Kewaunee Scientific - 2016-090 C1.1 082718

C1.1
SITE DETAILS

PSB
08/27/18
40 0 40 80 16020
GRADING NOTES:
1.Fill embankments shall be formed of suitable material placed in successive lifts not to exceed 6".
No stumps, trees, brush, rubbish or other unsuitable materials or substances shall be placed in
the embankment. Each lift shall be thoroughly compacted. Embankments over and around all
pipe culverts shall be of select material thoroughly tamped and compacted.
2.All backfill shall be non-plastic in nature, free from roots, vegetative matter, waste, construction
materials, or other objectionable material. Said material shall be capable of being compacted by
mechanical means and the material shall have no tendency to flow or behave in a plastic matter
under tamping blows or proof rolling.
3.Compaction requirements shall be attained by the use of mechanical compaction methods. Each
lift of backfill material shall be placed loose and thoroughly compacted in place.
4.Any areas requiring undercut shall be discussed with the engineer prior to performing any
excavation of said areas.
5.All trenches within street right-of-way shall be backfilled with suitable material immediately after
pipe is laid. The backfill around all pipe shall be placed in 6" max. lifts. each lift shall be
compacted thoroughly.
6.If there is topsoil remaining upon completion of grading, utilize remaining topsoil in the
construction of berms around the perimeter of the property.
7.The sub grade preparation should consist of stripping all topsoil,rootmat, and existing fill material
from the build, pavement, and concrete walkway areas. we recommend that clearing and
earthwork be extended a minimum of 10 feet beyond the building and pavement limits. stripping
limits should be extended an additional 1 foot for each foot of fill required at the building's
exterior edge.
8.After stripping to the desired grade and before fill placement, the stripping surface should be
proofrolled using a loaded tandem-axle dump truck, having an axle load of at least 10 tons. a
qualified technician or the project Geotechnical Engineer should evaluate soft or unsuitable
materials encountered during this proofrolling.
9.Fill should be uniformly compacted in 8 inch loose lifts to at least 95% of the maximum dry
density as per ASTM Specification D-698. The upper 18 inches of fill beneath floor slabs and
sidewalks should be compacted to 100% of the maximum dry density as per ASTM Specification
D-698. The upper 24 inches of fill below pavements should be compacted to 95% of the
maximum dry density as per ASTM Specification D-698. In cut areas, the sub grade should be
considered stable via a proofroll in structural areas.
10.Soil to be used as fill should be approved by the Goetechnical Engineer and consist of material
free of organic matter and debris, and have a liquid limit and plasticity index less than 40 and 15
respectively.
11.Before fill placement begins, representative samples of each proposed material should be collected
and tested to determine its compaction and classification characteristics. Once compaction
begins, a sufficient number of density tests should be performed by an experienced engineering
technician working under the direct supervision of the Geotechnical Engineer to measure the
degree of compaction being obtained. At least one compaction test to be performed for 2,500
square foot area per lift of fill.
SEE PLAN FOR WIDTH
4"
4"
1/8"
4"
1/2"
1/8" - 1/4"
3' MIN. TO REMAIN
10'
4'
IN-LINE CLEANOUT
TERMINAL CLEANOUT
SANITARY SEWER LATERAL
CLEAN OUT
8/27/18
ISSUES/REVISIONS
ISSUED DATE :
DESIGN NO. :DRAWN BY :2016-090
REV DATE DESCRIPTION BY
190 WILSON PARK ROAD : STATESVILLE, NC 28625-8506
TM
G.L. WILSON
BUILDING COMPANY
PHONE [phone] FAX [phone] EMAIL [e-mail]
Commercial and Industrial Construction Since 1945
2340 West Front Street
Statesville, North Carolina 28677
A PROPOSED EXPANSION FOR:
C COPYRIGHT 2018
KEWAUNEE
THIS DRAWING IS THE PROPERTY OF THE
CONTRACTOR. REPRODUCTION OR REUSE
IN PART OR IN WHOLE, WITHOUT WRITTEN
PERMISSION IS FORBIDDEN.
SCIENTIFIC
ISFESRO NSEAL
26975
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