HomeMy WebLinkAboutCT 2018-0005; VILLAGE WALK; PRELIMINARY GEOTECHNICAL ENGINEERING INVESTIGATION; 2018-01-18-
STRATA-TECH,INC.
===eEDCDNSULTANTS
7372 Walnut Avenue, Unit F ,Buena Park, Gal~omia 90620
January 18, 2018
TMS Highland Investments, LLC
Tony Sfreddo
29250 Paseo Sedano
San Juan Capistrano, California 92675
tsfreddo@icloud.com
714-521-5611
562-427-8099
FAX 714-521-2552
w.o. 284018
MAR O 2 2018
---., OF CARLSBAD
Subject: Preliminary Geotechnical Engineering
Investigation, Proposed 8 Townhouse House
Development, 341-347 Oak Avenue Drive,
Carlsbad, California.
Gentlemen:
Pursuant to your request and authorization, Strata-Tech, Inc., has prepared this geotechnical
investigation at the subject site. The purposes of the investigation were to determine the general
engineering characteristics of the soils on and underlying the site and to provide recommendations
for the design of foundations, pavements and underground improvements.
PROPOSED DEVELOPMENT
It is our understanding that the proposed development will consist of approximately 8 town homes
of wood-frame-stucco construction with semi-subterranean parking and landscaping.
PURPOSE AND SCOPE OF SERVICES
The scope of the study was to obtain subsurface information within the project site area and to
provide recommendations pertaining to the proposed development and included the following:
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TMS Highland Investments, LLC
Geotechnical Engineering Investigation 2
I. A cursory reconnaissance of the site and surrounding areas.
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January 13, 2018
2. Excavation of exploratory geotechnical test borings to determine the subsurface soil and
groundwater conditions.
3. Collection of representative bulk and/or undisturbed soil samples for laboratory analysis.
4. Laboratory analyses of soil samples including determination of in-situ and maximum density,
in-situ and optimum moisture content, shear strength and consolidation characteristics,
expansion potential.
5. Preparation of this report presenting results of our investigation and recommendations for the
proposed development.
SITE CONDITIONS
The subject site is a rectangular developed lot on the south side of Oak Drive, east of intersection
with Pacific Coast Hwy, Carlsbad, California. The property is developed with single story
residential Fourplex structures, landscaping and appurtences. The site slopes very gently toward
the north toward Oak.
The site location is shown on the attached vicinity Map, Plate No. I.
Site configuration is further illustrated on the Site Plan, Plate 2.
FIELD INVESTIGATION
The field investigation was performed on January 4, 2018, consisting of two hand auger borings.
The locations are shown on the attached Site Plan, Plate 2. As the excavation progressed,
VICINITY MAP
Geotechnical Engineering Investigation
341-347 Oak Ave
Carlsbad, California
STRATA -TECH, INC.
Work Order 284018
Plate No. 1
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TMS Highland Investments, LLC
Geotechnical Engineering Investigation
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January 13, 20 I 8
personnel from this office visually classified the soils encountered, and secured representative
samples for laboratory testing.
Description of the soils encountered is presented on the attached Record of Subsurface Exploration
Logs. The data presented on these logs is a simplification of actual subsurface conditions
encountered and applies only at the specific boring location and the date excavated. It is not
warranted to be representative of subsurface conditions at other locations and times.
EARTH MATERIALS
Earth materials encountered within the exploratory test borings were visually logged by a
representative from STRATA-TECH, Inc. The materials were classified as artificial fill and native
soils.
Native soils consisted of a silty residual sandy soil to a maximum depth explored of 12 feet in test
pit 2. Groundwater was not encountered in any of our subsurface exploration.
SEISMICITY
Southern California is located in an active seismic region. Moderate to strong earthquakes can
occur on numerous faults. The United States Geological Survey, California Division of Mines and
Geology, private consultants, and universities have been studying earthquakes in
Southern California for several decades. The purpose of the code seismic design parameters is to
prevent collapse during strong ground shaking. Cosmetic damage should be expected.
The principal seismic hazard to the subject property and proposed project is strong ground shaking
from earthquakes produced by local faults. Secondary effects such as surface rupture, lurching, or
flooding are not considered probable.
2013 I.B.C. SEISMIC DESIGN VALVES
Site Coordinates 33.15°N, 117.34°W
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Geotechnical Engineering Investigation
4
Site Soil Classification Site Class D -"Stiff Soil"
Risk Category I/II/III
Ss = 1.146 g
S1 = 0.440 g
SMs = 1.194 g
SM1 = 0.686 g
CONCLUSIONS AND RECOMMENDATIONS
Sos= 0.796 g
Soi= 0.457 g
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January 13, 2018
Development of the site as proposed is considered feasible from a soils engineering standpoint,
provided that the recommendations stated herein are incorporated in the design and are
implemented in the field. Recommendations are subject to change based on review of final
foundation and grading plans.
It is recommended that the proposed structures be entirely supported by compacted fill.
A minimum 2-foot thick compacted fill blanket below the bottom of the footings is
recommended. The over excavation requirement is 2 foot below footings, or 4 feet deep for 2 foot
footings. The upper 3-feet are loose unsuitable for structural support.
For other minor structures such as property line walls or retaining walls less than 4 feet high,
competent native soils or compacted fill may be used for structural support.
PROPOSED GRADING
Grading plans were not available at the time our work was performed. It is assumed that
proposed grades will not differ significantly from existing grades.
recommendations are subject to change based on review of final grading plans.
GRADING RECOMMENDATIONS
The following
Removal and recompaction of existing fill and loose native soils will be required to provide
adequate support for foundations and slabs on grade. The depth of removal shall be 2 foot below
STRATA-TECH, INC
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Geotechnical Engineering Investigation
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January 13. 2018
the bottom of the footings, which is estimated to be at least 2-6 feet below existing grade. The
over excavation requirement is 2 foot below footings, or 4 feet deep for 2 foot footings.
Earthwork for foundation support shall include the entire building pad and shall extend a
minimum of 5 feet outside exterior footing lines where feasible or to property line. Care shall be
exercised not to undermine hardscape, walls, or pavements that are located on adjacent
properties. If removals extend to off site structures or concrete block perimeter walls that are
located within 4-feet from the bottom excavation, then slot cutting or shoring will be required.
The exposed excavation bottom shall be observed and approved by STRATA-TECH, Inc. and
the City's grading inspector prior to processing. Dependent on field observations, removals may
be adjusted up or down. Subsequent to approval of the excavation bottom, the area shall be
scarified 6 inches, moisture conditioned as needed, and compacted to a minimum of 90 percent
relative compaction.
Fill soils shall be placed in 6 to 8 inch loose lifts, moisture conditioned as needed, and
compacted to a minimum of 90 percent relative compaction. This process shall be utilized to
finish grade.
Grading for hardscape areas shall consist of removal and recompaction of soft surficial soils.
Removal depths are estimated at 3 feet. Earthwork shall be performed in accordance with
previously specified methods.
Grading and/or foundation plans shall be reviewed by the soil engineer. All recommendations are
subject to modification upon review of such plans.
FOUNDATIONS ON COMPACTED FIL
The proposed building may be supported by continuous spread and isolated footings placed a
minimum depth of 24 inches below lowest adjacent grade utilizing an allowable bearing value of
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Geotechnical Engineering Investigation
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January 13, 2018
2,000 pounds per square foot. This value is for dead plus live load and may be increased 1/3 for
total including seismic and wind loads where allowed by code.
Minimum Minimum Bearing Increase
Maximum
Type Depth Width Value Width Depth (pst)
(inches) (inches) (pst) (psf/ft) (psf/ft)
Continuous 24 12 2000 180 440 3500
Interior Pad 18 24 2000 180 440 3500
It is recommended that all footings be reinforced with a minimum of two no. 4 bars ( I top and I
bottom). The structural engineer's reinforcing requirements should be followed if more
stringent.
Footing excavations shall be observed by a representative of STRATA-TECH, Inc. prior to
placement of steel or concrete to verify competent soil conditions. If unacceptable soil
conditions are exposed mitigation will be recommended.
FOUNDATIONS ON COMPETENT NATIVE SOILS -for Minor Structures
Minor structures may be supported by continuous spread footings placed a minimum depth of
24 inches below lowest adjacent grade. An allowable bearing value of 1,500 pounds per square foot
may be used in design. This value is for dead plus live load and may be increased 1/3 for total
including seismic and wind loads where allowed by code.
All footing excavations shall be observed by a representative of STRATA-TECH, Inc. prior to
placement of steel or concrete to verify competent soil conditions. If unacceptable soil conditions
are exposed, mitigation will be recommended.
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Geotechnical Engineering Investigation
LATERAL DESIGN
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January 13. 20 I 8
Lateral restraint at the base of footings and on slabs may be assumed to be the product of the dead
load and a coefficient of friction of .30. Passive pressure on the face of footings may also be used
to resist lateral forces. A passive pressure of zero at the surface of finished grade, increasing at the
rate of 300 pounds per square foot of depth to a maximum value of 3,000 pounds per square foot,
may be used for compacted fill or native soils at this site. When passive pressure and friction are
combined for evaluating the lateral resistance, the value of the passive pressure should be limited to
2/3 of the values given above.
RETAINING WALLS
Unrestrained walls up to 5-feet in height retaining drained earth may be designed for the following:
Surface Slope of Retained Material Equivalent Fluid Pressure Pounds
Horizontal to Vertical Per Cubic Foot
Level 30
5 to 1 32
4 to I 35
3 to I 38
2 to I 43
These values include seismic loading. Backfill should consist of clean sand and gravel. While all
backfills should be compacted to the required degree, extra care should be taken working close to
walls to prevent excessive pressure. Retaining walls should include subdrains consisting of 4-inch,
SCH 40 or SDR 35 perforated pipe surrounded by I cubic foot per lineal foot of crushed rock. All
wall backfill should be compacted to a minimum of 90 percent relative compaction.
All retaining structures should include appropriate allowances for anticipated surcharge loading,
where applicable. In this regard, a uniformly distributed horizontal load equal to one-half the
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Geotechnical Engineering Investigation 8 w. 0. 284018
January 13. 2018
vertical surcharge shall be applied when the surcharge is within a horizontal distance equal to the
wall height.
Retaining wall footing excavations shall be founded entirely in competent native soils or
compacted fill. Footing bottoms shall be observed by a representative of STRATA-TECH, Inc., to
verify competent conditions.
EXPANSIVE SOILS
Results of expansion tests indicate that the near surface soils have a low-Very low expansion
potential.
SETTLEMENT
The maximum total post-construction settlement is anticipated to be on the order of 1/2 inch.
Differential settlements are expected to be less than 1/2 inch, measured between adjacent structural
elements(20').
SUBSIDENCE & SHRINKAGE
Subsidence over the site during grading is anticipated to be on the order of .5 feet. Shrinkage of
reworked materials should be in the range of IO to 15 percent.
HARDSCAPE SLABS
The surface soils are non-plastic with low expansion potential.
Where concrete slabs on grade are utilized, the slab shall be supported on at least I foot of
engineered fill compacted to a minimum of 90 percent relative compaction. Slabs should be at
least 4 inches thick and reinforced with a minimum of no. 3 bars 24 inches on center both ways.
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STRATA-TECH, INC
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Geotechnical Engineering Investigation
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January 13, 2018
The soil should be kept moist prior to casting the slab. However, if the soils at grade become
disturbed during construction, they should be brought to approximately optimum moisture content
and rolled to a firm, unyielding condition prior to placing concrete.
In areas where a moisture sensitive floor covering will be used, a vapor barrier consisting of a
plastic film (6 ml polyvinyl chloride or equivalent) should be used. The vapor barrier should be
properly lapped and sealed. Since the vapor barrier will prevent moisture from draining from fresh
concrete, a better concrete finish can usually be obtained if at least 2 inches of wet sand is spread
over the vapor barrier prior to placement of concrete.
UTILITY LINE BACKFILLS
All utility line backfills, both interior and exterior, shall be compacted to a minimum of 90 percent
relative compaction and shall require testing at a maximum of2-foot vertical intervals.
DRAINAGE
Positive drainage should be planned for the site. Minimum drainage should be 2 percent for
landscape areas and I percent for hardscape. Drainage should be directed away from structures via
non-erodible conduits to suitable disposal areas. The structure should utilize roof gutters and down
spouts tied directly to yard drainage to allow stormwater to be dispersed away from the building
foundations.
Unlined flowerbeds, planters, and lawns should not be constructed against the perimeter of the
structure. If such landscaping ( against the perimeter of a structure) is planned, it should be
properly drained and lined or provided with an underground moisture barrier. Irrigation should be
kept to a minimum.
STRATA-TECH,INC.
GE •C •NSULTANTS
TMS Highland Investments, LLC
Geotechnical Engineering Investigation
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January 13, 2018
This report is issued with the understanding that it is the responsibility of the owner, or of his
representative, to ensure that the information and recommendations contained herein are called to
the attention of the engineers for the project and incorporated into the plans and that the necessary
steps are taken to see that the Contractors and Subcontractors carry out such recommendations in
the field.
ENGINEERING CONSULTATION, TESTING & OBSERVATION
We will be pleased to provide additional input with respect to foundation design once methods of
construction and/or nature of imported soil has been determined.
Grading and foundation plans should be reviewed by this office prior to commencement of grading
so that appropriate recommendations, if needed, can be made.
Areas to receive fill should be inspected when unsuitable materials have been removed and prior to
placement of fill, and fill should be observed and tested for compaction as it is placed.
AGENCY REVIEW
All soil, geologic and structural aspects of the proposed development are subject to the review and
approval of the governing agency(s). It should be recognized that the governing agency (s) can
dictate the manner in which the project proceeds. They could approve or deny any aspect of the
proposed improvements and/or could dictate which foundation and grading options are acceptable.
Supplemental geotechnical consulting in response to agency requests for additional information
could be required and will be charged on a time and materials basis.
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STRATA-TECH,INC.
GECJCCJNSULTANTS
TMS Highland Investments, LLC
Geotechnical Engineering Investigation
LIMITATIONS
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This report presents recommendations pertaining to the subject site based on the assumption that
the subsurface conditions do not deviate appreciably from those disclosed by our exploratory
excavations. Our recommendations are based on the technical information, our understanding of
the proposed construction, and our experience in the geotechnical field. We do not guarantee the
performance of the project, only that our engineering work and judgments meet the standard of care
of our profession at this time.
In view of the general conditions in the area, the possibility of different local soil conditions may
exist. Any deviation or unexpected condition observed during construction should be brought to
the attention of the Geotechnical Engineer. In this way, any supplemental recommendations can be
made with a minimum of delay necessary to the project.
If the proposed construction will differ from our present understanding of the project, the existing
information and possibly new factors may have to be evaluated. Any design changes and the
finished plans should be reviewed by the Geotechnical Consultant. Of particular importance would
be extending development to new areas, changes in structural loading conditions, postponed
development for more than a year, or changes in ownership.
This report is issued with the understanding that it is the responsibility of the owner, or of his
representative, to ensure that the information and recommendations contained herein are called to
the attention of the Architects and Engineers for the project and incorporated into the plans and that
the necessary steps are taken to see that the contractors and subcontractors carry out such
recommendations in the field.
This report is subject to review by the controlling authorities for this project.
We appreciate this opportunity to be of service to you.
r
STRATA-TECH,INC.
13E:CCCNSULTANTS
TMS Highland Investments, LLC
Geotechnical Engineering Investigation
Respectfully submitted,
STRATA-TECH, INC.
Roland Acufia
President
Enclosures:
12
Larry Finley
RCE46606
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Appendix A: Laboratory Results and Engineering Calculations
Appendix B: Specifications for Grading
Plate 1: Vicinity Map
Plate 2: Site Plan and Boring Location Map
Test Boring Logs
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January 13, 2018
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STRATA·TECH,INC.
GEOCONSULTANTS
APPENDIX A
This appendix contains a description of the field investigation, laboratory testing procedures and
results, site plan, and exploratory logs.
FIELD INVESTIGATION
The field investigation was performed on January 4, 2018, consisting of the excavation of two
exploratory hand auger borings at locations shown on the attached Site Plan, Plate 2. As
excavation progressed, personnel from this office visually classified the soils encountered, and
secured representative samples for laboratory testing
Sample Retrieval
Undisturbed samples of earth materials were obtained at frequent intervals by driving a thin-
walled steel sampler by slide hammer. The material was retained in brass rings of 2.41 inches
inside diameter and 1.00 inch height. The central portion of the sample was in close-fitting,
watertight containers for transportation to the laboratory.
Descriptions of the soils encountered are presented on the attached boring Logs. The data
presented on these logs is a simplification of actual subsurface conditions encountered and applies
only at the specific boring location and the date excavated. It is not warranted to be representative
of subsurface conditions at other locations and times.
Laboratory Testing
Field samples were examined in the laboratory and a testing program was then established to
develop data for preliminary evaluation of geotechnical conditions.
Moisture Density
Field moisture content and dry density were determined for each of the undisturbed soil samples.
The dry density was determined in pounds per cubic foot. The moisture content was determined as
a percentage of the dry soil weight. The results of the tests are shown in the test results section of
this appendix.
Compaction Character
Compaction tests were performed on bulk sample of the existing soil in accordance with ASTM
D1557-07. The results of the tests are shown in the test results section of this appendix.
Shear Strength
The ultimate shear strengths of the soil, remolded soil, highly weathered bedrock and bedrock was
determined by performing direct shear tests. The tests were performed in a strain-controlled
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machine manufactured by GeoMatic. The rate of deformation was 0.005 inches per minute.
Samples were sheared under varying confining pressure, as shown on the "Shear Test Diagrams".
The samples indicated as saturated were artificially saturated in the laboratory and were shear
under submerged conditions. The results of tests are based on 80 percent peak strength or ultimate
strength, whichever is lower, and are attached. In addition, a shear was performed on an upper
layer sample remolded to 90-percent of the laboratory standard with low confining pressure.
TEST RESULTS
Maximum Density/Optimum Moisture (ASTM:D-1557-07)
Boring Depth in Feet Maximum Density Optimum Moisture
(ncfl (%)
2 1 -3 126 10.5
In-Situ Dry Density/ Moisture
Boring Depth in Feet Dry Density Moisture
(net) (%)
1 2 112.0 9.1
2 5 114.1 11.0
2 10 113.7 11.9
Direct Shear
Cohesion Angle oflntemal
Boring Depth in Feet (psf) Friction
(dePTees)
2 1-3 125 32
2 5 110 34
~--
SHEAR TEST RESULT
[ Hb-2@5 Feet t
4
3
~ ¢!
ti-✓ ~ •
C. 2 /
~ V "' "' a, ~ / -en
1
• V f/
0
0 1 2 3 4
Confining Pressure (kips/sq. ft.)
Stress -Displacement Diagram
C 4 "' •1 KIP 6 3
"' 2 ~••····~ """" """" .... •2KIP "' ••••••••• ~ 1 ............... ..................... ,.. ... .&3 KIP u5 0
0 1 2
Horizontal Displacement (X 1/10 inch)
insitu samples were submerged for at least 24 hours.
The sample had a density of 114 lbs./cu.fl. and a moisture content of 17.2 %.
Cohesion = 110 psf
Friction Angle= 34 degrees
Based on Ultimate Strength
Geotechnical Engineering Investigation Work Order 284018
341-347 Oak Ave
Carlsbad, California Plate No.
STRATA -TECH, INC.
SHEAR TEST RESULT
[ Hb-2 @ 1 to 3 Feet (Remolded to 90% R.C.) l
4
3
= ti-~ ,/ C. ;g 2 ,,, ,,,
~ ' -/ CJ)
1 ,/
/
0
0 1 2 3 4
Confining Pressure (kips/sq. ft.)
Stress -Displacement Diagram
C l 1.,,u!!!!f::::::::fil ,,, •1 KIP 6 ,,, •2KIP (/)
~ -',3KIP in
0 1 2
Horizontal Displacement (X 1/10 inch)
Remolded samples were submerged for at least 24 hours.
The sample had a density of 115.2 lbs./cu.ft. and a moisture content of 16.8 %.
Cohesion = 125 psf
Friction Angle = 32 degrees
Based on 80% Peak Strength or Ultimate Strength, Whichever is lower
Geotechnical Engineering Investigation Work Order 284018
341-347 Oak Ave
Carlsbad, California Plate No.
STRATA -TECH, INC.
Proposed
Retaining
Wall
PA
H
ACTIVE PRESSURE
I· D • I
Free Body Diagram
PA
He
lw
L
Slip Line
H = 6 ft
He= 3.3 ft
§ = 57.1 °
F.S. = 1.50
"lam=
C =
,<'-=
125 pef = 0.125 kef
110 psf = 0.11 ksf
34 °
Cm= CI F.S. = 0.07 ksf
)(Im= tan-1 ( tan ,<I/ F.S.) 24.21 degrees
D = ( H -He ) tan ( 90° -§ ) = 1. 75 ft
L = ( ( H -He ) 2 + D 2 ) 112 = 3.22 ft
W = A ")om= 0.5 D ( H + He) ")o 1.02 kips/LF
b
W=a +b
a= Cm L sin ( 90° +,<Im) I sin ( § -,<Im)= 0.38 kips/LF
b = W -a = 0.64 kips/LF
PA= b tan ( § -)(Im)= 0.41 kips/LF
Design EFP = 2 PA/ H 2 = 22.8 pef Use 30 pct
Geoteehnieal Engineering Investigation
341-347 Oak Ave
Work Order 284018
Carlsbad, CA Plate No.
STRATA -TECH, INC.
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RECORD OF SUBSURFACE EXPLORATION
en ~~ ~ Li'. Date Preliminary Geotechnical Investigation
.91 ;~ C: en ~ a. :::, 2:-a, 0 .<: 341-347 Oak ave E .; "O •-9, C. "' ·a~ 2:-<fl a,
:;!!..-• • Carlsbad, California
u B Work Order 284018 Test Pit No. 1
Descriotion of Earth Materials
0 -Orange-Brown, fn sand
2 -Orange-brown , fn-med Sand,w/trace of clay, dry
3.2 113 4 -
6 -Orange-tan, fn-med , silty sand, dry
8 -Bottom at 8' Feet. No Ground Water. No Caving.
RECORD OF SUBSURFACE EXPLORATION
~~ ~ ~ Date 1/0/1900 Preliminary Geotechnical Investigation en -;.~ ..; a, C: !:!:.. a. 5 2:-en~ a, 0 .<: 341-347 Oak ave E .; "O •-9, C. "' ·o ;;:R. 2:-a, <fl :; !!..-• • Carlsbad, California
u B Work Order 284018 Test Pit No. 2
Descriotion of Earth Materials
0 -Brown, Silty Sand w/ Roots
5 -Orange-Brown, fn-med, Sand , dry
7.2 114.1
10 -9.1 113.9 Yellow-Tan Sand, Dense, damp
15 -
Bottom at 15 Feet. No Ground Water. No Caving. -
STRATA -TECH, INC.
BORING LOCATION MAP
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PLATE:2
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STRATA-TECH,INC.
GE •C •NSULTANTS
SITE CLEARING
APPENDIXB
SPECIFICATIONS FOR GRADING
All existing vegetation shall be stripped and hauled from the site.
PREPARATION
After the foundation for the fill has been cleared, plowed or scarified, it shall be disced or bladed
until it is uniform and free from large clods, brought to a proper moisture content and compacted to
not less than 90 percent of the maximum dry density in accordance with ASTM:D-1557-02 (5
layers -25 blows per layer; 10 lb. hammer dropped 18"; 4" diameter mold).
MATERIALS
On-site materials may be used for fill, or fill materials shall consist of materials approved by the
Soils Engineer and may be obtained from the excavation of banks, borrow pits or any other
approved source. The materials used should be free of vegetable matter and other deleterious
substances and shall not contain rocks or lumps greater than 8 inches in maximum dimension.
PLACING, SPREADING, AND COMPACTING FILL MATERIALS
Where natural slopes exceed five horizontal to one vertical, the exposed bedrock shall be benched
prior to placing fill.
The selected fill material shall be placed in layers which, when compacted, shall not exceed 6
inches in thickness. Each layer shall be spread evenly and shall be thoroughly mixed during the
spreading to ensure uniformity of material and moisture of each layer.
Where moisture of the fill material is below the limits specified by the Soils Engineer, water shall
be added until the moisture content is as required to ensure thorough bonding and thorough
compaction.
Where moisture content of the fill material is above the limits specified by the Soils Engineer, the
fill materials shall be aerated by blading or other satisfactory methods until the moisture content is
as specified.
After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted to not
less than 90 percent of the maximum dry density in accordance with ASTM:D-1557-02 (5 layers -
25 blows per layer; 10 lbs. hammer dropped 18 inches; 4" diameter mold) or other density tests
which will attain equivalent results.
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STRATA-TECH, INC
GECCCNBULTANTB
Compaction shall be by sheepsfoot roller, multi-wheel pneumatic tire roller or other types of
acceptable rollers.
Rollers shall be of such design that they will be able to compact the fill to the specified density.
Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling of
each layer shall be continuous over the entire area and the roller shall make sufficient trips to
ensure that the desired density has been obtained. The final surface of the lot areas to receive slabs
on grade should be rolled to a dense, smooth surface.
The outside of all fill slopes shall be compacted by means of sheepsfoot rollers or other suitable
equipment. Compaction operations shall be continued until the outer 9 inches of the slope is at
least 90 percent compacted. Compacting of the slopes may be progressively in increments of 3 feet
to 5 feet of fill height as the fill is brought to grade, or after the fill is brought to its total height.
Field density tests shall be made by the Soils Engineer of the compaction of each layer of fill.
Density tests shall be made at intervals not to exceed 2 feet of fill height provided all layers are
tested. Where the sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches
and density readings shall be taken in the compacted material below the disturbed surface. When
these readings indicate that the density of any layer of fill or portion there is below the required 90
percent density, the particular layer or portion shall be reworked until the required density has been
obtained.
The grading specifications should be a part of the project specifications.
The Soil Engineer shall review the grading plans prior to grading.
INSPECTION
The Soil Engineer shall provide continuous supervision of the site clearing and grading operation
so that he can verify the grading was done in accordance with the accepted plans and
specifications.
SEASONAL LIMITATIONS
No fill material shall be placed, spread or rolled during unfavorable weather conditions. When
work is interrupted by heavy rains, fill operations shall not be resumed until the field tests by the
Soils Engineer indicate the moisture content and density of the fill are as previously specified.
EXPANSIVE SOIL CONDITIONS
Whenever expansive soil conditions are encountered, the moisture content of the fill or
recompacted soil shall be as recommended in the expansive soil recommendations included
herewith.