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HomeMy WebLinkAboutzR-4254setA PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON I 0 (WSADA) BUILDING ADDITION AND IMPROVEMENTS WASHINGTON STATE AUTO DEALERS ASSOCIATION I— U7 I— Z 621 SOUTHWEST GRADY WAY RENTON WA 98057 W O rr o VICINITY MAP: PREPARED FOR: INDEX OF DRAWINGS: z WASHINGTON STATE AUTO DRAWING No. TITLE — DESCRIPTION Q CO.0 1 OF 26 CIVIL COVER SHEET z CO.1 2 OF 26 GENERAL GEOTECHNICAL NOTES O DEALERS ASSOCIATION (WSADA) C0.2 3 OF 26 TOPOGRAPHIC SURVEY (PRIVATE &PUBLIC) C1.0 4 OF 26 TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PRIVATE) 621 SOUTHWEST GRADY WAY C1.1 5 OF 26 TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PUBLIC) 0 C1.2 6 OF 26 TEMPORARY EROSION AND SEDIMENT CONTROL NOTES 0 C1.3 7 OF 26 TEMPORARY EROSION AND SEDIMENT CONTROL DETAILS Q RENTON, WA 98057 C2.0 8 OF 26 HORIZONTAL CONTROL/SITE PLAN (PRIVATE) (D CONTACT: VICKI GILES FABR� C2.1 9 OF 26 HORIZONTAL CONTROL/SITE PLAN (PUBLIC) Z C2.2 10 OF 26 HORIZONTAL CONTROL/SITE PLAN NOTES C2.3 11 OF 26 HORIZONTAL CONTROL/SITE PLAN DETAILS PHONE: (206) 443-6300 C3.0 12 OF 26 GRADING AND STORM DRAINAGE PLAN (PRIVATE) PROJECT LOCATION C3.1 13 OF 26 GRADING AND STORM DRAINAGE PLAN (PUBLIC) D C3.2 14 OF 26 GRADING AND STORM DRAINAGE NOTES m C3.3 15 OF 26 GRADING AND STORM DRAINAGE DETAILS Q Sw GRPD� WA PREPARED BY: C3.4 16 OF 26 GRADING AND STORM DRAINAGE DETAILS 0 C3.5 17 OF 26 GRADING AND STORM DRAINAGE PROFILES Q C4.0 18 OF 26 WASTEWATER AND WATER UTILITIES CONSTRUCTION PLAN (PRIVATE) 405 C4.1 19 OF 26 WASTEWATER AND WATER UTILITIES CONSTRUCTION PLAN (PUBLIC) 40000 C4.2 20 OF 26 WASTEWATER AND WATER UTILITIES CONSTRUCTION NOTES AND DETAILS sitts&hml I I L1.0 21 OF 26 LANDSCAPE PLAN (PRIVATE) L1.1 22 OF 26 LANDSCAPE PLAN IL1.2 23 OF 26 LANDSCAPE NOTES( ANDLIDETAILS w < L2.0 24 OF 26 IRRIGATION PLAN (PRIVATE) Ld CIVIL I STRUCTURAL I SURVEY L2.1 25 OF 26 IRRIGATION PLAN (PUBLIC) o L2.01 26 OF 26 REFERENCE BCRA SCHEMATIC IRRIGATION PLAN 4815 CENTER STREET I TACOMA, WA. 98409 0 167 o PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ Ln 116110N'�' CONTACT: DON DAVIS, P.E. NORTH OVERALL SITE PLAN: PROJECT INFORMATION: ��qR — 22 SITE ADDRESS: 621 GRADY WAY 98055 o Sw GRPD� WP 7 C6" FRONTAGE IMPROVEMENTS PARCEL N0: 3340404730 ° C. 7» K I 4,a-D C. p PARCEL AREA: 33,577 S.F. N / 7„ I I I 4p� of '��r� ■ ■ ZONING: CA — COMMERCIAL ARTERIAL 1 I sitts&hill NEW IMPERVIOUS SURFACE: 624 S.F. 3 MAPL , 6 MAPL � � � I \ � CIVIL I STRUCTURAL I SURVEY ow 5,D) PLE I 1 I I ,per 46449 ,<<j 4815 CENTER STREET I TACOMA, WA. 98409 REPLACED IMPERVIOUS SURFACE: 520 S.F. s— I J,,� f t �,�.� I �'sCo1SIEi�c '1/ PHONE: (253) 474-9449 I FAX: (253) 474-0153 1 �, j� . [VAL Q http://www.sittshill.com/ DISTURBED SURFACE: 3,797 / „i �d ° I \!�1J tf D 6 1u' I I FA����1 SCOPE OF WORK: CONSTRUCTION OF SITE IMPROVEMENTS ASSOCIATED WITH NEW 2—STORY BUILDING I Project No.: 19682 Project Mgr.: DCD ADDITION. WORK INCLUDES MODIFICATION OF EXISTING ON AND OFF —SITE STORM �� I _ i�3 :Z - REISSUED FOR PERMIT DRAINAGE SYSTEMS, NEW CONCRETE WALKS AT ADDITION AND ALONG SW GRADY95 I I3.83 y��, I I Proj. Engineer: DCD Proj. Drafter: KLK WAY, AND LANDSCAPING. I I I OCTOBER 30, 2023 S,J - �,1 S _ R-425401 EXISTING BUILDING AREA. 9,008 S.F. �_ PROPOSED OFFICE I I 1 t ��►� / SS SS BUILDING ADDITION AREA: 700 S.F. (ADDITION I I •�'� jj IN COMPLIANCE WITH CITY OF RENTON STANDARDS cn � -,� 1 > I I I I / SS TYPE OF BUSINESS: WASHINGTON STATE AUTO DEALERS ASSOCIATION OFFICES I Q � I D tj 5I ss . ss ss CURRENT PLANNING DEVELOPMENT ENGINEERING SURFACE WATER UTILITY z I I �° Ar% IL 40 oU' 0— ss IAVanGordon 12/11 /2023 S° SAMorman 12/05/2023 J Farah 12/11 /2023 I SS �� 3 SS '� so a SS SD REGIONAL FIRE AUTHORITY eNTo WASTEWATER UTILITY Soso °NORTH APPROVED �Q I 1 2 2 cthomas 12/11/2023 4[FiREPV JStOw l l e 12 1/ / 0 3 SURVEYED: SCALE: DATE: VERTICAL: NAVD 1988 DESIGNED: • WASHINGTON STATE AUTO AS NOTED HORIZONTAL: NAD 1983/183/1991 CITY OF 2022.1, .30 O DKM �, DEALERS ASSOCIATION (WSADA) FFIIELD130OK: • Call 811 DRAWN: Kuc • RENTON 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 DRAWING N0: ONE INCH DATUM • ® two business days CHECKEDDCD AT FULL SCALE Planning/Building/Public Works Dept. WSADA BUILDING ADDITION AND IMPROVEMENTS co.o IF NOT ONE INCH before you dig NO. REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY CIVIL COVER SHEET SHEET: OF: DCD 1 26 cfl N 0) T C) C) M N A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON Nt I O 0 w U) I— z Cw G w > O rr n G 0 z Q z O 0 Q 0 z_ 0 m a 0 Q U) ►i CJ z J GEOTECHNICAL ENGINEERING NOTES THE FOLLOWING IS EXCERPTED FROM SECTION 4.0 OF THE GEOTECHNICAL ENGINEERING REPORT PREPARED BY MIGIZI GROUP, INC., PROJECT Z0363, DATED 9/26/22. 4.0 CONCLUSIONS AND RECOMMENDATIONS IMPROVEMENT PLANS INVOLVE THE CONSTRUCTION OF A NEW 2—STORY ADDITION TO THE NORTHWEST CORNER OF THE EXISTING BUILDING. THE NEWLY ADDED SPACE WILL BE 695 SF FOR BOTH THE FIRST AND SECOND FLOORS WHICH TOTALS 1,390 SF. SPECIFICALLY, A NEW STAIRWELL, ELEVATOR SHAFT, AND STORAGE ROOMS WILL MAKE UP THE ADDITION. THE ADDITION IS TO BE BUILT WITH SLAB —ON —GRADE AT THE EXISTING GRADE OF THE SITE. WE OFFER THE FOLLOWING RECOMMENDATIONS: • FEASIBILITY: BASED ON OUR FIELD EXPLORATIONS, RESEARCH AND EVALUATIONS, THE PROPOSED IMPROVEMENTS AND PAVEMENTS APPEAR FEASIBLE FROM A GEOTECHNICAL STANDPOINT. • FOUNDATION OPTIONS: OVER —EXCAVATION OF SPREAD FOOTING SUBGRADES TO A DEPTH OF 3 TO 5 FEET AND CONSTRUCTION OF STRUCTURAL FILL BEARING PADS WILL BE NECESSARY FOR FOUNDATION SUPPORT OF THE PROPOSED ADDITION. IF FOUNDATION CONSTRUCTION OCCURS DURING WET CONDITIONS, IT IS LIKELY THAT A GEOTEXTILE FABRIC AND/OR A PACKED LAYER OF QUARRY SPALL ROCK, PLACED BETWEEN BEARING PADS AND NATIVE SOILS, WILL ALSO BE NECESSARY. RECOMMENDATIONS FOR SPREAD FOOTINGS ARE PROVIDED IN SECTION 4.2. • FLOOR OPTIONS: BASED ON EXPLORATIONS ACROSS THE SITE, WE RECOMMEND THAT FLOOR SECTIONS BE OVER —EXCAVATED TO A MINIMUM DEPTH OF 1 % FEET, THEN PLACEMENT OF SUITABLE AND PROPERLY COMPACTED STRUCTURAL FILL AS A FLOOR SUBBASE. RECOMMENDATIONS FOR SLAB —ON —GRADE FLOORS ARE INCLUDED IN SECTION 4.3. IF FLOOR CONSTRUCTION OCCURS DURING WET CONDITIONS, IT IS LIKELY THAT A GEOTEXTILE FABRIC AND/OR A PACKED LAYER OF QUARRY SPALL ROCK, PLACED BETWEEN BEARING PADS AND NATIVE SOILS, WILL ALSO BE NECESSARY. FILL UNDERLYING FLOOR SLABS SHOULD BE COMPACTED TO 95 PERCENT (ASTM: D-1 557). • PAVEMENT SECTIONS: AFTER REMOVAL OF ANY ORGANIC —RICH MATERIALS UNDERLYING PAVEMENT AREAS, WE RECOMMEND A CONVENTIONAL PAVEMENT SECTION COMPRISING AN ASPHALT CONCRETE PAVEMENT OVER A CRUSHED ROCK BASE COURSE OVER PROPERLY PREPARED (COMPACTED) SUBGRADE OR GRANULAR SUBBASE. GIVEN THE RELATIVE LOOSE/SOFT CONDITION OF NATIVE ONSITE SOILS, WE RECOMMEND AN OVER —EXCAVATION IN PROPOSED CONCRETE AND ASPHALT AREAS OF 2 FEET, WITH THE PLACEMENT AND COMPACTION OF A SUITABLE STRUCTURAL FILL SUBBASE. ALL SOIL SUBGRADES BELOW 2 FEET 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 12 INCHES AND REPLACED WITH A SUITABLE STRUCTURAL FILL MATERIAL. • GEOLOGIC HAZARDS: DURING OUR SITE RECONNAISSANCE, ADVANCEMENT OF SUBSURFACE EXPLORATIONS, AND GENERAL EVALUATION OF THE PROPOSED DEVELOPMENT, WE DID NOT OBSERVE ANY EROSIONAL, LANDSLIDE, SEISMIC, SETTLEMENT, OR OTHER FORMS OF GEOLOGIC HAZARDS WITHIN THE SUBJECT PROPERTY. GIVEN THIS FACT, WE RECOMMEND THAT NO BUFFERS, SETBACKS, OR OTHER FORMS OF SITE RESTRAINTS BE IMPLEMENTED TO ADDRESS THESE POTENTIAL HAZARDS. THE FOLLOWING SECTIONS PRESENT OUR SPECIFIC GEOTECHNICAL CONCLUSIONS AND RECOMMENDATIONS CONCERNING SITE PREPARATION, SPREAD FOOTINGS, SLAB —ON —GRADE FLOORS, DRAINAGE SYSTEMS, 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. THE MAJORITY OF THE SITE IS PAVED, AND MINIMAL TO NO STRIPPING IS ANTICIPATED FOR THIS PROJECT. SITE EXCAVATIONS: BASED ON OUR FIELD EXPLORATIONS, WE ANTICIPATE THAT EXCAVATIONS WILL ENCOUNTER DENSE FILL SOILS IN CLOSE PROXIMITY TO EXISTING GRADE, AND LOOSE/SOFT FINE—GRAINED ALLUVIAL SOILS WITH DEPTH. THIS MATERIAL CAN BE EASILY EXCAVATED UTILIZING STANDARD EXCAVATION EQUIPMENT. DEWATERING: WE ANTICIPATE THAT SITE EXCAVATIONS WILL ENCOUNTER GROUNDWATER AT SHALLOW DEPTHS DURING PERIODS OF EXTENDED PRECIPITATION. IN ADDITION, IF EXCAVATIONS OF TRENCH LINES ARE LEFT OPEN FOR AN EXTENDED PERIOD, SLOW SEEPAGE OF GROUNDWATER MAY BE OBSERVED. IF GROUNDWATER IS ENCOUNTERED DURING REGULAR EARTHWORK ACTIVITIES, WE ANTICIPATE THAT AN INTERNAL SYSTEM OF DITCHES, SUMPHOLES, AND PUMPS WILL BE ADEQUATE TO TEMPORARILY DEWATER SHALLOW EXCAVATIONS. 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 AND COVERED IN PLASTIC SHEETING TO PREVENT SLOUGHING AND COLLAPSE, • TEMPORARY CUT SLOPES IN SITE SOILS SHOULD BE NO STEEPER THAN 11hH: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 ADDITION 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 OVER —EXCAVATED 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: • SURFICIAL ORGANIC SOIL AND ORGANIC —RICH TOPSOIL: WHERE ENCOUNTERED, SURFICIAL ORGANIC SOILS, LIKE DUFF, TOPSOIL, ROOT —RICH SOIL, AND ORGANIC —RICH FILL SOILS, ARE NOT SUITABLE FOR USE AS STRUCTURAL FILL UNDER ANY CIRCUMSTANCES, DUE TO HIGH ORGANIC CONTENT. CONSEQUENTLY, THIS MATERIAL CAN BE USED ONLY FOR NON—STRUCTURAL PURPOSES, SUCH AS IN LANDSCAPING AREAS. • ALLUVIAL SILT AND SILTY SAND: THE ALLUVIAL SILTY SAND THAT UNDERLIES THE SITE IS VERY MOISTURE SENSITIVE AND WILL BE DIFFICULT TO IMPOSSIBLE TO REUSE DURING MOST WEATHER CONDITIONS. THE MAJORITY OF THIS SOIL TYPE IS CURRENTLY ABOVE THE OPTIMUM MOISTURE CONTENT AND WILL NOT COMPACT ADEQUATELY UNLESS EXTENSIVELY AERATED OR TREATED WITH CEMENT. 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 2%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 FOOTINGS IN OUR OPINION, CONVENTIONAL SPREAD FOOTINGS WILL PROVIDE ADEQUATE SUPPORT FOR THE PROPOSED ADDITION, IF THE SUBGRADES ARE PROPERLY PREPARED. DUE TO THE SOFT SOILS THAT UNDERLIE THE SITE, OVER— EXCAVATION OF SPREAD FOOTING SUBGRADES, TO A DEPTH OF 3 TO 5 FEET, AND THE CONSTRUCTION OF STRUCTURAL FILL BEARING PADS, WILL BE NECESSARY FOR FOUNDATIONAL SUPPORT OF THE NEW ADDITION. 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 POST— CONSTRUCTION SETTLEMENTS, CONTINUOUS (WALL) AND ISOLATED (COLUMN) FOOTINGS SHOULD BE AT LEAST 18 AND 24 INCHES WIDE, RESPECTIVELY. BEARING SUBGRADES: FOOTINGS SHOULD BEAR ON MEDIUM DENSE OR DENSER, UNDISTURBED NATIVE SOILS OR PROPERLY COMPACTED STRUCTURAL FILL WHICH BEARS ON UNDISTURBED MEDIUM DENSE TO VERY DENSE NATIVE SOILS. STRUCTURAL FILL BEARING PADS, 3 TO 5 FEET THICK AND COMPACTED TO A DENSITY OF AT LEAST 95 PERCENT (BASED ON ASTM: D-1557), SHOULD UNDERLIE SPREAD FOOTINGS FOR THE PROPOSED CONSTRUCTION. IF FOUNDATION WORK OCCURS DURING WET CONDITIONS, IT IS POSSIBLE THAT A GEOTEXTILE FABRIC, PLACED BETWEEN THE BEARING PAD AND NATIVE SOIL, WILL BE NECESSARY. REFER TO THE STRUCTURAL FILL SECTION OF THIS REPORT. IN GENERAL, BEFORE FOOTING CONCRETE IS PLACED, ANY LOCALIZED ZONES OF LOOSE SOILS EXPOSED ACROSS THE 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. STRUCTURAL FILL BEARING PADS SHOULD BE COMPACTED TO A DENSITY OF AT LEAST 95 PERCENT (BASED ON ASTM: D-1557). LATERAL OVER —EXCAVATIONS: 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. THEREFORE, 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 DENSE, PROPERLY PREPARED BEARING PADS CAN BE DESIGNED FOR MAXIMUM ALLOWABLE SOIL BEARING PRESSURES LISTED IN THE FOLLOWING TABLE: BEARING PAD THICKNESS (FEET) ALLOWABLE BEARING PRESSURE (PSF) 3 1,500 4 2,000 5 2,500 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 DENSE OR DENSER STATE, WE ESTIMATE THAT TOTAL POST —CONSTRUCTION SETTLEMENTS OF PROPERLY DESIGNED FOOTINGS BEARING ON PROPERLY PREPARED SUBGRADES WILL NOT EXCEED 1 INCH, UNDER STATIC CONDITIONS. DIFFERENTIAL SETTLEMENTS FOR COMPARABLY LOADED ELEMENTS MAY APPROACH ONE—HALF OF THE ACTUAL TOTAL SETTLEMENT OVER HORIZONTAL DISTANCES OF APPROXIMATELY 50 FEET. FOOTING BACKFILL: TO PROVIDE EROSION PROTECTION AND LATERAL LOAD RESISTANCE, WE RECOMMEND THAT ALL FOOTING EXCAVATIONS BE BACKFILLED ON BOTH SIDES OF THE FOOTINGS AND STEM WALLS AFTER THE CONCRETE HAS CURED. EITHER IMPORTED STRUCTURAL FILL OR NON —ORGANIC ONSITE SOILS CAN BE USED FOR THIS PURPOSE, CONTINGENT ON SUITABLE MOISTURE CONTENT AT THE TIME OF PLACEMENT. REGARDLESS OF SOIL TYPE, ALL FOOTING BACKFILL SOIL SHOULD BE COMPACTED TO A DENSITY OF AT LEAST 90 PERCENT (BASED ON ASTM: D— 1557). LATERAL RESISTANCE: FOOTINGS 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 250 PSF AND AN ALLOWABLE BASE FRICTION COEFFICIENT OF 0.35 FOR BOTH SOIL TYPES. 4 • Call 811 • ® two business days before you dig NO. 4.3 SLAB —ON —GRADE FLOORS IN OUR OPINION, SOIL —SUPPORTED SLAB —ON —GRADE FLOORS CAN BE USED IN THE PROPOSED ADDITION IF THE SUBGRADES ARE PROPERLY PREPARED. WE OFFER THE FOLLOWING COMMENTS AND RECOMMENDATIONS CONCERNING SLAB —ON —GRADE FLOORS. FLOOR SUBBASE: FOR THE PROPOSED ADDITION, WE RECOMMEND OVER —EXCAVATION OF SLAB —ON —GRADE FLOOR SUBGRADES TO A MINIMUM DEPTH OF 11,E FEET, THEN PLACEMENT OF PROPERLY COMPACTED STRUCTURAL FILL AS A FLOOR SUBBASE. IF FLOOR CONSTRUCTION IS TO OCCUR DURING WET CONDITIONS, IT IS LIKELY THAT A GEOTEXTILE FABRIC AND/OR COMPACTED LAYER OF QUARRY SPALL ROCK, PLACED BETWEEN THE STRUCTURAL FILL FLOOR SUBBASE AND NATIVE SOILS, WILL BE NECESSARY. ALL SUBBASE 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 LAYER OF PEA GRAVEL OR OTHER CLEAN, UNIFORM, WELL—ROUNDED GRAVEL, SUCH AS "GRAVEL BACKFILL FOR DRAINS" PER WSDOT STANDARD SPECIFICATION 9-03.12(4). ALTERNATIVELY, ANGULAR GRAVEL OR CRUSHED ROCK CAN BE USED IF IT IS SUFFICIENTLY CLEAN AND UNIFORM TO PREVENT CAPILLARY WICKING. IN ADDITION, A LAYER OF PLASTIC SHEETING (SUCH AS CROSSTUFF, MOISTOP, OR VISQUEEN) BE PLACED DIRECTLY BETWEEN THE CAPILLARY BREAK AND THE FLOOR SLAB TO PREVENT GROUND MOISTURE VAPORS FROM MIGRATING UPWARD THROUGH THE SLAB. DURING SUBSEQUENT CASTING OF THE CONCRETE SLAB, THE CONTRACTOR SHOULD EXERCISE CARE TO AVOID PUNCTURING THE VAPOR BARRIER 4.4 DRAINAGE SYSTEMS WE OFFER THE FOLLOWING RECOMMENDATIONS AND COMMENTS FOR DRAINAGE DESIGN FOR CONSTRUCTION PURPOSES. PERIMETER DRAINS: WE RECOMMEND THAT THE PROPOSED ADDITION, WHERE APPLICABLE, BE ENCIRCLED WITH A PERIMETER DRAIN SYSTEM TO COLLECT SEEPAGE WATER. THIS DRAIN SHOULD CONSIST OF A 4—INCH— DIAMETER PERFORATED PIPE WITHIN AN ENVELOPE OF PEA GRAVEL OR WASHED ROCK, EXTENDING AT LEAST 6 INCHES ON ALL SIDES OF THE PIPE, AND THE GRAVEL ENVELOPE SHOULD BE WRAPPED WITH FILTER FABRIC TO REDUCE THE MIGRATION OF FINES FROM THE SURROUNDING SOILS. IDEALLY, THE DRAIN INVERT WOULD BE INSTALLED NO MORE THAN 8 INCHES ABOVE THE BASE OF THE PERIMETER OF THE FOUNDATION. DISCHARGE CONSIDERATIONS: IF POSSIBLE, ALL PERIMETER DRAINS SHOULD DISCHARGE TO A MUNICIPAL STORM DRAIN, OR OTHER SUITABLE LOCATION BY GRAVITY FLOW. CHECK VALVES SHOULD BE INSTALLED ALONG ANY DRAINPIPES THAT DISCHARGE TO A SEWER SYSTEM, TO PREVENT SEWAGE BACKFLOW INTO THE DRAIN SYSTEM. RUNOFF WATER: ROOF —RUNOFF AND SURFACE —RUNOFF WATER SHOULD NOT DISCHARGE INTO THE PERIMETER DRAIN SYSTEM. INSTEAD, THESE SOURCES SHOULD DISCHARGE INTO SEPARATE TIGHTLINE PIPES AND BE ROUTED AWAY FROM THE BUILDINGS TO A STORM DRAIN OR OTHER APPROPRIATE LOCATION. GRADING AND CAPPING: FINAL SITE GRADES SHOULD SLOPE DOWNWARD AWAY FROM THE BUILDING SO THAT RUNOFF WATER WILL FLOW BY GRAVITY TO SUITABLE COLLECTION POINTS, RATHER THAN PONDING NEAR THE BUILDING. IDEALLY, THE AREA SURROUNDING THE BUILDING WOULD BE CAPPED WITH CONCRETE, ASPHALT, OR LOW —PERMEABILITY (SILTY) SOILS TO MINIMIZE OR PRECLUDE SURFACE —WATER INFILTRATION. 4.5 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. RECYCLED ASPHALT, CONCRETE, AND GLASS, WHICH ARE DERIVED FROM PULVERIZING THE PARENT MATERIALS, ARE ALSO POTENTIALLY USEFUL AS STRUCTURAL FILL IN CERTAIN APPLICATIONS. IMPORT SOILS USED FOR STRUCTURAL FILL SHOULD NOT CONTAIN ANY ORGANIC MATTER OR DEBRIS, NOR ANY INDIVIDUAL PARTICLES GREATER THAN 4 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 SLAB —ON —GRADE FLOOR SUBGRADE AND SUBBASE 95 PERCENT ASPHALT PAVEMENT BASE AND SUBBASE 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 FILLS 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. SURVEYED: SCALE: A' DESIGNED: AS NOTED DKM DRAWN: KLK ONE INCH CHECKED: DCD AT FULL SCALE IF NOT ONE INCH REVISION BY DATE APPR APPROVED: SCALE ACCORDINGLY DCD VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU M C TY OF RENTON Plan ning/Building/Public Works Dept D �C. l,9 �r 46449�p O C/S-��" r'w c• NAL ENG` `a. 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/ REISSUED FOR PERMIT Project No.: Proj. Engineer: OCTOBER 30, 2023 19682 i Project Mgr.: DCD DCD i Proj. Drafter: KLK R-425402 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SAMorman 12/05/2023 WASHINGTON STATE AUTO DEALERS ASSOCIATION (WSADA) 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 WSADA BUILDING ADDITION AND IMPROVEMENTS GENERAL GEOTECHNICAL NOTES DATE: 022.11.30 FIELDBOOK: PAGE: DRAWING NO: CO.1 SHEET: 0R Cfl N T O O M N u H H N N Q J Lo N 0 w N v v 0 0 E M N W M) I 0 0 3 L N 0 0 00 �3 0 co to - 0 ID TOPOGRAPHIC SURVEY A PORTION OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., - 11 CITY OF RENTON, KING COUNTY, WASHINGTON STORM CATCH BASIN o - �� FOUND MONUMENT TYPE I IN CASE RIM=26.49 2" BRASS DISK IE=23.04, 8"CMP S 1 - ' ��'.� NO VISIBLE MARKS o ' DOWN 0.6' FROM SURFACE 05118117 4'1011�16 NORTH HORIZONTAL SCALE: 1 "=20' 20 0 20 40 - N - - LO X �� - - I HORIZONTAL DATUM SCRIBE #13 Y - STORM CATCH BASIN ` ASPHALT -21 -27 WAS 4�N: 174302.58 STORM CATCH BASIN �pY WA - ' TYPE I 83/ �7 RIM 26.60 �, x 26a2 a - 2� BAS STORM CATCH BASIN E: 1295627.24 TYPE I (FIRST AVE--) ' IE=22.80, 8 CMP N ti6 b �� �� \ / STA TYPE I RIM21.41, " �FI� IE=22.60, 12 CMP W x 0 IE=21.41, 8 CMP N ° IEM22.0468"CMP S IE=21.31, 12"CMP E „w 550.�5'' 2659 x 26b a ° a. jx o - - _ 3`,� 1\ MEA 30' I MON ' o IE=21.31, 12 CMP W Sjj°2� 2� GTON �a x 265 x a 1� - - - - - 6a - "WASHINAUTD „ �1 x 26. ° a2� o- - V - 26 25- -24. STORM CATCH BASIN CALCULATED \ -� STATE S ASSN 6�5 x ti6 a °�7 INTERSECTION F F1 z DEALER 25 2 TYPE I PER R-1 A -x z ti5 x ti6 x 6 TO -' � 1 � RIM=23.19 6 �� 20�� x 26. a x7", w 343.42 I BASE IE=21.43, 4 PVC E 10.26 -\ - - d a �k x 26. PLAT) 2� 2 IE=20.39, 6"PVC o 6 x 26_ - - - a a x 106 ' - 7>. (498- i6 S� ° (343.25 PLAT)I I I NGS 6 PVC E \ o.� a. IE=18.27, 8"PVC S �� 2 N ASPHALT _ o' �" x 7 - -26 - - a x 6a i �� w �_ _ W 26- g x T� a x 20 �6 6 g �� I I TEMP _ a a - ,2 DES x ti6Qk ' �' ° as �� f - - -26 - �» 200 - - I N SOU STOP - - - - - - - CONCRETE a - - 5. ti I C' -26------ - 6 ° �o 25-�2 fy 2516 ASPHALT o "RA YMOND AVE. S. W.; w 2 ��60 - x 2N,, 12 x NOTES "S. W. GRAD Y WAY" I W 50. 0' � s9 �6� ti6 � - 26 6 5� �� -25" I ti 2� as 2 x Lw 6a �545 2s�6 - - -2 re- a _ -��7" X25 - ° 5ti \ I°b 5 I I o 1. EQUIPMENT USED: TOPCON QS AND/OR CARLSON CR2+ ROBOTIC TOTAL x tip° I N STATION AND TOPCON GR3 RTK/GPS �25 7' MAPLE 24- I SEWER MANHOLE ti5 �� 25 ?4.6 tt� - g - - I ti y� o Xi6 MAPLE Z 2. THIS SURVEY WAS PERFORMED BY FIELD TRAVERSE WITH THE FINAL RIM=24.41 % i �^ EAVE- RESULTS MEETING OR EXCEEDING THE CURRENT TRAVERSE AND RELATIVE 520 5oa _ T 6' MAPL 23. 1 I POSITIONAL ACCURACY STANDARDS CONTAINED IN W.A.C. 332-130-085 AND x 2 x o TE a i 34 23� i -` 23? I I W.A.C. 332-130-090. THE RELATIVE POSITIONAL ACCURACY OF THE Fo 94.98 � i � �>- 235 � �x 2I ���� I �5 So 25 �� 4 i 4 24 i I POSITIONS LOCATED HEREON MEETS OR EXCEEDS 2 CM (0.07 FT.) PLUS 50 4 16° �q5 23'4 X 23.8 y5a T N 3340404730 I PARTS PER MILLION BETWEEN ANY TWO TESTED POSITIONS. ALL So 24.82 ° N �� a5 5 6 6 I MEASUREMENTS WERE MADE WITH A TOPCON QS ROBOTIC TOTAL STATION IN o l� oa 20.0 I I WSA A PROPERTY L�LC. , I) JAI � I ACCORDANCE WITH THE EQUIPMENT MANUFACTURER'S SPECIFICATIONS. �� � a. 90 ASPHALT 24.586' MAPLE `� ° � STORM CATCH BASIN � l��.r-+ � g�1� I so �` a95 I 20'_ GATE ° TYPE 1 I I ���� (�,� r�l�� I I 3. IN ACCORDANCE WITH THE REVISED CODE OF WASHINGTON (R.C.W.) 58.09 / x 2�224\ \ 3 5 �, �, X 2y66 aka RIM=23.25 �i�l� \ ��J, '� I I AND THE WASHINGTON ADMINISTRATIVE CODE (W.A.C.) 332-130, THIS 2 < o a° IE=17.92, 8 PVC N so 2�ga 2� x 2� o ¢ �, a ADD] rl,'�, SURVEY MAY DEPICT OCCUPATIONAL INDICATORS THAT DIFFER FROM THE / - rn 24- SCRIBE #14 IE=17.80, 8 PVC S JJ ]�� �� �- I I .� DEEDED LOT LINES. THESE INDICATORS, IF AT ALL PRESENT, MAY S° a 2a�X2�� N. 174178.79 I J REPRESENT A POTENTIAL FOR CLAIMS OF UNWRITTEN TITLE. THIS SURVEY x w o �� a 129�639.43 - - - - EXISTING J I I DOES NOT PURPORT TO RESOLVE SUCH ITEMS. zs 3.81 - - - BUILDING STORM DRAIN MANHOLE 2�' 22 �n I o 3.83 I jJJ�� I I ' Ss - I 4. FIELD WORK PERFORMED IN FEBRUARY 2023 AND SEPTEMBER 2022, UNDER TYPE II / ��� 0 3 CD / STORM CATCH BASIN I J I ss ss SITTS & HILL JOB NUMBER 19682. RIM=24.37 ti. ti o ti� TYPE I STORM CATCH BASIN .� 2 250 x 2a. z x ``�� RIM=21.58 I TYPE I I J ss / ss 30 5. UTILITIES AS SHOWN HEREON ARE BASED ON FIELD SURVEY OBSERVATION IE=14.52, 18"CONC N N 2 x 22. �\ 2 3 g \ 29 IE=16.77, 8"PVC W RIM=20.81 I � ss OF UTILITY LOCATE SERVICES PERFORMED BY C-N-I LOCATES IN IE=14.57, 18'CONC E 23- I STORM CATCH BASIN IE=17.13, 8"PVC S I IE=16.62, 6"PVC N g0, AT) �J i ss I SEPTEMBER 2022 FOR THIS SURVEY. THIS HAS BEEN SUPPLEMENTED BY IE=14.57, 12"GONGS I J� TYPE I BEEHIVE(341.PL 88' / ss - RECORD INFORMATION PROVIDED BY CITY OF RENTON. RECORD UTILITY LINES IE=14.82, 12"GONG SW o 227_� �� 3 IE=16.22, 8 PVC E 341. ss e5 3 _� I I RIM=20.58 �' �' I IE=16.18, 8"PVC W �� N�T2�'26 E ' ss I I SHOWN HEREON ARE DEPICTED WITH A DASHED LINETYPE AS SHOWN IN THE IE-17.36, 8"PVC N ss I LEGEND. UTILITIES OTHER THAN SHOWN MAY EXIST ON THE SITE. THE STORM DRAIN MANHOLE 2 I III o I 2 2 36 DOOR 1�,� 2�15 I v ss SURVEYOR DOES NOT WARRANT THAT THE UNDERGROUND UTILITIES SHOWN I I I\ IE=17.48, 6 PLASTIC S a AT TYPE II �2 l� I \ a 20� so so ss 150 p0 P ) ARE IN THE EXACT LOCATION INDICATED. THE SURVEYOR DOES CERTIFY RIM=21.94 CONCRETE �a 3x 11 z I \ \ �J °sue � ' ss ( ,26"E 150 p5 THAT THEY ARE SHOWN AS ACCURATELY AS POSSIBLE FROM FIELD SURVEY N f - ti so ss ��°2� I AND PAINTED UTILITY LOCATE LINES. COLLECTION AND DEPICTION OF IE=16.34, 8"PVC E SWALE W/CHANNEL DRAIN � �, �, I o. IE=15.29, 36"CMP S THROUGH SIDEWALK �zo2 a -0 - 1 � ss N EXISTING SUBSURFACE UTILITY DATA IS CONSISTENT WITH QUALITY LEVEL B 3 -_� i -� "� so sp�l6 `� ss i Ss I I I OF THE ASCE STANDARD GUIDELINES 38-02. / 21.22 484 0�D n I -� GAS G s G4 x s� �°�� �� ss �x� so I I I I ,-� 6. THIS SURVEY WAS COMPLETED WITHOUT BENEFIT OF A TITLE REPORT. o � soy 7982 a sc! so EASEMENTS, ENCUMBRANCES OR OTHER RIGHTS RELATED TO TITLE MAY TBM MAG NAIL J12 3 1. -o 20. o s ss X/ so / I I I j N: 174099.19 P2 6,I 2 X. ogo N a� a, EXIST WITHIN THE SURVEYED AREA. THE MAPPING LIMITS EXIST WITHIN THE E 1295578.71 x 1 2�.54 � ti S /9 so so STORM CATCH BASIN LLI Q � EXTENTS OF THE SUBJECT PARCEL. THE PARCEL BOUNDARY IS NOT .75 &o ss So I ASPHALT TYPE II I I I LIJ M ^ ILLUSTRATED HEREON. THE PARCEL BOUNDARY CAN BE PROVIDED UPON ELEV.•20.94 I s x 7' / z REQUEST. �2a97 ss , So 36"DOOR "FIRE RIM=18.99 I I TPN 3340404705 I Q SANITARY SEWER MANHOLE N �' 99 -s - so I IE=15.12, 12 "CMP E 7 TYPE II so SPRINKLER ROOM I C 7. THIS SURVEY COMPLIES WITH W.A.C. 332-130-145. THE CONTOURS IE=15.13 12 CMP W N o DEPICTED HEREON ARE BASED ON DATA FROM DIRECT FIELD RIM=20.74 s� l so STORM CATCH BASIN I I ' SEE SITTS & MILL PROJECT kO. 17383 I Z J ss TYPE I LV MEASUREMENTS. SPOT ELEVATIONS ARE BASED ON DIRECT FIELD IE=7.72, 12"GONG N o ss s RIM=20.75 I I TAN 3340404805 I Q z MEASUREMENTS AND ARE DEPICTED FOR REFERENCE. THE PURPOSE OF IE=8.07, 12"GONG E `� � �,i1. so 1 L . 1 IE=16.80, 8"PVC N THIS TOPOGRAPHIC MAP IS TO SERVE AS A BASE MAP FOR CONTEMPLATED IE=8.29, 10 CONIC S N S° 21.0� _ IE=16.71, 8"PVC E I I SITE IMPROVEMENTS AND DESIGN. BLOCKED PIPE W I i x ti ) 8 tio- x I I I I N N x TV / 20 $� 05 11 os STORM DRAIN MANHOLE I I I I I STORM CATCH BASIN I /I 20 x 2 o TYPE 11 TYPE I SD ��- S x I RIM=21.47 I I RIM=19.22 IE=15.21, 36"CMP N TPN 3340404785 ' ' IE=14.84, 12"CONC N I 2°6� I IE=15.02, 12"CONC S I I J� I FOUND MONUMENT IE=15.18, 12"PVC E x tio90 06 OIL WATER SEP. SOUTH I I 4"X4" CONCRETE IE=14.86, 12"CONC S o 2°5ax 2 I I WITH PIN N x 'i BLOCK WALL STORM CATCH BASIN I I +)J� I DOWN 1.2' FROM SURFACE 05� TYPE 11 I 05118117 HINGTON PLANE COORDINATE SYSTEM, SOUTH ZONE, NAD 2011 ED ON GPS OBSERVATION UTILIZING THE WASHINGTON TE REFERENCE NETWORK (WSRN) SURED NORTH 01°26'49" EAST BETWEEN TWO FOUND UMENTS ALONG SENECA AVE. S. ERTICAL DATUM D 88 ED ON GPS OBSERVATION UTILIZING THE WSRN WITH GEOID18 LOADED PCRARY BENCHMARK ELEVATION = 20.94 CRIPTION: MAG NAIL # 12 LOCATED ON RAYMOND AVE. SW. THWESTERLY OF THE SOUTHWESTERLY MOST CONCRETE mw U O c/i �j I O 1 U o z m I cn 0 Q 0 (N J U J 0 a 3 w W � U Q - � � 2 U Q � Vl J a w ■� o co � � o w °' d 0 M N X _ F w EJ ■ °' w vZz wr1f Q - r J w Lu F z co Lo V m r i U LL mw (� `) 00 Of a v CL w Of CL U J Q � O CO W Q I 0 ir ?� z I 0 Z 0O o Q N w N 0 0 w co a a w a STORM CATCH BASIN I DEVELOPMENT ENGINEERING U TYPE II W 1 RIM=20.78 _ RIM=17.95 > 6 �q2 22ti I IE=14.88, 12"CMP E I - Lll I 2 oa6 x IE=14 86 12"CMP W +)'� IE=13.65, 12"CONC N o z X2� I » JJ / SAMorman 12/05/2023 „ �oIE=14.51, 12 CONC N - � � IE=14.53, 8 CONC E Q O STORM CATCH BASIN +� ' Q W IE=13.80, 12"GONGS Q ti TYPE II I - - R-425403 °C IE=13.90, 12"CONC W I -d 0 � RIM=17.53 � J IE=17.63, 24 "CMP N IE=17.53, 24"CMP S I '�J 12TH ST• I - LEGEND 0 Lo 0/L W 3, 8 CMP W FIRE DEPARTMENT CONNECTION TPN TAX PARCEL NUMBER BOUNDARY LINE 0 00 _ OIL WATER SEP. WEST S�W° - 6 9 FOUND MONUMENT AS NOTED +MAG NAIL 13002 '2�'26"E 54 N��° R,1) O SURVEY CONTROL POINT, AS NOTED POST INDICATOR VALVE FF FINISH FLOOR ELEVATION LOT LINE N: 174009.84 ' - (546.10 0I IRRIGATION CONTROL VALVE - - Q Q E. 1295760.59 - ® CALCULATED MONUMENT AS NOTED SECTION LINE Q ?� O ASPHALT SURFACE - SANITARY SEWER MANHOLE ❑o GAS METER - ROAD CENTERLINE 0 � � C � 0 I 0❑ STORM MANHOLE POWER CABINET a a CONCRETE SURFACE sD sD STORM DRAIN LINE � '' w �- MAG NAIL 411 �6 , N: 173983.01 s�2 - ' ❑ STORM CATCH BASIN ❑o POWER TRANSFORMER Q 0 E 1295575.93 �' RIVER ROCK SURFACE ss ss SANITARY SEWER LINE �j (f5 � ' � O STORM CLEAN OUT ®O BOLLARD o o w w w BURIED WATER LINE SHEET NO. ELEV.•20.03 + �`� ' - LEGAL DESCRIPTION o0 GATE POST GAS Gas BURIED GAS LINE FOUND MONUMENT - LOT 6 THROUGH 16, INCLUSIVE, BLOCK 28, C.D. HILLMAN'S EARLINGTON ROOF DRAIN 1 OF 1 CONCRETE WITH PIN I - ' GARDENS ADDITION TO THE CITY OF SEATTLE, DIVISION NO. 1, ACCORDING TO M WATER VALVE ❑ TELEPHONE RISER BP BP BURIED POWER LINE DOWN 0.9' FROM SURFACE / THE PLAT THEREOF, RECORDED IN VOLUME 17 OF PLATS, PAGE 74, IN KING ® WATER METER OT COMMUNICATIONS MANHOLE TEL TEL BURIED TELECOM. LINE PROJECT NO. M 05/18/17 1 ' - COUNTY, WASHINGTON � FIRE HYDRANT r SIGN Fo FIBER OPTIC LINE 19682 0 WATER VAULT 0 DECIDUOUS TREE CHAIN LINK FENCE A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON N 0 w I- I- z CW 75 W 0 C� G 0 z Q z 0 0 0 Q z 0 m Q 0 Q i STORM CATCH BASIN I TYPE I RIM=26.49 - IE=23.04, 8"CMP S 1 o ' - X2�2 CD A Xi` d d d 1� SCRIBE #13 Y - ' STORM CATCH BASIN 1 ASPHALT - �1 oa i - ° ° N: 174302.58 STORM CATCH BASIN pY WA - ' TYPE I d - E: 1295627.24 TYPE I GRA VE,) ' RIM=26.60 tiaaI TYPEM CATCH BASIN RIM=25.46 (FIRST - IE=22.60, "CM PNW tibia - x ; ° �� ° �' / ��a _3 - X L IE=21.41, 8"CMP N �_ ' c�`� CFI rx • �22 RIM=25.46 ti6b ° a '. � 9/� �'' IE=22.04, 8"CMP S IE=21.31, 12 CMP E „w 550�5 I y9 x _ a d a.A J p_, _ _ _ � x o IE=21.31, 12 CMP W S��°2� 2� TON Aa X ti65 X a i°' . ' �� - 6" �\ , ,WASHINGTON x tia'- CALCULATED� STATE AU a a1 STORM CATCH BASIN c� S ASSN• bgy xti - - TYPE I ERRRE1 TION N -X bat TALER tia,y Xti °. ae. x - ��1 ! i - - RIM-23.19 a �y Q tia Ni x IE=21.43, 4"PVC E 10.26 10 - a °' a. x PLAT) - �0 N N 11 Xtia- - .. ; � �� a� '�T 7�. 49g.25� �a � � Tyr `3 25' PLAT) - IE=20.39, 6 PVC E \ 2a.- N o, �b. - - a• � ( (34 i n ASPHALT _ CD. x - - 26- - - 1 IE=18.27, 8"PVC S b N _ - - - ° � X oa 2 ° ., d _� �2 - 2 , x ti -26�� STOP - 26 - - - - - - - w - CONCRETE- A 1..:a . a. - - o . ° d �y 25- �tik� tib. I ASPHALT CD AVE. S.W. „S. W. GRADY WAY" I w 50.0' ?�Ss9 peg �- 6' x� 1 x tiy1� x25- X ti a tiy$a I I I Ld l by y n \ d x as -2 :�s� --° 6- tia mix 7 ^25 a �. �yyti \ obl tiA°a y A \ o - C ti' a �25 CF7" MAPLE a' . I X �A� I tia\�a bk�1'24- X I I z SEWER MANHOLE tiy�� 1 P5 1 X 94•6 f�- 8 RIM=24.41 O x 1 125�xR MAPLE '� EASE- o a g �s y .0 - x �yti E y -6'3 1 23'7 � EDGE I I F2524. s �2 2 _ �� '35 - - X�•l I ��. I I d 2 GRAVEL CL24' S N. so ° 3.s 2� N 3340404730 I y so T 24's I_ y. a a 5 {r 5 WSA A PROPERTY LC. oa ASPHALT CONCRETE WALKWAY 2 I I I � ..�� I X l^ a qP 6 MA STOR TYPE 2 STORM CATCH BAS, � IN I J� 1 �� ��1�J I I `` ►1�1� �J / so ��,�. ti2A^ I •I � � IP a RIM=23.25 so yyA �2 4 x X o 24 HEDGE 2 y' 4 IE=17.92, 8"PVC N 0 2 / / \ 1 T� FEN SCRIBE #14 IE-17.80, 8 PVC S , 9I S ° a I x by �1 1 N 3 2 a� 2 /00NOR&E PATIO - x 1 Cr L, c �' 129, 639.43 - - EXISTING I I - ss �I TR 2 7,8 3.a) - ' BUILDING ti�g5 ^ o Y' �. F-nF3GSTING BUILDING r1�►� ss STORM DRAIN MANHOLE ti ' �� N GRAVEL SWALE r 2 1 STORM CATCH BASIN I I I jJJ� I I ss TYPE 11 � o ss � � SA RIM=24.37 ti• \ --� STOR PIP ' 3 TYPE 1 I STORM CATCH BASIN I .� ss TYf titi5 21�� X T - z l , � _ 2 RIM=21.58 TYPE I I J ' ss IE=14.37, 18"CONC N N x CATCH BASIN 2 3 g 2 i ss I RIA \ � ti CATCH BASIN IE=16.77, 8 PVC W RIM=20.81 I � IE=14.52, 18"CONC E �o 3 cmRM CATCH BASIN ' J / ss IE= IE=14.57, 12"CONC S - _ t STORM PIPE 2 2 IE=17.13, 8"PVC S I IE=16.62, 6"PVC N 41 80, PLAT) g, ' ss I I IE= „ I 2.�� GAP( i SIN +,� o IE=16.22, 8 PVC E (3 ,1E 34A ' ss IE=14.82, 12 CONC SW a 2 0" 3 RIM=20.58 I �2� 26 - - ss N bb I� STORM 1 N CATCH BASIN I IE= 16.18, 8 PVC W Nl�` ss � STORM DRAIN MANHOLE I 1 1� �2 �AI IS�AiN 36"DOOR •,�� �� 3 I , �� � I ss I GRAVEL SWAL PO D IE=17.48, 6 PLASTIC S I so �J CC i TYPE II l" „ , �� ', I 1 I 20. ss �0.00' PLAT) RIM=21.94 CONCRETE - GRAVEL SWALE N �� �J s` ss ss (2� 2 » 156 p5 I IE=16.34, 8"PVC E SWALE W/CHANNEL DRAIN 1 -1)� I 2 STORM PIPE �o• SD N jl 6 E IE=15.29, 36"CMP S THROUGH SIDEWALK 12202 u WATER VALVE 1 V�ST�RM 1 GAS METER' �° SD BP 1� ss s° Ic GAS VALVE 1 IOLX 01 9�� Tv ss o so SD 19.82 �' ' `3 SD CI TBM MA NAIL #12 3 1 TO � � I ss �x1�'' so I N: 174099.19 1 ao i 21 XN do � �� ads sD E 1295578.71 .75 x 21.54 3� 3 i s x so STORM CATCH BASIN I 1 1 o ss i ASPHALT I I I ELEV. 20.94 I ��° , so ' TYPE II I 21�a 1 �ICTE 1 ss 5D 36"DOOR "FIRE RIM=18.99 I I TPN 3340404705 I I SANITARY SEWER MANHOLE � ��. PI E s 5 lid 1 ' SPRINKLER ROOM" I IE=15.12, 12"CMP E TYPRIME20.74 V) s `V so/ CATCH BASIN :A TCH BASIN I I IE=15.13, 12 CMP W SEE SITTS & HILL PROJECT NO. 17383 I I IE=7.72, 12"GONG N ss S 1 1 Trt i „ 55 5D a .0 1 RIM=20.75 I I TAN 3340404805 IE=8.07, 12 CONC E ti1 x 1 1•�� I IE=16.80, 8"PVC N IE=8.29, 10" CONIC S 5D Ln Z1.o7 - GG I IE=16.71, 8"PVC E BLOCKED PIPE W I o� i x 2 1� tit. 1o. x I I LEGEND EXISTING BUILDING ® PROPOSED BUILDING CATCH BASIN PROTECTION - - - - SAWCUT LINE AND DEMOLITION - - - CLEARING LIMITS GENERAL NOTES 1. SEE APPLICABLE TEMPORARY EROSION AND SEDIMENT CONTROL NOTES ON C1.2 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 6. PROTECT ALL TREES ON -SITE NOT MARKED FOR REMOVAL 7. PROTECT ALL IRRIGATION SYSTEM FEATURES 8. ALL SURFACES SHALL BE COMPOST AMENDED PER 200/102.3 9. CONCRETE SIDEWALK PANELS TO BE REMOVED AT CLOSEST JOINT OUTSIDE OF DEMOLITION BOUNDARY 10. PROVIDE CATCH BASIN INLET PROTECTION AT CATCH BASINS NOT SHOWN ON PLANS THAT WOULD RECEIVE RUNOFF FROM THIS SITE. KEY NOTES PROTECT FEATURE AS NOTED REMOVE FEATURE AS NOTED INSTALL CATCH BASIN PROTECTION PER STD PLAN 216.30/C1.3 4� SAWCUT CONCRETE FULL DEPTH TO SMOOTH, UNYIELDING EDGE 11/ I I - ; PLD C. o x tit' I/ Zo as 0 5, I I I I I I- p� of w�t-� STORM CATCH BASIN / 2oblx�o o SYPRM DRAIN MANHOLE I j)I 4 sitts&hill TYPE I ID -�- S �x RIM=21.47 01' PL ' _ S � � I I , (495. I RIM=19.22 I ay IE=15.21, 36 CMP N TPN 3340404785 I I �� CIVIL I STRUCTURAL I SURVEY 46449 •1k 4815 CENTER STREET I TACOMA, WA. 98409 IE=14.84, 12"GONG N 90 20• I IE=15.02, 12"GONGS + -�� � ,� O IE=15.18, 12"PVC E x �o. oyaX �06 I OIL WATER SEP. SOUTH I I I J� O,��sFCf, �`w �9' PHONE: (253) 474-9449 I FAX: (253) 474-0153 IE=14.86, 12"CONC S o ti I ti. STORM CATCH BASIN O http://www.sittshill.com/ N x BLOCK WALL STORM CATCH BASIN Uj tioy� I RIMTYPE20.78 I I j j` +MAG NAIL #6 _ Project No.: 19682 Project Mgr.: TYPE II w I I j3 N: 174051.16- REISSUED FOR PERMIT RIM=17.95 a1 �ti „ �ti7 I IE=14.88, 12"CMP E 140 Pro Engineer: DCD Pro Drafter: W ° I tio• Xtio� 6 x IE=14.86, 12"CMP W 1 9 J IE=13.65, 12"CONC N o > z oy� I IE=14.51 12"CONC N ;k,;k OCTOBER 30 2023 IE=14.53, 8"CONC E Q I STORM CATCH BASIN I ')� ' ' R-425404 IE=13.80, 12 CONC S U0 I TYPE 11 IE=13.90, 12"GONG W O O RIM117 7.63IN COMPLIANCE WITH CITY OF RENTON STANDARDS IE=17.63, 24 CMP N IE=7.53, 8 S.W.CMP W S I I 12TH ST' - ' DEVELOPMENT ENGINEERING � OIL WATER SEP. WEST '�: I I _ % IL +MAG NAIL #3002 2� 26 E R 46.)1o' SAMorman 12/05/2023 ' I / Ai• 1 74nn4 R4 Ir AF.10 TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PRIVATE) SCALE: 1"=20' HORIZONTAL SCALE: 1"=20' Call 811 20 0 20 40 • m two business days NORTH before you dig No. C4aVJ6` 1010 SURVEYED: DESIGNED:DKM DRAWN: KLK CHECKED: DCD 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 DATU M C TY OF RENTON Planning/Building/Public Works Dept DCD KLK DATE: WASHINGTON STATE AUTO 2022.11.30 DEALERS ASSOCIATION (WSADA) FIELDBOOK: PAGE: 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 DRAWING NO: WSADA BUILDING ADDITION AND IMPROVEMENTS C1.0 TESC PLAN (PRIVATE) SHEET: OF: 4 26 (0 0) T O M N ME H H A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON It LO N w I- I- z LU 75 w O C� G 0 z Q z O 0 r) Q z_ 0 ZD m a 0 Q i LJ J STORM CATCH BASIN TYPE I RIM=23.19 IE=21.43, 4"PVC E IE=20.39, 6"PVC E IE=18.27, 87PVC S STOP "RAYMOND AVE. S. W. " "S. W. GRADY WAY" � � I STORM CATCH BASIN-D1 I TYPE I RIM=26.49 IE=23.04, 8"CMP S 1 x212o o � - ' CURB -iX� 4 STORM CATCH BASIN-27- Y W CATCH BASIN AY TYPE I 1 SPHALT 1 - = I - D STORM CATCH BASIN GRgDRIM=26.60 D _ g TYPE I 0 RIM=25.46 (FIRST AVE- ' IE=22.80, 8"CMP N 3 2 3��' � � a k� ': � T/ � � x '• 2 IE=21.41, 8"CMP N' IE=22.60, 12"CMP W a 1 TREE 1 TREE „ 9 x ti6bV i 0 TREE E-) rlE=21.31, 12"CMP E 550•�5' CONCRETE .� �65 � „�� 'TREE IE=21.31, 12"CMP IN S��°2� GTON DRIVEWAY x � �. 1 ���� 1 „WASHIN WINGS a SIDEWALK DSTATE AUTO 2 - _ ,7"- LIGHT POLE AND S E S DRIVEWAY 1 i _-_ - R a _ JUNCTION BOX CURB ,I x D SALE PAT 7" - = - x _ - - _ = / 1 1 7" w 1 WATER VALVE 2251 'l'2� N N i 6 6 x T (498•' PLAT) TREE . 5 ASPHALT o- N SIDEWALK ° 5; /Z�' 1 1 TREE 3.2 W _ N - - 1 / ; TREE � TREE LIGHT - a 9 �x� i I �O-NICRETE ATCH BASIN - - -26 �- -26- -�. 4 CURB I POLE CN I a I a. a s I 1, 2 I ti5 ti I I o - ASPHALT ASPHALT o TREE 6'X- -! 1 CURB DRIVEWAY I 0a I Jr . 4 -1 .,.. 1 TREE xG2 fig. I w �,6� z\ 2� - - - CO `T _ �x 1 ' # 1 LIGHT � 61 ti�� 5 0 CURB 2 so o ti_ 2 TREE ..� 1 � A POLE 2 �25 7 MA WATER I\a _ SEWER MANHOLE CATCH x ti5�� , °� 6" MAPL46 E 1 CURB WATER 1 VALVE 2 e� ASPHALT z I RIM=24.41 CURB I SIDEWALK / 2 VALVE DRIVEWAY BASIN 2 =� �A� 1 23s SIDEWALK 1 ytio 1 ,a CURB / 1 TELEPHONE � ' x ti - D170 i 23 2 TREE 231 1 2 � � � o � a 5 VAULT 1 4- 25 4 1 a. so 2 1 ` TREE' 24_) i l SIDEWALK' 1 1�° a s J TREE 23.4 x y3.8 ��a 24 5 T N 3340404730 1 1 I �y 0, CONCRETE 5 WSA A PROPERTY LC. WALKWAY I I �0$90 ASPHALT CURB �I > STORM 2 d 1 GA TE o TYPE 1 SIDEWALK 1 CURB 2 I a .x ti66 5A RIM=23.25 4 x o TREE -' as IE=17.92, 8"PVC N rz- 24 'a IE=17.808"PVC S SIDEWALK 1 �/ a, 24- , so a ° 1 RAMPASPH C, I 4 2 / �,` �.23• N: 174178.79 / x w HEDGE 129q639.43 _ , EXISTING CURB 3.z8 3.81 , - BUILDING I ,� 1 , Q_ Ss ti95 I {� f 3.83 I ) !� ��� jJ I 1 ss STORM DRAIN MANHOLE ti' �� 5 N ,��' 2 o� STORM CATCH BASIN I SS TYPE II \ o I y �' TYPE 1 STORM CATCH BASIN I i I ss SA RIM=24.37 titi x ti I I SS TYI 2 . 2 SIDEWALK - RIM=21.58 TYPE I J ' ss � RIA IE_14.37, 18 CONC N N I I ss I IE= a . ti9 IE=16.77, 8 PVC W RIM=20.81 IE-14.52, 18"GONG E STORM CATCH BASIN �� I ' !� / ss � IE= \ [❑]� IE=17.13, 8 PVC S IE=16.62, 6 "PVC N PLAT) ss i I IE=14.57, 12"GONGS I - - - ' TYPE I BEEHIVE 341•g0 88' i 1 IE= IE=14.82, 12"CONC SW o / 222' I D �1 RIM=20 58 ) I �3 o I IE=16.22, 8 PVC E (, 26„E �41 / ss / ss GRAVEL SWALE �j` IE=16.18, 8 PVC W N��°2 � STORM DRAIN MANHOLE CURB INLET I D- IE=17.36, 8"PVC N 36"DOOR '�5 I �' ss i SS 1 GRAVEL SWALE IE=17.48, 6"PLASTICS I tip' so �J i 1 TYPE II SIDEWALK t.� 1 ,� J v! so ss 50.00' PLAT) 5 RIM=21.94 CONCRETE 1J N � l I s ss 2 E 150 0 1 IE=16.34, 8"PVC E SWALE W/CHANNEL DRAIN GRAVEL SWALE 1 I �� I X do SD I ss N� 26 1 IE=15.29, 36"CMP S THROUGH ' GRAVEL SWALE/ 1 CURB u ®O v Ss 1 CURB INLET 1 D-ca� �. ova So BPz??s `fl ss CDs I 1 1 n x 21.22 48° 0• WATER METER - a1 CURB, x so S% ti 9g2 � Tv ¢SS o o / 5D�_ I I I 1 WATER METER /� 1 0• o 0 19'82 � N so TBM MAC NAIL #12 �\ ° �„ �� tio' I / ss x so N: 174099.19 _ ' 2 SIDEWALK I s x g.0s , so E 1295578.71 WATER VALVE 1 \ o ss -----so ASPHALT ELEV. 20.94 I WATER 1 i s� S_OR "FIRE SANITARY SEWER MANHOLE VALVE 1 2 ASPHALT So __---so 1 DRIVEWAY so SPRINKLER ROOM TYPE II FIRE HYDRANT 4 / STORM CATCH BASIN I RIM=20. 74 V 5� _ IE=7.72, 12"CONC N o SS TYPE I IE=8.07, 12"CONC E � �� so < �6 Sp 1 3 RIM=20.75 1 CATCH BASIN 16.80, 8"PVC N IE=8.29, 10" CONC S -� So 21.07 - I lE=16.71, 8"PVC E BLOCKED PIPE IN I � xti° ' - �a 3 �10 do x I 1 CATCH BASIN 8N -7 2tio$ 5 STORM DRAIN MANHOLE 1 STORM CATCH BASIN / ti°. x o TYPE II TYPE I S x 1 RIM=21.47 RIM=19.22 IE=15.21, 36"CMP N TPN 3340404785 IE=14.84, 12"CONC N 1 206 1 OX IE=15.02, 12"CONC S o x tio90 �yoyax aoe I OIL WATER SEP. SOUTH IE=14.86, 12"GONGS I N x ti' BLOCK WALL STORM CATCH BASIN STORM CATCH BASIN ti I I f0ITYPE ll TYPE II CATCH BASIN NEAR CORNER OF SW 12TH STREET AND RAYMOND AVE SW )"CMP E RIM=17.95 1 IE=13.65, 12"GONG N � I �=14.86, 12"CMP W IE=14.53, 8"GONG E � 3 1 0 ti I � � IE=14.51, 12"GONG N D (n STORM CATCH BASIN IE=13.80, 12"CONC S ITYPE IE=13.90, 12"GONG W z RIM=17.53 IE=17.63, 24"CMP N C IE=17.53, 24"CMP S �. IE=7.53, 8"CMP W OIL WATER SEP. WEST TEMPORARY EROSION AND SEDIMENT CONTROL PLAN (PUBLIC) SCALE: 1"=20' CALCULATED INTERSECTION PER R-1 10.26'-\ x tiropro --�F- NORTH SCRIBE #13 ♦ N: 174302.58 E 1295627.24 STORM CATCH BASIN---, TYPE I RIM=25.46 IE=22.04, 8"CMP S 0 0 CURB rol HORIZONTAL SCALE: 1 "=20' Call 811 20 0 20 40 • ® two business days before you dig NO. CATCH BA -,IN 4P E 4P W I I I I I I 1 I TPN 3340404705 I 1 SEE SITTS & HILL PROJECT NO. 17383 I T N 3340404805 I 1 I I I I I �. I I I - I 1 jJ (4g5.01' +MAG NAIL #6 N: 174051.16 =19553. 40 I i S.W. 12TH ST- ,„ 5 64 10 +MAG AIL Ra002 _ 2F'2610, R,1) REVISION SURVEYED: DESIGNED: DKIM DRAWN: KLK 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 Aomftlk CITY OF ,R RENTON vugv Planning/Building/Public Works Dept LEGEND EXISTING BUILDING ® PROPOSED BUILDING CATCH BASIN PROTECTION - - - - SAWCUT LINE AND DEMOLITION - - - CLEARING LIMITS GENERAL NOTES 1. SEE APPLICABLE TEMPORARY EROSION AND SEDIMENT CONTROL NOTES ON C1.2 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 6. PROTECT ALL TREES ON -SITE NOT MARKED FOR REMOVAL 7. PROTECT ALL IRRIGATION SYSTEM FEATURES 8. ALL SURFACES SHALL BE COMPOST AMENDED PER 200/C2.3 9. CONCRETE SIDEWALK PANELS TO BE REMOVED AT CLOSEST JOINT OUTSIDE OF DEMOLITION BOUNDARY 10. PROVIDE CATCH BASIN INLET PROTECTION AT CATCH BASINS NOT SHOWN ON PLANS THAT WOULD RECEIVE RUNOFF FROM THIS SITE. KEY NOTES 1� PROTECT FEATURE AS NOTED REMOVE FEATURE AS NOTED INSTALL CATCH BASIN PROTECTION PER STD PLAN 216.30/C1.3 4� SAWCUT CONCRETE FULL DEPTH TO SMOOTH, UNYIELDING EDGE 5� ASPHALT PAVEMENT PATCH FOR SANITARY SEWER CONNECTION. SEE SHEET C4.0 AND C4.1 FOR SANITARY SEWER PIPE ALIGNMENT. SEE STD PLANS 110 AND 110.1/C2.3 FOR REQUIRED TRANSVERSE UTILITY PAVEMENT PATCH REQUIREMENTS. D C. sitts&hill I CIVIL I STRUCTURAL I SURVEY A 46449 ,<<j 4815 CENTER STREET I TACOMA, WA. 98409 G �r �0 PHONE: (253) 474-9449 I FAX: (253) 474-0153 http://www.sittshill.com/ REISSUED FOR PERMIT Project No.: 19682 Project Mgr.: Proj. Engineer: DCD Proj. Drafter: OCTOBER 30, 2023 R-425405 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SAMorman 12/05/2023 DCD KLK DATE: WASHINGTON STATE AUTO 2022.11.30 DEALERS ASSOCIATION (WSADA) FIELDBOOK: PAGE: 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 DRAWING NO: WSADA BUILDING ADDITION AND IMPROVEMENTS C1.1 TESC PLAN (PUBLIC) SHEET: OF: 5 26 (0 0) T O M N ME M H A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON N I O I 0 W I- I- z 5W 75 W O ^r I.SL G z z O I- 0 (� V z_ r) m Q 0 Q m 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 IESCI 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 PROVIDEO 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 APPLICANVESC SUPERVISOR FOR THE DURATION OF CONSTRUCTION. S. 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 ANDIOR 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 ANDOR 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 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 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 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 FACILITIE5. 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.I 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 SITE$ SHALL BE INSPECTED AND MAINTAINEO 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 273 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 GRACED 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 CURING 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 ONSITE 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 SHALL 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 NOTED, DRAWING IS NOT TO SCALE (NT$) Ad=b6 URI STD. PLAN - 268.00 PUBLIC WORKS EROSION AND SEDIMENT CONTROL [RMD; 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 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 1. EROSION AND SEDIMENT CONTROL (ESC) FACILITIES SHALL NOT BE ALLOWED TO FALL INTO DISREPAIR. THE PROPONENT OR DESIGNATED ESC LEAD SHALL INSPECT ALL PROJECT FACILITIES IN ACCORDANCE WITH CITY OF RENTON CONSTRUCTION STORMWATER POLLUTION REQUIREMENTS. 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 TEMPORARY EROSION AND SEDIMENT CONTROL BEST MANAGEMENT PRACTICES INCLUDED IN THE PLAN. SEDIMENT CONTROL MEASURES SHALL BE INSPECTED AT LEAST ONCE EVERY FIVE WORKING DAYS, EACH WORKING DAY DURING A RUNOFF PRODUCING RAIN EVENT, AND WITHIN 24 HOURS AFTER A RUNOFF PRODUCING RAIN EVENT. ALL PROJECT CONSTRUCTION STORMWATER DISCHARGES SHALL COMPLY WITH CITY OF RENTON DISCHARGE REQUIREMENTS. CONSTRUCTION SEQUENCE 1. OBTAIN SITE DEVELOPMENT PERMIT FROM CITY OF RENTON PLANNING & LAND SERVICES. SCHEDULE PRE -CONSTRUCTION MEETINGS WITH CITY INSPECTOR, OWNER, CONTRACTOR AND DESIGN TEAM. SUBMIT ALL SUBMITTALS. 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. CONSTRUCT APPROVED STORMWATER DRAINAGE SYSTEM. 5. PERFORM APPROVED SITE SURFACING AND CONSTRUCTION. 6. ONCE CONSTRUCTION IS FINISHED, IT SHALL BE INSPECTED BY CITY INSPECTOR, OWNER, AND ENGINEER ONCE AUTHORIZED BY AFOREMENTIONED PARTIES, REMOVE TEMPORARY EROSION AND SEDIMENT CONTROL FEATURES. 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 IN KIND 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 COMMON NAME (LATIN NAME) % SPECIES COMPOSITION DESIRED SEEDS/SF PLS LBS/ACRE SPIKE BENTGRASS (AGROSTIS EXARATA) 6 9 0.10 CALIFORNIA BROME (BROMUS CARINATUS) 15 23 9.80 TUFTED HAIRGRASS (DESCHAMPSIA CESPITOSA) 15 23 0.40 BLUE WILDRYE (ELYMUS GLAUCUS) 18 27 10.70 CALIFORNIA OATGRASS (DANTHONIA CALIFORNICA) 18 27 5.60 NATIVE RED FESCUE (FESTUSCA RUBRA VAR. RUBRA) 18 27 2.40 MEADOW BARLEY (HORDEUM BRACHYANTHERUM) 10 15 7.70 SURVEYED: SCALE: AS NOTED DESIGNED: DKM Call 811 • two business days before OU dig Y 9 DRAWN:KLK ONE INCH CHECKED: DCD AT FULL SCALE F NOT ONE INCH SCALE ACCORDINGLY N0. REVISION BY DATE APPR APPROVED: DCD VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU V FF C TY OF RENTON Planning/Building/Public Works Dept P�,D C. O b�. 46449 1 (REISSUED FOR PERMIT OCTOBER 30, 2023 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.: 19682 Project Mgr.: DCD Proj. Engineer: DCD Proj. Drafter: KLK R-425406 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING AllftkIL SAMorman 12/05/2023 WASHINGTON STATE AUTO DEALERS ASSOCIATION (WSADA) 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 WSADA BUILDING ADDITION AND IMPROVEMENTS TESC NOTES DATE: 2022.11.30 FIE PAGE: C1.2 SHEET: OF: 6 26 N 0) T O O M N 1 u ►�1 H H (D N T C) C) M N ME H H N N Q D J A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON It LO N w I— I— z 5W \W 0 r n 2 0 z a z 0 F____ 0 r) a z_ 0 J_ ZD W a 0 a 12 0 V N SIDEWALK CORNER26- \ N:174,209.05 _ _ _ _ E:1,295,627.59 w w � SIDEWALK STEP N:174,210.79 E:1,295,621.93 SIDEWALK STEP N:174,211.34 y E:1,295,620.12 X 1E� =E�6" MAPLE 3. SIDEWALK CORNER _ -26— A1.1-7A 04n Or) BUILDING/SIDEWALK CORNER N:174,206.17 E:1,295,642.16 BUILDING/SIDEWALK CORNER N:174,202.85 E:1,295,627.35 1 N / V / c�D I 22„ ' /��• V 22y y� y y y y " BUILDING CORNER I I j J N N:174,167.90 yVJI y y y y \/ E:1,295,640.57 I I I v1 \SS 23 SS 1 BUILDING CORNER Iy y y y y y Wty y I ' ' SS I N:174,164.86 y a y y I WII y •�'� sD ��j ss Cn E. 1,295,627.03 wooSS____ S y y y ° y y y y y` y / SS SSSS / y tl y y� I yII W y y 1�1• y y\ I / ' I SS 22 U1 / ' SS SS I I C / /�� y d. / W SS / SD / I —f GAS y G z y I / SS SD SS SD SS OS/ SS woo LSD =SD / SS/SID /so Cn I I o Cf) I 4.5 _SEE GENERAL NOS i 6SD I 10 SS/ soLa s 5— SD SD I I SD I 21.07/ � X tit � tip• I N tio8 �$$ 05" I I o. I SD —�- S I I HORIZONTAL CONTROL/SITE PLAN (PRIVATE) SCALE: 1"=20' HORIZONTAL SCALE: 1 "=20' Call 811 20 O 20 40 • ® two business days NORTH before you dig NO. REVISION J� I SURVEYED: DESIGNED: DKM DRAWN: KLK CHECKED: DCD 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 DATU M C TY OF RENTON 1-q'R Plan ning/Building/Public Works Dept LEGEND EXISTING BUILDING ® PROPOSED BUILDING GRAVEL 0 0 0 CONCRETE y y y y y LANDSCAPING PER L1.0 y y y ASPHALT PAVEMENT GENERAL NOTES 1. SEE APPLICABLE SITE PLAN AND PAVING NOTES ON C2.2 2. SEE L1.0 FOR PROPOSED PRIVATE LANDSCAPING RESTORATION. EXPOSED SURFACES WILL BE COMPOST AMENDED PER DETAIL 200/C2.3 3. CATCH BASIN STENCILING SHALL BE APPLIED AT ALL CATCH BASINS PER CITY OF RENTON REQUIREMENTS 4. WHERE CONFLICTS OCCUR WITH PLACEMENT OF NEW FACILITIES, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BY THE CONTRACTOR 5. GRAVEL SURFACING TO CONSIST OF ROUNDED RIVER -ROCK AGGREGATE WITH APPROXIMATE DIAMETERS BETWEEN 3" AND 8" 6. WSADA TO DEDICATE AN ADDITIONAL 1.5' OF RIGHT-OF-WAY ALONG SW GRADY WAY AND 4.5' OF RIGHT-OF-WAY ALONG RAYMOND AVE SW, TOTALING 51.5' AND 24.5' OF RIGHT-OF-WAY FROM THE CENTERLINE, RESPECTIVELY. KEY NOTES INSTALL CONCRETE SIDEWALK PER STD PLAN 102/C2.3 INSTALL CONCRETE ISOLATION JOINT PER DETAIL 202/C2.3 B� RESTORE ASPHALT PAVEMENT PER DETAIL 203/C2.3 INSTALL PAVEMENT JOINT PER DETAIL 204/C2.3 5� INSTALL CURB DEPRESSION PER DETAIL 205/C2.3 INSTALL CURB AND GUTTER PER STD 101/C2.3 7� INSTALL 2' DETECTOR STRIP PER WSDOT F-45.10-03/C2.3 g CONCRETE STAIRS PER DETAIL 340/C3.5, SEE GRADING PLANS FOR ELEVATIONS D C. 4y 4 sitts&hill CIVIL I STRUCTURAL I SURVEY A 46449 ,<<j 4815 CENTER STREET I TACOMA, WA. 98409 ��.STs�`0 �r �0'•1/ PHONE: (253) 474-9449 I FAX: (253) 474-0153 `O• http://www.sittshill.com/ REISSUED F 0 R PERMIT Project No.: 19682 Project Mgr.: Proj. Engineer: DCD Proj. Drafter: OCTOBER 30, 2023 R-425408 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SAMorman 12/05/2023 DCD KLK DATE: WASHINGTON STATE AUTO 2022.11.30 DEALERS ASSOCIATION (WSADA) FIEWBOOK: 621 SOUTHWEST GRADY WAYRENTONPAGE: , , WA 98057 DRAWING N0: WSADA BUILDING ADDITION AND IMPROVEMENTS C2.0 HORIZONTAL CONTROL/SITE PLAN (PRIVATE) SHEET: 0 0R1) 1 I`J H H A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON LO N 0 w Cn I— z CW G w 0 rr n 2 0 z a z 0 F____ 0 a z 0 m a 0 a Cn w Q z J L, CURB JOINT N:174,214.37 E:1,295,550.23 25' i SIDEWALK JOINT N:174,208.90 E:1, 295,547.97 SIDEWALK JOINT N:174,206.32� E:1,295,552.85 SIDEWALK JOINT N: 174,203.52— E: 1,295,555.94 SIDEWALK JOINT N:174,200.82— E:1,295,558.25 SIDEWALK JOINT N: 174,194.12— E: 1,295,561.94 MATCH EXISTING EDGE OF PAVEMENT CURB JOINT N:174,234.13 E:1,295,623.15 \ N CURB JOINT \ CURB JOINT N:174,228.75 N:174,224.07 E:1,295,616.04 0 E:1,295,612.20 CURB JOINT N: 174,217.51 'eri E:1,295,608.53 SIDEWALK JOINT N:174,215.13 E:1,295,607.75 CURB JOINT 6 _N:174,211.56 E:1,295,555.72 a CURB JOINT 7 N:174, 207.58 E:1,295,560.29 h W 3 CURB JOINT N:174,204.13 25 4 E:1,295,563.37 r a I CURB JOINT " N:174,196.17 a W E:1,295,567.27 SIDEWALK JOINT W N:174,209.12 W W W a E:1,295,606.88 SIDEWALK JOINT W t N:174,200.97 6 W W E:1,295,608.01 W W W W W W f 9 5.W W W L W V WII W Imo'^^ W Wj O 3 W W W V4 W W W W nW W SIDEWALK JOINT 5 La cn N:174,125.52 IU� E:1,295,612.46 'is � W rW W W W W I (10 7 �I I 3 I ss 4 ss o ss cn T „4.5', SEE GENERAL �Q 6 2 �ix�°• (D 2o5 ° 0 ,n �x `boa S�— S ` D � � I 2p 6� 6r o yoyax ti°6 I I IN j � I �pAtix�o� (D6" 1 I HORIZONTAL CONTROL/SITE PLAN (PUBLIC) SCALE: 1"=20' NORTH I SIDEWALK JOINT N:174, 253.57 E:1, 295, 731.43 SIDEWALK JOINT N:174, 236.77 E:1,295,628.84 SIDEWALK JOINT N:174,238.29 E:1,295,634.49 SIDEWALK JOINT N: 174,239.30 — 26 E:1,295,639.05 a W W SIDEWALK JOINT' 5� N:174,245.17 E:1,295,693.54 W SIDEWALK JOINT ,,SIDEWALK JOINT N:174,233.35 N:174,241.65 E:1,295,640.37 E:1,295,694.32 ' � SIDEWALK JOINT SIDEWALK JOINT � . N:174,232.36 N:174,239.31 E:1,295,635.47 E:1,295,683.78 W W S IDEWALK JOINT SIDEWALK JOINT N: 174,231.12 N:174,242.83 z E:11295,630.65 E:1,295,682.99 0 SIDEWALK JOINT rn ° . N:174,229.06 I _ W E:1,295,626.10 SIDEWALK JOINT aI SIDEWALK JOINT N:174,224.79 N:174,207.47 E:1, 295,620.55 E:1,295,612.27 I SIDEWALK JOINT S-F 3., SIDEWALK JOINT N:174,220.31 N:174,202.56 E:1,295,616.75 E:1,295,612.82 SIDEWALK JOINT SIDEWALK JOINT DE N:174,215.56 N:174,198.18 I E:1,295,613.98 y-E:1,295,615.15 SIDEWALK JOINT USIDEWALK JOINT N:174,213.41 N:174,194.96 E:1,295,613.38 WI W E:1,295,616.80 � \- A .�J I S6- W SIDEWALK JOINT W W , WII N:174,192.82 ✓'v W E:1,295,612.29 ��� IW JOINT / / BPS W,�SIDEWALK N:174,195.90 i�� / ss ss SE E:1,295,610.70 - ss / SIDEWALK JOINT I ss / 5D SD N:174,125.39 E:1,295,617.36 / ss SD ilss so / SIDEWALK JOINT — N:174,112.06 ' viss E:1,295,617.17 SIDEWALK JOINT I I N:174,111.21 E:1,295,613.40 SIDEWALK JOINT N:174,111.09 E:1, 295,612.43 I It HORIZONTAL SCALE: 1"=20' 0 Call 811 20 0 20 40 • ® two business days before you dig NO. SIDEWALK JOINT N:174,265.09 E:1,295,783.58 SIDEWALK JOINT N:174,269.19 E:1,295,773.99 SIDEWALK JOINT N:174,256.30 E:1,295,743.64 W _W —26- — SIDEWALK JOINT N:174,263.34 E:1,295,775.29 kill I II rrll SIDEWALK JOINT r J� N:174,246.92 E:1,295,743.20 .IIfj SIDEWALK JOINTS N:174,247.66 �� E:1,295,731.23 lit I I I I REVISION SIDEWALK JOINT N:174,267.14 E:1,295,792.95 1 / 0 SIDEWALK JOINT 1 N:174,269.20 E:1,295,802.15 SIDEWALK JOINT N:174,310.09 E:1,295,957.78 SIDEWALK JOINT _ N:174,277.03 — — E:1,295,809.36 a J W -SIDEWALK JOINTS° Oq� 22" N:174,292.96 QQo SO_ . W 26 E:1,295,902.18 1 I QO W / )! / 7/ � / SIDEWALK JOINT SIDEWALK JOINT / - N:174,304.30 a _ N:174,291.52 , / E:1,295,959.07 a _ E:1,295,895.35� SIDEWALK JOINT a W W N:174,271.09 / . f� �� SIDEWALK JOINT E:1,295,810.54 N:174,291.65 SIDEWALK JOINT E:1,295,902.47 .. DRIVEWAY SIDEWALK ANGLE N:174,290.13 N:174,270.71 E:1,295,895.66 E:1,295,808.94 � I I DRIVEWAY SIDEWALK ANGLE N:174,265.61 E:1,295,804.16 DRIVEWAY SIDEWALK JOINT N:174,265.36 E:1,295,803.07 DRIVEWAY SIDEWALK JOINT N:174,263.31 E:1,295,793.83 DRIVEWAY SIDEWALK JOINT N:174,261.22 E:1,295,784.52 DRIVEWAY SIDEWALK ANGLE YINI"gvi N:174,260.93 E:1,295,783.12 I j I ' DRIVEWAY SIDEWALK ANGLE �N:174,263.62 E:1, 295, 776.81 I ' SS J ss ss ' I SURVEYED: DESIGNED: DKM DRAWN: KLK CHECKED: DCD BY DATE APPR APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY I I I I I I I• J � VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU M CITY OF ,R RENTON Planning/Building/Public Works Dept LEGEND EXISTING BUILDING PROPOSED BUILDING GRAVEL CONCRETE LANDSCAPING PER L1.0 ASPHALT PAVEMENT GENERAL NOTES 1. SEE APPLICABLE SITE PLAN AND PAVING NOTES ON C2.2 2. SEE L1.0 FOR PROPOSED PRIVATE LANDSCAPING RESTORATION. EXPOSED SURFACES WILL BE COMPOST AMENDED PER DETAIL 200/C2.3 3. CATCH BASIN STENCILING SHALL BE APPLIED AT ALL CATCH BASINS PER CITY OF RENTON REQUIREMENTS 4. WHERE CONFLICTS OCCUR WITH PLACEMENT OF NEW FACILITIES, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BY THE CONTRACTOR 5. GRAVEL SURFACING TO CONSIST OF ROUNDED RIVER -ROCK AGGREGATE WITH APPROXIMATE DIAMETERS BETWEEN 3" AND 8" 6. WSADA TO DEDICATE AN ADDITIONAL 1.5' OF RIGHT-OF-WAY ALONG SW GRADY WAY AND 4.5' OF RIGHT-OF-WAY ALONG RAYMOND AVE SW, TOTALING 51.5' AND 24.5' OF RIGHT-OF-WAY FROM THE CENTERLINE, RESPECTIVELY. KEY NOTES Ll- INSTALL CONCRETE SIDEWALK PER STD PLAN 102/C2.3 INSTALL CONCRETE ISOLATION JOINT PER DETAIL 202/C2.3 P� RESTORE ASPHALT PAVEMENT PER DETAIL 203/C2.3 4� INSTALL PAVEMENT JOINT PER DETAIL 204/C2.3 5� INSTALL CURB DEPRESSION PER DETAIL 205/C2.3 INSTALL CURB AND GUTTER PER STD 101/C2.3 P� INSTALL 2' DETECTOR STRIP PER WSDOT F-45.10-03/C2.3 CONCRETE STAIRS PER DETAIL 340/C3.5, SEE GRADING PLANS FOR ELEVATIONS RESTORE ASPHALT PAVEMENT AT SANITARY SEWER TRENCH PER STD PLANS 110 AND 110.1 /C2.3 sitts&hill ` CIVIL I STRUCTURAL I SURVEY A 46449 ,<<j 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 `O. http://www.sittshill.com/ REISSUED F 0 R PERMIT Project No.: 19682 Project Mgr.: Proj. Engineer: DCD Proj. Drafter: OCTO B E R 30, 2023 R-425409 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SAMorman 12/05/2023 DCD KLK DATE: WASHINGTON STATE AUTO 2022.11.30 DEALERS ASSOCIATION (WSADA) FIELDBOOK: PAGE: 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 DRAWING NO: WSADA BUILDING ADDITION AND IMPROVEMENTS C2.1 HORIZONTAL CONTROL/SITE PLAN (PUBLIC) SHEET: 9 OF:26 (0 N 0) Ir— M N u H H N a J (D N T C) C) M N ME H H N N Q D J A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON N I W U) Z W W O ^r I.CL G 0 Z Z O r) Q 0 Z ZD m a 0 Q U) i G.i Q Z w NOTES - A - (A) CURB RAMP, LANDING, CUT- 1. Permanent Detectable Warning Surfaces (DWS) shall extend the full width of the curb ramp, aB THROUGH OR WALKWAY landin or other roadwa entrance as a licable. Exce tion: If the Manufacturer of theE y C MIN. MAX. DETECTABLE WARNING g Y PP P PLANTING BED AREAS / SURFACE (DWS) - DWS requires a concrete border around the DWS, a variance of up to 2" (in) on each side SEE TRUNCATED DOME \ / SEE NOTE 3 of the DWS is ermitted.A 1.60" 2.40" P DETAIL - THIS SHEET �\„---B 0.65" \ 3 DEPTH CEDAR - ; 2. Permanent Detectable Warning Surfaces (DWS) shall be placed on a minimum 4" (in)A ; ,thick concrete pad. The DWS panel shall be placed adjacent to the back of the curb and 0" GROVE COMPST D C 0.45" 0.90" • BACK OF CURB - with no more than a 2" (in) gap between the DWS and the back of the curb measured at TRUNCATED DOME SEE NOTE 2 \ 2' - o° MIN. - the center of the DWS panel. Exception: If the Manufacturer of the selected DWS requires E 0.2" 0.2" e . .. ._.... TYP. OF ALL a concrete border around the DWS, a variance of up to 2" (in) from the back of the curb is - - - - - - APPLICATIONS permitted measured at the leading corners of the DWSpanel).- - - - - - SECTION O / P ( 9 TRUNCATED DOMESPACING� --___ - - - - - - 1-3 4" OF COMPOST � -� 3. The rows of truncated domes shall be aligned to be parallel to the direction of travel, - - - - - - / SEE NOTE 3 SEE STANDARD SPECIFICATIONS and perpendicular to the grade break at the back of curb. INCORPORATED FOR COLOR OF SURFACE i" - -- -- - - INTO TOPSOIL TO 8" DEPTH TRUNCATED DOME DETAILS _ MATCH TO WIDTH OF CURB RAMP, 4. If curb and gutter are not present, such as a shared -use path connection, the Detectable - - - - - - CURB AND GUTTER J LANDING, CUT -THROUGH OR Warning Surface shall be placed at the pavement edge. - - - - - - - o ¢ WALKWAY 5. See Standard Plans for sidewalk and curb ramp details. - - - - W DETECTABLE WARNING SURFACE DETAIL 8" � m 6. If a curb ramp is required, the location of the Detectable Warning Surface must be at OFFSET the bottom of the ram and within the required distance from the rail crossing. \\ \\ \\ \\ \\ \\ \\ \\ SUBSOIL SCARIFIED 4" BELOW LANDING P q 9 /A/A/A/A/A/A/A/ WALKWAY V CURB RAMP SEE NOTE 7 COMPOST AMENDED 7. When the grade break between the curb ramp and the landing is Tess than or equal to /AAjAAjAAjAAjAAjAAjAAjA LANDING \ \ / / / / �, WIDTH OF 5 ft. from the back of curb at all points, place the Detectable Warning Surface on the \j�Aj�Aj�Aj�Aj�Aj�Aj�Aj� LAYER (12" BELOW SOIL WALKWAY bottom of the curb ramp directly above the grade break 12n VAS/VA//VA//VA//VA//VA//VA//VA// SURFACE) ?� WALKWAY WALKWAY WIDTH OF CUT- 8. Glued or stick down Detectable Warning Surfaces are allowed only for temporary % �/ THRouGH (TYP.) work zone applications. �DETECTABLE WARNING o �� SURFACE (DWS) -CURB RAMP SEE NOTE 3 WIDTH OF CUT -THROUGH Z BACK OF CURB (TYP.) SOIL AMENDMENTS PER COR STD. PLAN 264,.00 z UU I1 .... , 2, - T ...... ..... SINGLE DIRECTION CURB RAMP f FLARE :::::: FLARE \ 2, D„ MIN. % :Y�r .ii;i m (GRADE BREAK BETWEEN CURB AND MIN. 200 SOIL AMENDMENT DETAIL LANDING 5 5 FT. FROM BACK OF CURB).. \ LEGEND SCALE: N.T.S. (SEE NOTE 5) BACK OF CURB - DETECTABLE WARNING DETECTABLE WARNING / T o WHEELCHAIR DIRECTION SEE NOTE 2 SURFACE (DWS) - SURFACE (TYP.) - 'C - _ DIRECTION OF TRAVEL CURB RAMP o ¢ II LANDING OF TRAVEL SEE NOTE 3 SEE NOTE 3 - 2" COMPACTED DEPTH CLASS 1 /2" HMA WIDTH OF CURB RAMP WALKWAY V �, m 1 BACK OF CURB - BACK OF CURB - SEE NOTES 2 & 8 SEE NOTE 2 4" COMPACTED DEPTH CRUSHED SURFACING TOP COURSE PER :•`; WIDTH OF PERPENDICULAR CURB RAMP WALKWAY (SEE NOTE 6) / WSDOT 9-03.9(3), COMPACT TO 95% MAXIMUM DENSITY \r WIDTH OF CURB RAMP, ISLAND CUT -THROUGH ` MIN 12" COMPACTED DEPTH STRUCTURAL FILL IF REQUIRED BY LANDING, OR WALKWAY DETECTABLE WARNING SURFACE (TYP.) �� ��� GEOTECHNICAL ENGINEER. COMPACT TO 95% MAXIMUM DRY DENSITY DETECTABLE WARNING SEE NOTES 3 AND 8 tIs SURFACE (DWS) - _ SEE NOTE 3°°' SBACK OF EE NOTE 2 CURB - -- BACK OF CURB _ i�"� SEE NOTE 2 , z a z MEDIAN CUT -THROUGH SINGLE DIRECTION CURB RAMP DETECTABLE WARNING o NI � er(A aD I (GRADE BREAK BETWEEN CURB AND SURFACE (DWS) - ;` • .. WIDTH OF SHARED- ®n p��2 680R�� �w LANDING > 5 FT. FROM BACK OF CURB) SEE NOTES 3 & 6 z r: ;e; USE PATH OR (SEE NOTE 5) CURB RAMP ,, O CURB RAMP WALKWAY -I LANDING - WALKWAY 1 r i 1 I _ BACK OF CURB - DETECTABLE WARNING SEE NOTE 2 WIDTH OF SURFACE (DWS) - SEE NOTE 3 LANDING PARALLEL CURB RAMP (SEE NOTE 6) FACE OF CURB -612' 5 112" V 1/2"R. - - 1"R 1:24 1 J TOP OF • io 112" R. ROADWAY T� r T 6" - CEMENT CONCRETE TRAFFIC CURB AND GUTTER FACE OF ADJACENT CURB 6 112'- FLUSH WITH GUTTER PAN AT SIDEWALK RAMP ENTRANCE 1:12 1:24 TOP OF V2" R. ROADWAY D 1 GT 1 -6 DEPRESSED CURB SECTION AT SIDEWALK RAMPS 3/8" PEDESTRIAN RAILROAD CROSSING 6" CEMENT CONCRETE 1/2' R. 1"R. SIDEWALK RAMP VARIES OR LANDING FROM L 6"T00 ' 6" T 3fB" PREMOLDED JOINT FILLER CEMENT CONCRETE PEDESTRIAN CURB AT SIDEWALK RAMPS AND LANDINGS FACE OF ADJACENT CURB - 6 1!2 SEE DEPRESSED CURB DETAIL THIS SHEET 1:24 TOP OF _�T 1. 1/2" R. ROADWAY 2" 1 , \- 1 io 1 6" F DEPRESSED CURB SECTION AT RESIDENTIAL DRIVEWAYS ONLY. FOR COMMERCIAL DRIVEWAYS SEE STD PLAN 104.2 FACE OF CURB FACE OF ADJACENT CURB • y.I ;+ • GUTTER SURFACE i PREMOLDED JOINT FILLER E FULL -DEPTH 1"R. EXPANSION JOINT 1' R. 6 1/2"- _s 1/2' 1" 112' R. 1" R. l 1 • � TOP OF ROADWAY f 1 6 1/4" - CEMENT CONCRETE TRAFFIC CURB DEPRESSED CURB DETAIL AT RESIDENTIAL OR COMMERCIAL DRIVEWAYS, AND ALLEYS GENERAL NOTES: 1. See standard plans 102 and 101.1 for Curb expansion and contraction joint spacing. 2. Expansion joint shall be full depth, 3/3" (In.) premolded joint filler. 3. For Depressed Monolithic Driveway Curb & Gutter Section, see Standard Plan IG4.2 STD. PLAN - 101 • PUBLIC WORK CEMENT CONCRETE CURBS :r DEPARTMENT C WALKWAY (TYP.) ' "j�i�'�) �1 - / WIDTH OF CUT -THROUGH Aug 30, 2021 (TYP') SHARED -USE PATH OR DETECTABLE WARNING ROUNDABOUT SPLITTER WALKWAY SURFACE ISLAND � PAVEMENT EDGE SHOULDER STANDARD PLAN F-45.10-03 i :< SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION DETECTABLE WARNING I �`b- Aug 31, 2021 SURFACE (DWS) _ SEE NOTES 3 & 4 Aft STATE DESIGN ENGINEER PLACEMENT GUIDELINES SHARED -USE PATH CONNECTION Washington state Department of Transportation e RAISED EDGE DETAIL I''p B' SIDEWALK LEVEL �.I 1n EXTENDSIOEWALKTRANSVERSE 1'-0' V-D" US' ON) PREMOLDED JOINT FILLER 12' DNJ R I JOINTS TO INCLUDE RAISED EDGE TYPICAL WHERE APPLICABLE ROU DING 2�.0X' 1 10- IIN) R. (TYP.) r FOR CURB DETNLS •►•�., + 1.5% SEE STD Pl.PN 101 EIINIR ;t•'r �T$'�d ''• .t r Ts: '?g STING ROADWAY CRUSHED ROCK B/5 SEE RAISED EDGE 1'-7• SIDEWALK DETAIL -THIS SHE `SIDEWALUNDER CRUSHED SURFACING TOP COURSE(CSTC) ALL CUT MIN SIDEWALK •- OM PACT TO 95% MODIFIED PROCTOR SL`PES% WITH RAISED EDGE (UNLESS REQUIREMENT WAIVED BY CL// 12 IN R ENGINEER)TYPICAL UNDER NICURB, ( ) (TYP.) GUTTER& SIDEWALK. CSTC UNDER FOR CURB DETAILS CURB SGUTTER TO BE ADWAY CRUSHED USH OR DR K SEE STD PLAN 1Dt BASE, WMIICHLyER SG REATERTYP (.FOR 4HTtt=R , f ALL CURB & GUTTER). f FINISHED GRADE V (IN) BELOW SIDEWALK 1 TOP OF CONCRETE SURFACE ADJACENT TO CURB V., 1, (r MIN. 1rr (IN) R. (TYP.) ROD DING FOR CURB DETAILS _2.0% 1.5% SEE STD PLAN 101 BRIDGE OR PEDESTRIAN,��a•` 1 ;'`�'V?' •' f�• RAILING FOR CURD DETNLS ADJACENT TO CURB 7" BARRIER -SEE SIDEWALK SEE STD PLAN 101 (STEEP FILL SLOPES) CONTRACT PLANS ALL OR BARRIER 12' (IN) R. (TYP.J f I SIDEWALK FLUSH 7.5X VERTICAL WALL- W n �1('v" ti•}�:.:' SEE DETAIL ass• (IN) PREMOLDED JOINT FILLER ADJACENT TO CURB AND RAILING OR WALL 8.ON) PREMOLDED JOINT FILLER FOR BIDE TREATMENT SIDEWALK BUFFER STRIP SIDEWALK ADJACENT TO WALL DETAIL SIDEWPLN (SEE NOTE 111 SECTIONS 1fY (IN) R 1 Rom') FOR CURB DETAILS 1.5% • 1.SX MW. SEE STD PLAN 101 ' •� ^Y\ GROOMED FINISH OR MATCH EMSTING O• V VIDE, SMOOTH Jr' TROWELED PERIMETER FINISHED GRADE I' ON) BELOW TOP OF CONCRETE NE _ SURFACE FOR PLANTING -FLUSH IF PAVED 10 • 0' 6" 0/ � \ CEMENT CONCRETE CURB \ (CURB AND GUTTER SHOWN) ADJACENT TO DUFFER STRIP \ FOR CURB DETAILS / 5 SEE STD PLAN tm LE���` m 1Is• TO 1;4• NOTES 1. Four feet of the sidewalk width shall 69? bethe esminimum pedestrian \\ IN SIDEEWALKKpM Ire ''�A�?>�o•• accessible route (aAa) free of vertical , and Access Covelobstructions. xesBngs, \ ; ►"•' R ••• Access Covers, Junction Boxes, FULL -DEPTH EXPANSION JOINT IN BOTH Cable Vaults, Pull Boxes and other s\.� CURB AND SIDEWALK (SEE STD PUN I01.1) appurtenances within the sidewalk o ar C CONTRACTION JOINT must be flush with surface, and match -9l grade of the sidewalk. JOINT AND FINISH DETAIL 2. Monolithic Cement Concrete Curb and r't :' Sidewalk Is not permitted in new For other referenced NOTES see ' •' R 0.. construction. When replacement work STD PLAN 104.2, necessitates a Monolithic Cement E Concrete Curb build per WSDOT PREMDIDPREMOUDER Standard Plan F-30.10-03. Paved surfaces must comply With JOINT E FULL -DEPTH 3. Concrete to be 4,000 PSI. STD PLAN 102.1 as applicable. - EXPANSION JOINT • PUBLIC WORKS CEMENT CONCRETE STD. 1 I'I.F,.`-i'i PLAN - 102 y� DEPARTMENT SIDEWALK j�,rl' !c c* 7 • Call 811 • ® two business days before you dig NO. NOT I" TAIL EVENT TRAIN--, HES ENJST WITHIN THE AFFECTED SHE LENCTH OF THE PATCH SHALL 11t. ?JDEO TO INCLUDE ANY EX6 TtNG Pn I:- WITHIN 10 FEET OF ME EDGE OF THE r-%-Cm REOUIRED FOR THE NEW GROSSING AND ANY SUBSEQUENT PATCH EDGE 1MTHIN 10 FEET OF THE EOCF OF THE SECOND PATCH AND SO ON UP TO A TOTAL OF 300 FEET. TRAFFIC FLOW 2' HMA TO 6" HMA 2' SAW",L)T AND REMOVE OR PLANE. SEAL Wm AR-4DI IEACH SIDE) 2 HNA SAWCUT AFTER BACKFILL - (EACH 510Ej Do PREPARED SUBGRADE, SEE SUBGRADE PREPARATION NOTES ON CO.2 ASPHALT PAVEMENT SECTION �vvl SCALE: N.T.S. �.{I 1' 1' �•.--V-A--R-IESS I LAIN � 41N f I AfIR � i,IIN F� 6.5' MIN. V DEPTH 9F PLANING OR SAWCUT AND REMOVE T T VARIES: 6 5' MIN. j•.- VARIES �•• I 1 MIN MIN II I !I Iu11N FAIN WIDTH IMPROVEMENT TRENSE A$ REOI)OT S" A A S ZE CI PROCATI OS 2 PLUSANALL (SEE E FOR STANDARD SPECSHOT JI7N 2-09.4) PLUS AN ALLOWANCE FOR ANY SHORING. SHCRiNG, IF NEEDED. SHALL MEET THE REQUIREMENTS CF MOT STANDARD SPECIFICATION 7-08.3(1)9 TRENCH WDTH FACE OF GUTTER OR EDGE OF PAVEUENT CENTER LRJE M LANE I INE DEPTH :OF EXISTING PAVEMENT 2- - 6' MA7N HMA (SEE NOTE 2) 5- CRUSHED SURfACING TOP COURSE (C5TC) PER WSDOT STANDARD SPECIFICATIONS, C.OMPACTEO TO 95n MODIFIE❑ PROCTOR. C5TC, BANK RUN GRAVEL FOR TRENCH BACKFILL GRAVEL 90RROW (9-03,14(1)) PEP WSDOT STANDARD SPECIFICATIONS OR NATIVE MA 1'ERigL IF APPROVED IN WRITING BY ENGINEER BASED ON GEOTECH REPORT, COMPACTED TO 95% MODIFIED PROCTOR PIPE ZONE BEDDING MATERIAL- SEE STANDARD PLAN 1TO.1 FOR NOTES, SEE STANDARD PLAN 11D.1 PU19LlC WORKS TYPICAL TRANSVERSE PATCH FOR SrD. PLAN - 110 PAVEENT OR p��DEPARTMENT FLEXIBLE PAVEME T WITH OVERLAYRIGID1�� lo,I.I�CCI SURVEYED: DESIGNED: DKM DRAWN: KLK CHECKED: DCD REVISION BY DATE APPR APPROVED: DCD 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, - LIGHT DUTY CONCRETE PAVEMENT SCALE: N.T.S. PROPOSED PAVEMENT SECTIONS SAW CUT SMOOTH VERTICAL JOINT APPLY TACK COAT TO ALL EXPOSED VERTICAL SURFACES IMMEDIATELY PRIOR TO PAVING. SEAL JOINT LINE WITH HOT SS-1 EMULSION. EXIST. PAVEMENT SECTION 12" OVERLAP OF EXISTING BASE COURSE UNDISTURBED EXIST. BASE COURSE 1/2" PREMOLDED EXPANSION JOINT FILLER SEAL ISOLATION JOINT REQUIRED AT FACE OF BUILDING WALL THICKENED EDGE CONCRETE PAVING SECTION PER PLAN T+2" D D 1 2'-6" 1 6" _ ?CONCRETE02 ISOLATION JOINT AT BUILDING DETAIL SCALE: N.T.S. ASPHALT PAVEMENT JOINT SECTION SCALE: N.T.S. VARIES: 4.5' MIN. LANE LINE MARKING SAWCUT AFTER BACKFILL DEPTH OF FXISTING PAVEMENT 2" - 6" HMA J (SEE NOTE 2) T' EDGE OF PAVEMENT, EDGE OF CURB & GUTTER. DR MIN, MINI' CENTER OF LANE MARKING 2- HMA (SEE NOTE 2) 6" CRUSHED SURFACING TOP COURSE (C5TC) (9-03.9(3)) PER WSDDT STANDARD 2" SAWCUT AND REMOVE SPECIFCATIONS, COMPACTED TO 95% OR PLANE, SEAL WITH MODIFIED PROCTpR AR - 4a0ow C5TC, BANK RUN GRAVEL FOR TRENCH BACKFILL (9 03-19). GRAVEL BORROW (9-0314(I}) PER WSDOT STANDARD SPECIFICATIONS OR NATIVE MATERIAL IF APPROVIM IN WRITING BY ENGINEER BASED ON GEOTECH REPORT. COMPACTED TO WIDTH OF TRENCH AS REQUIRE'❑ BY SIZE OF 95% MODIFIED PROCTOR. PROPOSED IMPRDVEMENT (SEE WSDOT STANDARD SPECIFICATION 2-09 4) PLUS AN PIPE ZONE BEDDING MATERIAL AND COMPACTION AS ALLOWANCE FOR ANY SHORING. SHORING, IF REQUIRED BY THE WSOOT 5TANDARD SPECIFICATIONS NEEDED, SHALL MEET THE REQUIREMENTS OF FOR THE TYPE OF IMPROVEMENT INSTALLED, EXCEPT: 4SGOT STANDARD SPECIFICATION 7-08.3(1)B FOR STORM AND WATER PIPE. PER STD PLAN 220.0 F " FOP SANITARY SEWER. PER STD PLAN 405 TRENCH MOTH FOR JOINT UTILITY TRENCH, SAND WITH 95X PASSING A #4 SIEVE AND LESS THAN 59 PASSING A #200 SIEVE 0 TES N41EN EXISEING PAVEMENT IN A LANE REQUIRING A FULL NOTH REPLACEMENT 15 BROKEN OR DETERIORATED TO A PAVEMENT CONDITION INDEX RATING OF 710 OR LESS, THE EXISTING PAVEMENT IN THAT LANE. AND FOR THAT DISTANCE SO CLASSJFIEI). SHALL BE REMOVED AND REPLACED MATH HMA MATCIHJNG THE DEPTH USED IN THE EXISTING STREET OR THE DEPTH PER CITY STANDARD, WHICHEVER IS GREATER. 2. PRINCIPAL/ MINOR/COLLECTOR, ARTERIAL, & 1NOil5TRIAL ACCESS STREETS - MATERIAL AND THICKNESS $HALL 13F HMA CL �" Pr, 6h-22 AND MATCH FXISTING THICKNESS AND IN NO CASE LESS THAN 6 RESIDENTIAL ACCESS STREETS - HMA CL 4" PG 64-22. THE THICKNESS SHALL BE THAT OF THE EY.i; I PAVEMENT SECTION AND IN NO CASE LESS THAN 4' 3. WHEN THE "SAWCUT AFTER BACKFILL" ENCROACHES INTO AN ADJACENT LANE, CURB & GUTTFR OR SHOULDER, THE AFFECTED LANE SHALL BE PLANED AND OVERLAID WITH HMA FULL WIDTH, THE CURB do GLITTER SHALL BE REMOVED AND REPLACED, C)R THE SHOULDER SHALL BE PLANE13 OR REMOVED AND OVERLAM WITH HMA 4. IF TRENCH UNDFRMINES EXISTING SIDEWALK ANO/OR CURBS, THEN THE SIDEWALK AND/OR CURB SHALT BE REPLACED FROM EXPANSION JOINT TO EXPANSION JOINT 5. IF TRENCHING THROUGH EXISTING DRIVEWAY OR SIDEWALK RAMP, THE DRIVEWAY OR SIDEWALK RAMP SHALL BE REPLACED TO MEET ADA STANt)A.RnS. - TYPICAL LONGITUDINAL PATCH s PUBLIC WORKS FOR FLEXIBLE PAVEMENT OR T'I'R. 1 sm. PLAN 110.1 DEPARTMENT RIGID PAVEMENT WITH OVERLAY ) SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATUM CITY OF R RENTON Planning/Building/Public Works Dept PLAN TASTING CURB 4ND GUTTER 5 2' PROVIDE 2"-4" RIVER ROCK AS SHOWN ON PLANS. 4" LIGHT DUTY CONCRETE PAVEMENT PROFILE DEPRESSED CURB INLET �vvl SCALE: N.T.S. C. W D 4 sitts&hill I CIVIL I STRUCTURAL I SURVEY A 46449i ,<<j 4815 CENTER STREET I TACOMA, WA. 98409 `-9449 -0153 NAL http://www.sittshill.com/PHONE: (253) 474 NAL Project No.: 19682 Project Mgr.: REISSUED FOR PERMIT Proj. Engineer: DCD Proj. Drafter: OCTOBER 30, 2023 _ R 425411 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SAMorman 12/05/2023 DCD KLK DATE: WASHINGTON STATE AUTO 2022.11.30 DEALERS ASSOCIATION (WSADA) FIELDBOOK: PAGE: 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 DRAWING NO, WSADA BUILDING ADDITION AND IMPROVEMENTS C2.3 HORIZONTAL CONTROL/SITE PLAN DETAILS SHEET: 11 OF: 26 N O N 1 u so ►�1 H H A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON LO N 0 W I- Cn I- z W 75 W O rr n 2 0 z a z O 0 a z 0 m a 0 a Cn ►� i w Q z J TS=24.35 BS=23.85__ TS=24.85 BS=24.35� TS=25.35 o _ BS=24.85 ;o I TS=25.31 BS=24.81 TS=24.81 BS=24.31 TS=24.31_ BS=23.81 C601, TYPE 1 N: 174,211.96 - E:1,295,624.85 RIM:23.93-____-- IE:20.09 8" E (IN) IE: 20.09 8" S (OUT) o o _ CFOq�.�l. i r 22 _ _ 7 a I a °a 7„ ti -" 7� � I w - - -26- a �5• _ -26_ - SWC001, 8" CO w 23.81 N:174,214.69 6" 5 0 E:1,295,633.37 5� e `RIM:23.30 _ -7 -25 �. �IE:21.43 4" E (IN) -IE: 20.39 6" E (IN) " M,IE.20.39 8" W (OUT) _ I „ MA 2J. -, 23 7- 23.82 - 24 23 8-1 91_F-8" CPEP @ 3.36% 23.83 11LF-8" CPEP @ 3.36% CB03, TYPE 1 I L F.F.=23.83 N:174,163.23 / E:1, 295, 636.19 5OLF-8" CPEP @ 3.36% RIM:22.66 IE:18.05 8" W (IN) 3 I,I IE:18.05 8" S (OUT) C602, TYPE 1 ; N:174,162.06 E:1,295,625.28 INIM:22.41 _ 2- 3 4 4 C605, TYPE 1 J :18.41 8" N (IN) i 1 IN: 174,155.78 LIE:18.41 8" E (OUT) I E:1,295,633.67 RIM:21.13 9LFII I8" CPEP @ 23.34% I 1 1 1 IE:17.36 6" S (IN) C606, TYPE 2-54" - I \ 2 IE:17.36 8" W (OUT) N:174,155.09 I 15LF-6" P @ 0.00% Lqd 11J RIM:22.47 3SD� IE:15.29 8" E (IN) �� 170SQFT 40LF- % aP� IE:15.29 36" S (OUT) I ' �.� � 20.63 SD � � � ss i SC,SD 3LF-36 CPEP @ 0.00% 6 4 W ss , sD 2 SD 24LF-60" ALUMINIZ D CMP@ 0.00% I ' 5 C1304, TYPE 1 so 3LF-36"JPEP @ 0.00% N:174,124.60 �s E:1,295,645.62 CB07, TYPE 2-54 I RIM: 20.75 N:174,125.48 � sD �' IE:16.71 8" N (IN) I E:1,295,626.67 s¢ IE:16.71 8" E (OUT) RIM:21.64 SD o� Q11 IE:15.29 36" N (IN) �� IE:15.29 12" S (OUT) I ��'� x TO, - U 113.1 05" 2oa1x Boa SD S I I 06" 0 2o5ax ti,6 I I I CV I � I I I �oAtix o� 06„ o I I GRADING AND STORM DRAINAGE PLAN (PRIVATE) SCALE: 1"=20' NORTH HORIZONTAL SCALE: 1"=20' Call 811 20 0 20 40 • ® two business days before you dig NO. REVISION I I \ - -24 - I I I � I I � I I J, � �1�J r 1'�1J�1 b11, ii�� , _ •�i� �� f �� I I � _ I t1 SURVEYED: DESIGNED:DKM DRAWN: KLK CHECKED: DCD BY DATE APPR APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY I I I -8. I J � VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU M CITY OF ,R RENTON Planning/Building/Public Works Dept LEGEND SD STORM DRAIN PIPE, INSTALL PER STD PLAN 220.00 AND 220.10/C3.3, AS APPROPRIATE ® TYPE 1 CATCH BASIN, INSTALL PER STD PLAN 200.00/C3.3 TYPE 2 CATCH BASIN, INSTALL PER STD PLAN 201.00/C3.3 25 MAJOR CONTOUR 23 MINOR CONTOUR TS TOP OF STAIR STEP BS BOTTOM OF STAIR STEP GENERAL NOTES 1. SEE APPLICABLE GRADING AND STORM DRAINAGE NOTES ON C3.2 2. SLOPES NOT TO EXCEED 3H:1V 3. TYPE 1 CATCH BASINS SHALL BE TOPPED WITH LOCKING BI-DIRECTIONAL VANED GRATES GRATES PER STD PLAN 204.00 AND 204.30/C3.4, UNLESS OTHERWISE NOTED 4. TYPE 2 CATCH BASINS SHALL BE TOPPED WITH LOCKING SOLID LIDS PER STD PLAN 204.40/C3.4, UNLESS OTHERWISE NOTED 5. CONTRACTOR TO FIELD -VERIFY LOCATION OF EXISTING UTILITIES 6. SEE STORM DRAINAGE SYSTEM PROFILES ON SHEET C3.5 7. STORM STRUCTURES SHALL BE INSTALLED PER STD PLAN 202.00/C3.3 8. CONTRACTOR TO CONNECT ROOF DRAIN AND FOOTING DRAIN TO CB05 WITH 4" PERFORATED PVC SDR35. DRAINS NOT SHOWN ON PLANS FOR THE SAKE OF CLARITY AND FLEXIBILITY OF LOCATION AND INVERT. CONNECTING PIPE MUST HAVE A MINIMUM OF 1' GROUND COVER AND A MINIMUM 1% SLOPE. CROWNS SHOULD MATCH AT C1305, IF POSSIBLE. IF CROWNS CANNOT MATCH AT C1305, THEN THE INVERT OF THE CONNECTING PIPE MUST REMAIN ABOVE THE INVERT ELEVATION OF PIPES CONNECTING AT C1305. 9. PIPE LENGTHS ARE MEASURED FROM CENTER OF STRUCTURE TO CENTER OF STRUCTURE, OR TO END OF PIPE IN THE EVENT IT DOES NOT TERMINATE IN A STRUCTURE. 10. BIOFILTRATION POND MUST HAVE A BOTTOM OF 169SF OR GREATER, PER ORIGINAL DESIGN. KEY NOTES INSTALL BEEHIVE GRATE PER STD PLAN 262.40/C3.4 MODIFY EXISTING CONTROL STRUCTURE PER STD PLAN 237.00/C3.4 B� INSTALL 60" 0 STORAGE TANK PER STD PLAN 235.00/C3.4 4� INSTALL SOLID LOCKING LID PER STD PLAN 204.10/C3.4 SALVAGE AND REUSE EXISTING STRUCTURE, IF POSSIBLE. OTHERWISE, INSTALL NEW STRUCTURE AS APPROPRIATE RESTORE EXISTING BIOFILTRATION POND PER DETAIL 300/C3.3 7� ADJUST EXISTING WATER VALVE MANHOLE COVER ELEVATION TO FINISH GRADE SIDEWALK CUT AND PLATE PER DETAIL 301 /C3.3 CONCRETE STAIRS PER DETAIL 340/C3.5 10 PARALLEL RAMP PER WSDOT STD PLAN F-40.12-03/C3.5 11 SINGLE DIRECTION RAMP PER WSDOT F-40.16-03/C3.5 sitts&hill ` V A 46449 ,<<j `O. 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.: 19682 Project Mgr.: REISSUED F 0 R OCTO B E R 30, PERMIT 2023 Proj. Engineer: DCD Proj. Drafter: R-425412 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SURFACE WATER UTILITY SAMorman 12/05/2023 JFarah 12/11/2023 DCD KLK DATE: WASHINGTON STATE AUTO 2022.11.30 DEALERS ASSOCIATION (WSADA) FIELDBOOK: PAGE: 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 DRAWING NO: WSADA BUILDING ADDITION AND IMPROVEMENTS C3.0 GRADING AND STORM DRAINAGE PLAN (PRIVATE) SHEET: OF: 12 26 (0 N 0) T O M N u ME M N a J A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON ,:I- LO N 0 LU I- I- z LLU 75 LLU 0 r n G z Q z 0 0 0 Q z 0 m Q 0 Q i - - 26 ° d _7 w - -26 r, .6, 6' ° . �5 0 _ -26 rn �� o 6„ � 5 IDS \2S 25 - MAPLE - j 6„ MAPLE N�v d `O o` J.) MAPLE 23. y 23.7 - 25�-�'/��•��� 3�� 23.5 _- /IfIl � I �•y. ° V //C �� �� ° 48 23.4 24 , ° 5 i�- GGoO 0� 25.1 ° ° • q 7 So�oK g4.71 24- �6 4.63 ° So a 2��y ��� 24.54 �. . a tip• / -F 3.83 titi5 23- e I \ MATCH EXISTING ELEVATION AT PROPOSED ti PAVEMENT JOINT 0 3 II I �•'2 ° 5 I I 1 P � � �D � � 8 • La cn SC,Cf)- I -f GAS G S = ' SS i 2.1 2.06 Opp� ss� SS /sD S� /sD o / s N � _ woo ' SD SS S / SD � ' I ss Cn I 11 ss �,� eti`� I Ids , so ISD Ss VN� SD /' s ' SS s - so SD so � 2107 xT1 Ln / o�� cn 05» I� $1X �0 a I SD S I 20 6� (^•� � I 16» 0 20 bx ti°6 I I I cV I I I x0 �oAtio� 6„ o �� I I I GRADING AND STORM DRAINAGE PLAN (PUBLIC) SCALE: 1"=20' HORIZONTAL SCALE: 1"=20' 9 Call 811 20 0 20 40 • m two business days NORTH before you dig F No. o o ' r' c'6O�`_3„�\Oq�1 22 _ 24-CEN 61 s � - I I L 25- - I -25_ I I \ - 24 - I I I I I I I I I I I J, �iu,1�1� �1 , �, I 1• I I i ss I ss � I J L,,-- t, I � SS, ss I � I C4avi601[�li• SURVEYED: DESIGNED:DKM DRAWN: KLK CHECKED: DCD BY DATE APPR APPROVED: DCD SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY I I I I I I I I 18. I I i VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU V C TY OF RENTON Planning/Building/Public Works Dept LEGEND SD STORM DRAIN PIPE, INSTALL PER STD PLAN 220.00 AND 220.10/C3.3, AS APPROPRIATE ® TYPE 1 CATCH BASIN, INSTALL PER STD PLAN 200.00/C3.3 TYPE 2 CATCH BASIN, INSTALL PER STD PLAN 201.00/C3.3 25 MAJOR CONTOUR 23 MINOR CONTOUR TS TOP OF STAIR STEP BS BOTTOM OF STAIR STEP GENERAL NOTES 1. SEE APPLICABLE GRADING AND STORM DRAINAGE NOTES ON C3.2 2. SLOPES NOT TO EXCEED 3H:1V 3. TYPE 1 CATCH BASINS SHALL BE TOPPED WITH LOCKING BI-DIRECTIONAL VANED GRATES GRATES PER STD PLAN 204.00 AND 204.30/C3.4, UNLESS OTHERWISE NOTED 4. TYPE 2 CATCH BASINS SHALL BE TOPPED WITH LOCKING SOLID LIDS PER STD PLAN 204.40/C3.4, UNLESS OTHERWISE NOTED 5. CONTRACTOR TO FIELD -VERIFY LOCATION OF EXISTING UTILITIES 6. SEE STORM DRAINAGE SYSTEM PROFILES ON SHEET C3.5 7. STORM STRUCTURES SHALL BE INSTALLED PER STD PLAN 202.00/C3.3 8. CONTRACTOR TO CONNECT ROOF DRAIN AND FOOTING DRAIN TO CB05 WITH 4" PERFORATED PVC SDR35. DRAINS NOT SHOWN ON PLANS FOR THE SAKE OF CLARITY AND FLEXIBILITY OF LOCATION AND INVERT. CONNECTING PIPE MUST HAVE A MINIMUM OF 1' GROUND COVER AND A MINIMUM 1% SLOPE. CROWNS SHOULD MATCH AT CB05, IF POSSIBLE. IF CROWNS CANNOT MATCH AT CB05, THEN THE INVERT OF THE CONNECTING PIPE MUST REMAIN ABOVE THE INVERT ELEVATION OF PIPES CONNECTING AT CB05. 9. PIPE LENGTHS ARE MEASURED FROM CENTER OF STRUCTURE TO CENTER OF STRUCTURE, OR TO END OF PIPE IN THE EVENT IT DOES NOT TERMINATE IN A STRUCTURE. 10. BIOFILTRATION POND MUST HAVE A BOTTOM OF 169SF OR GREATER, PER ORIGINAL DESIGN. KEY NOTES INSTALL BEEHIVE GRATE PER STD PLAN 262.40/C3.4 MODIFY EXISTING CONTROL STRUCTURE PER STD PLAN 237.00/C3.4 3� INSTALL 60" 0 STORAGE TANK PER STD PLAN 235.00/C3.4 4� INSTALL SOLID LOCKING LID PER STD PLAN 204.10/C3.4 5� SALVAGE AND REUSE EXISTING STRUCTURE, IF POSSIBLE. OTHERWISE, INSTALL NEW STRUCTURE AS APPROPRIATE RESTORE EXISTING BIOALTRATION POND PER DETAIL 300/C3.3 7� ADJUST EXISTING WATER VALVE MANHOLE COVER ELEVATION TO FINISH GRADE g� SIDEWALK CUT AND PLATE PER DETAIL 301/C3.3 CONCRETE STAIRS PER DETAIL 340/C3.5 10 PARALLEL RAMP PER WSDOT STD PLAN F-40.12-03/C3.5 11 SINGLE DIRECTION RAMP PER WSDOT F-40.16-03/C3.5 � C. LO 4� s i tts & hill I CIVIL I STRUCTURAL I SURVEY 46449 1 4815 CENTER STREET I TACOMA, WA. 98409 �IDA � Ib"TE O �c 9' PHONE: (253) 474-9449 I FAX: (253) 474-0153 �st�() �:1L ��� `Q http://www.sittshill.com/ REISSUED F 0 R PERMIT Project No.: 19682 Project Mgr.: DCD Proj. Engineer: DCD Proj. Drafter: KLK OCTOBER 30, 2023 R-425413 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SURFACE WATER UTILITY SAMorman 12/05/2023 JFarah 12/11/2023 DATE: WASHINGTON STATE AUTO 2022.11.30 DEALERS ASSOCIATION (WSADA) FIELDBOOK: PAGE: 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 DRAWING NO: WSADA BUILDING ADDITION AND IMPROVEMENTS C3.1 GRADING AND STORM DRAINAGE PLAN (PUBLIC) SHEET: OF: 13 26 (0 N 0) T O M N u ME H H N Q J A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON i u.i z J L, DocuSlgn Envelope ID: 3B1B34D3-TEOA-478C-AD03-4329FFEOCI08 SURFACE WATER STANDARD PLAN NOTES: THE FOLLOWING IS ALIBIING 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 APPLICANT OR OWNER, HEREBY REFERRED TO AS APPLICANT, MAY STHAKL-OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT, HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EOTT THE REMAIIII NOTES_ IF ADDITIONAL NOTES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE SURFACE WATER STANDAFD PLAN NOTES. 1. BEPOREANY CONSTR(PC'nOm OR DEVELOPMENT ACTIVITY QCCLIRS.A PRE-CONISTRI.II MEETiNI;SHALI BE HELD AMONG, THE CITY OF RENTON, HEREBY REFERRED TD AS THE CITY. THE APPLICANT. AND THE APPUCANT'S C#ETRACTOR. 2. THE APPLICANT SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY CITY, STATE. AND FEDERAL PERMITS WJ OR TO CONSTRUCTION. 3. A11L STORM DRAINAGE IMPROVEMENTS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE VNIH THE LATEST EDITION OF THE CITY CF RENTON SURFACE WATER DESIGN MANUAL (RENTON SWDMK RENTON MUNICIPAL CODE IRMCL AND THE STANDARD SPECIFICATIONS FOR ROAD- BRIDGE NNU MUNICIPAL CONSTRUCTION PREPARED BY WSI AND TFE AMERICAN PUBLIC WORKS ASSOCIATION (APWAI. IT SHALL SE TINE SOLE RESPONSIBILITY OF THE APPUICANT TO OORRECTANY ERROR, OMISSION OR VAINATION FROM THE ASCII REQUIREMENTS FOUND IN THE PLANS. ALL CORRECTIONS S44U BE AT NO ADDITIONAL COST TO THE CITY, 4. APPROVAL OF THE ROAD, GRADING, PARKING, BUILDING, AND DRAINAGE PLAN DOES NOTCONNSTITLTTE AS APPROVAL OF ANY OTHER. CONSTRUCTION AEG. WATER, SEWER- GAS, )LECTRICAL. ETC.) PLANS FOR STRUCTURES SUCH AS BRIDGES, VAULTS, AND RETAINING WALLS REQUIRE ASEPARATE REVIIEW AND APPROVAL BY THE CITY PRIOR TO CONSTRUCTION. THE SURFACE WATER DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS ANY DEVIATION FROM THE APPROVED PLANS WILL REQUIRE COORDINATION FOLLOWED BY WRITTEN APPROVAL FROM THE CITY. 5. A DORY OF THE. APPROVED PLANS SMALL BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PRCGRESS. B. THE LOCATIONS OF ALL EXISTING LLTIUTIESSHOWNI HEREON HAVE BEEN ESTABLISHED BY FIELD SLidVEY OR OBTAINED FROM AVAr_ABLE RECORDS AI SHALL THEREFORE BE CONSIDERED APPRO)GUATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE APPLICANTANDTHE APPLICANTS CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN, AND TO FURTHER DISCOVER AND AVOID ANY OTHER U71LITIES NOT $HQWN HEREON THAT MAY BE AFFECTED BY THE IMPLF-MEHrArIQN QF THIS FAIN. THE APPLICANT SMALL RECORD ON THE A$ -BUILT DRAW1406 ALL UNDOCUMENTED UTILITIES DISCOVERED AND ANY CHANGES TO TIE APPROVED PUNS. THE APPLICANT SHALL IMMEDIATELY NOTIFY THE ENGINEER OF RECORD IF CONFLICT' EXISTS. 7. VERTICAL DATUM SHALL BE NAVD 88 AND HORIZONTA.. DATUM SHALL BE NAC E3 (WA. STATE PLANE, NORTH). UNLESS OTHERWISE APPROVED BY THECRY. REFERENCE BENCHMARK. DATUM, AND£UEVATHONS SHALL BE NOTED ON THE PLANS. S. ALL UTILITY COI SACKFILL AND ROADWAY SuWRADE SHALL BE COTO 9S%MA.XIMURI DRY DENSITY PER SECTION 2-63.N14ID-COWAC4ICH AND MOISTURE CONTROL TESTS OF THE WSDOT STANDARDSPECIFHGATIONS. IN PERMEABLE PAVEMENT AND OTHER INFILTRATION AREA&ALL TRENCH BACKFILL SHALL BE FIRSA AND UNYIELDING BUT IN NO CASE SHALL BE UUMPACTE}TO MORE THAN 92% OF MAXIMUM URY DENSITY. 9. OPEN CUTTING OF EXISTING ROADWAYS FOR STORM DRAINAGE WORM IS NOT ALLOWED UNLESS SPECFHCALLY 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 AND STRUCTURES SHALL BE STAKED FOR SURVEY LINE AND GRADE PRIOR TO THE START OF CONSTRUCTION_ WHERE SHOWN ON THE PLANS OR WHERE DIRECTED BY THE CITY. THE EXISTING MANHOLES. CATCH BASINS. OR INLETS SHALL BE ADJUSTED TO THE GRADE AS STAKED 11. ALL FLOW CONTROL FACILITIES SHALL BE INSTALLED AND IN OPERATION PRIORI TO, OR IN DONJUNCTICN WITH.. ANY CCNSTRUCTION ACTIVITY UNLESS OTHERWISE APPROVED BY THE CITY. 12. ALL PIPE ANDAPPU RTENANCES SHALL BE LAID ON A PROPERLY PREPARED FQLNVDATION IN ACG4ROANGE PATH THE CURRENT $TATE OF WA$HIHQ,TQN STANDARD SPECIFICATION FOR ROAD AND RRIDGE CONSTRUCTION_ THIS SHALL INCLUDE NECESSARY LEVI THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL, AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED DEDDNG MATERIAL TO UNIFORM GRADE 50 THAT THE ENTIRE LENGTH OF THE FNPE WILL BE SUPPORTED ON A UNIFORMLY DENSE. UNYIELDING BASE, ALL PIPE SEDDING ANDBACKPLL SHALL BE AS SHOVIN ON THE CITY STANDARD PLAN =1001 224 * AND 22CL2O_ 13. STEEL PIPE SHALL BE ALUMINIZED, OR GALVANIZED WITH ASPHALT TREATMENT 1, 2, CR S INSIDE AND OUTSIDE. 14. ALL DRAINAGE STRUCTURES SUCH AS CATCH BASINS AND MANHOLES SHALL BE FITTED NTH DUCTILE IRON. BOLTLOCNING LEGS PER Elf CITY STANDARD PLAN 204AD, 23420, 204.30, 204.40, AND 2D4,50. STRUCTURES SHALL HAVE. • RECTANOULAR OR ROUND. SOLID LIDS WHEN NOTOOLLECTING RUNOFF. AND OuTSIDE OF THE ROADWAY • ROUND, SGUD LIDS WHEN NUTCULLECTING RUNOFF, AND LOCATED WITHIN THE ROADWAY,BUT UUTSIOE OF THE CURBJGUTTER LINE. . ROUHD. SOLID LIDS DISPLAYING THE CITY LOGO WHEN WITHIN THE PUBLIC RICIHT-0E-WAY OR IN AN EASEMENT 70 THE CITY. PRIVATE STRUCTURE LIDS OUTSIDE PUBLIO RIGHT-OF-WAY AND EASEMENTS TO THE CITY SHALL NOT DISPLAY THE CITY LOGO. 15. BUILDINI AND OTHER STRUCTURES SHALL BE PLACED IN ACCORDANCE WITH TABLE 4.1 EASEMENT WIDTHS ANDBUILDNG SETBACKS LIA6SQF THE RE14TON SWUM. 16 LIDS OF MANHOL>EWCATGH BASINS WITHIN PUBLIC RIGHT-OF-WAY SHALL NOT BE ADJUSTED TO FINAL GRADE UNTIL AFTER PAVING, ALL MIINI4OLUCATCH BASIN RIMS SHALL BE ADJUSTED TO BE FLUSH WITH FINAL FINISHED GRADES, UNLESS OTHERWISE SHOWN. T ALL DRIVEWAY CULVERTS LOCATED WITHIN CITY RIGHT-OF-WAY SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3.1 SLOPE FROM THE EOGE OF THE DRIVEWAY TO THE BOTTOM DT THE DITCH. uNLESi 67HERW15E NdTIu, DRONING 15 NOT T6 5tdLE INT51 STD. P LAN - 267.00 PUBLIC WORKS SURFACE WAITER STANDARD PLAN DEPARTMENT NOTES (I OF 2) Fmaw#pohy artin Pastucha9/13/2020 DATE I &4E DocuSign Envelope ID: 3B1BMD3-TEDA-478C-RD03-4329FFEOCI08 SURFACE WATER STANDARD PLAN NOTES: THE FOLLOWING IS A LISTING GF GENERAL NOTES THAT SHALL BE INCORPORATED IN THE DRAINACE PLAN SET. ALL THE NOTES ON THE LIST MAY NOT PERTAIN TO EVERY PROJECT, THE APPLICANT OR OWNER, HEREBY REFERRED TOAS APPLICANT, MAY STARE OUT IRRELEVANT NOTES IF NOT APPLICABLE TO THE PROJECT, HOWEVER, THE APPLICANT SHALL NOT RENUMBER NOR EDIT THE REMAIYNG NOTES_ IF ADDITIONAL N07ES ARE NEEDED FOR SPECIFIC ASPECTS, THEY SHALL BE ADDED AFTER THE SURTACE WATER STANDARD PLAN NOTES. 19_ ROCK FDA EROSION PROTECTIONOF ROADSIDE CITCHES. WHERE REQUIREC, SHALL BE OF SOUND QUARRY ROCK PLACED TOA MINIMUM DEPTH OF O4E (1) FOOT AND SHALL MEETTHE FOLLOWINGSPECIFICATIONS: • 4.5 INCH ROCK I A0 - 70% PASSING: • 2.4 INCTI ROCK J 30 A01M PASSING: AND • LE55 THAN 2 INCH ROCK 3 11) - 2U% PASSING, 19. FOOTING DRAINAGE SYSTEMS AND ROOF DOWNSPOUT SYSTEMS SHALL NOT BE INTERCONNECTED AND SHALL SEPARATELY CONVEY COLLECTED FLOWS TO THE CONVEYANCE SYSIIEMGR FLowcoNTROL FACILITY ON THE SITE. UNLESS APPROVED BY THE CITY, FOOTING DRAINS SHALL NOT DE CONNECTED TO ON -SITE BLIPS, 2C. THE ENO OF EACH STORM DRAIN STUB SHALL BE CAPPED. A aEANOUT TOPPED WITH BOLT -LOOKING LID MRRKED'370RM- OR'DRAIN' SHALL BE LOCATED AT THE PROPERTY LINE OR AT THE PAINT OF CONNECTION OF A PRIVATE STORM DRAINAGE CONVEYANCE SYSTEM PER THE CITY STANDARD PLAN V7.00. :31. ALL STORM SYSTEM EXTENSIONS SHALL BE STAKED FOR LINE AND GRADE RY ASUR4'EYCR LICENSED IN WASHINGTON STATE,. AND OUT SHEETS SHALL BE PROVIDED TO THE CITY PRIOR TO CONSTRUC71ON_ 22. ALL NEIALY.INSTALLED AND NEWLY.REHABILITATEO (PUBLIC AND P'RIVATEt STORM CONVEYANCE SYSTEMS SHALL BE INSPECTED BY MEANS OF REMOTE CCTV ACCORDING TO THE CITY STANDARD PLAN 2911.00.. CCTV INSPECTIONS AND REPORTS SHALL BE SUBMITTED TO THE CITY PRIORTO RECEIVING APPROVILL. TO INSTALL PROJECT CURBS. CUTTERS AND OR PAVEMEN4T 23. ALL STORM SYSTEMS AND CONNECTIONS TO EXISTING MAINS SHALL BE TE5TE0IN ACCORDANCE WITH SECTION 7-04.311) OF THE WSOGT 97ANUARD SPECIFICATIONS AND IN THE PIArSENCF OF A REPRESENTATIVE OF THE CITY STOAM DRAIN ST(IPS. SHALL BE TESTED FOR AOC,EPTANCE AT THE SAME TWF THE MAW. STORM 19 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 RED15TRPOUTE THE EXISTING DUFF LAYER AND NATIVE TOPSOL OR AMEND THE SOIL WITH COMPOST IN ACCORDANCE WITH STANDARD PLAN 2S4 00. 25. ISSUANCE OF THE SUILDNGOR CONSTRUCTION PERMITS BY THE CITY DOES NOT RELIEVE THE APPLICANT OF THE CONTINUING LEGAL OBLIGATION AND OR LIABILITY CONNECTED WITH STORMWATER DISPOSAL THE CITY DDFS NOT ACCEPT ANY OBLIGATION FOR THE PROPER FUNCTIONING AND MAINTENANCE OF THE STORM SYSTEM PROVIDED DURING CONSTRUCTION. 26. ADEQUATE SAFEGUARDS, SAFETY DEVICES, PR07EC71VE EQUIPMENT. FLA•GGERS, AHD ANY OTHER ACTIONS NEEDED TO PROTECT THE LIFE, HEALTH, AND SAFETY OF THE PUBLIC. AND TO PROTECT PROPERRTY IN CONNECTION WITH THE PERFORMANCE OF WORK SHALL BE PROVIDED. ANY WORK WITHIN THE TRAVELED RIGHT# -WAY' THAT MAY INTERRUPT NORMAL TRAFFIC I -LOW SHALL REQUINEATRA.FFICCONITROL, PLAN APPROVED BY THE CITY. ALL SECTIONSOF THE WSUOT STANDARD SPECIFICATIONS 1.10 TEMPORARY TRAFFIC CONTROL SMALL APPLY. 27- PROJECTS LOCATED WITHIN THE CITY'S AOUIFER PROTECTION AREA, (APO) SHALL COMPLY WITH SPECIAL REQUIREMENT N OF THE RENTON SWUM AND AQUIFER PROTECTION REDULATIONS IRMC4.3�0.501. 20. PLACEMENT OF SPACE APPURTENANCES (CATCH E3ASMMANHOLE LIDS, CLEANOUTS. INLETS, ETC.) IN THE STREET TRAVEL LANE WHEEL PATH, INTERSECTIONS OF STREET TRAVEL LANES, BIKE LANES. SIDEWALKS. AND CR05.9WALKS SHALL BE AVOIDED WHENEVER POSSIBLE. ANY SURFACE APPURTENANCE PLACED IN A SICEWALK NOR CROS.S.WALIS"A BE FITTED WITH A NONSLIP OR NON.SKI❑ LID PER ADA RFQUIRrI IENTS 29. CLEARLY LABEL PUBLIC AND PRIVATE SYSTEMS ON THE PLANS. PRIVATE SYSTEMS SHALL BE MAINTAINED BY THE APPLICANT .i17 MINIMUM COVER OVER STORM DRAINAGE PIPE SHALL CONFORM TO TABLE 4.2.1 A2 OF THE RENTON SWDM 31 CONSTRUCTED PERMEABLE PAVEMENT SHALL BE PERMEABLE ENOUGH TOAB.96RB WATER AT A MINIMUM RATE OF 20 INCHES PER HOUR IMMEDIATELY AFTER THE PAVEMENT SURFACE HAS BEENWEH TED CONTINUOUSLY FOR AT LEAST 10 MINUTES. COMPLIANCE WITH THIS MINIMUM RATE SMALL BE CHECKED PRIOR. TO CONSTRUCTION APPROVAL OF THE PAVEMENT. COMPLANCE MAY BE CHECKED USING A STAPLE BUCKET TEST IN WHICH 5 GALLONS OF WATER 15 POURED ONTO THE PAVEMENT SURFACE ALL AT ONCE. IF ONLY A MINOR AMOUNT OF WATER PONDS OR RUNS OFF THE SURFACE. THEN THE PAVEMENT IS CONM*RED TO MEET THE MINIMUM RATE OF ABSORPTION, AT LEAST ONE TEST SHALL BE CONDUCTED PER 1,004 SCUARE FEET OF PERMEABLE PAVEMENT, IF THIS TEST IS NOT CONCLUSPIE, THEN ANOTHER TEST PER ASTM CI M1 SHALL BE CONDUCTED. FOR LARGE AREAS IE.G.. PARKING AREAS). TESTING OBSERVATION MAY BE ACCOMPLISHED WHILE WALKING BEHIND ASLCWLY MOVINO WATER TRUCK DISCHARGING WATER AT A RATE. SIMILAR TO THE BUCKET TEST. PERMEABLE PAVERS SHALL BE TESTED LASING ASTM C1791_ U11LL% 61HFkw15E N61EI, DRAWING V. N61 TO SCALE INT51 STD. PLAN - 267,10 t NOTES �(2 OF 2') arlin Pastuch PUBLIC WORKS SURFACE WATER STANDARD PLANEvwmipI _11 DEPARTMENT /13/2020 ,w•,:,W+iFcww+,wo DATE • Call 811 • ® two business days before you dig No. 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 220.00/C3.3 AND STD PLAN 220.10/C3.3. 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). EXCAVATION NOTES 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 TO 8:46 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: SCALE: DESIGNED: AS NOTED DKMI DRAWN: KLK ONE INCH CHECKED: AT FULL SCALE DCD IF NOT ONE INCH REVISION BY DATE AP P R APPROVED: DCD SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU M 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. CITY OF ,R RENTON Planning/Building/Public Works Dept D �C l,9 �r 46449 �Sgf�NAL LNG 1N (REISSUED FOR PERMIT OCTOBER 30, 2023 Ep9 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.: 19682 1 Project Mgr.: DCD Proj. Engineer: DCD I Proj. Drafter: KLK R-425414 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING % SAMorman 12/05/2023 SURFACE WATER UTILITY J Farah 12/11 /2023 WASHINGTON STATE AUTO DEALERS ASSOCIATION (WSADA) 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 WSADA BUILDING ADDITION AND IMPROVEMENTS GRADING AND STORM DRAINAGE NOTES DATE: 2022.11.30 FIE PAGE: C3.2 SHEET: OF: 14 26 N 07 T O O M N 61 LJ ME so r�1 H N N a J A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON N I O 0 LL I I- U) I- z 5W 75 LLB 0 r q L z z 0 I- 0 <�•'[J V z 0 M� W 0 < v / L.I z J DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 TRENCH WIDTH, SEE NOTE 3 PIPE ZONE BEDDING AND BACKFILL, SEE NOTE 4 - 6" O.D. FOUNDATION LEVEL 6" FOUNDATION MATERIAL, IF REQUIRED, SEE NOTE 5 TRENCH WIDTH, SEE NOTE 3 PIPE ZONE BEDDING AND I� SPAN BACKFILL, SEE NOTE 4 r 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. ®GRAVEL BACKFILL FOR PIPE ZONE BEDDING (WSDOT 9-03.12(3)) OR MAINTENANCE ROCK (WSDOT 9-03.9(4)) RISE FOUNDATION MATERIAL, IF REQUIRED, SEE NOTE 5 6" 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 YES 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 IS NOT TO SCALE (NTS) STD. PLAN - 220.00 ,o PUBLIC WORKS PIPE ZONE BEDDING AND APPR ED: ',1I DEPARTMENT COMPACTION -RIGID PIPE GAZ 9/28/2018 I en"wor�namm:rcamr DATE DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 CATCH BASIN FRAME AND VANED GRATE PER STD. PLAN 204.00 RECTANGULAR OR CIRCULAR ADJUSTMENT SECTION (TWO SECTIONS MAX.) MORTAR, (TYP.), SEE NOTE 5 4" MIN. 28" MAX. 16" MAX. FLAT SLAB TOP 48" 54" 60" 72" 84" 96", 120" OR 144" SEE NOTE 6, TYP. 15' MAX. FOR MAINTENANCE STEPS OR LADDER 12^ (TYP.) �o i r 1" MIN. 24" "O" RING 2.5" MAX. REINFORCING STEEL, (TYP.) MIN. 12" 12 MAX. GRAVEL BACKFILL FOR PIPE ZONE 12" BEDDING PER WSDOT STD. SPECIFICATION SECTION 9-03.12(3) 6" 6" 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. 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" 1 8" 1 60" 12" 84" 8" 12" 72" 12" 96" 8•1 12" 1., 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 CPSSPI SOLID WALL pVC2 PROFILE WALL PVC, 48" 24" 30" 24" 30" 30" 1" 30" 36" 30" 36" 36" 60" 36" 42" 36" 42" 42" 72" 42" 54" 42" 48" 48" 84" 54" 601, 54" 48" 48" 96" 60" 72" 60" 48" 48" 120" 66" 11, 60" 48" 48" 144" 78" 96" 60" 48" 48" CORRUGATED POLYETHYLENE STORM SEWER PIPE (STD. SPEC. 9-05.20) 2 STD. SPEC. 9-05.12(1) a STD. SPEC. 9-05.12(2) UNLESS OTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) STD. PLAN - 201.00 ,o PUBLIC WORKS CATCH BASIN TYPE 2 OVm PR ',1) DEPARTMENT GAZ 9/28/2018 P.bl" worts DATE :45 AN DocuSign Envelope ID: 3131 B34D3-7EOA-476C-ADB3-4329FFEOC108 SEE NOTE 4, LIMIT OF PIPE ZONE PIPE ZONE BEDDING AND BACKFILL, SEE NOTE 5 - 6" O.D. FOUNDATION LEVEL FOUNDATION MATERIAL, IF REQUIRED, SEE NOTE 6 ®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 tRR1W§Rod by: DEPARTMENT COMPACTION - FLEXIBLE PIPE artin Pastucha 8/13/20o M B843hFdd98B4A8D... DATE DocuSign Envelope ID: 6EECF5B6-602A-4E4A-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 I I I I I I I 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 OR Y2 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. 1 8: UNLESS OTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) STD. PLAN - 202.00 o. PUBLIC WORKS PRO :45 Al R DEPARTMENT CATCH BASIN INSTALLATION GAZ 9/28/2018 1 9:45 AI o..^,..,.,..w. "._ DATE • Call 811 • two business days before you dig No" C4a0/[.`1[010 BUILDING 5' MINIMUM SEPARATION BETWEEN TOP OF POND AND BUILDING BIOFILTRATION SWALE SEED MIX % OF MIX AMERICAN SLOUGHGRASS 15% TUFTED HAIRGRASS 20% BLUE WILDRYE 18% NATIVE RED FESCUE 20% MEADOW BARLEY 12% NORTHWESTERN MANNAGRASS 15% 2" DEPTH BARK MULCH (SEE NOTE 1) 3 Q1 _III WIDTH VARIES - SEE SHEETS C3.0 BOTTOM OF BIOFILTRATION POND. ELEV: 20.63 REFER TO STD. PLAN 18" MIN. DEPTH TOPSOIL 262.40/C3.4 (SEE NOTE 1) ..................... -INSTALL BIOFILTRATION SWALE SEED MIXTURE AT BOTTOM OF SWALE TO 0'-6" ABOVE BOTTOM OF POND ON SIDE SLOPES. F DEPTH VARIES (TYP.). SEE PLANS MINIMUM 1' -I w -III-III-� -I CLO J �I-III_ Q PERFORATED DRAIN PIPE CENTERED IN WASHED DRAIN DO NOT COMPACT NATIVE SOIL AT EXCAVATION ROCK, SEE NOTES 2 & 3 FINISH SUBGRADE. BREAKUP FINISH SUBGRADE TO 12" DEPTH PRIOR TO INSTALLING PLANTING TYPICAL BIOFILTRATION POND CROSS SECTION MEDIUM. REMOVE ANY SEDIMENTS. vvvl SCALE: N.T.S. SIDEWALK CUT AND PLATE SCALE: N.T.S. DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 141�4��4>;4f� NOTES. 1. SEE LANDSCAPE NOTES ON LS1.2 FOR COMPOSTED BARK MULCH & TOPSOIL INFORMATION 2. DRAIN ROCK SHALL COMPLY WITH WSDOT 9-03.12(4) 3. DRAIN PIPE SHALL BE SLOTTED PVC SDR35 PER ASTM D3034 Ya" SCREW @ 12" O.C. 1 S/F �y"X34" BAR REFER TO STORM AND LANDSCAPE PLANS 4 y" Y4" RAISED PATTERN DIAMOND PLATE #3 BARS Y4" RAISED PATTERN WELDED o DIAMOND PLATE 2"X2"XY4" ANGLE TO ANGLE �? Ya" RAISED PATTERN DIAMOND PLATE z I a @ 18" O.C. \ EXPANSION JOINT PER WSDOT 9-04.1(2) SIDEWALK z o 1% MIN-- a J -111IIIIIIIIII ea 4 0 LLJ 0:� CD uJI- CRUSHED SURFACING BASE COURSE _ _ -_- Lw 0 PER WSDOT SPEC. 9-03.9(3) 6"X6" W2.9XW2.9 WELDED WIRE MESH 12" EXPANSION JOINT PER 14 Y4" WSDOT 9-04.1(2) SECTION A SECTION B jjII�1', 2", 4', 6', 17, OR 24" ONE #3 BAR HOOP FOR 6" HEIGHT INCREMENT (SPACED EQUALLY), SEE NOTE 1 RECTANGULAR ADJUSTMENT SECTION 6 S���O�O S�FNO 16 . �S a cpN / / I #3 BAR EACH CORNER I i 1- 1 #3 BAR EACH SIDE #3 BAR EACH WAY PRECAST BASE SECTION #3 BAR HOOP RIVER ROCK AS SHOWN ON PLANS #3 BAR EACH CORNER 18" MIN. SEE NOTE 1 ALTERNATIVE PRECAST BASE SECTION • PUBLIC WORKS DEPARTMENT SURVEYED: DESIGNED: DKM DRAWN: KLK CHECKED: DCD BY DATE APPR APPROVED: DCD PIPE ALLOWANCES MAXIMUM PIPE MATERIAL INSIDE DIAMETER REINFORCED OR PLAIN 12" CONCRETE ALL METAL PIPE 15" CPSSP", 12" STD. SPEC. 9-05.20 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 NOTTO SCALE (NTS) STD. PLAN - 200.00 AlIttlD. CATCH BASIN TYPE 1 GAZ 9/28/2018 1 :45 Al rk Won: Aa DATE SCALE: VERTICAL: NAVD 1988• C T Y O E AS NOTED HORIZONTAL: NAD 1983/183/1991 RENTON ONE INCH DATUM AT FULL SCALE Planning/Building/Public Works Dept IF NOT ONE INCH SCALE ACCORDINGLY FF NOTE• ALL STEEL PLATES, STRUCTURAL STEEL, AND FASTENERS SHALL BE HOT -DIP GALVANIZED, UNLESS OTHERWISE SPECIFIED. PV,D C. sitts&hill CIVIL I STRUCTURAL I SURVEY 46449 'k ,n} 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 C)y';u~� http://www.sittshill.com/ Project No.: 19682 Project Mgr.: DCD REISSUED F 0 R PERMIT Proj. Engineer: DCD Proj. Drafter: KLK OCTOBER 30, 2023 R-425415 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SURFACE WATER UTILITY SAMorman 12/05/2023 JFarah 12/11/2023 DATE: WASHINGTON STATE AUTO 2022.11.30 FIE DEALERS ASSOCIATION (WSADA) PAGE: 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 DRAWING N0: WSADA BUILDING ADDITION AND IMPROVEMENTS C3.3 GRADING AND STORM DRAINAGE DETAILS SHEET. OF: GF:26 Cfl T O O M N 1 6 J 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-B436-A317AA638878 251/4" 29 114" BOLT -DOWN HOLE (TYP.) - 5/8 11 NC, SEE DETAIL AND NOTE 2 TOP RECESSED ALLEN HEAD CAP SCREW 5/8"- 11 NC x 2" GRATE FRAME -� � q All SECTION BOLT -DOWN DETAIL SEE NOTE 2 24 1/4"<> I SECTION A SEE DETAIL ISOMETRIC VIEW 7/8" 1/8" ' 11/4" 1 NOTES: 1 1. THIS FRAME IS DESIGNED TO ACCOMMODATE 20" x 24" GRATES OR COVERS, 4 112" SEE STANDARD PLANS 204.10, 204.20, 204.30, AND 204.40. I 1 518" 1 2. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND IDE TWO HOLES IN THE / FRAME THAT ARE VERTICALLY ALIGNED WITH COVERS, UNLESS OTHERWISE SPECIFIED. OTHE GRATE OR COVER SLOTS. 1 5/8 THE FRAME SHALL ACCEPT THE 618"-11 NC x 2" ALLEN HEAD CAP SCREW BY 3/4" / BEING TAPPED, OR OTHER APPROVED MECHANISM. LOCATION OF \ / BOLT -DOWN HOLES VARIES BY MANUFACTURER. \ 2 1/2 3. REFER TO STANDARD SPECIFICATION 9-05.15(2) FOR ADDITIONAL \ DETAIL REQUIREMENTS. UNLESSOTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) STD. PLAN - 204.00 PUBLIC WORKS ° DEPARTMENT RECTANGULAR FRAME GAZ 9/28/2018 I Punur wonz Aam�mnmror DATE DocuSign Envelope ID: 3B1B34D3-7EOA-476C-ADB3-4329FFEOC108 F MAX. - OPTIONAL PARALLEL TANK TERMINAL END / 36'MIN.� INLET PIPE ACCESS RISERS, SEE NOTE 4 (BACKUP SYSTEMS, �L SAME SIZE AS INLET PIPE, WHERE ALLOWED) I I J I� 12" MIN. DIA. I I 2' MIN. VV II II ACCESS RISERS PER FLOW _ A STD. PLAN 211.10 OUTLET PIPE 0 O INLET PIPE (FLOW THROUGH) CONTROL STRUCTURE WITH 36" MIN. CONNECTOR PIPE SOLID LOCKING LID PLAN TYPE 2 CATCH BASIN (CB) "FLOW -THROUGH" SYSTEM SHOWN SOLID. REQUIRED FOR FLOW THROUGH DESIGNS FOR "FLOW BACKUP" SYSTEM AND SYSTEM ONLY PER STD. PLAN 201.0 PARALLEL TANKS SHOWN DASHED FINISH GRADE 5D MAX. 1 00'MAX. 2"MIN. DIA. AIR VENT PIPE ACCESS RISERS, SEE WELDED TO TANK (REQUIRED STD. PLAN 235.10 IF NO ACCESS RISER ON TANK) 2' MAX. 6" MIN. ® 2' MIN. SEE NOTE 10 DETENTION TANK (TYPO (SIZE AS REQUIRED) 6" SEDIMENT STORAGE A-- FLOW 2' MIN. 2' MIN. 36" MIN. DIA. (TYP.) SEE NOTE 10 (TYP.) CONTROL STRUCTURE(FROP-T SECTION A SHOWN), MIN, 54" DIA. TYPE 2 CB PER STD. PLAN 237.00 NOTES: FLOW RESTRICTOR PER STD. PLAN 237.00 1. THIS DETAIL IS A SCHEMATIC REPRESENTATION ONLY. ACTUAL CONFIGURATION WILL VARY DEPENDING ON SPECIFIC SITE CONSTRAINTS AND APPLICABLE DESIGN CRITERIA. 2. MINIMUM TANK DIAMETER IS 36 INCHES. 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. ACCESS RISERS REQUIRED WITHIN 50 FEET FROM ANY LOCATION IN THE DETENTION TANK AND WITHIN 5 FEET OF EACH TERMINAL END. ANY LOCATION WITHIN THE DETENTION TANK SHALL HAVE A DIRECT LINE OF SIGHT FROM AN ACCESS POINT, UNOBSTRUCTED BY ANY RESTRICTIONS SUCH AS A WALL OR BAFFLE. 5. H-20 LIVE LOADS MUST BE ACCOMMODATED FOR TANKS LYING UNDER PARKING AREAS, ROADWAYS, AND ACCESS ROADS. 6. BEDDING OF THE PIPE SHALL BE IN ACCORDANCE WITH STD. PLAN 220.00. 7. PRIOR TO STARTUP, DETENTION TANK SHALL PASS LEAK TEST. 8. PIPE MATERIAL, JOINTS, AND PROTECTIVE TREATMENT FOR TANKS SHALL BE IN ACCORDANCE WITH SECTIONS 7-04 AND 9-05 OF THE WSDOT/APWA STANDARD SPECIFICATION. 9. ALL TANK ACCESS OPENINGS MUST BE READILY ACCESSIBLE BY MAINTENANCE VEHICLES. 10. 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. 11. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) A10• STD. PLAN - 235.00 �PUBLIC WORKS AtRlMCLMdb : ,' DEPARTMENT TYPICAL DETENTION TANK artin Pastucha 8/13/202 ��1�3A♦LYD... DATE a z J U_ :45 An 1 8:4 DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 24" 1 � 4 EQUAL SPACES -1 [- 4 EQUAL SPACES �{ 1 5/8" MAX. J SECTION A I I I I 10 BOLT -DOWN SLOT, SEE DETAIL AND i 3/4" ;OTE 1 I 1 1/4" I � I I I I BOLT -DOWN SLOT DETAIL L - SEE NOTE 1 _ J SECTION B 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 518"-11 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. USE ONLY IN SAGS ON VERTICAL CURVES. 4. FOR FRAME DETAILS, SEE STANDARD PLAN 204.00. UNLESS OTHERWISE NOTED, DRAWING IS NOT TO SCALE (NTS) STD. PLAN - 204.30 PUBLIC WORKS RECTANGULAR BI-DIRECTIONAL PR °' ,C,,� �I� DEPARTMENT VANED GRATE GAZ 9/28/2018 I P„blik-k:Aamh-1, 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 0 FLANGE 2" MIN. A 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 ADDITIONAL LADDER RUNGS (INSETS) TO ALLOW ACCESS TO TANKS OR VAULTS WHEN CATCH IS FILLED WITH WATER 1 �J 7 ANGLE AS / / NECESSARY SE0, ii7 j FRAME & SOLID COVER MARKED "DRAIN" WITH LOCKING BOLTS PER STD. PLANS 204.40 AND 204.50 :45 AN 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"(TYP.) 1.5 x D SEE NOTE 9 (TYP.) MIN. 2' MIN. T D ISOMETRIC i OUTLET PIPE, SEE INLET PIPE NOTES 1 & 5 2' MIN. SHEAR GATE WITH CONTROL ROD FOR INVERT AND (ROD BENT AS REQUIRED CLEELEVATION PER PLANS FOR VERTICAL ALIGNMENT WITH COVER) FOR VERTICAL L 12" SECTION OF PIPE ATTACHED BY PER STD. PLAN 237.30 GASKETED BAND TO ALLOW REMOVAL 2 12" MIN. 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. DocuSign Envelope ID: 361B3403-7EOA-476C-AD63-4329FFEOC108 TIERING SLT HCtE5 - 3P1_,AiE9 3VALLr ;PACED W APART ON ieIW QIA. B.C. SKID GROOVE PATTERN DIA. P"HOLE COVER BOTTOM VIEW (3L RLT SOC. (ALLEW.. HEAD) 51b--1I 11.5 53 RUDDER JIII 3r4- 2 1l2' ,^ $ EON BOLTING DETAIL. 4TYP.) COVER SEC IION VIEW IM-1 11118" 1m RIM, 26 172"DfA. 25 IA' DIA. 0A1SKE7 T OR00+4' . DETAIL 174' DIA. NEOPRENE CASKET if4" � � + 1P2" 5' 3ne w. 23 3AI' DIA, CL OPE14 27 UI EF DIA SKID GROOVE PATTERN DETAIL 34 1W DIA MOM; 1 ALLGOVER& SHALL BE LOCKING LID PER EJ No 3717C1 OR APPROVED EOIUAL 2. THIS GUYER SHALL ONLY BE USED FOR STRUCTURES WITHIN PRIVATE L!_'-'ELOP4IEHTS OUTSIDE OF PUSLIr RlGlirZF.wwr, JNLl SSOIHLRI%115E NC 11U, UNAWINC IS N�11 IL' SCAR IN ISI STD. PLAN -204.40 PUBLIC WORKS STORM ROUND FRAME AND COVER DEPARTMENT (PRIVATE) 21rtin Pastuch@V13fz020 P,141�FD79U4-48o DATE DocuSign Envelope ID: 6EECF5B6-602A-4E4A-B436-A317AA638878 20" FLOW CONTROL STRUCTURE ORIFICE DIAMETER (IN) ELEVATION WELDED RESTRICTOR 0.90 13.29 ELBOW RESTRICTOR 0.50 17.29 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. UNLESSOTHERWISE NOTED, DRAWING IS NOTTO SCALE (NTS) STD. PLAN - 237.00 •�• PUBLIC WORKS FLOW CONTROL STRUCTURE - �e�"edby: 7K DEPARTMENT RESTRICTOR TEE a3r�tiizn� Pastucha $/13/20 DATE LCall 811 two business days before you dig NO" REVISION 0 18 24" ' � - I I P 112 O BOLT -DOWN SLOT, SEE DETAIL AND 314" 2 1/2" DIA. HOLE NOTE 1 1 1/4" _ A' 0o I 5/8" O� z: DO�O�O�O ��0�0�00 BOLT -DOWN SLOT DETAIL I SEE NOTE 1 �3 TOP "1 ISOMETRIC 4 3/4" 1 1/2" 1 5/8 R39". SEE NOTE 2 SECTION B R26", SEE NOTE 2 5„ NOTES: 3 1/2" y 3/4" 1. BOLT -DOWN CAPABILITY IS REQUIRED ON ALL FRAMES, GRATES, AND COVERS, UNLESS OTHERWISE SPECIFIED. 5/8" 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 4" HEAD CAP SCREW BY BEING TAPPED, OR OTHER II' 3/4" DIA. HOLE APPROVED MECHANISM. LOCATION OF BOLT -DOWN HOLES VARIES BY MANUFACTURER. 1/2" DIA. HANDLE 1 1/2" 2. ALTERNATIVE REINFORCING DESIGNS ARE ACCEPTABLE IN LIEU OF THE RIB DESIGN. SECTION C 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 PUBLIC WORKS .•�• RECTANGULAR SOLID METAL COVER [G?7��Z 9/28/2018 I �I� DEPARTMENT Public Workx A-M..., DATE SURVEYED: DESIGNED: DKM DRAWN: KLK 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 DATU V 8:48 :45 AN DocuSign Envelope ID: A9707D3B-AOEF-441 F-8140-2CDB48E878CA CAST IRON BEEHIVE GRATE AND FRAME, SEE NOTE 1 - OPTIONAL 6" OR 8" STREAMBED COBBLES, PER WSDOT 9-03.11(2), SEE NOTE 2 CATCH BASIN ADJUSTMENT SECTION AS REQUIRED, DESIGNER TO SPECIFY ELEVATION FDESIGN PONDING ELEVATION SEE NOTE 3 �'I- -IIII� � III-I II VARIES, 5' MAX. -III-III- III -III -III " ° I Ip-I I1ll=1I I�-I 7-7T - UNDERDRAIN PIPE, IF REQUIRED, SEE NOTE 4 (TYP.) - c� III=III=1 I� I SEE STD. PLAN 262.10 U 6" MIN. IIIIIIIIIIIIIIIIIIIII CATCH BASIN TYPE 1 PER STD. PLAN 200.00 OR OTHER STORM DRAIN PIPE, STRUCTURE WITH APPROVAL DESIGNER TO SPECIFY 12" MIN. SUMP CONCRETEBASE ° a ° 6" MIN. J 6. MIN. GRAVEL BACKFILL FOR DRAINS, COMPACT PER WSDOT STD. SPEC. 9-03.12(4) NOTES: 1. FRAME AND GRATE SHALL BE LOCKING AND GRATE SHALL BE BOLTED TO FRAME. FRAME SHALL CONFORM TO WSDOT STANDARD PLAN B-30.10-03. GRATE TO BE DUCTILE IRON BEEHIVE GRATE FITTING 20'724" FRAME. OLYMPIC FOUNDRY PART SM60BH OR EQUAL. SEE STANDARD SPECIFICATIONS 9-05.15(2). 2. MINIMUM STREAMBED COBBLE DIAMETER SHALL BE LARGER THAN MAXIMUM GRATE OPENING. 3. 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. 4. WHEN CONNECTING TO A NEW PIPE USE A FLEXIBLE CONNECTOR KOR-NSEAL 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. GENERAL NOTES: 1. PLANT SPACING WITHIN FACILITY TO ALLOW MAINTENANCE ACCESS TO STRUCTURE. 2. 12-INCH MIN. CLEARANCE WITHIN OVERFLOW STRUCTURE SHALL BE PROVIDED FOR MAINTENANCE ACCESS. 3. OVERFLOW PIPES MUST BE LOCATED AT AN ELEVATION HIGHER THAN THE STORM DRAIN HYDRAULIC GRADE LINE TO PREVENT BACKFLOW INTO THE BIORETENTION FACILITY. 4. OVERFLOW STRUCTURE SHALL BE LOCATED WITHIN 10 FEET OF ROAD EDGE FOR MAINTENANCE ACCESS, UNLESS APPROVED OTHERWISE. OVERFLOW STRUCTURE MAY BE LOCATED IN SIDE SLOPES. 5. SEE CONSTRUCTION PLANS FOR SPECIFIC PROJECT REQUIREMENTS. UNLESS OTHERWISE NOTED, DRAWING 15 NOT TO SCALE (NTS) STD. PLAN - 262.40 • PUBLIC WORKS BIORETENTION -OVERFLOW OUTLET [Tm5R9;`Em­dby- DEPARTMENT STRUCTURE Martin Pastucha 11/2/2 Puernnip�8448D... DATE C TY OF IR , RENTON Plan ning/Building/Public Works Dept 01 L1) C. O i O� OT Wi�Sk. 41- sitts&hill CIVIL I STRUCTURAL I SURVEY 46449 1 4815 CENTER STREET I TACOMA, WA. 98409 ��C15�0 PHONE: (253) 474-9449 I FAX: (253) 474-0153 () �:1L �`Q http://www.sittshill.com/ Project No.: 19682 Project Mgr.: DCD REISSUED F 0 R PERMIT Proj. Engineer: DCD Proj. Drafter: KLK OCTOBER 30, 2023 R-425416 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SAMorman 12/05/2023 DATE: WASHINGTON STATE AUTO 2022.11.30 DEALERS ASSOCIATION (WSADA) FIELDBOOK: PAGE: 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 DRAWING NO: WSADA BUILDING ADDITION AND IMPROVEMENTS C3.4 GRADING AND STORM DRAINAGE DETAILS i SHEET: OF:^^ T O O N 1 ♦`J N N J A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON L0 N I O 0 W ►I Z J NOTES MATCH SIDEWALK J BUFFER 1. This plan is to be used where pedestrian crossing in one direction is not WIDTH - 4' 0" MIN. - t 1 STRIP permitted. MATCH SIDEWALK SEE CONTRACT PLANS 2. At marked crosswalks, the connection between the Landingand the WIDTH - 4' 0" MIN. - -_ PEDESTRIAN CURB SEE CONTRACT PLANS SEE NOTE 10 roadway must be contained within the width of the crosswalk markings. CURB RAMP 3. Where "GRADE BREAK" is called out, the entire length of the grade break JOINT -SEE STANDARD- 3/8" (IN) EXPANSION PEDESTRIAN CURB _ SEE NOTE 10 MATCH SIDEWALK WIDTH -- 4' 0" MIN. between the two adjacent surface planes shall be flush. � PLAN F-30.10 ) SEE CONTRACT PLANS LANDING ' I * 4. Do not place Gratings, Junction Boxes, Access Covers, or other appurten- LANDING SIDEWALK - � I /I � 3!8" (IN) EXPANSION JOINT - SEE \, PEDESTRIAN CURB - anC6S On any part Of the Curb Ramp Or Landing Or In the Depressed SEE NOTE 6 5' - 0" MIN. 3" R STANDARD PLAN F-30.10 y \ / SEE NOTE 10 Curb and Gutter where the Landing connects to the roadway. I (TYPJ B 5' - o" MIN. � � F 5. See Contract Plans for the curb design specif ied. See Standard Plan -- zt J F-10.12 for Curb, Curb and Gutter, Depressed Curb, Gutter and 3° R. I I < Pedestrian Curb details. * * � 5' - o° MIN. ~ "3" R. a J)6. See Standard Plan F-30.10 for Cement Concrete Sidewalk Details. See O SIDEWALK- �+ Contract Plans for width and placement of sidewalk. �, ........." U SEE NOTE 6 .::: 7. The Bid Item "Cement Concrete Curb Ramp Type _" does not include the BUFFER STRIP - SEE DETECTABLE WARNING SURFACE BUFFER C DETECTABLE WARNING SURFACE adjacent Curb, Curb and Gutter, Depressed Curb and Gutter, Pedestrian CONTRACT PLANS C SEE STANDARD PLAN F-45.10 STRIP SEE STANDARD PLAN F-45.10 Curb, or Sidewalks. I L CURB AND GUTTER -- CURB AND GUTTER - 8, The Curb Ram length is not required to exceed 15 feet unless shown � I SEE NOTE 5 ; SEE NOTE 5 p g q { I otherwise in the Contract Plans). When applying the 15-foot max. length PEDESTRIAN CROSSING _J L PEDESTRIAN CROSSING J CLOSURE SIGN CURB RAMP CLOSURE SIGN FACE OF CURB RAMP (measured from back of sidewalk) the running slope of the curb ramp is LFACE OF CURB allowed to exceed 8.3%. Use a single constant slope from bottom of CURB PLAN VIEW PLAN VIEW ramp to top of ramp to match into the sidewalk over a horizontal o distance of 15 feet. ° TYPE SINGLE DIRECTION A TYPE SINGLE DIRECTION B 9. Curb Ramps and Landings shall receive a broom finish. See Standard Z Specifications 8-14. 10. Pedestrian Curb may be omitted if the ground surface at the back of the } DETECTABLE WARNING SURFACE - Curb Ramp and/or Landing will be at the same elevation as the Curb 15'- 0" MAX SEE STANDARD PLAN F-45.10 15- 0" MAX (TYP.) 1 15' - 0" MAX (TYP.) Ramp or Landing and there will not be material to retain. (TYP.) GRADE BREAK SEE NOTE 8 SEE NOTE 8 ° SEE NOTE 8 GRADE BREAK GRADE BREAK GRADE GRADE BREAK LEGEND GRADE BREAK / COUNTER SLOPE BREAK 5.0% MAX. SIDEWALK ^- SIDEWALK - SLOPE IN EITHER DIRECTION SIDEWALK - \ / SEE NOTE 6 / SEE NOTE 6 SEE NOTE 6 I * * I TOP OF * �C * * 1.5 OR FLATTER RECOMMENDED FOR ROADWAY --� * _ i * DESIGN/FORMWORK (2% MAX.) ^ o I * * 7.5% OR FLATTER RECOMMENDED FOR y DESIGN/FORMWORK (8.3 % MAX.) � CURB RAMP J a LANDING DEPRESSED CURB AND GUTTER - CURB RAMP LANDING CURB RAMP SEE NOTE 7 10-At•,,. _ _ SEE STANDARD PLAN F-10.12 1 1 SECTION O SECTION O 1O CONTRACTION JOINT (TYP.) - SEE STANDARD PLAN F-30.10 (ALONG INSIDE RADIUS AT BACK OF WALKWAY) FOR CURB RAMP LENGTHS GREATER THAN 8'- 0" PROVIDE CONTRACTION JOINT EQUALLY SPACED 4'- 0" MIN. OC. "CEMENT CONCRETE CURB RAMP "CEMENT CONCRETE CURB RAMP 1Y LIMIT - TYPE SINGLE DIRECTION B" PAY LIMIT - SEE NOTE 7 DETECTABLE WARNING / 1" (IN) RADIUS • •: • • SURFACE -SEE CORNER •"°°'°° • • • • • • STANDARD PLAN F-45.10 PEDESTRIAN CURB DEPRESSED CURB AND GUTTER _ SEE NOTE 5 90° ANGLE RADIUS MAY VARY ISOMETRIC VIEW TYPE SINGLE DIRECTION A PAY LIMIT DETAIL OC ISOMETRIC VIEW TYPE SINGLE DIRECTION B PAY LIMIT ®V WASgt�n �® 28680 �0ISTE�� �y10NAL t Zeller, Scott Jun 24 2016 7:21 AM SINGLE DIRECTION CURB RAMP STANDARD PLAN F-40.16-03 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION CaMv �,ku @4PiEL, Tun 2920162:29 PM STATE DESIGN ENGINEER Adw Washington State Department of Transportation NOTES 4'-0"MIN. - A 4'-0"MIN. - A SEE CONTRACT PLANS SEE CONTRACT PLANS 1. At marked crosswalks, the connection between the landing and the 3/8" EXPANSION PEDESTRIAN CURB - 3/8" (IN) EXPANSION JOINT (TYP.) - SEE PEDESTRIAN CURB - roadway must be contained within the width of the crosswalk markings. JOINT (TYP.) - SEE SEE NOTE 9 STANDARD PLAN F-30.10 STANDARD PLAN F-30.10 LANDING SEE NOTE 9 2. Where "GRADE BREAK" is called out, the entire length of the grade LANDING Al break between the two adjacent surface planes shall be flush. J B 3. Do not place Gratings, Junction Boxes, Access Covers, or other appurte- CURB AND GUTTER * * � SIDEWALK * C nances on any part of the Curb Ramp or Landing, or in the Depressed Curb and Gutter where the Landing connects to the roadway. SIDEWALK See Contract Plans for the curb design specified. See Standard Plan F-10.12 for Curb, Curb and Gutter, Depressed Curb and Gutter, and CURB AND GUTTER ";" '�"�" �"' ' Pedestrian Curb details. CURB RAMP CURB RAMP CURB RAMP ` DETECTABLE WARNING SURFACE - 5. See Standard Plan F-30.10 for Cement Concrete Sidewalk Details. 4' - 0" MIN. - / 4' - C" MIN. _ SEE STANDARD PLAN F-45.10 See Contract Plans for width and placement of sidewalk. SEE CONTRACT PLANS - _ DETECTABLE WARNING SURFACE - _ SEE STANDARD PLAN F-45.10 SEE CONTRACT PLANS '--- -- � FACE OF CURB � FACE OF CURB DEPRESSED CURB AND GUTTER 6. The Bid Item "Cement Concrete Curb Ramp Type " does not include DEPRESSED CURB AND GUTTER the adjacent Curb, Curb and Gutter, Depressed Curb_and Gutter, w CROSSWALK CROSSWALK Pedestrian Curb, or Sidewalks. ° 7. The Curb Ramp length is not required to exceed 15 feet (unless otherwise J z - - shown in the Contract Plans). When applying the 15-foot max. length, of w PLAN VIEW DETECTABLE WARNING SURFACE - PLAN VIEW the running slope of the curb ramp is allowed to exceed 8.3%. Use a single ILL TYPE PARALLEL A SEE STANDARD PLAN F-45.10 TYPE PARALLEL B constant slope from bottom of ramp to top of ramp to match into the sidewalk 'm a'_o MIN. over a horizontal distance of 15 feet. Do not include abutting landing(s) in SEE CONTRACT PLANS GRADE BREAK the15-foot max. measurement. When a ramp is constructed on a radius, the 15-foot max. length is measured on the inside radius along the back of the ❑ 1O CONTRACTION JOINT (TYP.) - SEE STANDARD PLAN F-30.1 _ a SLOPE walkway. FOR CURB RAMP LENGTHS GREATER THAN 8' - 0"PROVIDE COUNTER TOP OF CONTRACTION JOINT EQUALLY SPACED 4'- 0" MIN. OC. * _ 500 ROADWAY 8. Curb Ramps and Landings shall receive a broom finish. See Standard co I'll Specifications 8-14. _W 9. Pedestrian Curb may be omitted if the ground surface at the back of the CEMENT CONCRETE PEDESTRIAN I= LANDING DEPRESSED CURB AND GUTTER - ¢ SEE STANDARD PLAN F-10.12 Curb Ramp and/or Landing will be at the same elevation as the Curb CURB - SEE NOTE 9 > AND NOTE 6 Ramp or Landing and there will be no material to retain. SECTION O 4' - 0" MIN. 15' - 0" MAX. (TYP.) SEE CONTRACT PLANS SEE NOTE 7 LEGEND SLOPE IN EITHER DIRECTION 15' - 0" MAX. (TYP.) 4 - 0" MIN. 15- 0" MAX. (TYP.) GRADE BREAK SIDEWALK * 1.5% OR FLATTER RECOMMENDED FOR SEE NOTE 7 SEE CONTRACT PLANS SEE NOTE 7 GRADE BREAK - a DESIGN/FORMWORK (2% MAX.) ** 7.5% OR FLATTER RECOMMENDED FOR DESIGN/ SIDEWALK 7 GRADE BREAK GRADE BREAK " FORMWORK (8.3% MAX.) - SEE NOTE 7 CURB RAMP *-_ * PEDESTRIAN CURB - j 3/8" (IN) EXPANSION JOINT (TYP.) - ��T a 1 SEE NOTE 9 LANDING 1 SEE STANDARD PLAN F-30.10 �C pV WAS S' CURB RAMP \� �I CURB RAMP LANDING 3/8" EXPANSION JOINT (TYP.) - \� SEE STANDARD PLAN F-30.10 SECTION O (ALONG INSIDE RADIUS AT BACK OF WALKWAY) "CEMENT CONCRETE -- PARALLEL A" PAY I HORIZONTAL SCALE: 1"=20' 20 0 20 40 5 0 5 10 VERTICAL SCALE: 1"=5' TYPE PARALLEL A PAY LIMIT SECTION O (ALONG INSIDE RADIUS AT BACK OF WALKWAY) "CEMENT CONCRETE CURB RAMP TYPE PARALLEL B" PAY LIMIT - SEE NOTE 6 ?\ PIPE LENGTHS ARE MEASURED FROM CENTER OF STRUCTURE TO CENTER OF STRUCTURE, OR TO END OF PIPE IN THE EVENT IT DOES NOT TERMINATE IN A STRUCTURE. ISOMETRIC VIEW TYPE PARALLEL B PAY LIMIT • Call 811 • ® two business days before you dig NO. -16 "GI STS IfS/0NAL Zeller, Scott Jun 24 2016 7:19 AM WA „, PARALLEL CURB RAMP STANDARD PLAN F-40.12-03 SHEET 1 OF 1 SHEET APPROVED FOR PUBLICATION / Carpcntcr, Jeff 4 &Ve et, b Jua 29 2016 2:27 PM AMk STATE DESIGN ENGINEER Washington State Department of Transportation REVISION K1�] 20 9LF-8 itel Ito] SWCO01. 8" CO CB02, TYPE 1 RIM:23.30 IE:21.43 4" IN IE:20.39 6" IN IE:20.39 8" OUT CB01, TYPE 1 W/BI-DIRECT. VANED GRATE RIM: 23.93 IE:20.09 8" IN IE:20.09 8" OUT W/SOLID LID RIM:22.41 IE:18.41 8" IN IE:18.41 8" OUT C1303, TYPE 1 CB04, TYPE 1 W/SOLID LID W/SOLID LID RIM: 22.66 RIM: 20.75 IE:18.05 8" IN IE:16.71 8" IN IE:18.05 8" OUT IE:16.71 8" OUT FIN SHE GAD -4- EXISTING IPE. 0 40 F- 8 CEP ® .36 0+40 0+60 0+80 1+00 1+20 SCALE: H: 1 "=20' ; V: 1 "=5' AT EACH NOSING PROVIDE 1/2" EDGE RADIUS - AND (4) SAFETY GROOVES TO BE 3/4" APART AND 1/4" DEEP TOOLED IN PARALLEL WITH SAFETY STEP EDGER TOOL 1-1/2" O.D. GALV. HANDRAIL, GRIND ALL WELDS SMOOTH. _J Q 0_ L.� O FINISH GRADE OF ADJACENT PAVING. MATCH TO TOP OF nl oI­_ STAIR BOTTOM. O CHEEKWALL BEYOND MIN. 2' DEPTH. - PROVIDE CHEEK WALL AT EACH SIDE OF STAIRS. R TYP. CL II O J O 12„ 15„ III I 5"I � 1/4" „ I I 2" R TYP. TYP a V-3" SECTION rfl O . CV O 30 30 25 25 FINISHED GRADE 20 20 15 15 10 10 1+40 1+50 SKATE BLOCK 1 PER HANDRAIL TYPICAL, ALUMINUM; SIZE TO FIT HANDRAIL MANUFACTURED BY RAVENSFORGE 888-743-3490 WWW.RAVENSFORGE.COM -HANDRAIL SLEEVE INSERT +/- 2" DIA., GROUT IN PLACE W/ WATERPROOF NON -SHRINK GROUT. SLEEVE DEPTH 6". EXPANSION JOINT, TYP. AT CHEEK WALL AND C4 SLAB JOINTS FINISH GRADE OF ADJACENT rn, PAVING. MATCH TO TOP OF STAIR TOP. i 2 -#4 BAR NOSING (TYP) 2" CLEAR - #4 BAR @ 24" O.C. EACH WAY (2" CLEAR MIN.) TIED TO CHEEK WALL NOTES: 1. SEE PLANS FOR STAIR LOCATIONS AND EXACT NUMBER OF RISERS. 2. TOP AND BOTTOM OF POSTS MUST ALWAYS EXTEND BEYOND TOP AND BOTTOM OF RISERS AS SHOWN ON THIS DETAIL. 3. PROVIDE MEDIUM BROOM FINISH ON ALL STAIR TREADS UNLESS OTHERWISE SPECIFIED. CONCRETE STAIRS WITH STEEL HANDRAILS SCALE: N.T.S. SURVEYED: DESIGNED: DKM DRAWN: KLK 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 CITY OF R RENTON Planning/Building/Public Works Dept 5 0+00 0+20 0+40 STORMWATER POND SCALE: H: 1 "=20' ; V: 1 "=5' CB05, TYPE 1 W/BEEHIVE GRATE RIM:20.63 IE:17.36 6" IN IE:17.36 8" OUT CB06, TYPE 2-54" CB07, TYPE 2-54" W/SOLID LID RIM:22.47 IE:15.29 8" IN IE:15.29 36" OUT W/SOLID LID RIM:21.64 IE:15.29 36" IN IE:15.29 12" OUT EXI TIN GRAPE PER[ _ORP TED UNUFNURAIN a IE IN :' 4 IE OU !L . ON ROL STRUCT RE UMI 0+60 I CENTER HANDRAIL IN CHEEK WALL. I I 1/2" CHAMFER TYP. II HANDRAIL SLEEVE INSERT. 8 U. 11 CONC. CHEEKWALL. PROVIDE AT EACH f� SIDE OF STAIRS. ELEVATION w Z J _J C4 Y LLJ LLJ 2 #4 REBAR ® 18" O.C. EACH WAY IN CHEEKWALL (TYP.) COORD. STEEL W/ HANDRAIL SLEEVE LOCATIONS. COMPACT SUBGRADE TO 95% OF MAX. DENSITY PER ASTM D-1557 rill 2FT UNDER FINISHED GRADE 20 EXISTING PIPE. CONTINUES DOWNSTREAM. 15 CPEP 0.00 0 5.29 :15.29 10 C. W D 4 sitts&hill CIVIL I STRUCTURAL I SURVEY A 46449 ,<<j 4815 CENTER STREET I TACOMA, WA. 98409 PHONE: (253) 474-9449 I FAX: (253) 474-0153 NAL`O• http://www.sittshill.com/ roject No.: 19682 Project Mgr.: REISSUED FOR PERMIT P Proj. Engineer: DCD Proj. Drafter: OCTOBER 30, 2023 1 R-425417 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SAMorman 12/05/2023 DCD KLK DATE: WASHINGTON STATE AUTO 2022.11.30 DEALERS ASSOCIATION (WSADA) FIELDBOOK: 621 SOUTHWEST GRADY WAYRENTONPAGE: , , WA 98057 DRAWING N0: WSADA BUILDING ADDITION AND IMPROVEMENTS C3.5 GRADING AND STORMWATER PROFILES SHEET: OF: 17 26 1 LJ I� H A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON LO N 0 W I— Cn z w 75 w O r n 2 0 z a z O 0 0 a z 0 m a 0 a Cn w Q Z J o o _ I q� � 22 3„ o / 6„ 0 I 7 ,�P I w � I w� i 3 I SO EXISTING RED MAPLE TO REMAIN S TE o lRL FO � SO EXISTING 6" RED MAPLE 3 TO BE REMOVED " MA z ► N r A 1 10 Aq o g5 0 0 I 1- titi51 SS j " 7" 07" MAPLE 6" MAPLE' _ — �� I I EXISTING VINE MAPLE TO REMAIN I =F. 3 883 INS ALL 24" WIDE X 6" DEPTH WIDE WASHED STREAMBED COBBLE STRIP ALONG FACE OF BUILDING WALL. 4" COBBLES PER WSDOT 9-03.11(2). BIO—RETENTION CELL. SEE CIVIL PLANS FOR i SOIL TYPE AND DEPTH. 1';'i Ln 3 I� ,,J I SB I P =A o A I 0 `� ' SS GAS •G S A TV I SS A I / � SS SD PICAL STREAMED .O-0BS'LE QDSWAtr SD II TO BIO—RETENTION CELL. can I I Ss I SS SS50 � SD / . SS SD i � SS SD — SD 1• �`S 1•�1U� SD GG' L Z1.07 I ph IN 113.I 120�� 5" tip 8 SD S 6 �0• 16„ o JobI I I do k2 6„ I I I I I LANDSCAPE PLAN (PRIVATE) SCALE: 1"=20' NORTH �— - 7„ I I I I I I I 1 I HORIZONTAL SCALE: 1"=20' 4 Call 811 20 0 20 40 • ® two business days before you dig NO. REVISION I I I I � I I I I I I I I I � I I I I I I I woo I BY I DATE SURVEYED: DESIGNED:DKM DRAWN: KLK CHECKED: DCD 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 DATU M PLANT SCHEDULE SYMBOL QUANTITY BOTANICAL NAME COMMON NAME SIZE/SPACING CONDITION ® 9 RIBES SANGUINNEUM RED FLOWERING CURRANT 5 GALLON, SPACE CONTAINER AT 48" O.C. 0 9 SYMPOCARPOS ALBA SNOWBERRY 5 GALLON, SPACE CONTAINER AT 48" O.C. 10 POLYSTICHUM MUNITUM SWORD FERN 2 GALLON, SPACE CONTAINER ® AT 36" O.C. 2 MYRICA CALIFORNICA PACIFIC WAX MYRTLE 5 GALLON, SPACE CONTAINER AS SHOWN O 7 SPIREA SPLENDENS SUBALPINE SPIREA 1 GALLON, SPACE CONTAINER AS SHOWN 7 MAHONIA AQUIFLOLIUM TALL OREGON GRAPE 5 GALLON, SPACE CONTAINER AT 4' O.C. • 6 ARMERIA MARITIMA SEA THRIFT 1 GALLON, SPACE CONTAINER AS SHOWN 164 S.F. CAREX OBNUPTA SLOUGH SEDGE 1 GALLON, SPACE CONTAINER AT 3' O.0 255 S.F. FRAGARIA CHILOENSIS BEACH STRAWBERRY 1 GALLON, SPACE CONTAINER AT 3' O.C. GENERAL NOTES 1. SEE SHEET LS1.2 FOR NOTES AND DETAILS. 2. QUANTITIES AND AREAS INDICATED ABOVE ARE FOR PERMITTING PURPOSES. THE ACTUAL QUANTITIES AND AREAS ARE TO BE DETERMINED BY THE CONTRACTOR BASED UPON THE PLANTS AND AREAS REFLECTED ON SHEET 1-1.0. CITY OF RENTON P"'R vAz9v Planning/Building/Public Works Dept 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/ REISSUED F 0 R PERMIT Project No.: 19682 Project Mgr.: DCD Proj. Engineer: DCD Proj. Drafter: KLK OCTO B E R 30,202 R-425418 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SAMorman 12/05/2023 WASHINGTON STATE AUTO DEALERS ASSOCIATION (WSADA) 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 WSADA BUILDING ADDITION AND IMPROVEMENTS LANDSCAPE PLAN (PRIVATE) DATE: 022.11.30 FIELDBOOK: PAGE: LS1.0 SHEET: OF: 21 26 (0 0) T O M N ME H H N a J A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON LO N 0 W I— Cn z W 75 W O r n 2 0 z a z O 0 a z 0 m a 0 a Cn w Q Z J REPLACEMENT 1113 STREET TREE 6 N MEM01111101111111111 SS --T 1 o ' — o _ _ CFOA� � 22" o � _ 07 I 7» 1 07" MAPLE 6" MAPLE' T3 cn V 1 SB La ♦ ♦ o BP (n ♦ ♦ SS 1 + N GAS S SS c I SS ♦— SS ' SD o / i I wooV) I SS / SS / SS S / SD i SD � � SD (n SS (/) I SS / SD LSD ----so I I SS SS� SD ---.I S SS SD i o SS— SD SD 1• �`� 1•�1,� I I SD GG � 21.0 I oh tit ti�81 2 5„ I I SD S I I I o5 I 16„ o J ya I i 10 q2 6„ I I I LANDSCAPE PLAN (PUBLIC) SCALE: 1"=20' NORTH HORIZONTAL SCALE: 1"=20' 4 Call 811 20 O 20 40 • ® two business days before you dig J NO. REVISION 3' I BY I DATE I � I I SS I i SS SS I SURVEYED: DESIGNED:DKM DRAWN: KLK CHECKED: DCD AP P R APPROVED: DCD I I I I I I I I I I I I' SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU M PLANT SCHEDULE SYMBOL QUANTITY BOTANICAL NAME COMMON NAME SIZE/SPACING CONDITION 3 OXYDENDRUM ARBOREUM SOURWOOD, CITY OF 2" CALIPER, SPACE B&B ® RENTON APPROVED TREE AS SHOWN SMALL STREET TREE 0 12 MAHONIA AQUIFOLIUM TALL OREGON GRAPE 5 GALLON, SPACE CONTAINER AT 4' O.C. O 12 CORNUS S. 'KELSYI' DWARF RED —OSIER DOGWOOD 5 GALLON, SPACE CONTAINER AT 4' O.C. ® 7 RIBES SANGUINEUM RED FLOWERING CURRANT 5 GALLON, SPACE CONTAINER AT 4' O.C. O 15 SPIREA SPLENDENS SUBALPINE SPIREA 1 GALLON, SPACE CONTAINER AT 4' O.C. O 11 MAHONIA NEVOSA LOW OREGON GRAPE 1 GALLON, SPACE CONTAINER AS SHOWN 0 6 VACINNIUM OVATUM EVERGREEN HUCKLEBERRY 5 GALLON, SPACE CONTAINER AT 4' O.C. ® 8 ARMERIA MARITIMA SEA THRIFT 1 GALLON, SPACE CONTAINER AS SHOWN 1,197 S.F. ARCTOSTAPHYLOS UVA—URSI KINNICKINNICK 1 GALLON, SPACE CONTAINER AT 3' O.C. GENERAL NOTES 1. SEE SHEET LS1.2 FOR NOTES AND DETAILS. 2. QUANTITIES AND AREAS INDICATED ABOVE ARE FOR PERMITTING PURPOSES. THE ACTUAL QUANTITIES AND AREAS ARE TO BE DETERMINED BY THE CONTRACTOR BASED UPON THE PLANTS AND AREAS REFLECTED ON SHEET 1-1.1. CITY OF RENTON Planning/Building/Public Works Dept D9 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/ REISSUED F 0 R PERMIT Project No.: 19682 Project Mgr.: DCD Proj. Engineer: DCD Proj. Drafter: KLK OCTO B E R 30, 2023 R-425419 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SAMorman 12/05/2023 WASHINGTON STATE AUTO DEALERS ASSOCIATION (WSADA) 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 WSADA BUILDING ADDITION AND IMPROVEMENTS LANDSCAPE PLAN (PUBLIC) DATE: 022.11.30 FIELDBOOK: PAGE: LS1.1 SHEET: OF: 22 26 (0 0) T O M N N a J A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON LO N 0 w U) z Cw G w > O rr n 0 z Q z O 0 Q 0 z_ 0 m a 0 Q U) w Q 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 COMPLETELY CLEAR AND GRUB EXISTING VEGETATION IN ALL LANDSCAPE AREA PLANTING BEDS 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 - 61 CY COMPOST MULCH - 46 CY TOTAL SOIL IMPORT - 107 CY / A — — 1 \ 2 A / � / \ 60° 1 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 601 SCALE: N.T.S. • Call 811 • ® two business days before you dig No. REVISION 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. 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. TREE PLANTING DETAIL vv�l SCALE: N.T.S. BY I DATE SURVEYED: DESIGNED: DRAWN: KLK CHECKED: DCD AP P R APPROVED: DCD 3" DEPTH MULCH U • 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 YryYYryYYryYSGv =I I= SLOPED SIDES �$ AGRIFORM PLANT 11111-111 1 11- IIIII��I _II TABLETS (4 TOTAL ,,,- iEACH TREE) MIX NATIVE SOIL W/ N 2 1/2 x 0 OF TOPSOIL THIS AREA ALL AROUND ROOTBALL SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY COMPACT SOIL L3"L 2 1/2 x 0 OF ROOTBALL BENEATH ROOTBALL SHRUB PLANTING DETAIL VERTICAL: NAVE) 1988 HORIZONTAL: NAD 1983/1991 DATU M "'J SCALE: N.T.S. CITY OF RENTON Planning/Building/Public Works Dept 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. TOPSOIL (SEE SPECS) AGRIFORM PLANT TABLETS (2 TOTAL EACH SHRUB) MIX NATIVE SOIL W/ TOPSOIL THIS AREA ALL AROUND (REISSUED FOR PERMIT OCTOBER 30, 2023 Eupm 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.: 19682 Project Mgr.: DCD Proj. Engineer: DCD Proj. Drafter: KLK R-425420 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SAMorman 12/05/2023 WASHINGTON STATE AUTO DEALERS ASSOCIATION (WSADA) 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 WSADA BUILDING ADDITION AND IMPROVEMENTS LANDSCAPE NOTES AND DETAILS DATE: 2022.11.30 FIE PAGE: LS1.2 SHEET: OF: 23 26 N 0) T O M N u A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON ,:I- LO N 0 w 1— z 5w 75 w O rr n z Q z O 0 0 Q z 0 m Q 0 Q o I' o _ L 22" o / 6» — 7" » I I _ 7 '0 7» \ IN I I � w w 7„ w w w � I � I I 3 I s° 000 07" MAPLE 6" MAPLE'- 0 I� TE T 6" MAPLE � I S° I I 6» MA I I �, J I � �•�J� �i�t�J�1�J I I I N tip. titi f 3.83 0 95 I '3' I I ' woo < titi. � ss i SS SS I I I I •�I� L/ ss � _ I I I SS ss SS � Ss i SD J (/) ,,J I s i SS / SS 0 ' SS / SS I _ o aP ss Ss La�� ' Ss sD Tv ICn GAS S SS so Ss SD SS � � SS / SD � SD I I / ' Ss _ SS SD = SD Ss I (n I SS SD / �S� LSD I SS � S� SD S/ I I I SS _--so 55� SD 5D � 2 SD 1.07 I I I Oh SD S I I ti�6� I I 16„ o Job I �o5ti I 10 I I I ti° k2 6„ � 1 JJ I I I I�1 I - IRRIGATION PLAN (PRIVATE) SCALE: 1"=20' NORTH HORIZONTAL SCALE: 1"=20' 9 Call 811 20 0 20 40 • m two business days I `III before you dig No. REVISION BY I DATE SURVEYED: DESIGNED:DKM DRAWN: KLK CHECKED: DCD AP P R APPROVED: DCD I I I I I I I I I j)3 I ' J � SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVD 1988 HORIZONTAL: NAD 1983/1991 DATU M C TY OF ,R RENTON Planning/Building/Public Works Dept LEGEND EXISTING BUILDING ® PROPOSED BUILDING LANDSCAPING CONCRETE IRRIGATION AREA Efi IIM.110►AI RESTORE IRRIGATION SYSTEM TO CONFORM TO PLANTING AREAS RESULTING FROM NEW LAYOUT OF BUILDING AND SIDEWALKS. SEE REFERENCE IRRIGATION DRAWING FOR DRIP EMITTER AND IRRIGATION REQUIREMENTS. COORDINATE DEMOLITION OF EXISTING IRRIGATION SYSTEM WITH GENERAL CONTRACTOR TO LIMIT DISRUPTION TO THE SYSTEM. KEY NOTES 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/ REISSUED F 0 R PERMIT Project No.: 19682 Project Mgr.: DCD Proj. Engineer: DCD Proj. Drafter: KLK OCTOBER 30, 2023 R-425421 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SAMorman 12/05/2023 WASHINGTON STATE AUTO DEALERS ASSOCIATION (WSADA) 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 WSADA BUILDING ADDITION AND IMPROVEMENTS IRRIGATION PLAN (PRIVATE) DATE: 022.11.30 FIELDBOOK: PAGE: L2.0 SHEET: OF: 24 26 (0 0) T O M N A PORTION OF THE NW 1/4 OF SECTION 19, TOWNSHIP 23 NORTH, RANGE 5 EAST, W.M., KING COUNTY, WASHINGTON It LO N w I— z Cw G w O rr n 2 0 z a z O 0 r) a z 0 ZD m a 0 a i LJ z J L, LEGEND EXISTING BUILDING ® PROPOSED BUILDING LANDSCAPING CONCRETE 1 ' IRRIGATION AREA o ' _ _ _ � o GENERAL NOTES 1. RESTORE IRRIGATION SYSTEM TO CONFORM TO FOq� 22" PLANTING AREAS RESULTING FROM NEW LAYOUT OF BUILDING AND SIDEWALKS. SEE REFERENCE IRRIGATION DRAWING FOR DRIP EMITTER AND IRRIGATION REQUIREMENTS. COORDINATE DEMOLITION OF EXISTING p _ ' 7" 'I I IRRIGATION SYSTEM WITH GENERAL CONTRACTOR 7„ TO LIMIT DISRUPTION TO THE SYSTEM. \ w w w � w � w � � w Is° 07" MAPLE J' I 3;- 6" MAPLE' WO so _i�6" MAPLE .00 Opp / s So I � I 113b SS 0 I I I I =F 3 883 I I I I I I '1-11 cn •�j I Se La I SS i TV U� GAS S SS c SS SD / 00- SS � SSA �s rn ' I SS ' SS SD-T s SD I V) SS (/) I I SS SD o I 'S/ �sD I SS 3 iO SS� S/ S' SS SD La SS— so SD 1• �S 11� so 21.07 N°$120815» I I SD S I 6 2p. 1�6» o Job I I IRRIGATION PLAN (PUBLIC) SCALE: 1"=20' NORTH HORIZONTAL SCALE: 1 "=20' 4 Call 811 20 O 20 40 • ® two business days before you dig NO. I I I I I I I I � I I � I I i I Jae ,•J I I J �� ss �J / i ss I REVISION i "IM SURVEYED: DESIGNED: DKM DRAWN: KLK CHECKED: DCD AP P R APPROVED: DCD I I I I I I I I I 18- I i SCALE: AS NOTED ONE INCH AT FULL SCALE IF NOT ONE INCH SCALE ACCORDINGLY VERTICAL: NAVO 1988 HORIZONTAL: NAD 1983/1991 DATUM Aomftlk CITY OF ,R RENTON vugv Planning/Building/Public Works Dept 30.23 KEY NOTES 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/ REISSUED F 0 R PERMIT Project No.: 19682 Project Mgr.: DCD Proj. Engineer: DCD Proj. Drafter: KLK OCTOBER 30, 2023 R-425422 IN COMPLIANCE WITH CITY OF RENTON STANDARDS DEVELOPMENT ENGINEERING SAMorman 12/05/2023 WASHINGTON STATE AUTO DEALERS ASSOCIATION (WSADA) 621 SOUTHWEST GRADY WAY, RENTON, WA 98057 WSADA BUILDING ADDITION AND IMPROVEMENTS IRRIGATION PLAN (PUBLIC) DATE: 022.11.30 FIELDBOOK: PAGE: L2.1 SHEET: OF: 25 26 (0 0) T O M N z z 0 a ry Q w 0 J E 0 _ E a LP M O N a Q -o 0 0 0 0 0 0 20 40 60 feet SCHEMATIC IRRIGATION PLAN DEVELOPMENT ENGINEERING w SAMorman 12/05/2023 ' SCALE: 1" = 20' NORTH CITY OF RENTON Approved by: Date: Approved by: Date: Approved by: Date: Approved by: Date: IRRIGATION SCHEDULE SYMBOL DESCRIPTION QTY PRECIP PSI GPM SHRUB AREA FOR DRIP EMITTERS - MEDIUM DENSITY 12,392 S.F. 0.45 in/h 25 58 ONE OR MORE DRIP EMITTERS PER PLANT, WITH DRIP TUBING EITHER ABOVE OR BELOW GRADE. 90% OR LESS FOLIAGE COVERAGE OF THE PLANTED AREA. SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY RAIN BIRD XCZ-LF-100-PRF 7 LOW FLOW DRIP CONTROL KIT, 1" LOW FLOW VALVE, 3/4" PRESSURE REGULATING RBY FILTER, AND 30PSI PRESSURE REGULATOR. 0.2GPM-5GPM. RAIN BIRD ARV075 10 3/4" AIR RELIEF VALVE, MADE OF QUALITY RUST -PROOF MATERIALS, WITH A 6.0" DRIP VALVE BOX (SEB 7XB EMITTER BOX). USE WITH INSTALLATION BELOW SOIL. THE VALVE WILL ALLOW AIR TO ESCAPE THE PIPELINE, THUS PREVENTING WATER HAMMER OR BLOCKAGE. SYMBOL MANUFACTURER/MODEL/DESCRIPTION QTY RAIN BIRD PEB-PRS-D 1" 1 1", 1-1/2", 2" PLASTIC INDUSTRIAL VALVES. LOW FLOW OPERATING CAPABILITY, GLOBE CONFIGURATION. WITH PRESSURE REGULATOR MODULE. BF FEBCO 850 1" 1 DOUBLE CHECK BACKFLOW PREVENTION, 1/2" TO 2" © RAIN BIRD ESP8LXME WITH (01) ESPLXMSM4 1 12 STATION COMMERCIAL CONTROLLER. MOUNTED ON A PLASTIC WALL MOUNT. WATER METER 1" 1 IRRIGATION LATERAL LINE: PVC SCHEDULE 40 AND CLASS 315 85.7 L.F. PVC SCHEDULE 40 TO 1-1/2", PVC CLASS 315 SDR 13.5 FOR PIPES 2" AND LARGER. ONLY LATERAL TRANSITION PIPE SIZES 1" AND ABOVE ARE INDICATED ON THE PLAN, WITH ALL OTHERS BEING 3/4" IN SIZE. IRRIGATION MAINLINE: PVC SCHEDULE 40 720.1 L.F. IRRIGATION NOTES: 1. THE CONTRACTOR IS TO INSTALL AN AUTOMATIC IRRIGATION SYSTEM THAT WILL PROVIDE 100% COVERAGE FOR ALL LANDSCAPED AREAS. 2. REFER TO SPECIFICATIONS AND DETAILS FOR INSTALLATION INSTRUCTIONS. 3. MEET ALL APPLICABLE LOCAL AND MUNICIPAL CODES FOR WORK NECESSARY IN IRRIGATION SYSTEM INSTALLATION. 4. THE CONTRACTOR SHALL OBTAIN AND PAY FOR ALL LICENSES, PERMITS, AND USE/SALES TAXES APPLICABLE TO THIS PROJECT. 6. VERIFY ALL SITE INFORMATION PRIOR TO CONSTRUCTION. NOTIFY OWNER/LANDSCAPE ARCHITECT OF ANY DISCREPANCIES FROM PREPARED IRRIGATION PLANS. 7. LOCATE ALL UNDERGROUND UTILITIES PRIOR TO BEGINNING OF WORK. CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGE TO UNDERGROUND UTILITIES CAUSED BY INSTALLATION OF IRRIGATION SYSTEM. 8. CONTRACTOR IS TO REFER TO AND COORDINATE IRRIGATION SYSTEM INSTALLATION WITH LANDSCAPE PLANS. AVOID CONFLICTING LOCATIONS BETWEEN PIPING AND LANDSCAPE MATERIAL, EDGING, ETC. 9. TAP LOCATION ON PLAN IS SCHEMATIC, CONTRACTOR IS TO VERIFY LOCATION AND COORDINATE WITH OWNER AND ALL OTHER DISCIPLINES. 10. CONTRACTOR IS TO PROVIDE ALL NECESSARY PIPE, VALVES, ETC. DOWNSTREAM FROM POINT OF CONNECTION NOT INSTALLED BY OTHER DISCIPLINES. 11. CONTRACTOR IS TO VERIFY AVAILABLE PRESSURE AND FLOW AT POINT OF CONNECTION PRIOR TO INSTALLATION OF IRRIGATION SYSTEM EQUIPMENT AND NOTIFY LANDSCAPE ARCHITECT WITH VERIFICATION FIGURES. FAILURE TO NOTIFY LANDSCAPE ARCHITECT WILL RESULT IN CONTRACTOR TAKING RESPONSIBILITY FOR ANY ALTERATIONS TO THE PLAN DUE TO VARIATIONS OF PRESSURE OR FLOW AT HIS/HER OWN RISK. 12. INSTALL MANUAL DRAIN VALVES AT ALL LOW POINTS TO ALLOW FOR SYSTEM WINTERIZATION. 13. CONTRACTOR TO COORDINATE INSTALLATION OF SLEEVING WITH BUILDING CONSTRUCTION AND INSTALLATION OF PAVING AND SIDEWALKS. ALL SLEEVING UNDER PAVED SURFACES SHOWN ON PLANS IS BY CONTRACTOR UNLESS OTHERWISE NOTED. ALL MAINLINES, LATERAL LINES, DRIP LINES AND CONTROL WIRES UNDER PAVED SURFACES ARE TO BE INSTALLED IN SLEEVING. INSTALL SLEEVING AS PER DETAIL AND SPECIFICATIONS. 14. ALL PIPING, PVC ELECTRICAL SLEEVES, ETC. UNDER PAVING SHALL BE INSTALLED PRIOR TO PAVING WORK. NO TEES, ELLS OR OTHER TURNS IN PIPING SHALL BE LOCATED UNDER PAVING EXCEPT WHERE SHOWN ON DRAWING. CAP ALL ENDS HAND TIGHT PRIOR TO BACKFILL USE PVC SCHEDULE 40 PIPE FOR ALL NON -PRESSURE LATERAL LINE PIPING INSTALLED UNDER PAVED AREAS. 15. CONTRACTOR IS TO PROVIDE ELECTRICAL POWER TO THE AUTOMATIC CONTROLLER. COORDINATE LOCATION WITH OWNER/LANDSCAPE ARCHITECT. 16. CONTRACTOR SHALL EXTEND SPARE CONTROL WIRES FROM EACH CONTROLLER TO THE END OF THE MAINLINE SERVING THAT CONTROLLER. SEE DETAILS AND SPECIFICATIONS FOR NUMBER OF SPARE WIRES AND INSTALLATION REQ. 17. INSTALL ALL MATERIALS AND EQUIPMENT AS SHOWN IN DETAILS. USE TEFLON TAPE OR TEFLON PIPE DOPE ON ALL MALE PIPE THREADS ON ALL IRRIGATION SWING JOINT AND VALVE ASSEMBLIES. 18. ALL TRENCHES TO BE PUDDLED AND COMPACTED TO THE SAME DENSITY AS THE UNDISTURBED ADJACENT SOIL. 19. CONTRACTOR TO PERFORM IRRIGATION AUDIT FOR IRRIGATION ZONES AS PART OF FINAL IRRIGATION ACCEPTANCE. 20. IT IS THE INTENT OF THIS DESIGN THAT ALL IRRIGATION EQUIPMENT BE INSTALLED IN LANDSCAPED AREAS AND WITHIN THE PROPERTY LIMITS. ANY EQUIPMENT SHOWN OUTSIDE OF THESE LIMITS IS SHOWN IN THAT LOCATION FOR GRAPHICAL CLARITY ONLY. ALL VALVE BOXES SHALL BE INSTALLED A MINIMUM OF 2'-0" FROM EDGE OF ANY PAVED SURFACES. AND A MINIMUM OF T-0" FROM THE CENTERLINE OF ANY DRAINAGE SWALES. iLL U w 0 w STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT. ALA"N R. McWAIN LICENSE NO. 1036 EXPIRES ON 4/6/2014 z _O Q U rO v! U) Q W w J Q w 0 O Q w Q W z�; �� 0 o z 0 0 0 z z w cn 0 00 iz jo) 'r-y- w 01.16.13 em No. 11477 CAW F LE SCHEMATIC IRRIGATION PLAN BCRA C COPYRIGHT - BCRA. INC. ALL RIGHTS RESERVED L2.01