 10 VERTICAL SCALE: 1"=5' SCALE: DATE: VERTICAL: NAVD 1988• BROTHERTON CADILLAC - RENTON AS NOTED HORIZONTAL: NAD 1983/13/1991 C T Y OF � FIELDBOOK: RENTON PAGE: ° DRAWING N0: ONE INCH DATUM AT FULL SCALE Plan ning/Building/Public Works Dept. 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Engineer: DKM/RJJ Proj. Drafter: KLK/DKM 15 �3'S�nNAI, k�'�'` �^ oM. R-422948 IN COMPLIANCE WITH CITY OF RENTON STANDARDS 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 0+00 0+20 0+40 0+6100 DEVELOPMENT ENGINEERING SURFACE WATER UTILITY + CBVI — CB—D HORIZONTAL SCALE: 1"=20' Wanders 05/08/2023 J Farah 05/08/2023 20 0 20 40 GRADING AND STORM DRAINAGE PROFILES (PRIVATE) 5 0 5 10 SCALE: H: 1 "=20'; V: 1 "=5' VERTICAL SCALE: 1 "=5' SURVEYED: SCALE: DATE: VERTICAL: NAVD 1988 DESIGNED: • BROTHERTON CADILLAC - RENTON AS NOTED HORIZONTAL: NAD 1983,1991 C TY OF FIELDBOOK: DKM/RJJ RENTON • Call 811 DRAWN. KLK/DKM DRAWING NO: ONE INCH DATUM • m two business day s CHECKEDDCD AT FULL SCALE Planning/Building/Public Works Dept. GRADING AND STORM DRAINAGE PLAN C3.7C IF NOT ONE INCH before you dig NO. REVISION BY DATE APPR APPROVE DCD SCALE ACCORDINGLY (PRIVATE AND PUBLIC) SHEET: nn OF: 9 25 25 20 20 15 15 10 10 I■s Ln N T 0 0 N Q J LO CM 0 N N A u N T C) C) C) N rr n LO N T C) C) C) N Q D J LO O CM It O O N N Al u N T C) C) C) N rr n LO N T C) C) C) N Q D J LO O CM It O O N N Al u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N N I O w z J U- 4 3 34 18 10 9 19 33 � 4 �_4 I 12 8 15 7 8 TYP.) 1s HATCH IN OPEN POSITION VALVE VAULT PLAN VIEW VALVE VAULT PROFILE VIEW PROVIDE 25 MIL A. d a COAL TAR EPDXY a d EXTERIOR COATING ° a a .a " A• 19 21 15 36 ; a 10 17 3 FORCEMAIN PER PLAN r, HATCH IN OPEN POSITION SLOPE POURED CONCRLIL FLOOR 2% MIN. a d• d 40 d d C : d ` d d STAINLESS STEEL PIPE SUPPORTS, BOLT TO SLAB, TYP. PUMP STATION DATA PUMP STATION SCHEDULE P-1 AND P-2 SPECIFICATIONS MAKE = FLYGT MODEL = NP 3085 SH Q = 270 GPM STATIC HEAD =11.8 FEET PUMP DISCHARGE SIZE = 3—INCH TO 4—INCH PUMP MOTOR = N3085.070 05-07-4AL—W 2.2HP, 3 PHASE, 460 V, 60 HZ MOTOR SPEED = VARIABLE SPEED (MAX:1670 RPM) PUMP IMPELLER =133mm DIAMETER 6" DIA. SDR35 PVC VENT ELEVATION = 21.14 12" DIP OVERFLOW ELEVATION = 20.64 HIGH LEVEL ALARM ELEVATION = 20.64 LEAD PUMP ON MAX POWER ELEVATION =15.32 LEAD PUMP ON MIN POWER FLOW ELEVATION =13.82 LAG PUMP ON MIN POWER FLOW ELEVATION =16.42 PUMP OFF ELEVATION = 9.82 LOW LEVEL ALARM ELEVATION = 7.44 WET WELL FLOOR ELEVATION = 6.08 WET WELL 4—INCH FORCEMAIN ELEVATION = 20.21 PUMP STATION NOTES 1. IN THE EVENT THAT SUMP LEVEL EXCEEDS ELEVATION 18.90, OR DROPS BELOW ELEVATION 6.81, ACTIVATE LOCAL ALARM. ALARM STYLE TO BE DETERMINED BY OWNER PREFERENCE. 2. FORCEMAIN PIPING SHALL BE INSTALLED WITH A MINIMUM OF 2' COVER OUTSIDE OF VAULTS AND ADJACENT PAVED SURFACES. 3. SEE ELECTRICAL PLANS FOR PUMP POWER AND CONTROL PANEL 4. CONTROL PANEL SHALL HAVE LOCAL HAND —OFF —AUTO SWITCHES FOR EACH PUMP TO OVERRIDE COMMANDED POSITION IN AN EMERGENCY. 5. LIFT STATION CONTROL PANEL SHALL BE EQUIPPED WITH PUMP STATUS LIGHTS. 6. LIFT STATION SHALL BE EQUIPPED WITH INTERNAL LIGHTS FOR SERVICING AND MAINTENANCE OF THE PUMPS, PIPING, AND VALVES. LIGHT SWITCHES SHALL BE LOCATED ON PUMP PANEL. 7. FLOAT ELEVATIONS TO BE ADJUSTED BASED ON FIELD PERFORMANCE TO PREVENT FLOODING OF THE PUMP STATION AND TO MATCH DESIGN FLOWS. 8. PUMPS SHOULD BE INSTALLED SO AS TO SLOWLY RAMP UP OR DOWN TO DESIGN FLOWS OVER A PERIOD OF 30 SECONDS. AS A CONDITION OF APPROVAL: 9. VERIFY PUMPS DISCHARGE AT DESIGN FLOW RATES. THE FINAL TAB REPORT SHALL BE PROVIDED TO THE CITY'S DEVELOPMENT ENGINEERING PROJECT MANAGER TO VALIDATE THE DESIGN FLOWS HAVE BEEN ACHIEVED. 6" DIA. SDR 35 PVC VENT, COORDINATE OUTLET WITH OWNER. RIM TO IE=3'—O" 26 MOUNT FLOAT TREE WITH STAINLESS STEEL BOLTS IN LOCATION ACCESSIBLE FROM LADDER. ROUTE CONTROLS (TY P.) AND POWER TO PUMP PANEL. 4 (TYP.) 4 22 n (TYP.) (TYP.) (TYP.) �J (TYP.) 14 (TYP.) SLOPE POURED FLOOR TO DRAIN (TYP.) 6" DIA. SDR 35 PVC VENT, COORDINATE OUTLET WITH OWNER. RIM TO IE=1'-6" ATTACH UPPER STAINLESS STEEL SLIDE RAIL SUPPORT _ TO PUMP VAULT LID WITH STAINLESS STEEL BOLTS FORCEMAIN FORCEMAIN • d PER PLAN n PER PLAN IV PROVIDE o4" VAULT DRAIN BETWEEN WET WELL AND VALVE VAULT. C25 31 30 30 .d 4. a_ STAINLESS STAINLESS STEEL LIFT CHAIN :a d 29 SLOPE LIP AT 45°. CLEAR PUMPS AND COUPLINGS • Call 811 • ® two business days before you dig No. n a 10 1 HATCH IN OPEN POSITION DUPLEX SUBMERSIBLE PUMPS P-1 & P-2 HATCH IN OPEN POSITION PUMP STATION PLAN VIEW LO) PUMP CONTROL FLOAT SWITCHES. SHOWN 37 AT THIS LOCATION FOR CLARITY, FLOAT TREE SHALL BE MOUNTED BEHIND LADDER FOR EASE OF ACCESS/MAINTENANCE PUMP STATION a PROFILE VIEW REVISION Ell J 27 ELEV PER STATION TABLE PROVIDE 25 MIL COAL TAR EPDXY EXTERIOR COATING LAG PUMP ON MIN. ELEV PER STATION TABLE ONE PUMP ON MAX. FLOW ELEV PER STATION TABLE d ONE PUMP ON MIN. a. a FLOW ELEV PER STATION TABLE INLET PIPE PER PLAN PUMP OFF ELEV PER STATION TABLE LOW LEVEL ALARM ELEV PER STATION TABLE DUPLEX SUBMERSIBLE PUMPS P-1 & P-2 PUMP INLET ELEV PER PER STATION TABLE VAULT BOTTOM ELEV PER PLAN SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE APPR APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY MATERIALS LIST MATERIALS LIST SIZE TYPE 1 PUMP BASE 3" DIA 2 FL X MJ ADAPTER WITH MEGALUG 3" DIA DIP 3 FL X MJ ADAPTER WITH MEGALUG 4" DIA DIP 4 PUMP DISCHARGE PIPELINE 4" DIA DIP 5 IMJ 90 DEGREE ELL WITH 2 MEGALUGS 4" DIA DIP 6 IROMAC 501 TRANSITION COUPLING 4" DIA DIP 7 ROMAC 501FAC (FLANGED COUPLING ADAPTER) 4" DIA DIP 8 FLANGED DIP TEE 4"X1 "X4" DIP 9 MUELLER A-2602-6-0261 RUBBER DISC FACE 4" DIA DIP 10 FL RESILIENT SEAT WEDGE GATE VALVE NON RISING STEM WITH 2" OPERATIONAL NUT. GATE VALVE NORMALLY 4" DIA DIP OPEN 11 MJ WYE WITH MEGALUGS 6"X6"X6" DIP 12 FL X MJ 45 DEGREE ELL WITH MEGALUG 4" DIA DIP 13 PROVIDE H-20 RATED LOCKING FRAME AND COVER, OLYMPIC FOUNDRY M1025 OR EQUAL. CAST INTO THE 4" DIA DIP VAULT TOP. 14 ISHACKLED CLAMP OR MEGALUG 4" DIA DIP 15 SEWAGE COMBINATION AIR/VAC VALVE. APCO SERIES 440 SCAV, MODEL 443 1". PROVIDE INLET AND OUTLET 1 BACKFLUSHING NIPPLES AND SHUT OFF GATE VALVES. GATE VALVES NORMALLY CLOSED. 16 LINK SEAL. SIZE TO FIT ANNULAR SPACE BETWEEN PIPELINE OUTSIDE DIAMETER AND CONCRETE VAULT WALL CORE DRILL. PROVIDE 3" DIAMETER DIP BLIND FLANGE, DRILLED AND TAPPED FOR 1" NPT, (2) 1" DIAMETER S.S. NIPPLES 17 AND (1) INLET S.S. GATE VALVE. GATE VALVE NORMALLY OPEN. PROVIDE 24" DIAMETER DIP FRAME AND COVER PER WSDOT STANDARD PLAN B-30.70-04, H2O RATED, BOLT 18 DOWN/WATERTIGHT TYPE 2, STANDARD "STORM." CAST INTO VAULT TOP. PROVIDE POLYPROPOLENE LADDER WITH RETRACTABLE CENTER SAFETY RAIL, LANE POLYPROPOLENE VAULT 19 LADDER COMPLYING WITH ASTM D4101 AND C497 REQUIREMENTS. SECURE IN ACCORDANCE WITH MANUFACTURER REQUIREMENTS. ACCESS HATCH, LW HATCH HD-3C, 36" X 54" DOUBLE LEAF DOOR WITH SAFETY GRATING, ALUMINUM 20 DIAMOND PLATE HATCH COVER, S.S. HARDWARE, SPRING LOADED WITH LOCKING MECHANISM, DRAINAGE CHANNEL AND HOLD OPEN ARM. CAST INTO VAULT TOP. PROVIDE 2" SQUARE VALVE EXTENSION, FIELD DETERMINE LENGTH. PROVIDE 10" DIAMETER X Y4" RING AT TOP 21 OF EXTENSION AND WELD TO EXTENSION. PROVIDE 3' TALL TEE HANDLE EXTENSION FOR ABOVE GRADE VALVE OPERATION. STORE THE TEE HANDLE INSIDE OF THE VAULT ON HANGARS LOCATED NEAR THE LADDER. PROVIDE BLACK POWDER COATING ON THE VALVE EXTENSION AND THE TEE HANDLE. 22 4" DIAMETER GPK SAND COLLAR 23 4" DIAMETER SDR 35 PVC PIPE 24 PROVIDE PIPE BELL OR GASKETED STOP COUPLING 25 PROVIDE 4" DIAMETER PVC SOLVENT WELD BACKWATER CHECK 26 6" DIAMETER GPK SAND COLLAR 27 72" DIAMETER TYPE 3 CONCRETE PUMP STATION PER WSDOT STANDARD PLAN B-15.60-02 ABD B-30.90-02 28 MJ ENLARGEMENT WITH MEGALUGS 3"x4" DIP 29 CLASS 3000 COMMERCIAL CONCRETE PER WSDOT STANDARD SPECIFICATION 6.02 30 PROVIDE PUMP GUIDE RAIL SYSTEM, GUIDE RAIL SUPPORT AND HARDWARE. ALL COMPONENTS SHALL BE STAINLESS STEEL. 31 PROVIDE PUMP DISCHARGE PIPE SUPPORT, SHACKLE CLAMPS, ALL THREAD AND WALL ANCHORS AT MINIMUM' O.C. ALL COMPONENTS SHALL BE S.S. OR DUCTILE IRON. PROVIDE 1-12—SE (30"X60") ALUMINUM DIAMOND PLATE DOOR WITH SAFETY GRATING, H-20 HATCH, S.S. 32 HARDWARE, SPRING LOADED WITH LOCKING MECHANISM, DRAINAGE CHANNEL AND HOLD OPEN ARM CAST INTO TOP. 33 MJ ENLARGEMENT WITH MEGALUGS 4%6" DIP 34 PUMP DISCHARGE PIPELINE 6" DIA DIP 35 ROMAC 501 TRANSITION COPUPLING 6" DIA DIP 36 SHACKLED CLAMP OR MEGALUG 6" DIA DIP 37 OVERFLOW PIPE 12" DIA DIP 1,D C. sitts&hill O� of w�'9� 4 C rJ1 CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 V PHONE: (253) 474-9449 1 FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD 46449 4 Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM SIpNpL >�� 4M. R-422951 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING - Wanders 05/08/2023 HORIZONTAL SCALE: 1 "=2' 4 0 2 4 2 VERTICAL SCALE: 1"=2' 4 NORTH DATE: VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 CITY OF • BROTHERTON CADILLAC - RENTON 3/1 [;R FIELDBOOK: RENTON PAGE: • DRAWING NO: DATUM Planning/Building/Public Works Dept. LIFT STATION AND VALVE VAULT NOTES AND DETAILS C3.1 OC (PRIVATE AND PUBLIC) SHEET: nC OF:2A Ln N T O O I N Q J LO O co N N WE A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON M rn N N RIM=22.06 N N IE=16.44, 6"PVC E I IE=16.36, 6"PVC W a "NO PARKING" N ^I I 0 L.L Q w "NO PARKING" 5 e 9D ►� NO 8 )LE IL=1/.y/, I CJ1-' W 12.36 FORCEMAIN E 16 �P i mo 0 STORM CATCH BASIN TYPE I RIM=23.66 IE=19.65, 12 "CPP N IE=19.76, 12 "CPP E IE=19.76, 12 "CPP S IE=20.38, 6"PVC W STORM CATCH BASINfi TYPE I RIM=22.55 IE=20.28, 6"PVC W IE=20.02, 12"CPP N i to W HALT _W NO 40-400000000000, P 7119 -23— _ "WATER LINE" SD / RED "HAZARD" -oa X2�� h r0 a �, O • X �2. NO PARKING r^ !'!'�� 13 A7 A`_ TELEPHONE ' RISER VHOI F COMPOSITE UTILITIES PLAN (PRIVATE AND PUBLIC) SCALE: 1"=20' • Call 811 w • ® two business days z before you dig NO. U_ REVISION SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE APPR APPROVED: DCD s�- s oNr- "NO PARKING" CHAINLINK FENCE X �k' STORM VAULT W/OIL WATER SEPARATOR 3 LIDS. UNABLE TO OPEN 2 OUTER LIDS RIM=24.08 TOP OF BAFFLE=21.78 TOP OF VERT. TEE=21.55, BOTT. OF VERT. TEE=18.58, 12"PVC W TOP OF PIPE=20.9f, 12"PVC E, UNABLE TO MEASURE IE WATER LEVEL=19.98 BOTT. OF STRUCT.=17.53 I TPN 3340402755 AZULq PROPERTIES LLC I I I ) I VACATED R RENTON I I 5 8 PER CITY OF 4-68 �RDINANCE 0j150313 I REC. NO 1997 29 LEGEND PROPOSED FEATURES- W DOMESTIC WATER SERVICE F FIRE SPRINKLER SERVICE WATER METER FIRE DEPARTMENT CONNECTION W FIRE HYDRANT SS SANITARY SEWER PIPE ® SANITARY SEWER MANHOLE WITH ACCESS LOCATION • SANITARY SEWER CLEANOUT N GATE VALVE ► THRUST BLOCK GENERAL NOTES 1. SEE APPLICABLE GENERAL CIVIL NOTES ON SHEETS C5.2C AND C5.3C. 2. SEE CITY OF RENTON STANDARD WASTEWATER (STD. PLAN C413) AND WATER (STD. PLAN 300.0) NOTES ON SHEETS C5.2C AND C5.3C, RESPECTIVELY. 3. SEE STD. PLAN 403.1/C5.2C FOR SANITARY SEWER CLEANOUT INSTALLATION. 4. SEE STD. PLAN 405/C5.2C FOR SANITARY SEWER PIPE INSTALLATION. 5. SEE STD. PLAN 406.1/C5.2C FOR SANITARY SEWER STUB INSTALLATION FROM MAIN LINE TO PROPERTY LINE. 6. SEE STD. PLAN 406.2/C5.2C FOR SANITARY SEWER INSTALLATION FROM PROPERTY LINE TO BUILDING CONNECTION. 7. SEE STD. PLAN 330.1/C5.3C FOR WATER VALVE BOX INSTALLATION. 8. SEE STD PLANS 330.2 AND 330.3 ON C5.3C FOR THRUST BLOCK INSTALLATION. 9. WATER SERVICE INSTALLATION SHALL BE PERFORMED BY CITY OF RENTON FORCES. KEY NOTES 2' DOMESTIC WATER METER & METER BOX PER STD. PLAN 320.3/C5.3C. 6" DDCV ASSMBLY WITH STANDPIPE OUTSIDE CONNECTION PER STD. PLAN 360.2/C5.3C. NEW METER TO BE INSTALLED WITHIN EASEMENT. B� 6" D.I. CLASS 52 SERVICE PIPING, LENGTH PER PLAN. 4� 2" TYPE 'K' COPPER SERVICE PIPING, LENGTH PER PLAN. 5� 6" D.I. 90 DEGREE FITTING WITH THRUST BLOCK. %" IRRIGATION METER AND METER BOX PER STD PLAN 320.1/C5.3C. 7� 1" DOUBLE CHECK VALVE ASSEMBLY FOR IRRIGATION SYSTEM, SEE STD. PLAN 340.8/C5.3C. SEE L2.00 FOR IRRIGATION PLAN OIL WATER SEPARATOR PER DETAIL 500/C5.2C 10 INSTALL SIDE SEWER STUB PER STD PLAN 406.1 /C5.2C 11 INSTALL RPBA PER STD PLAN 350.2/C5.4C 12 INSTALL 8" x 6" TAPPING TEE (MJxFL), 6" GATE VALVE, AND CONCRETE THRUST BLOCK C. d w9 O of V 05 46449 4 D9sitts&hill U CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM 4;i9'4t2903 W-422901 R-422952 IN COMPLIANCE WITH CITY OF RENTON STANDARDS ENJ:nders PMENT ENGINEERING 05/08/2023 NORTH HORIZONTAL SCALE: 1"=20' WASTEWATER UTILITY' 20 0 20 40 jstowell05/09/2023 SCALE: DATE: VERTICAL: AD 1 1988 83/1 • BROTHERTON CADILLAC - RENTON AS NOTED HORIZONTAL: NAD 1983/1991 CITY Y O F FIELDBOOK: RENTON PAGE: ONE INCH DATU M • DRAWING NO: AT FULL SCALE Planning/Building/Public Works Dept. COMPOSITE UTILITIES PLAN C4.00 IF NOT ONE INCH SCALE ACCORDINGLY (PRIVATE AND PUBLIC) SHEET: OF: 26 39 N T O O N N `i1 LO N T O O N Q J LO O O N N A u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N I w w z w m )LE ff1 •.,MI N IL=1 /.,9/, I CJ 1-' W 12.36 FORCEMAIN E m 0 STORM CATCH BASIN TYPE I RIM=23.66 IE=19.65, 12 "CPP N IE=19.76, 12 "CPP E IE=19.76, 12 "CPP S IE=20.38, 6"PVC W STORM CATCH BASINfi TYPE I RIM=22.55 IE=20.28, 6"PVC W IE=20.02, 12"CPP N i to v HALTowl VHOI F TELEPHONE RISER RIM=22.06 IE=16.44, 6"PVC E IE=16.36, 6"PVC W a "NO PARKING" _ �p 0 6* I „ v I YU -� 5 I � I "WATER LINE" ✓ �i RED "HAZARD" X �^ el� lq� o013 9-o 67 I y LANDSCAPE PLAN (PRIVATE) GAS TPN 334P402935 BALLESTRASSE ROY+REi+GLORIA 7.5' SCALE: 1 "=20' SURVEYED: SCALE: VERTICAL: NAVD 1988 DESIGNED: AS NOTED HORIZONTAL: NAD 1983/1991 DKM/RJJ • Call 811 DRAWN: KLK/ DKM ONE INCH DATUM two business days CHECKED: AT FULL SCALE DCD before OU dig APPROVED: IF NOT ONE INCH y g N 0. REVISION BY DATE APPR R DCD SCALE ACCORDINGLY LEGEND PROPOSED FEATURES - SYMBOL QUANTITY BOTANICAL NAME COMMON NAME SIZE/SPACING CONDITION 8 ACER CIRCINATUM VINE MAPLE 12' HEIGHT, SPACE B&B AT 22' O.C., MULTI — STEMMED. + 6 TILIA C.'CHANCELLOR' CHANCELLOR LITTLELEAF 2" CALIPER, SPACE B&B LINDEN AS SHOWN. STREET TREE. ® 4 THUJA PLICATA 'HOGAN' HOGAN WESTRN RED CEDAR 8' HEIGHT, SPACE AS B&B OR SHOWN. ONSITE TREE CONTAINER - 1 THUJA PLICATA WESTERN RED CEDAR 8' HEIGHT, SPACE AS B&B OR SHOWN. ONSITE TREE CONTAINER + 19 BERBERIS T. 'ROSE GLOW' ROSE GLOW BARBERRY 5 GALLON, SPACE CONTAINER AT 6' O.C. 0 51 OSMANTHUS H.'GOSHIKI' GOSHIKI FALSE HOLLY 5 GALLON, SPACE CONTAINER AT 5' O.C. 0 66 PRUNUS L. 'MT. VERNON' MT. VERNON LAUREL 3 GALLON, SPACE CONTAINER AT 4' O.0 0 71 BERBERIS T. 'GOLDEN NUGGET' GOLDEN NUGGET DWARF 1 GALLON, SPACE CONTAINER BARBERRY AT 18" O.0 95 CAREX 0. 'EVERGOLD' EVERGOLD SEDGE 1 GALLON, SPACE CONTAINER AT 18' O.C. ® 21 CALAMAGROSTIS ACUTIFLORA KARL FOESTER REED 3 GALLON, SPACE CONTAINER FEATHER GRASS AT 30" O.C. NORTH HORIZONTAL SCALE: 1"=20' 20 0 20 40 C TY OF RENTON Plan ning/Building/Public Works Dept. GENERAL NOTES 1. SEE SHEET L1.2 FOR APPLICABLE LANDSCAPING NOTES AND DETAILS 2. CONTRACTOR SHALL MAINTAIN TEMPORARY EROSION CONTROL FEATURES UNTIL COMPLETION OF LANDSCAPING, AND UNTIL FINAL SITE STABILIZATION IS ACCEPTED BY CITY OF RENTON INSPECTOR, OWNER, AND ENGINEER 3. 69% OF NATIVE TREES ARE INDIGINOUS (VINE MAPLE AND WESTERN RED CEDAR. 31% ARE HOGAN WESTERN RED CEDAR, WHICH IS A VARIANT OF NATIVE WESTERN RED CEDAR WITH A SHORTER AND NARROWER HABIT. THE HOGAN CEDAR IS INTENDED TO BE PLANTED IN A NARROW PERIMETER AREA, BUT CONFORMING TO THE INTENT OF PROVIDING NATIVE EVERGREEN TREES MEETING CONDITION #4 OF THE SITE PLAN DECISION (LUA22-000125). KEY NOTES 6 1I sitts&hill CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422953 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING A018t&�' IL Wanders 05/08/2023 %il CURRENT PLANNING 0 AMorganroth [05/09/2023] BROTHERTON CADILLAC - RENTON DATE: FIELDBOOK: PAGE: LANDSCAPE PLAN L1.0C (PRIVATE) SHEET: 32 OF:— 39 T O O O I N N ,i1 Ln N T O 0 I N N Q J LO O O N N A u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N N O t 0 w a z J LANDSCAPING NOTES UNDERGROUND CONDITION LOCATE UTILITY LINES AND UNDERGROUND OBSTRUCTIONS TO AVOID DAMAGE DURING CONSTRUCTION. REPAIR ANY DAMAGE TO UTILITIES, BUILDING, PAVING OR OTHER WORK AT YOUR EXPENSE. LANDSCAPE AREA GRADING FINISH SUBGRADE AND OBTAIN APPROVAL OF LANDSCAPE ARCHITECT AND INSPECTOR PRIOR TO PLACING ANY TOPSOIL. FINISH SUBGRADE SHALL BE SMOOTH AND CONFORM TO THE FINAL FINISH GRADE AFTER TOPSOIL PLACEMENT. ALLOW FOR ADDED TOPSOIL AND MULCH IN INDIVIDUAL PLANTINGS AS SPECIFIED. COMPACT ALL LANDSCAPE SUBGRADE TO 90% OF OPTIMUM DENSITY PER ASTM D 1557. FINISH GRADE OF PLANTING WHERE ABUTTING PAVING OR CURBS SHALL BE 1/2 INCH BELOW TOP OF PAVING. SLOPE ALL PLANTING AREAS AT A MINIMUM OF 1/4 INCH PER FOOT TO PROVIDE POSITIVE DRAINAGE AWAY FROM PLANTINGS. EXERCISE EXTREME CAUTION WITHIN EXISTING TREE DRIP LINES TO NOT DAMAGE TREE ROOTS. SHOULD EXISTING TREE ROOTS INTERFERE WITH IRRIGATION SYSTEM INSTALLATION CUT ROOTS AND TREAT CUTS. IDEALLY LIMIT IRRIGATION TRENCHING OPERATIONS WITHIN TREE DRIP LINES. EXISTING BRUSH AND VEGETATION REMOVAL r KEY NOTES: 1. PLANT CENTERS. 2. WALL, WALK OR EDGE OF GROUND COVER PLANTING. TRIANGULAR SPACING OF GROUNDCOVER OR SHRUBS COMPLETELY CLEAR AND GRUB EXISTING VEGETATION IN ALL LANDSCAPE AREA PLANTING BEDS �"� SCALE: N.T.S. AND BARK MULCHED AREAS EXCEPT WHERE INDICATED ON THE PLANS AS TREES AND SHRUBS REMAINING. SOIL CONDITIONS VERIFY EXISTING SOIL CONDITIONS FOR CONTAMINANTS THAT MAY HAVE BEEN DISCARDED BY OTHER TRADES, SUCH AS THINNER AND PLASTER. REPORT FINDINGS IMMEDIATELY TO LANDSCAPE ARCHITECT. NOTIFY THE LANDSCAPE ARCHITECT OF ADVERSE SOIL DRAINAGE CONDITIONS WHICH MAY POTENTIALLY AFFECT PLANT GROWTH (E.G. SATURATED SOIL, CLAY, HARDPAN, HIGH GRAVEL OR ROCK CONTENT, CONCRETE, ETC.) PLANTING BED PREPARATION AND TOPSOILING (EXCEED MINIMUM REQUIREMENTS OF CITY OF RENTON SWDM C2.23 SOIL AMENDMENT. SEE DETAIL 200/C2.3C. CONFORM TO APPROVED SOIL MANAGEMENT PLAN AND AS DEFINED BELOW) OBTAIN APPROVAL OF SUBGRADE PREPARATION PRIOR TO INSTALLING IMPORTED TOPSOIL AND COMPOSTED MULCHES. SUBSOILS SHALL BE SCARIFIED TO 12" DEPTH. ADD 3" DEPTH OF COMPOSTED MULCH TO SURFACE AND ROTOTILL TO DEPTH OF 6". CITY SITE INSPECTOR SHALL TEST SUBGRADE VIA STAINLESS STEEL ROD PENETRATION TO 12" DEPTH PRIOR TO ADDITION OF 3" COMPOST TO SUBGRADE. INSTALL 8 INCH MINIMUM DEPTH TOPSOIL OVER THE PREPARED SUBGRADE. TOPSOIL SHALL BE 30% PER VOLUME COMPOST AND 70% PER VOLUME SANDY LOAM THROUGH 7/16" SCREEN. PREAPPROVED MULCH SHALL BE CEDARGROVE COMPOST. PH SHALL BE FROM 6.0 TO 8.0. COMPOST COMPONENT SHALL BE CEDARGROVE COMPOST. SUBMIT 1 POUND SAMPLE AND SOIL ANALYSIS FROM SOIL MANUFACTURER FOR APPROVAL BY LANDSCAPE ARCHITECT. MANUFACTURED TOPSOIL SHALL PROVIDE ALL COMPONENTS NECESSARY FOR OPTIMUM PLANT GROWTH. COMPOST MUST HAVE AN ORGANIC MATTER CONTENT OF 40% TO 65%, AND A CARBON TO NITROGEN RATIO BELOW 25:1. PRIOR TO PLANTING, ONE 12" DEEP TEST HOLE PER PLANTING BED SHALL BE DUG USING ONLY A GARDEN SPADE DRIVEN SOLELY BY INSPECTOR'S WEIGHT. AFTER PLANTINGS AND CLEANING PLANTING GRADE IN PLANTING BEDS, INSTALL 3 INCH MINIMUM OF CEDARGROVE COMPOST MULCH OVER THE TOPSOIL. SEE DETAIL. FERTILIZER PLANTS: OSMOCOTE 18-6-12 FOR TOP DRESSING SHRUB AND GROUNDCOVER AREAS AT A RATE OF 20 LBS. PER 1,000 SQUARE FEET PRIOR TO ADDING MULCH TO FINISH TOPSOIL GRADE. INSTALL AGRIFORM 20-10-15 PLANTING TABLETS FOR PLANTING PITS AS SHOWN IN PLANTING DETAILS. PLANTING AFTER PLACEMENT OF TOPSOIL, STAKE TREE LOCATIONS FOR ACCEPTANCE BY THE LANDSCAPE ARCHITECT. MAKE REQUIRED FIELD ADJUSTMENTS AS DIRECTED. AVOID OBSTRUCTIONS. LARGE BLOCKS OF PLANTING MAY BE STAKED OUT BY BOUNDARY RATHER THAN INDIVIDUAL PLANTS. INSTALL PLANTINGS BETWEEN OCTOBER 15TH AND MARCH 15TH. IRRIGATION ALL SHRUBS AND GROUNDCOVER LANDSCAPE AREAS SHALL BE IRRIGATED VIA CONTRACTOR DESIGN BUILD/BID AUTOMATIC CONTROLLED SYSTEM. PROVIDE COMPLETE ACCURATE AS —BUILT RECORD DRAWINGS AT 1"=20' SCALE. QUALITY ASSURANCE ALL PLANT MATERIAL TO BE IN HEALTHY THRIVING CONDITION. PROTECT ALL PLANT MATERIAL FROM HARM. HEAL —IN AND WATER ALL ROOTBALLS IF NOT PLANTED THE SAME DAY AS DELIVERY. REMOVE UNSATISFACTORY MATERIALS FROM SITE. PLANT DURING PERIODS NORMAL FOR OPTIMAL GROWTH, AS DETERMINED BY SEASON, WEATHER CONDITIONS AND ACCEPTED PRACTICE. WARRANTY OF PLANTINGS ACCEPTANCE OF LANDSCAPE IMPROVEMENTS SHALL OCCUR AT OWNER'S PROVISIONAL ACCEPTANCE OF THE COMPLETED PROJECT. WARRANTY PERIOD FOR ALL PLANTING SHALL BE ONE YEAR FROM DATE OF PROVISIONAL ACCEPTANCE OF THE PROJECT. IF REPLACEMENT OF PLANTINGS ARE REQUIRED DURING THE WARRANTY PERIOD, RESTORE ADJACENT PLANTING AREA TO ORIGINAL CONSTRUCTED CONDITION. REPLACEMENT PLANTS SHALL BE IN LIKE SIZE AND KIND AS ORIGINALLY PLANTED. IMPORT SOIL QUANTITIES (FOR PERMITTING PURPOSES ONLY) Topsoil — 1n9 rY COMPOST MULCH — 52 CY TOTAL SOIL IMPORT — 157 CY • Call 811 • m two business days before you dig NO. NOTES: 1. WHEN THE ROOTBALL IS ENCLOSED IN A WIRE BASKET SUPPORT, CUT AND REMOVE WIRES AFTER PLACEMENT AND ADJUSTMENT OF TREE IN THE PLANTING PIT AND PRIOR TO BACKFILLING WITH SOIL. 2. WHERE ROOTBALLIS WRAPPED IN GEOTEXTILE OR TREATED BURLAP, REMOVE COMPLETELY. AFTER PLACEMENT AND ADJUSTMENT OF TREE IN z PLANTING PIT. 01 STAKE TREE W/ (3) PRESSURE TREATED 2"x2"x6' STAKES OR POLES. GUY TO TREE USING PLASTIC TREE TIES INSTALL TREE AT GRADE WHICH IT GREW IN THE NURSERY SOIL SEE NOTES SUBSOIL BROKEN W/ BAR OR PICK TO 42" DEPTH MIN. 602 TREE PLANTING DETAIL SCALE: N.T.S. 3" DEPTH MULCH OSMOCOTE, BROADCAST OVER PLANTING PIT REMOVE BURLAP FROM TOP 2/3 OF ROOTBALL. SEE NOTE 2. 6" HIGH WATERING BERM, 3" HIGH WATERING BERM,- 2 1 /2 x 0 OF ROOT BALL. 2 1 /2 x 0 OF ROOT BALL. "J SCALE: N.T.S. NOTES: A. INSTALL SHRUB AT GRADE WHICH IT WAS GROWN AT NURSERY. SEE NOTES FOR FERTILIZER. CAREFULLY REMOVE BURLAP, TWINE OR CONTAINER FROM ROOTBALL. SCARIFY ROOTBALL SURFACE IF ROOTBOUND. 3" DEPTH MULCH OSMOCOTE, BROADCAST OVER ENTIRE PLANTING BED. aI sitts&hill 'Upul CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422954 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 EM URRENT PLANNING organroth [05/09/2023] SURVEYED: SCALE: AS NOTED VERTICAL: NAVD 1988• HORIZONTAL: NAD 1983/1991 3/1 DATU V C T Y OF RENTON Plan ning/Building/Public Works Dept. BROTHERTON CADILLAC - RENTON LANDSCAPE NOTES AND DETAILS (PRIVATE AND PUBLIC) DATE: DESIGNED: DKM/RJJ FIELDBOOK: PAGE: DRAWN: KLK/DKM ONE INCH DRAWING NO: L1.2C CHECKED: DCD AT FULL SCALE IF NOT ONE INCH SCALESCALE ACCORDINGLY REVISION BY DATE APPR APPROVED: SHEET: ZA OF: Ln N T O O O I N N Q J LO co O N N A u L; i Q z w A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn RIM=22.06 N a _, so.; I - N IE=16.44, 6"PVC E IE=19.91, 8 D.I. N x �02 �� s so "'� _ _ " w ss o� UNWHY UKY LINK wts i 2�As INIE=16.36, 6 "PVC W AS HALT s " w �� S — S�ti 8 p 8 T / ° �SI GSA O _ "NO PARKING" TH/ p I— — _ — — — — — — GAS _ "NO PARKING" GA - OHP ° so. d. _ 5��. �� — GAS. FENCE J _ CHAINL _ a� Aso __"w -"-w s% -22� _QAs. 5_- INK — I T "NO PARKING" P 5 eP i sp , _ w — — 2'� — — J3'•'•'• X �k STORM VAULT W/OIL WATER SEPARATOR W w — — 22- — — — — —Ss s�� — — — — — — 3 LIDS. UNABLE TO OPEN 2 OUTER LIDS o -- L ': RIM=24.08 ! _�'a — '— ASPHALT - y- TE i eP _� Sig - SS TEL TOP OF BAFFLE=21.78 TOP OF VERT. TEE=21.55, a _ S SS 1T_ 5 I z BOTT. OF VERT. TEE=18.58, 12"PVC W Ss _ SS � ' / a , _I TOP OF PIPE=20.9f, 12"PVC E, SS — .... UNABLE TO MEASURE IE � WATER LEVEL=19.98 = s ss 3� a X TEi.:: BOTT. OF STRUCT. =17.53 X 22�2 o a 6 a 5 3 a - o o'ti /GAS / 22 I I \ \ / TPN 3340402755 �� 75*1 AZULq PROPERTIES LLC 5 N I (IS S Q S GA ° _ r N �9 �C/QS I aS IQS )LE --� IE=17.97, 12"CPP W 10' BAY = 12.36 O �I / DOOR FORCEMAIN E y 00 2396 16 0P � 9. mo 0 STORM CATCH BASIN TYPE I RIM=23.66 IE=19.65, 12 "CPP N IE=19.76, 12 "CPP E IE=19.76, 12 "CPP S IE=20.38, 6"PVC W STORM CATCH BASINfi TYPE I RIM=22.55 IE=20.28, 6"PVC W IE=20.02, 12"CPP N J 42" "WATER LINE" F_ —I SID RED "HAZARD" SD 96 z rrn W tit. � � Nw � 6 HALT _ x tititi "NO PARKING"; _ w <w `.% NO X titia6 4 �1913 4 CO) TELEPHONE RISER VHOI F IRRIGATION PLAN (PRIVATE) SCALE: 1 "=20' • Call 811 • m two business days before you dig NO. REVISION 40„ 0 N 7&8" OAS — 1 SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCD BY DATE AP P R APPROVED: DCD I I I ) VACATED R 0 TON I 5 g PER CITY OF 4668 _RDINANCE 0j150313 REC.NO 1997 `L 9ti I SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM I� NORTH HORIZONTAL SCALE: 1"=20' 20 0 20 40 C TY OF RENTON Plan ning/Building/Public Works Dept. LEGEND PROPOSED FEATURES - LANDSCAPE AREA REQUIRING IRRIGATION, SEE DETAILS ON SHEET L2.OB AND L2.1 B. AUTOMATIC IRRIGATION VALVE. 02 IRRIGATION HEADS (SHRUB BODIES ARE 6' POP-UP) �d - - - - - PVC SLEEVING. (4" DIA. MINIMUM) IRRIGATION PIPE MAIN SCHED. 40 PVC (18" MIN. COVER) IRRIGATION PIPE LATERAL CLASS 200 PVC (12" MIN. COVER) GENERAL NOTES 1. AUTOMATIC IRRIGATION SYSTEM SHALL BE CONTRACTOR/BIDDER DESIGN. 2. IRRIGATION ENGINEERING DESIGN TO BE BASED ON A NEW 3/4" IRRIGATION METER AND 1" SERVICE LINE. DESIGN WATER PRESSURE IS 70 PSI. VERIFY STATIC PSI IN FIELD. IRRIGATION LAYOUT SHOWN IS FOR PERMITTING PURPOSES ONLY. 3. INSTALL ALL EQUIPMENT PER STATE AND CITY OF RENTON CODES. 4. REFER TO INSTALLATION DETAILS WHEN INSTALLING ALL EQUIPMENT, SEE SHEET L2.2C. 5. ADJUST THE RADIUS ON ALL SPRINKLER HEADS TO CONFORM WITHIN THE LANDSCAPE AREAS. 6. UPON COMPLETION OF THE MAIN LINE INSTALLATION IT IS TO BE PRESSURE TESTED PRIOR TO COVER. USE LINE PRESSURE FOR (2) HOURS WITH NO LOSS. 7. BACKFILL ALL TRENCHES WITH "ROCK FREE" MATERIALS AND COMPACT TO 90%. 8. INSTALL REPLACEMENT CONTROLLER AND RAIN SENSOR AT LOCATION SHOWN ON THE DRAWINGS. THE SENSOR TO FREE FROM ALL OVERHANGS. 9. FROM THE CONTROLLER INSTALL 2 SPARE YELLOW WIRES TO CONTROL VALVES. 10. ALL CONTROL VALVES SHALL BE TAGGED WITH A NON -FADING PLASTIC MARKER INDICATING THE PERMANENT VALVE NUMBER. 11. CONTRACTOR SHALL PROVIDE A EXACT AS -BUILT DRAWING OF THE INSTALLED SYSTEM. 12. PROVIDE 4" SCH 40 PVC SLEEVE BENEATH ALL PAVED AREA FOR ROUTING IRRIGATION PIPING AND CONTROL WIRING. PROVIDE 2' COVER MINIMUM. KEY NOTES WET TAP EXISTING CITY OF RENTON WATER MAIN PER CITY OF RENTON WATER PLAN GENERAL NOTES, STD PLAN 300.0 (L2.2C)..WET TAP AND INSTALLATION OF 1" SERVICE LINE AND 3/4" METER FOR LANDSCAPE IRRIGATION TO BE INSTALLED BY CITY OF RENTON WATER DEPARTMENT. 2� 1" SERVICE LINE PER CITY OF RENTON STD PLAN 320.1 (L2.2C). :� INSTALL NEW CITY OF RENTON 3/4" IRRIGATION METER PER CITY OF RENTON STD PLAN 320.1 (L2.2C). 4� DOUBLE CHECK VALVE ASSEMBLY IN VALVE BOX PER CITY OF RENTON STD PLAN 340.8 (L2.2C). AUTOMATIC IRRIGATION CONTROLLER (11 OV) ON PEDESTAL, SEE DETAIL 702/L2.2C. sitts&hill y�PG�N7 n"�NyS CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 \v`�U PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ �9�tiozati��V� Project No.: 19480 Project Mgr.: DCD '149 ExP �SCA PE ARG�`� 03.17.23 Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422955 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 CURRENT PLANNING0711,61 AMorganroth [05/09/2023] %J BROTHERTON CADILLAC - RENTON DATE: FIELDBOOK: PAGE: DRAWING NO: IRRIGATION PLAN L2.00 (PRIVATE) SHEET: ZA OF: 9 N T O O N ,M1 Ln N T O O I Q J 0 O N N A u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N N I O 0 W WATER PLAN GENERAL NOTES Standard Plan Na. 3W I. ALL WORK .AND MATERIALS SHALL BE IN ACCORDANCE WITH THE LATEST EDITION OF THE CITY OF RENTON PUBLIC WORKS STANDARD SPECIFICATIONS AND SPECIAL PROVISIONS AND WSDCI / AFWA STANDARD SPECIFICATIONS, LATEST EDITION AS AMENDED BY THE CITY OF RENTON. A SET OF CITY APPROVED PLANS SHALL BE KEPT AT THE JOB SITE WHENEVER CONSTRUCTION ISIN PROGRESS- A PRE -CONSTRUCTION CONFERENCE SHALL BE HELD PRIOR TO THE START OF CONSTRUCTION. THE CONTRACTOR AND OR DEVELOPER SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY PERMITS PRIOR TO CONSTRUCTION. 2- ALL EXISTING UTILITIES SHALL REMAIN IN SERVICE DURING CONSTRUCTION UNLESS OTHERWISE NOTED, THE CONTRACTOR SHALL CALL 1-8DO-424-5555 TO VERIFY UTILITY LOCATIONS BEFORE BEGINNING EXCAVATION- 3. ALL MATERIALS USED FOR THE CONSTRUCTION OF WATER SYSTEM IMPROVEMENTS SHALL BE NEWAND UNDAMAGED, AND "CATALOG CUTS" FOR ALL MATERIALS SHALL BE APPROVED IN WRITING BY THE CITY OF RENTON PRIOR TO BRINGING ANY MATERIALS ON -SITE_ 4. ALL WATER MAIN PIPE MATERIALS SHALL BE CEMENT LINED DUCTILE IRON PIPE, THICKNESS CLASS 52 PER AWWA C 151 AND C 104. PIPE JOINTS SHALL BE PUSH -ON OR MECHANICAL JOINT. CAST IRON OR DUCTILE IRON PIPE FITTINGS SHALL BE CLASS 250 AS PER. ANSI/AW WA C110/A21-10-32. ALL DUCTILE IRON PIPE AND FITTINGS SHALL BE WRAPPED W rrH 8-MIL BLACK, TUM-TYPE., POLYETHYLENE PLASTIC PER AWWA C1DS STANDARDS. 5. MINIMUM COVER FROM TOP OF WATER MAINS TO FINISHED GRADE SHALL BE 36 INCHES FOR PIPE DIAMETER OF 10-INCH OR LESS AND 48 INCHES FOR PIPE DIAMETER OF 12-INCH AND LARGER, MAXIMUM COVER FOR ALL WATER MAINS SHALL BE 60 INCHES. ANY DEVIATIONS MUST BE APPROVED BY THE CITY OF RENTON PRIOR TO CONSTRUCTION, WHERE UITILFFY CONFLICTS OCCUR, THE PROFILE OF THE WATER MAIN SHALL BE ADJUSTED AS NECESSARY TO CLEAR CONFLICTS AND TO PROVIDE MINIMUM COVER. PIPE DEFLECTION SHALL NOT EXCEED ONE-HALF OF PIPE MANUFACTURER'S SPECIFICATION FOR SIZE OF PIPE USED. ALLTRENCH BACKFILL SHALL BE COMPACTED TO 9S PERCENT MAXIMUM DRY DENSITY AS DETERMINED BY THE MODIFIED PROCTOR TEST METHOD (MOD) IN ROADWAYS, ROADWAY SHOULDERS, ROADWAY PRISM AND DRIVEWAYS,AND85 PERCENT MOD IN UNPAVED AREAS. ALL PIPE ZONE COMPACTION SHALL BE95MOD. S. CONCRETE BLOCKING FOR WATER MAINS SHALL BE DESIGNED, INSTALLED AND POURED IN PLACE IN ACCORDANCE WITH CITY OF RENTON STANDARD DETAILS AND SPECIFICATIONS AND SHALL BE INSTALLED AT ALL VERTICAL AND HORIZONTAL BENDS, FITTINGS AND BASE flF HYDRANTS. MEGA -LUGS (OR SIMILAR PRODUCT) MAYBE REQUIRED ON ALL MECH,ANICALJOI NTS IN ADDITION TO CONCRETE BLOCKING. 7- ALL NEW WATER MAIN PIPES AND FITTINGS SHALL HAVE A FOAM PIPE PIG RUN THROUGH THEM PRIOR TO BEING FLUSHED, DISINFECTED, AND TESTED. CLEANING, PRESSURE AND PURITY TESTING SHALL BE DONE IN THE PRESENCE OF AND UNDER THE SUPERVISION OF A CITY OF RENTON UTILITY INSPECTOR, THE CONTRACTOR SHALL SUPPLY, INSTALL AND REMOVE PLUGS, CORPORATION STOPS, BLOW -OFF A55EMBLIES, ANDTHRUST RESTRAINT/ BLOCKING FORTESTINGAND PURITY ACCEPTANCE. NO CONNECTION SHALL BE MADE BETWEEN THE NEW MAIN OR BETWEEN THE NEW WET -TRIP VALVE TO AN EXISTING MAIN UNTIL THE NEW PIPING HAS BEEN FOAM -PIGGED, DISINFECTED, FLUSHED, AND PASSED 130TH PRESSURE AND PURITY TESTING. 8. NEW WATER MAINS INCLUDING SERVICE LATERALS SHALL BE TESTED AT A STATIC PRESSURE OF 151I PSI ABOVE WORKING PRESSURE WITH A MINIMUM OF 225 PSI TEST PRESSURE FOR 120 MINUTES WITH A MAXIMUM OF 5 PSI PRESSURE DROP DURING THE ENTIRE TEST PERIOD. UPON SATISFACTORY COMPLETION OF THE PRESSURE TEST, THE LINE SHALL BE DISINFECTED, FLUSHED, AND THEN WATER SAMPLES SHALL BETAKEN FOR PURITY TESTING BY THE PUBLIC WORKS INSPECTOR, 9. THE CONTRACTOR SHALL NOTIFY THE CITY OF RENTON WATER UTILITY AND MAINTENANCE DEPARTMENTS AT LEAST 10 WORKING DAYS PRIOR TO MAKING CONNECTIONS TO THE EXISTING WATER SYSTEM. THE CONTRACTOR SHALL EXPOSE THE EXISTING WATER MAIN AND FITTINGS AT THE CONNECTION POINT BEFORE ORDERING THE NECESSARY ADAPTORS AND FITTINGS REQUIRED FOR THE FINAL CONNECTION- THE CONTRACTOR SHALL EXCAVATE, REMOVE ALL SURFACE MATERIAL'S, AND PROVIDE SHORING AND ALL MATERIALS REQUIRED FOR THE CITY OF RENTON TO PERFORM THE CONNECTION TO THE EXISTING WATER SYSTEM. THE CONTRACTOR SHALL PROVIDE AND INSTALL BAC:FILL, CONCRETE BLOCKING, AND COMPLETE SURFACE RESTORATION. STD. PLAN - 3W.0 PUBLIC WORKS WATER PLAN GENERAL NOTES DEPARTMENT --= MARCH 2010 AUTOMATIC VALVE SPARE CONTROL WIRE VALVE BOX W/LID SCH 80 PVC NIPPLE SCH. 40 PVC 90' ELLS SCH 80 PVC NIPPLE SCH. 40 PVC MAIN LINE TEE MIN. THREADED SCH 80 UNION, TYP. 000AUTOMATIC CONTROL VALVE DETAIL i "J SCALE: N.T.S. TRENCHING DETAIL i vvJ SCALE: N.T.S. FINISH GRADE x24- PLASTIC METER BOX _ _ i nl _ A �_ PLASTIC, INC. BCF SERIES MSB:CF 1324-18 WITH 1.75" THICK DUCTILE IRON DIAMOND PLATE COVER Et3UAL 70 MIO-STATES PLASTICS, INC. MSCBC-1324-R 'NTH READER UD .AND 2" DRILLED HOLE FOR TOUCHREAD PIT UD (SEE DETAIL A -A) 9" MIN 12" MAX ii:H w �2� 36" MIN COVER 22-1 /2- NEW ouo-nLE IRON WATERMAIN wl 9 i IN UNIMPROVED RIGHT OF � WAY INSTALL METER BOX AT PROPERTY LINE WITH 12" w LONG COPPER TAILPIECE. w F lK I SIDEWALK � I TQUCHRE,AD WATER METER TO BE SUPPLIED BY THE CITY o TYPE "K' SOFT COPPER TUBING 7SER�ACEINE TO HOUSE IS 3/4- OR I"LLED IN THE FUTURE GALVANIZED D C14-33 OR 44 FIPT PLUG ION COUPUNG d-LOOP DOWN TO CENTERLINE/ OF WATER MAIN TO PROVIDE SLACK IN COPPER 04PPER5ETTER FOR 5/15-0/4" METER: FORD SERVICE LINE TO METER, VBH72-15W-4+4-33G. OR McDONALD BRASS: 21-215WCQQ33, OR MUELLER: 3/4-6-2470-2 WITH ANQLIE SALL VALVE ON INLET AND SINGLE CHECK VALVE ON OUTLET CORPORATION STOP WTH BALL VALVE. FORD COPPERS£TTER FOR 1" METER: FORD VBH72-15W-44-44G, OR TAPERED THREAD (CC)• QUICK JOINT McDONALD 13RAS$: 21-415K6044. OR 4AVELLER. 1-B-2470-2 (3/4" F61000-3-0) OR AY MCDON.ALD 4701E BOTH INLET AND OUTLET WITH QUICK JOINT- PADLOCK WN€5 014 (V FB1DDD-4-O) OR AY MCDONALD 470I8 INLET ANGLE BALL VALVE AND SINGLE CHECK VALVE ON OUTLET_ ALL FITTINGS SHALL BE WITH QUICK JOINT.. NOTE - ALL. METER BOXES INSTALLED WITHIN CONCRETE OR PAVED DRIVEWAYS SHALL 13E CAST-IRON COVAL TO OLYMPIC FOVNGARY. EXPANSION JOINT$ MUSH 8E INSTALLED ON BOTH SIDES OF METER BOX- — N 0 TE: THE CENTER OF THE HOLE MUST BE AT LEAST 1° FROM UNDERNEATH RIBS UNLESS THE RIB SPACING ALLOWS THE NUT TO TIGHTEN AGAINST THE OPEN SIDE OF MORE THAN ONE RIB, DRILL 2° DIA- HOLE FOR AMR (AUTOMATIC METER READ) TQVCHREAD DEMCE - 2-1/2- MIN, FROM NEAREST AND FRONT EDGE OF PIT UD ` PUBLIC WORKS a4" AND 1"WATER SERVICE SM. PLAN - 320A DEPARTMENT 6j. NOVEMBER 2009 � J Q >_ 3: 1� W ILL C'I0 �Ir- 2 CL {7 CC 0 6 M.N. _ 3" (MIN.) DIRECTION OF FLOW 6"MIN-(TYP.{ UNION (TYP.) TO CITY METER STACKED METER SECTION\�C MIN. FREE BOXES DRAINING GRAVEL NOTES: 1. ALL DOUBLE CHECK VALVE ASSEMBLIES (DCVA°s) MUST BE LISTED ON LATEST LIST OF "BACKFLOW PREVENTION ASSEMBLIES APPROVED FOR INSTALLATION IN WASHINGTON STATE", PUBLISHED BY STATE OF WASHINGTON DEPARTMENT OF HEALTH- {, THE O NER/APPLIGAN7 MUST 087AIN A SEPARATE CITY OF RENTON PLUMBING PERMIT FOR THE INSPECTION OF THE INSTALLATION OF THE DCVA AND PIPING. THE OMER SHALL FURNISH, INSTALL AND MAINTAIN THE DCVA AND ALL PIPING AND APPURTENANCES SHOWN ON THIS PLAN - THE DCVA MUST BE TESTED BY A STATE CERTIFIED BACKFLOW .ASSEMBLY TESTER AFTER ITS INITIAL INSTALLATION, AFTER REPAIR'S AND ANNUALLY THEREAFTER AT Q'r' LR'5 EXPENSE. A DOPY OF THE TEST REPORT SHALL BE SENT OR FAXED TO CITY OF RENTON WATER UTILITY ENGINEERING DEPT., ATTN! WATER UTILITY CROSS -CONNECTION CONTROL SPECIALIST, FAX NO. 425-430-7241. DCVA AND METER BOX SHALL BE LDCATED ON PRIVATE PROPERTY AND AS NEAR .AS POSSIBLE To THE WATER METER, PUBLIC WORKS 34" TO 2" DOUBLE C;HEC;K VALVE SM. PLAN - UO.8 •.* DEPARTMENTASSEMBLY FOR IRRIGATION OR RE VENTIAL FIRE SPRINKLER MARCH 2010 2" RAIN SENSOR KING SPLICE CONNECTOR FINISH GRADE _III l n II IILIII=1 -III III IIL. F REMOVE RECEIVER -11 =1 =1I =1 =1I =1 =1 -1 I 1-111-111-III a` - IF 1All- PERMANENT 7— 111111111111111111111111111111 Tll_Ill- T1117' IT=11=III=TIT=IIIi=1l=IIIi-1l=IIIi=llli=1lilitIHl.-1lTl11 l CONTROLLER ADAPTER SIGNAL ("HOT") WIRE-lTl„lillillil-lil-lil-lil-1 I I I -I I l-1 � l-1 I l-1 � l-1 I l-1 � l-1 I l l � l -lil-lil=lil=ll=lil=l. - =1_II-III-I l-lIl Ill- l Ill- l Ill ---Ill-- POP UP BODY �-III-lTi-l-Ill- l-lTi-1 -Ill- -Ill- l-l � PVC SLIP FIX COUPLING=lil=lil � I i1=1i1=11=1i1=-1il-lil-lil- III�1111IIIIIII�1111IIIIIII�1111IIIlTl�1111IIIIIIIIL -i111T_II�1111IIIII -lTl-1 I l----lTi-1 I l-lTl-1 I l-lTl-1 I l-lTl-1 l i_ =li-lTl-lil-lTl-lil-lTl-lil-1 - =1 I L-I I L- III=1 I LlTi=l I LlTi=l I Ll i MATCHING PEDESTAL COMMON CONTROL WIRE �. '=III=III=111- 11=III=III=III=III=l � l=l i -ll-lil=ll=ll--lil-lil-lil-lil-lil- T1=1T1=1T1=1T1=1T1==1i1=1T1=1i1=lil-lil. 11 �- 11-1i1-,_ =III=III=III-III-I � 1= I I=1 I l-1 � l=l I l-1 � l-I ADD (1) ONE MARLEX-1il-lil-lil-lil-_ ll=lil=lil=lil=lil- -III-III-III-III III -III -III -III -I I — 90' ST ELL 1, E ITI, ,1I , ,1T1 ITI„11 ,ITT, ,1T1 IT1 1T1 CONCRETE BASE 18' xl8' xl8" NO. 6 GAUGE BARE WIRE WITH GROUNDING ROD POLY SWING PIPE I111T1111n1111111111n11' 11 -= - =ill III III I_II III III - BRICK SUPPORT -III III III - I „III 1II III III BLOCKS (TYP.) „1111I1' 12" GRAVEL SUMP 5/8" MINUS ADD (1) ONE MARLEX CRUSHED ROCK 90° ST ELL SPRAY HEAD SWING PIPE DETAIL SCALE: N.T.S. FINISH GRADE 3/4" SCH 80 PVC NIPPLE SCH 40 PVC MAINLINE TEE BRICK SUPPORT BLOCKS 24" GRAVEL SUMP VALVE BOX 704 MANUAL MAIN LINE DRAIN VALVE SCALE: N.T.S. • Call 811 • m two business days before you dig NO. REVISION SCH. 40 PVC FINISH GRADE THREADED OUTLET TEE LONGSWEEP ELBOW _ 00 3/4 ELECTRICALS CONDUIT 3" ELECTRICAL CONDUIT 110 V POWERED AUTOMATIC CONTROLLER MANUAL DRAIN VALVE 3/4" PVC ST. 90° ELL NOTES: 1. INSTALL DRAINS AT LOW POINTS ONLY. SURVEYED: DESIGNED: DKM/RJJ DRAWN: KLK/DKM CHECKED: DCID BY DATE AP P R APPROVED: DCD v�J SCALE: N.T.S. SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM C TY OF RENTON Plan ning/Building/Public Works Dept. sitts&hil I CPU JJ..Johh VG CIVIL I STRUCTURAL I SURVEY P a�� 11� Spy 0 4815 CENTER STREET I TACOMA, WA. 98409 V PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ �9�tio4a zati��V� Project No.: 19480 Project Mgr.: DCD ExP �SCA PE ARG�`� 03.17.23 Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422956 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 IA URRENT PLANNING } Morganroth [05/09/2023] ] DATE: BROTHERTON CADILLAC - RENTON FIELDBOOK: PAGE: DRAWING NO: IRRIGATION NOTES AND DETAILS L2.2C (PRIVATE AND PUBLIC) SHEET: Z7 GF:2A -MIN Lo M It O 0 N W u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON rn N N 0 W (n • (n (n I II < N I I (n IV) E I �\ I I CD \ / \\✓'// I< 0I C 0 I IIQ I� al N I IN Q I J"L W T I 0 ss O a SD T—'— .:IPO�LAR 31 I I BP P W �I I I IFF, I i �' I 3 I t ° F.F. =23. 87 I I I I 2?o I / F.F.=24.00 I II I I130 SD 29 kIPOPLAR N 18 BLACK LOCUST POPLARNss s - - - ss + ++++2 +O &8 \ + +�+++ o I 114 e I II s \// I I II II I 6 ,�+ . i1•..+. o * �' ♦ 27 +fi+ +++ +++ +++++_ POPLAR+++ +«++++ N _7. + w + ++++ / I , { + N LEGEND 0 EXISTING DECIDUOUS TREE EXISTING EVERGREEN TREE r � PROPOSED TREE PROTECTION v X PROPOSED TREE REMOVAL / TREE DRIPLINE LIMIT OF DEMOLITION/LAND CLEARING GENERAL NOTES 1. TWO ON -SITE TREES ARE PROPOSED TO BE RETAINED. ALL OTHER TREES TO BE REMOVED. 2. 8 REPLACEMENT TREES AND 4 MITIGATION TREES ARE REQUIRED.12 TOTAL ONSITE TREES ARE REQUIRED. SEE TREE RETENTION AND REPLACEMENT CALCULATIONS ON SHEET TR1.1. 3. REMOVAL OF EXISTING TREES DO NOT IMPACT EXISTING TREES TO REMAIN. NONE -THE -LESS, EXERCIZE CARE TO MINIMIZE ROOT DISRUPTION TO EXISTING TREES TO REMAIN. 4. AN ARBORIST SHALL BE PRESENT ON THE SITE DURING CONSTRUCTION AT TREE DRIP LINES IN ORDER TO ENSURE PROPER TECHNIQUES ARE USED TO PROTECT TREE ROOT SYSTEMS. 5. SEE SHEET TR1.1 FOR TREE PROTECTION DETAIL. �� sitts&hill I c +++ ++{+++++ II / I I I I! +{ �d +y+I+++++ + + + + + + + � �' P v lJUhNSCVC CIVIL I STRUCTURAL I SURVEY �+ + + + + + / / i + • .._ b 2 4815 CENTER STREET TACOMA, WA. 98409 + + + +1 I I ++ ++'++++ I / I + + ++ II I +*" W� PHONE: (253) 474-9449 FAX: (253) 474-0153 + +�+ + + + e I + + + / http://www.sittshill.com/ + + +I + - — + ++++ + + + + + w + # + �� Q I ++ ++++I++ m o �/ I + + + ++++++- +++++++ +++ +++++++ i _ : , ++++++ + ; . ; .. ; . i 1 I Project No.: 19480 Project Mgr.: DCD v ++ If+++00 �*+ / .+ + + + + + +++ +++++++++++++++++++++ +++++++++fir+- 1 ..+++++++++++++}+i .� / + + ` �`SC G'2`� �ti 449 EXP. IZ U I ++ ++++f++ I / �. +++++ +++++ 1+34 ++:' #" �' W . #., ,*,+++++++++ J ? ��+++++++ APE AR 1 9 / 1 / / /� �/ — 2 03.17.23 Pro . Engineer: DKM RJJ Pro . Drafter: KLK DKM + ++++ +++++++ ++++++++++++++++++++ ++ ++ +++ + ++++++ +++ ++++++++ + + + + + / + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ice+ + + + + « + + + + + + + + + + \ f` - + ... + + + + + + + + + ++I++ o I I + + ++++++ +++++++++++++++++++++++++++ +, ++++++++ ,/ ti++++++++++++ + + + + to / + # + # + # + # + # + # + # + # ....... # + + + + + + + + + + + + + + + + + + + + + + + + + n I + + ++I+ + + + + + + + + + + + + + + + + + + + + + + + + afJ + + + + + + + + + + + + + + + + + + + + + + +I +++++++ ++ ++++++++++++++++++++++++++++++ �� %�++++++++++++++++ R-422957 I++ +++ o ++++++ �►+++++++++++++++++++++++++44 ++++ ++ ++ ++++++++ +++++++ II++ +++�+ + t? i I ++#+++#+++#+�#+++#+++#+++#+++#+++#+++#+++#+++#+++#+++#+++#W++ +++#+++#++ + I 1 i�� + +++++++++++++++++++++++++++++4+++4+++++ I + + ° + + + + + + + ♦�+ + +T++ + + + + + + + + + + + + + + + +_+�+ + + + + + + 4. + + + + + + + + + + + + + + + + + + + + + + + + + I ++ +++ + + , 3 i . . . ..... I + + + + + + + +'+ + +�+ + + + + + + + + + + + + + i�,+ + + + + + I +++++++++++++++++++++++++++++++++++++++++++++++ _ — +#+#+#+#+#+# #+#+#+#+#+#�"#+#+#+# �yy IN COMPLIANCE WITH CITY OFRENTONSTANDARDS ; I \ + + 4 v 6n.' + + + + + + + + + + + + { + + + + + + ;i"+ + + + + + + + + + + Syr + + + + + + + + + + + + + + + + + + + + + + + + + + N N + + + r7+ + + + + + + + + + + + + + + + + + + t+ + + + + + + + + \� + + + + + + + + + + + + + + + + + + + + + + + + + + + + + t ,.I ++++++++++++ ,�+++++++++ ++++++++++++++++++++++++++++++ 14'MAPLE�2� P�-- ++++++++w + ++�+ ++++++++++++++++++++++++++,+ + / I+++ +++++ ++++++ ��eP��e +#+#+#>-« + +++++.+++++++++++++++++++++� DEVELOPMENT ENGINEERING + ++++++ ++++W+++++ +++++++++++++++++++++++++++++ ++ ++I + +++++++++ ++++i+ \. eP �.�,+�++++++++ g+++++++++++++++++++++++++++++� NJanders05/08/2023 ++ + ++++++++; +++ + �1 � w + �+++ ,v +++++++++++++++++++++ r +++ + + +++ ++ + +++++ NMAPC 1+ ,� ��ss �_+++++++++a+ ++++++++++++++++++ � ++ + ++++t++ + +...+ w +++++++++r�+� +++++++++++++++�• +�+++ +� +++ ++ ++�+++#+# +++ _SS .+++++++++++++++ ++++++++++++++y NORTH 3 + + + + + + + + + + + + + + + + + +t++ W ' + + + + + + + + + + + + + + + + + + + + + + + + + + +y + + + + + + + va +++ .�++++4++++ +++++++++�.�I} ++++++ + + +++++++ ++++++++++ + + '!'+ ° + ! + + i° +.+"+ -+"': + ° + + ° + + ° S� CURRENT PLANNING / 1� TREE RETENTION PLAN HORIZONTAL SCALE: 1"=20' N ++ +�.++ + ++++ ++ ++++ ++ _+++++++++ SS �, \/ *+*+*+*; +++++ + + +'; + *+***+*** . + * ***+***+**+ * SS 9� 20 0 20 4o AMorganroth [05/09/2023] Q I + + + + + + + + + + + + + + + +_+-+ + + + + + + + SCALE: 1 "-20' 3 +++++ + +++, ++++++++_+W+++++++ SS + + # + + + # F # + # + # + # + # + . + # + # + # + I ['++++++ ++ ++++++++++++++++ ss� as I 0 + + + + + + ® + + + + + + + '4 + + + + + + 060 SS SURVEYED: SCALE: DATE: + + + +�+r + + + + + � -s �i + + + + + � VERTICAL• NAVD 1988 N N I �,+*+**®+*+ + +***+�+�*+++*++** + * 'S '9� .++. AS NOTED BROTHERTON CADILLAC - RENTON n S HORIZONTAL NAD 1983 1991 C T Y O F ¢I + S + + + + . + + + + + + „ . � ' :.`" :., ✓✓�J 1' + DESIGN + of + + " W« Q, + + + + ' SS , IELDBOOK. 0 . �� +,,�- + + + + + + DKM/RJJ +� �k + ++++++++++—+ + + � PAGE: • S / S +' + ++ + ++ 1+++++++ + +�+ s— + + . C a 11811 DRAWN: / RENT 0 N SS +n��j�,��'+� r1 + + + + + + + + + + + + KLK DKM ONE INCH DRAWING N0: D 9^` ++�%'++++++++++ ++++++ DATUM S SS + + + + + + + + + + + + + + + + + + + + + + + • two business days CHECKED: Planning/Building/Public Works Dept. TREE RETENTION PLAN (PRIVATE) TR 1 0 li.l S + + +� ++ ++++++++++++++ + ++++++++++++++++++++ + o AT FULL SCALE �- + + + + + + + + + + + + + + + +y+� IF NOT ONE INCH Q I SS++ + +/ �WJ+ + + + + + + + + + + + + + + + + + before OU dI APPROVED: SCALE ACCORDINGLY SHEET: OF: Z +++++++++++++ ++++++++++ y g N0. REVISION BY DATE APPR + + + ++++++++++ +++++++++ + + + +++++++++++++++++� + �� DCD 38 39 Ids Ln N T O O O N Q J Al LJ rn N N O W 10' MAX 01 el DRIPLINE (VARIES) FENCE LOCATION (LIMITS OF CRITICAL ROOT ZONE) RADIUS=1 FOOT PER INCH OF TRUCK DIAMETER I //5'* CR' TREE PROTECTI01 FENCE AT CR ORANGE SAFTEY FENCE TREE PROTECTION FENCE LIMITS OF -,, VARIES WOOD CHIP MULCH 20" DIA. TRE. CRITICAL 'O1 R DIUS=1 FOOT PER IN H OF TRUNK DIAMETER WOOD CHIP MULCH AREA (4"-6" DEPTH) *AS NEEDED TO PROVIDE NECESSARY WORK SPACE. IF LESS THAN 5', THEN ADD BOARDS STRAPPED TO TRUNK. TREE PROTECTION FENCE (MODIFIED) - ORANGE SAFETY FENCE TREE PROTECTION DETAIL SCALE: N.T.S. BUILDING A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON SIGNIFCANTTREE REMOVAL Print Form Reset Farm Save rorm ID # SPECIES HEALTH CONDITION VIABILITY DEPARTMENT OF COMMUNITY C I r y OF 1. SPRUCE FAIR SUBSTANTIAL PORTIONS OF TOP POTENTIALLY HAZARDOUS AND ECONOMIC DEVELOPMENT enton e REMOVED FOR OVERHEAD UTILITIES 2. PRIVET POOR MIS-SHAPENED, SPARSE GROWTH CONFLICTS WITH PROPOSAL TREE RETENTION W O R KS H E ET 3. CEDAR FAIR LOCATED NEXT TO BUILDING WALL CONFLICTS WITH EXISTING BUILDING Planning Division AND WITHIN EASEMENT, CROWDED AND WITH PROPOSAL 1055 South Grady Way -Renton, WA 98057 TO ONE SIDE Phone:425-430-7200 1 www,rentonwa.gov 4. CEDAR FAIR LOCATED NEXT TO BUILDING WALL CONFLICTS WITH EXISTING BUILDING Revised July 20, 2022 AND WITHIN EASEMENT, CROWDED AND WITH PROPOSAL 1. Total number of trees over 6" diameter', or alder or cottonwood 5. FIR POOR LOCATED NEXT TO BUILDING WALL CONFLICTS WITH EXISTING BUILDING AND WITHIN EASEMENT, CROWDED AND WITH PROPOSAL trees at least 8"` in diameter on project site 20 trees 6. CEDAR FAIR LOCATED NEXT TO BUILDING WALL CONFLICTS WITH EXISTING BUILDING 2, Deductions: Certain trees are excluded from the retention calculation: AND WITHIN EASEMENT, CROWDED AND WITH PROPOSAL Trees that are dangerous a trees Trees in proposed public streets fl trees 7. OAK FAIR LOCATED NEXT TO BUILDING WALL CONFLICTS WITH EXISTING BUILDING Trees in proposed private actress easements/tracts a trees AND WITHIN EASEMENT, CROWDED AND WITH PROPOSAL Trees in critical areas" and buffers c trees 8. CRABAPPLE POOR AGED AND DECLINING CONFLICTS WITH PROPOSAL Total number of excluded trees: 0 trees 9. OAK FAIR LOCATED NEXT TO BUILDING WALL CONFLICTS WITH EXISTING BUILDING 3• Subtract line 2from fine 1, 20 trees AND WITHIN EASEMENT, CROWDED AND WITH PROPOSAL 4. Next, to determine the number of trees that must be retained&, multiply Fine 3 by: 10. CEDAR POOR LOCATED NEXT TO BUILDING WALL CONFLICTS WITH EXISTING BUILDING 0.3 in zones RC, R-1, R-4, R-6 or R-8 AND WITHIN EASEMENT, CROWDED AND WITH PROPOSAL 0.2 in all other residential zones 0.1 in all commercial and industrial zones trees 11. ATLAS CEDAR POOR DECLINING. CROWDED CONFLICTS WITH PROPOSAL 5, List the number of 6" in diameter, or alder or cottonwood trees over 8" in diameter that you are proposing to retain 4: 0 trees 12. PINE GOOD FAIR, CROWDED AREA CONFLICTS WITH PROPOSAL 6. Subtract lure 5 from line 4 for trees to be replaced: 13. FLOWERING FAIR FAIR, CROWDED AREA, GROWTH CONFLICTS WITH PROPOSAL (if line 615 zero or less, slop here. No replacement trees are required) 2 trees CHERRY TO ONE SIDE 7. Multiply line 6 by 12" for number of required replacement inches: 24 inches 14. APPLE FAIR OLD, REQUIRES EXTENSIVE PRUNING CONFLICTS WITH PROPOSAL S. Proposed size of trees to meet additional planting requirement: 15. CRABAPPLE POOR SPINDLY GROWTH, OLD, ACTUALLY CONFLICTS WITH PROPOSAL (Minimum 2" caliper trees required for replacement, otherwise enter 0) 3 inches per tree LESS THAN 6" DIAMETER q. Divide line 7 by line 8 for number of replacement trees6: (if remainder is .5 or greater, round up to the next whale number) ti trees 16. CRABAPPLE FAIR OLD, REQUIRES EXTENSIVE PRUNING CONFLICTS WITH PROPOSAL Add (4) 3" caliper deciduous or 8' high evergreen trees to mitigate ' Mlea%red at4.s' aligrade. loss of 1 significant tree. 12 total replacement trees are required. 17. CEDAR GOOD STRONG GROWTH HABIT CONFLICTS WITH PROPOSAL ? A tree certified, in a written report, as dead, terminally diseased, damaged, or otherwise dangerous to parsons or property by a licensed landscape architect, or certified arl ist, and approved by the City, 18. POPLAR POOR CUT DOWN TO STUMP CONFLICTS WITH PROPOSAL } Critical areas, such as wetlands, streams, floodplains and protected slopes, are defined in RMC 4-34350. * Count only those trees to be retained outside of eritical areas and buffers. ' The City may require modification of the tree retention plan to ensure retention of the maximum number of trees per RMC 4-4-130ti7a, 19. DOUGLAS FIR GOOD CONFLICTS WITH PROPOSAL R when the required number of protected trees cannot be retained, replacement trees, with at least a two-inch {7") caliper or an evergreen at least six feet (6'Itall, shall be planted. See RMC4-4-130.H.1-e.(ii)for prohibited types of replacement trees. 20 RED MAPLE FAIR TREE HAS BEEN TOPPED CONFLICTS WITH PROPOSAL 1 H:jCED\Data\Forms-Templates\.relf-Help Handvutsi,Planningy7ree Retention worksheet.docx 08/201` 21. PINE GOOD LOCATED WITHIN EASEMENT, CONFLICTS WITH PROPOSAL CROWDED SIGNIFICANT TREE REQUIRING PROTECTION/AROBORIST MONITORING ID # SPECIES HEALTH CONDITION VIABILITY 22. RED MAPLE GOOD GOOD FORM GOOD 23. VINE MAPLE GOOD MULTI -TRUNK FORM GOOD 24. RED MAPLE GOOD GOOD FORM, LOCATED ON GOOD NEIGHBORING PROPERTY 25. RED MAPLE GOOD GOOD FORM, LOCATED ON GOOD NEIGHBORING PROPERTY 26. RED MAPLE GOOD GOOD FORM, LOCATED ON GOOD NEIGHBORING PROPERTY 27. POPLAR GOOD GOOD FORM, LOCATED ON GOOD NEIGHBORING PROPERTY 28. POPLAR GOOD GOOD FORM, LOCATED ON GOOD NEIGHBORING PROPERTY 29. BLACK LOCUST FAIR CROWDED, OFFSET FORM FAIR LOCATED ON NEIGHBORING PROPERTY 30. POPLAR GOOD GOOD FORM, LOCATED ON GOOD NEIGHBORING PROPERTY 31. POPLAR GOOD GOOD FORM, LOCATED ON GOOD NEIGHBORING PROPERTY TREE RETENTION AND REPLACEMENT CALCUALTIONS 20 SIGNIFICANT TREES ARE PROPOSED TO BE REMOVED AT THE GMC AND CADILAC SITES. NUMBER OF TREES TO BE RETAINED PER CODE ARE 2 TREES. ONLY 1 SIGNIFICANT TREE IS POSSIBLE TO BE RETAINED, THEREFORE MITIGATION IS REQUIRED FOR A TREE THAT CANNOT BE RETAINED. MITIGATION: (1) 12" CALIPER TREE / 3' CALIPER DECIDUOUS TREE OR 8' HIGH EVERGREEN TREE = 4 ADDITIONAL REPLACEMENT TREES. PER TREE RETENTION WORKSHEET 8 REPLACEMENT TREES ARE REQUIRED. ADD 4 MITIGATION TREES FOR A TOTAL 12 TREES REQUIRED. ONSITE TREE REPLACEMENT AND MITIGATION TREES SHOWN TOTAL 12 TREES. SEVEN (7) 3" CALIPER GINKGO TREES AND FIVE (5) 8' TALL CEDAR TREES ARE PROPOSED TO BE LOCATED AT THE CADILAC SITE. SEE L1.00. sitts&hill CIVIL I STRUCTURAL I SURVEY 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Project No.: 19480 Project Mgr.: DCD Proj. Engineer: DKM/RJJ Proj. Drafter: KLK/DKM R-422958 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING Wanders 05/08/2023 CURRENT PLANNING AMorganroth [05/09/2023] 0' SURVEYED: SCALE: DATE: VERTICAL: NAVD ,• BROTHERTON CADILLAC - RENTON DESIGNED: AS NOTED HORIZONTAL: NAD 1983/13/1991 CITY OF DKM/RJJ FIELDBOOK: • Call 811 , RENTON DRAWN: PAGE: KLK DKM ONE INCH DATUM DRAWING N0: • ® two business days I CHECKED: AT FULL SCALE Planning/Building/Public Works Dept. TREE RETENTION NOTES AND DETAILS (PRIVATE) TR 1.1 IF NOT ONE INCH before you dig N0. REVISION BY DATE APPR APPROVED SCALE ACCORDINGLY SHEET: 39 OF: 2A N T O O I N N Ln T O O O I N N Q J LO CM 0 N A u