HomeMy WebLinkAboutSubsoils Report for Foundation DesignGrand Valley Consulting, LLC dba
RESIDENTIAL SOIL INVESTIGATION
310 Eagle Ridge Drive
Battlement Mesa, Colorado
Prepared For:
Stan Daily
970-404-5415
Sdaily2000 _yahoo.com
Job No. 4,506
October 30, 2020
(970) 261-3415 • jwithers@geotechnicalgroup.net
3510 Ponderosa Way, Grand Junction, Colorado 81506
TABLE OF CONTENTS
SCOPE............................................................................................................................1
SUMMARYOF CONCLUSIONS.................................................................................... 2
SITECONDITIONS.........................................................................................................3
SITEGEOLOGY.............................................................................................................3
SUBSURFACECONDITIONS........................................................................................4
RESIDENCEFOUNDATIONS........................................................................................5
FOOTINGFOUNDATION.................................................................................................... 6
FLOORSYSTEMS..........................................................................................................7
BELOW -GRADE CONSTRUCTION............................................................................... 9
CONCRETE..................................................................................................................10
SURFACEDRAINAGE.................................................................................................10
CONSTRUCTION MONITORING.................................................................................12
LIMITATIONS...............................................................................................................12
FIG. 1 - SITE VICINITY MAP
FIG. 2 - LOCATIONS OF EXPLORATORY PITS
FIGS. 3-4 - LOGS OF EXPLORATORY PITS
FIG. 5 - SWELL/CONSOLIDATION TEST RESULTS
FIG. 6 - MOISTURE -DENSITY RELATIONSHIP TEST REPORT
FIG. 7 - INTERIOR WALL DRAIN CONCEPT
FIG. 8 - EXTERIOR WALL DRAIN CONCEPT
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
SCOPE
This report presents the results of a residential soil investigation for the proposed
single-family residence to be located at 310 Eagle Ridge Drive in Battlement Mesa,
Colorado. Our investigation was conducted to explore subsurface conditions and provide
foundation recommendations for the proposed structure. The report includes descriptions
of subsoil and groundwater conditions found in two exploratory pits, recommended
foundation and floor support systems, allowable design soil pressures, and design and
construction criteria for details influenced by the subsurface conditions. This investigation
was performed in general conformance with our proposal No. 20-0656 dated 9-16-2020.
This investigation used test pits, made by others, as opposed to exploratory borings in
order to reduce cost and time. Care should be taken to avoid locations of proposed and
future structures with the test pits and to place backfill in a well compacted manner, as
detailed in the "RESIDENCE FOUNDATIONS" section of this report.
The report was prepared from data developed during our field exploration,
laboratory testing, engineering analysis and experience with similar conditions. A brief
summary of our conclusions and recommendations follows. Detailed criteria are
presented within the report.
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SUMMARY OF CONCLUSIONS
1. Subsurface conditions encountered in the two exploratory pits consisted 2
to 3 feet of man-made fill underlain by clayey, gravelly sand with cobbles in
TP-1 and sandy, gravelly clay with cobbles in TP-2 to the maximum depth
explored of 8 feet and 5 feet respectively. Both pits encountered virtual
backhoe refusal at the maximum depth excavated. Groundwater was not
encountered at the time of investigation.
2. Construction should not bear on locations of the test pits noted on Fig. 2.
Former test pits should be backfilled as described in the "RESIDENCE
FOUNDATIONS" section of the report.
3. Recommendations for footing foundations placed on well compacted soil
subgrade and at least 2 feet of well compacted structural fill are presented
herein. A discussion, including detailed design and construction criteria are
included in the text of the report.
4. We believe slab -on -grade construction supported by the soils encountered
will have some potential for movement. Finished living areas should be
structurally supported floors. Additional discussion, including design and
construction criteria, is included in the text of the report.
5. Surface drainage should be designed for rapid runoff of surface water away
from the proposed structure in each direction. It is very important to control
water sources and provide proper drainage as these are common causes of
distress.
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GEG Job No. 4,506
SITE CONDITIONS
The subject site was located at 310 Eagle Ridge Drive in Battlement, Colorado. A
vicinity map showing the site location is included as Fig. 1. The subject site was barren
with scattered cobbles and weeds. We observed existing single family residences to the
north and east of the site. We observed a vacant lot to the southwest of the subject site. A
paved street was located toward the north and east. The subject site slopes down
towards the southwest at 6-7 percent as measured by hand level and pacing.
SITE GEOLOGY
Near site geology was identified on the Geologic Map of the Grand Valley
Quadrangle, Garfield County, Colorado by John R. Donnell, Warren E. Yeend, and
Marjorie C. Smith, 1986 as alluvial terrace and fan gravel deposits (Pleistocene pre -Bull
Lake age). We did not find the underlying overconsolidated strata, to the depths
investigated, at time of investigation.
PROPOSED CONSTRUCTION
Proposed construction includes an approximate 1,830 square foot residence with 3
Y2 car attached garage. It will be one story, wood framed and have no below grade or
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basement areas. Foundations are anticipated to be a footing with grade beam with a
structurally supported wood floor. We are requested to use test pits as opposed to
exploratory borings in order to reduce costs and to reduce timing. Care should be taken to
avoid locations of all future structures with the test pits and to place backfill in a well
compacted manner, after this investigation. This is to help mitigate potential of damage
caused by settlement of test pit backfill. If proposed construction is different than what is
described above, we should be notified so that we can re-evaluate the recommendations
given.
SUBSURFACE CONDITIONS
Subsurface conditions at the site were investigated by observing and sampling the
soils encountered in two test pits as excavated by others. Location of the exploratory test
pits are shown on Fig. 2. A summary log of the soils found in the exploratory test pits and
field penetration resistance tests are presented on Figs. 3 and 4. Subsurface conditions
encountered in the two exploratory pits consisted 2 to 3 feet of man-made fill underlain by
clayey, gravelly sand with cobbles in TP-1 and sandy, gravelly clay with cobbles in TP-2
to the maximum depth explored of 8 feet and 5 feet respectively. Both pits encountered
virtual backhoe refusal at the maximum depth excavated. The man-made fill was sandy to
clayey, loose, dry and tan. The clayey, gravelly sand with cobbles was medium dense,
dry and tan. The sandy, gravelly clay with cobbles was very stiff, dry and brown. Hoe
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refusal was encountered in both TPs in stacked cobbles/gravels/boulders. The
Groundwater was not encountered at time of investigation.
One clayey sand sample from TP-1 at 3-6 feet depth was tested for one
dimensional swell/consolidation characteristics. The sample tested had a moisture
content of 12.3 percent, a dry density of 87 pcf and exhibited 0.6 percent consolidation
when wetted under a confining pressure of 500 psf. One sandy clay sample from TP-2 at
3-5 feet depth tested had a moisture content of 7.6 percent, a liquid limit of 44, a plasticity
index of 24 and had 66 percent passing the No. 200 sieve (silt and clay sized particles).
One sandy clay combined sample from TP-1 and TP-2 at 0-3 feet depth tested had a
moisture content of 7.8 percent, a liquid limit of 49, a plasticity index of 18, had 65 percent
passing the No. 200 sieve, had 1,700 ppm water soluble sulfates and when tested for
standard Proctor values was found to have a maximum dry density of 90 pcf and an
optimum moisture content of 28.0 percent. Results of laboratory testing are shown on
Figs. 5 and 6 and summarized on Table I.
RESIDENCE FOUNDATIONS
This investigation indicates subsurface conditions at foundation levels consists of
man-made fill (dry and relatively loose) underlain by sandy gravel and cobble. Areas of
previous construction and test pits should be avoided. If any existing fill is found in the
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excavation, it should be completely removed and replaced with well compacted and
tested structural fill. These soils exhibited some consolidation potential in laboratory tests.
Recommendations for footings placed on well compacted native subgrade soil and at
least 2 feet well compacted structural fill are presented herein. These criteria were
developed from analysis of field and laboratory data and our experience. Combined
foundation systems (such as slab) should be avoided. The additional requirements of the
structural engineer and structural warrantor (as applicable) should also be considered.
Footing Foundation
1. Footing foundations bearing on scarified, moisture conditioned and well
compacted native soil subgrade and at least 2 feet of well compacted
granular structural fill can be designed for a maximum allowable soil
bearin ressure of 3,000 pounds er square foot (psf). If soft or yielding
soils are found in excavation, conditions may require stabilization such as
alternating layers of a geogrid product and crushed/angular rock. Actual
stabilization will be dependent on actual conditions encountered.
2. Grade beams should be well reinforced, both bottom and top, to resist a
simple span of at least 12 feet. Reinforcing should be designed by a
licensed structural engineer. We recommend a minimum continuous
footing width of 18-inches and minimum isolated pad of 30 inches square.
3. The completed excavation, within 2 feet horizontally of foundation, should
be scarified a depth of 10-inches, moisture conditioned to within 2 percent
of optimum moisture content and compacted to at least 95 percent of
standard Proctor maximum dry density (ASTM D698) and tested prior to
placing structural fill. If loose or yielding conditions are encountered in the
open excavation, they should be removed and replaced with well
compacted structural fill. Structural fill should consist of a crushed granular
material or soil with a maximum particle site of 2 inches, a maximum liquid
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limit of 30 and a maximum of 15 percent passing the No. 200 sieve. The
existing site soils less than 6-inches diameter are suitable for reuse. After
excavation bottom proof roll using a heavy pneumatic tired vehicle such as
a front end loader with full bucket and compaction testing show suitable
subgrade preparation. Structural fill should be placed in 10-inch maximum
loose lifts and compacted as stated above (imported granular fill compacted
to at least 95% maximum modified Proctor dry density ASTM D1557). Our
representative should be called to test compaction of subgrade (or provide
stabilization recommendations and observations, as applicable) and test
compaction of each foot of the structural fill, prior to forming.
4. Exterior walls must be protected from frost action. We understand there is
a 36-inch minimum frost depth in the Garfield County area. We
recommen re ing code for frost protection
requirements.
5. Completed excavations should be inspected by a representative of our
firm, prior to forming, to confirm that the soils are as anticipated from the
exploratory test borings and to test compaction.
FLOOR SYSTEMS
We anticipate soils in the zone supporting shallow slabs may have low potential to
cause slab movement and related damages. Some movement must be assumed from an
increase in moisture by site and adjacent area development and associated landscaping
and irrigation. To our knowledge, the only reliable solution to control floor movement is
the construction of a structurally supported floor with at least a 12-inch (likely 24 or 36-
inch) air space between the floor and subgrade. In our opinion, structural floors should be
used in all areas. Floating slabs move. Slabs -on -grade can be used in the driveway, and
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flatwork areas provided the builder and owner are aware of and accepts risk of potential
movement and associated damage. A reinforced slab type integral foundation/floor
system is proposed.
We recommend the following precautions for construction of slabs -on -grade at this
site. These precautions will not prevent movement in the event the underlying soils
become wetted; they only tend to reduce or mask damage if movement occurs. The
owner and future owners must accept the risk of further maintenance, including possible
replacement, of concrete slabs on grade.
1. Concrete slabs on grade should be supported on at least well compacted
native soil subgrade. All existing fill should be removed in its entirety and
replaced as a well compacted fill. The structural fill should consist of
imported crushed granular fill, or native soils less than 6" diameter, as
described above in the RESIDENCE FOUNDATIONS section of the report.
Prior to fill placement, the resulting subgrade soil should be scarified a
depth of 10-inches, moisture conditioned to within 2 percent of optimum
moisture content and compacted to at least 95 percent of standard Proctor
maximum dry density (ASTM D698). Additional fill, if any, should be placed
in thin lifts and compacted as described in the RESIDENCE
FOUNDATIONS section, above. Each foot placed should be tested, as
stated above, before placing the next lift. The subgrade should also be
prepared by scarifying at least 10-inches depth and compacted as stated
above. Our representative should be onsite prior to forming to verify soil
types and proper subgrade preparation.
2. Slab -on -grade construction should be limited to areas such as exterior
flatwork.
3. Slabs should be separated from exterior walls and interior bearing members
with a slip joint, which allows free vertical movement of slabs.
4. The use of slab -bearing partitions should be avoided. Where such
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partitions are necessary, a slip joint allowing at least 2 inches of free vertical
slab movement should be used. The owner should be advised of potential
movement and re-establish this void if it closes. Doorways and stairwells
should also be designed for this movement. Sheetrock should not extend
to slab -on -grade floors.
5. Underslab plumbing should be eliminated where feasible. Where such
plumbing is unavoidable, it should be thoroughly pressure tested during
construction for leaks and should be provided with flexible couplings. Gas
and water lines leading to slab -supported appliances should be constructed
with flexibility.
6. Plumbing and utilities, which pass through slabs, should be isolated from
the slabs. Heating and air conditioning systems supported by the slabs
should be provided with flexible connections capable of at least 8 inches of
vertical movement so that slab movement is not transmitted to the
ductwork.
7. Frequent control joints should be provided to reduce problems associated
with shrinkage and curling. The American Concrete Institute (ACI) and
Portland Cement Association (PCA) recommend a maximum panel size of
8 to 15 feet depending upon concrete thickness and slump, and the
maximum aggregate size. We advocate additional control joints 3 feet off
and parallel to grade beams and foundation walls.
8. Exterior patio, porch and sidewalk slabs should be designed to function as
independent units. Movement of slabs -on -grade should not be transmitted
directly to the foundations. Stucco finish (if any) should terminate at least 8
inches above any flatwork.
BELOW -GRADE CONSTRUCTION
Below -grade construction is not anticipated at this site. Therefore and especially
with positive exterior grading, a foundation drain may not be necessary. If desired, a
foundation drain may be placed around the exterior of the foundation at a depth of at least
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6 inches below the bottom of the grade beam. The drain system should consist of a
minimum 4 inch diameter perforated pipe surrounded by a free draining aggregate and
wrapped by an appropriate geotechnical filter fabric. The foundation drain concept is
shown on Figs. 7 and 8. A foundation drain may help reduce potential for water but may
not relieve all potential sources of water.
CONCRETE
One combined soil sample from TP-1 and TP-2 at 0-3 feet depth was tested for
water-soluble sulfates. This sample had a sulfate concentration of 1,700 ppm, a severe
exposure level. We recommend following the American Concrete Institute (ACI)
guidelines for sulfate resistant cement. ACI recommends a Type V cement be used for
concrete that comes into contact with soils that have a severe exposure on concrete. In
addition, concrete should have a maximum water -cement ratio of 0.45 and minimum
compressive strength of 4,250 psi.
SURFACE DRAINAGE
Performance of foundations and concrete flatwork is influenced by surface
moisture conditions. Risk of wetting foundation soils can be reduced by carefully planned
and maintained surface drainage. Surface drainage should be designed to provide rapid
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runoff of surface water away from the proposed residence. We recommend the following
precautions be observed during construction and maintained at all times after the
construction is completed.
1. The ground surface surrounding the exterior of the building should be
sloped to drain away from the building in all directions. We recommend a
slope of at least 12 inches in the first 10 feet around the structure, where
possible. In no case should the slope be less than 6 inches in the first 5
feet. The ground surface should be sloped so that water will not pond
adjacent to the structure.
2. Backfill around foundation walls should be moistened and compacted.
Clayey backfill soils are suitable for reuse in the upper 24 inches of exterior
wall backfill.
3. Roof downspouts and drains should discharge well beyond the limits of all
backfill. Splash blocks and downspout extenders should be provided at all
discharge points.
4. Landscaping should be carefully designed to minimize irrigation. Plants
used close to foundation walls should be limited to those with low moisture
requirements; irrigated grass and/or plants should not be located within 5
feet of the foundation. Sprinklers should not discharge within 5 feet of
foundations. Irrigation should be limited to the minimum amount sufficient
to maintain vegetation; application of more water will increase likelihood of
slab and foundation movements.
5. Impervious plastic membranes should not be used to cover the ground
surface immediately surrounding the structure. These membranes tend to
trap moisture and prevent normal evaporation from occurring. Geotextile
fabrics can be used to limit the weed growth and allow for evaporation.
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GEG Job No. 4,506
CONSTRUCTION MONITORING
Geotechnical Engineering Group should be retained to provide general review of
construction plans for compliance with our recommendations. Geotechnical Engineering
Group should be retained to provide construction testing services during earthwork and
foundation construction phases of the work. This is to observe the construction with
respect to the geotechnical recommendations, to enable design changes in the event that
subsurface conditions differ from those anticipated prior to start of construction and to
give the owner a greater degree of confidence that the structure is constructed in
accordance with the geotechnical recommendations.
LIMITATIONS
The scope of services for this study does not include either specifically or by
implication any environmental or biological (such as radon, mold, fungi, bacteria, etc.)
assessment of the site or identification or prevention of pollutants, biological hazards,
hazardous materials or conditions. If the owner is concerned about the potential for such
contamination or pollution, other studies should be performed.
Two exploratory test pits were observed and sampled as excavated and backfilled
by the others. Test pit backfill should be avoided with foundations and slabs. The
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GEG Job No. 4,506
exploratory test pits are representative of conditions encountered only at the exact test pit
locations. Variations in the subsoil conditions not indicated by the test pit is always
possible. Our representative should observe open foundation excavations to confirm
subsurface conditions are as anticipated from the exploratory test pits and foundation are
prepared as recommended herein. We should be called to test subgrade soils and
structural fill materials and compaction.
The scope of work performed is specific to the proposed construction and the
client identified by this report. Any other use of the data, recommendations and design
parameters (as applicable) provided within this report are not appropriate applications.
Other proposed construction and/or reliance by other clients will require project specific
review by this firm. Changes in site conditions can occur with time. Changes in standard
of practice also occur with time. This report should not be relied upon after a period of
three years from the date of this report and is subject to review by this firm in light of new
information which may periodically become known.
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GEG Job No. 4,506
We believe this investigation was conducted in a manner consistent with that level
of care and skill ordinarily used by geotechnical engineers practicing in this area at this
time. No other warranty, express or implied, is made. If we can be of further service in
discussing the contents of this report or the analysis of the influence of the subsurface
conditions on the design of the residence, please call.
Sincerely,
Grand Valley Consulting, LLC dba
GEOTECHNICAL ENGINEERING GROUP
Chris Hill, E.I.T.
Staff Engineer
Reviewed by:
John Withers, P.E.
Engineer
(1 copy emailed)
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Battlement Mesa, Colorado
GEG Job No. 4,506
*ALA. r� _ �►
TP-1 s
r f
r +
P-2
Approximate Location of
Proposed Residence
;Ole
'• . �■ i
NOTE: THIS FIGURE WAS PREPARED BASED ON AN IMAGE
FROM BING MAPS DIAGRAM IS FOR GENERAL LOCATION
ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES
u - Indicates location of exploratory pits.
Project Manager: Project No. LOCATIONS OF EXPLORATORY PITS FIG No.
JPW 4.506
Drawn by: CDH Scale: N.T.S
- .■ 310 Eagle Ridge Drive
File Name:
2
BPLAN Grand Junction
Date: 35m Ponaeroe, way Grand Junction, Color,tla 91506 1 Colorado
0/27/2020 PH (970) 261-3415 1wilh-@geolechni,e19 up net
LOCATION: See Figure 2
DRILLER: Owner
DEPTH TO WATER> INITIAL: s NATD
DATE:.. 10-2-20
DIAMETER 7' x 15'
Description
J
ELEVATION:
LOGGED BY: JW
AFTER 24 HOURS: s backfill
DEPTH TO CAVING:
TOTAL DEPTH 8 Ft
Man-made fill, sand, clayey, gravelly, cobbles, loose,
dry and tan (SC)
Sand, clayey, gravelly, cobbles, medium dense, dry and
tan (SC)
5
Hoe refusal in stacked cobbles/gravels at 8 feet
10
This information
Project No.: 4,506
Client: Stan Daily
3510 Ponderosa Way, Grand Junction, Colorado 51506
Date: 1013012020 (970) 261-3415
not be
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Bulk sample from 0-3'
Bulk sample from 3-6'
indicitive of the site.
LOG OF EXPLORATORY TEST PIT TP-1
310 Eagle Ridge Drive
Battlement Mesa, Colorado
Fig
3
LOCATION:
See Figure 2
DRILLER:
Owner _
DEPTH TO WATERS INITIAL: s _NATD
DATE:
10-2-20
DIAMETER
Tx 15'
Description
0
ELEVATION:
LOGGED BY: JW
AFTER 24 HOURS: i backfill
DEPTH TO CAVING:
TOTAL DEPTH 5 Ft
Man-made fill, clay, sandy, loose, dry and tan (CL)
clay, sandy, gravelly, cobbles, very stiff, dry and brown
(CL)
5
Hoe refusal in stacked cobbles/boulder at 5 feet
10
This information
Project No.: 4,506
Client: Stan Daily
3510 Ponderosa Way, Grand Junction, Colorado 81506
Date: 10130/2020 (970) 261-3415
be
t
a = Notes
M n~ m0
Bulk sample from 0-3'
indicitive of the site.
LOG OF EXPLORATORY TEST PIT TP-2
310 Eagle Ridge Drive
Battlement Mesa, Colorado
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MOISTUPE- DEI�iSITY
RELATIONSHIP TEST REPORT
Pro Iect No 4,SOb
Prolert 310 Eagle Ridge Drive
Elev /Depth 0-3'
Source TP-1 and TP-2 at 0-3'
Pemarks
P1ATERIAL DESCRIPTION
De SL fnpt1on Clay, sandy (CL)
ClassifICat!on =
at MoIsf = 18
Liquid Limit = 49
M
130
120
110
100
9n
80
Date 10-2-2020
Sample No 1
USCS (CL) AASH T 0
SP G =
Plasticity Index - 18
,o No 200 = 55%
MATERIAL DESCRIPTION
Maximum Dry Density = 90 pcf
Optimum Moisture = 280.
AL TO
200 15 20 25 LO
Water Cortent,
Fig. 6
Slope per
OSHA L\
Slope per report
I 1
Backfill —,
Below grade wall
Reinforcing steel
per structural drawings. :..
Footing or pad --I
or deep foundation
bottom of grade beam
Encase pipe in washed concrete
aggregate (ASTM C33, No. 57 or
No. 67). Extend gravel at least
halfway up continuous footings
and void if pads or interrupted
footings are used.
Note:
Drain Should be at least 4 inches
below bottom of footing or
alternative deep foundation bottom
of grade beam at the highest point
and slope downward to a positive
gravity outlet or to a sump where
water can be removed by pumping.
Provide positive slip joint
between slab and wall.
Cover gravel with filter fabric
or roofing felt. Bottom of
• `. Excavation
SFOPWt� oddW, 1
4" Minimum
6
8" Minimum
or beyond
1:1 slope
from bottom
of footing_
(Whichever is
greater).
4-inch diameter perforated drain
pipe. The pipe should be placed
in a trench with a slope ranging
between 1/8-inch and 1/4-inch
drop per foot of drain.
Interior Foundation Wall Drain Concept
Job No. 4,506 Fig. 7
Slope per report
\— Backfill —\
Below grade wall
Slope per Reinforcing steel _
OSHA per structural drawings.
Cover gravel with
filter fabric
or roofing felt.
6" Minimum
�I
Encase pipe in washed concrete -
aggregate (ASTM C33, No. 57 or
No. 67). Extend gravel laterally
to void and as high as possible
up the side of void (1 to 2 inches).
Provide PVC sheeting glued
to foundation wall to reduce
moisture penetration.
n
Note:
Drain should be at least 4 inches
below bottom of footing or
alternative deep foundation bottom
of grade beam at the highest point
and slope downward to a positive
gravity outlet or to a sump where
water can be removed by pumping.
Footing, pad or J
deep foundation bottom of grade beam
4-inch diameter perforated drain
pipe. The pipe should be placed
in a trench with a slope ranging
between 1/8-inch and 1/4-inch
drop per foot of drain.
Exterior Foundation Wall Drain Concept
Job No. 4,506 Fig. 8
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