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811
Utilities Underground Location Center
(ID,MT,ND,OR,WA)
SE 1/4 SECTION 31, TOWNSHIP 23 N, RANGE 5 E, W.M.
VUECREST ESTATES & WECREST mSHORT PLAT
FOR FENCE DETAIL AND C73 PUH CHU,-L;IIUIV hUH UL IAIL�
*50'1 W 606.90
D.R. STRONG
CONSUL TING ENGINEERS
ENGINEERS PLANNERS SURVEYORS
620 7TH AVENUE, KIRKLAND, WA 98033
0 425.827 3063 F 425.8272423
1
CITY COMMENTS, REVIEW 1
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03,22,1E
SURVEYED::.
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2
CITY COMMENTS REVIEW 2
hW
06.06.16
MAJ
DESIGNED:
MAJ
3
MY COMMENTS. REVIEW 3
MAJ
08.12.16
MAJ
DRAWN:
YLP
CHECKED:
MAJ
H0.
REVISION
BY
DATE
I APPR
APPROVED:
MAJ
PA VEMEN T WIDTH TRANSITIONS
EL. 37
37
EL. 376.0
376.13
Q
376.21
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EL. 376.1
EL. 3
5.45
rd
ADA RAMP DETAILS
PER WSDOT STANDARD PLAN F-40.15-02, SEE SHEET C11
VUECRES T II SHOR T PL A T
U150072,32
EL. 375.37
L.
�a
EL. 175.45
R=389707
VUECREST ES TA TES
SITE VOLUME CALCULATIONS
CUT VOLUME FILL VOLUME NET VOLUME
(CU. YDS) (CU. YDS) (CU. YDS.)
16,105 5,719 10,386 EXPORT
(INCLUDES VAULT)
ALL VOLUMES ARE APPROXIMATE AND REPRESENT EXCAVATION 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 SITE EXCA VA TIONS THA T ARE EXCESSI VEL Y OVER THE
OPTIMUM MOISTURE CONTENT WILL REQUIRE MOISTURE CONDITIONING PRIOR TO
376.03 PLACEMENT AND COMPACTION.
EL. 376.13 BASED ON THE CONDITIONS ENCOUNTERED DURING FIELDWORK, THE SITE SOILS
HAVE A MODERATE TO HIGH SENSITIVITY TO MOISTURE. DURING PERIODS OF
DRY WEATHER, THE ON -SITE SOILS SHOULD GENERALLY BE SUITABLE FOR USE
N 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
- EL. 376.21 AS STRUCTURAL FILL SHOULD CONSIST OF A WELL GRADED GRANULAR SOIL
376.11 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
GROUNDWATER SEEPAGE WAS OBSERVED AT ONE TEST PIT LOCATION AT 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 NO TES
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
RESTORA 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 LOTS
GRADE CHANGE BETWEEN LOTS TO OCCUR AT PROPERTY LINES WITH FENCE TO
BE PROVIDED BY THE BUILDER AT HOME CONSTRUCTION.
BUILDING PERMI 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.
RECOMMENDED FOR APPOVAL
BY:
Date:
BY: AI&A
Date: —tom-
BY:
Date:
BY:
Date:
SCALE:
VERTICAL: NAVD �-- CITY OF VUECREST ESTATES & VUECREST II 09.28.15
AS NOTED HORIZONTAL: NAD 1983/83/1991 —
� FIELDBOOK:
R E N TO N ROAD AND GRADING PLAN PAGE:
DRAWING N0;
ONE INCH DATUM
AT FULL SCALE Planning/Building/Public Works Dept. C9
IF NOT ONE INCH —
SCALE ACCORDINGLY i ii -sw791 7 / i ji snn79 .�9 _
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