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B__ __ _______________ -_ -
______EGIN PAVEMENT WIDTH TRANSITION
- 1 CURB 8135
\ 1
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EL. 37,1.37
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ADA RAMP DETAILS
PER WSDOT STANDARD PLAN F-40.15-02, SEE SHEET C11
VUECREST II SHORT PLA T
U 15007232
0
u
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AS -BUILT
"I CERTIFY THAT THE INFORMA77ON SHOWN HEREON WHICH WAS
AS -BUILT BY D.R. STRONG, AND MAY INCLUDE LOCATIONS,
ELEVATIONS, DEPTHS, PIPE SIZES, AND AS -BUILT COMMENTS,
ACCURA TEL Y REFLECTS EXIS77NG FIELD CONDI T7ONS AS DETERMINED BY
ME OR UNDER MY DIRECT SUPERVISION ON THIS DA TE. 1/12/2018. -
1 CITY COMMENTS, REVIEW 1 MAJ 103.22.16 MAJ SURVEYED:SCALE:
`is VERTICAL: NAVD 1988
2 CITY COMMENTS, REVIEW 2 MAJ 06°06.16 MAJ AS NOTED HORIZONTAL: NAD 1983/1991
D.R. STRONG DESIGNS MAJ
CONSUL TING ENG/VEERS 3 CITY COMMENTS. REVIEW 3 MAJ 08°25.16 MAJ
4 CITY COMMENTS, REVIEW 4 MAJ 10°21.16 MAJ DRAWN:
ENGINEERS PLANNERS SURVEYORS 5 MYLARS hw 12°06.16 h CHECKED LP ONE INCH
W DATUM
MAJ IF
FULL SCALE
6 DRAFT AS-BUILTS MAJ 101.04.18 01,04,18 MAJ IF NOT ONE INCH
620 7THAVENUE, KIRKLAND, WA 98033 APPROVED: SCALE ACCORDINGLY
O 425.827.3063 F 425.827.2423 N 0. REVISION BY I DATE A P P R MAJ
C TY OF
RENTON
Planning/Building/Public Works Dept
VUECREST ES TA TES
SITE VOLUME CALCULA TIONS
CU T VOLUME FILL VOLUME NET VOLUME
(CU. YDS.) (CU. YDS.) (CU. YDS.)
16,105 5,719 10,J86 EXPORT
(INCLUDES VAULT)
ALL VOLUMES ARE APPROXIMATE AND REPRESENT EXCA VA TION FOR
RESIDENCE AS PROPOSED.
THE VOLUMES DO NOT INCLUDE EXPANSION FACTOR OR ANY SOIL TYPE
RESTRICTIONS. THE VOLUMES DO NOT INCLUDE STRUCTURAL EXCAVATION
FOR BUILDINGS.
GEO TECH RECOMMENDA TIONS. -
THE FOLLOWING PERTAINS TO THE GENERAL SITE ONLY. CULVERT
RECOMMENDATIONS CAN BE FOUND WITHIN THE CULVERT DESIGN DOCUMENTS.
EARTH SOLUTIONS NW LLC STATES THAT BASED ON THE RESULTS OF THE
STUDY PERFORMED, THE PROPOSED STRUCTURES CAN BE SUPPORTED ON
CONVENTIONAL SPREAD AND CONTINUOUS FOUNDATIONS BEARING ON
UNDISTURBED COMPETENT NATIVE SOIL OR STRUCTURAL FILL. WHERE LOOSE,
ORGANIC, OR OTHER UNSUITABLE MATERIALS ARE ENCOUNTERED AT OR BELOW
THE FOOTING SUBGRADE ELEVATION, THE MATERIAL SHOULD BE REMOVED AND
REPLACED WITH STRUCTURAL FILL OR CRUSHED ROCK, AS NECESSARY.
IN-SITU SOILS
FROM A GEOTECHNICAL STANDPOINT, THE SOILS ENCOUNTERED AT THE TEST
PIT LOCATIONS ARE GENERALLY SUITABLE FOR USE AS STRUCTURAL FILL.
HOWEVER, SUCCESSFUL USE OF THE ON-SITE SOILS WILL LARGELY BE
DICTATED BY THE MOISTURE CONTENT OF THE SOILS AT THE TIME OF
PLACEMENT AND COMPACTION. THE SITE SOILS WERE GENERALLY IN A MOIST
CONDITION AT THE TIME OF EXPLORATION (FEBRUARY 2013). SOILS
ENCOUNTERED DURING SI TE EXCA VA TIONS THA T ARE EXCESS/ VEL Y O VER THE
OPTIMUM MOISTURE CONTENT WILL REQUIRE MOISTURE CONDITIONING PRIOR TO
PLACEMENT AND COMPACTION.
BASED ON THE CONDITIONS ENCOUNTERED DURING FIELDWORK, THE SITE SOILS
HAVE A MODERATE TO HIGH SENSI TI VI TY TO MOISTURE. DURING PERIODS OF
DRY WEATHER, THE ON-SITE SOILS SHOULD GENERALLY BE SUITABLE FOR USE
AS STRUCTURAL FILL, PROVIDED THE MOISTURE CONTENT IS AT OR NEAR THE
OPTIMUM LEVEL AT PERIODS OF EXTENDED PRECIPITATION WILL BE DIFFICULT.
IF THE ON-SITE SOILS CANNOT BE SUCCESSFULLY COMPACTED, THE USE OF
AN IMPORTED SOIL MAY BE NECESSARY. IMPORTED SOIL INTENDED FOR USE
AS STRUCTURAL FILL SHOULD CONSIST OF A WELL GRADED GRANULAR SOIL
WITH A MOISTURE CONTENT THAT IS AT OR NEAR THE OPTIMUM LEVEL.
DURING WET WEATHER CONDITIONS, IMPORTED SOIL INTENDED FOR USE AS
STRUCTURAL FILL SHOULD CONSIST OF A WELL GRADED GRANULAR SOIL WITH
A FINES CONTENT OF FIVE PERCENT OR LESS DEFINED AS THE PERCENT
PASSING THE #200 SIEVE, BASED ON THE MINUS THREE-QUARTER INCH
FRACTION.
STRUCTURAL FILL
STRUCTURAL FILL IS DEFINED AS COMPACTED SOIL PLACED IN FOUNDATION,
SLAB -ON -GRADE, AND ROADWAY AREAS. FILLS PLACED TO CONSTRUCT
PERMANENT SLOPES AND THROUGHOUT RETAINING WALL AND UTILITY TRENCH
BACKFILL AREAS ARE ALSO CONSIDERED STRUCTURAL FILL. SOILS PLACED IN
STRUCTURAL AREAS SHOULD BE PLACED IN LOOSE LIFTS OF 12 INCHES OR
LESS AND COMPACTED TO A RELATIVE COMPACTION OF 95 PERCENT, BASED
ON THE LABORATORY MAXIMUM DRY DENSITY DETERMINED IN ACCORDANCE
WITH THE MODIFIED PROCTOR METHOD.
DRAINAGE
GROUND WA TER SEEPAGE WAS OBSERVED A T ONE TEST PIT LOCA TION A T A
DEPTH OF SIX TO NINE FEET BELOW GRADE DURING FIELDWORK (FEBRUARY
2013). PERCHED GROUNDWATER SEEPAGE SHOULD BE EXPECTED IN SITE OR
UTILITY EXCAVATIONS. TEMPORARY MEASURES TO CONTROL GROUNDWATER
SEEPAGE AND SURFACE WATER RUNOFF DURING CONSTRUCTION WILL LIKELY
INVOLVE INTERCEPTOR TRENCHES AND SUMPS, AS NECESSARY. IN THE OPINION
OF EARTH SOLUTIONS NW LLC, PERIMETER FOOTING DRAINS SHOULD BE
INSTALLED AT OR BELOW THE INVERT OF THE BUILDING FOOTINGS.
PA VEMEN T RES TORA TION NOTES
WITHIN CITY LIMITS, PAVEMENT RESTORATION SHALL BE PER C.O.R. STREET
RESTORATION AND STREET OVERLAY STANDARDS AND/OR AS FIELD SPECIFIED
BY THE CITY INSPECTOR.
HALF STREET GRIND AND OVERLAY WILL BE REQUIRED AS THE MINIMUM
RES TORA TION.
BACK OF SIDEWALK SLOPE NOTE
GROUND SLOPE BEHIND SIDEWALK SHALL NOT EXCEED 4:1 FOR A DISTANCE OF
THREE (3) FEET. AFTER THREE (3) FEET, SLOPE MAY BE INCREASED TO A
MAXIMUM OF 2:1.
GRADE CHANGE BETWEEN L 0 TS
GRADE CHANGE BETWEEN LOTS TO OCCUR AT PROPERTY LINES WITH FENCE TO
BE PROVIDED BY THE BUILDER AT HOME CONSTRUCTION.
BUILDING PERM/ TS
VAULT, CONCRETE BARRIER AND RETAINING WALL TO BE APPROVED UNDER
SEPARA TE PERMIT.
NORTH
GRAPHIC SCALE
0 20 40 80
1 INCH = 40 FT
el
RECOMMENDED FOR APPOVAL
BY: Date:
BY: Date:
BY: Date:
BY: Date:
VUECREST ESTATES & VUECREST II 09.28.15
FIELDBOOK:
ROAD AND GRADING PLAN PAGE:
DRAWING NO:
C9
U15007217 / U15007232 r77--9
OF 33
DRS PROJECT NO. 12102 R-389759