HomeMy WebLinkAboutSDP 2018-0011; GOMEZ RENOVATION; FINAL SOILS REPORT; 2021-07-24C. W. La Monte, Company Ime.
Soil and Foundation Engineers
7840 EL CAJON BL VD., SUITE 200
Phone: (619) 462-9861
LA MESA, CALIFORNIA 91942
FcOC (619) 462-9859
July 24, 2021
TO: CITY OF CARLSBAD
Development Services Department
Building Inspection Department
1635 Faraday A venue
Carlsbad, CA 92008
SUBJECT: Final Report of Engineering Services
Gomez Residentia] Renovation Pad
3159B Madison Street
Carlsbad, CA. 92008
Job No. 19-7113
REFERENCES: Report of Field Observation and Relative Compaction Test Results, Gomez
Renovation Pad Testing,3159B Madison Street, Carlsbad, CA. 92008
by C. W. La Monte Company Inc. April 29, 2020
In accordance with your request, we are providing this summary of the provided
engineering services for the above subject residential project. Our involvement
in the project included the following services:
• Preparation of the above referenced geotechnical report
All work observed was performed satisfactorily in accordance with the
recommendations provided in the geotechnical reports and project plans and/ or
specifications. All work was performed basically in accordance with the
requirements of City of Carlsbad and conform to the guidelines presented in
Chapter 18 of the California Building Code.
The above subject Final Field Density Report lays out that the Improvements
were properly compacted per the results of our testing and have been accepted
when properly reviewed.
Job No. 19-7113 August 24, 2021 Page 2
If you should have any questions after reviewing this report, please do not
hesitate to contact our office. This opportunity to be of professional service is
sincerely appreciated.
Respectfully submitted,
C.W. La Monte Company Inc.
o~::!.~, ~3;~
RC.E. 25241, G.E. 0495
Exp,
12/31/2021
No. 25241
Exp.
12/31/2021
No. 495
28 April 2020
City of Carlsbad
Public Works Inspector
1635 Faraday Avenue
Carlsbad, CA 92008
Attention: City Grading Inspector
166 MATISSE CIRCLE
ALISO VIEJO, CA
92656
Tel: 949.305.8920
Subject: Civil Engineer (Design) Grading Certification
ROUGH Grade Release
RE: PROJECT TITLE: Gomez Renovation / SDP 2018-0011
PERMIT NO: GR 2019-0017
DRAWING No: DWG 517-9A
I hereby approve the final grading for the referenced project in accordance with my
responsibilities under the City of Carlsbad Grading and Excavation Code.
Rough grading for PAD certification has been completed substantially in conformance
within (+/- 01 in) tolerance of the approved grading plan. Completion of graded pad and
sizing are shown on attached exhibit and consistent with the approved grading plans.
Sincerely,
Ronie L. Dema-ala P.E.
DZN Engineering
d'zn engineering
C. WI. La Mente Comp9y Tute.
Soil and Foundation Engineers
REPORT OF FIELD OBSERVATION
AND RELATIVE COMP ACTION TESTS RESULTS
Gomez Renovation Pad
3159B Madison Street
Carlsbad, CA. 92008
A.P.N. 202-084-05..00
Job No. 19-7113-FC
April 29, 2020
Prepared for:
Michael Gomez
3159B Madison Street
Carlsbad, CA 92008
Prepared by:
C. W. La Monte Company, Inc.
7840 El Cajon Boulevard, Suite 200
La Mesa, California 91942
7840 El Cajon Blvd, Ste 200 ♦ La Mesa, CA 91942 ♦ 619-462-9861 ♦ Fax 619 462-9859
TABLE OF CONTENTS
INTRODUCTION AND PROJECT DFSCRIPTION ....................................................... 1
SITE PREPARATION ANDGRADING ........................................................................... 2
FIELD AND LABORATORY 'fESTING ........................................................................... 3
CONCLUSIONS ................................................................................................................... 4
RECOMMENDATIONS ...................................................................................................... 4
Foundations ....................................................................................................................... 4
Concrete Slabs-on-grade .................................................................................................. 5
SITE DRAINAGE CONSIDERATIONS ............................................................................ 6
LIMITATIONS ...................................................................................................................... 6
Attachments
Figure No.1
Figure No. 2
Figure No. 3
Appendix A
Plot Plan
Field Density Test Results
Laboratory Test Results
Wet Weather Maintenance
Soil and Foundation Engineers
7840 EL CAJON BL VD, SUITE 200
Phone: (619) 462-9861
+ LA MESA, CALIFORNIA 91941
♦ Fax: (619) 462-9859
April 29, 2020
TO: CITY OF CARLSBAD
Department of Planning and Land Use
1635 Faraday Avenue
Carlsbad, Ca. 92008
Job No. 19-7113-FC
SUBJECT: Report of Field Observation and Relative Compaction Tests Results
Gomez Renovation Pad
3159B Madison Street
Carlsbad, CA 92008
A.P.N. 204-084-05-00
REFERENCE: Report of Limited Geotechnical Investigation, Proposed Single
Family Residence, 3159B Madison Street Carlsbad, California by
CW. La Monte Company, Inc. dated March 11, 2019
Dear Sirs:
In accordance with the contractors' request, this report has been prepared to
present the results of the field observations and relative compaction tests
performed at the subject site by C. W. La Monte Company, Inc. These services
were performed between April 20, 2020 thru April 24, 2020 and included
observation and testing during grading of the proposed single-family residence
renovation building pad.
INTRODUCTION AND PROJECT DESCRIPTION
SITE DESCRIPTION: The project site is along the west side of Madison Street
located in the city of Carlsbad in the County of San Diego. The property is a
rectangular shaped parcel and consists of approximately 0.16 acres. The parcel is
known as A.P.N. 204-084-05-00 recorded in the County of San Diego and is
bounded with residential development on the south, north, an alley to the west
and Madison Street to the east.
Job No. 19-7113-FC April 29, 2020 Page2
The project site, prior to this grading, consisted of an existing sloped terrain
sloping gently to moderately to the east from the proposed pad on Neptune.
Actual surveyed elevations on the site per the approved grading plan range from
300 to 327 feet above mean sea level.
PROPOSED CONSTRUCTION: It is our understanding that the site is being
developed to receive an up to two-story single-family residence and associated
improvements. It is our understanding the proposed new residential structure will
be founded on continuous perimeter foundations with a slab-on-grade floors.
AVAILABLE PLANS: To aid in the preparation of this report, we were provided
with a grading plan by Pasco, Laret, Suiter & Associates provided by the
contractor. The grading plan was used as the basis for our Plot Plan preparation
and mapping and the resultant map is included herewith as Figure Number 1.
The location of the rough building pad fill soils was sketched onto the plan by our
personnel.
SCOPE OF SERVICE
Services provided by C. W. La Monte Company, Inc. during the course of the
earthwork consisted of the following:
• Continuous to periodic observation by our field technician during the
earthwork operations.
• Performance of in-place relative density tests in the fills placed.
• Periodic observation by our Engineer of significant aspects of the earthwork.
• Performance of laboratory maximum density and optimum moisture
determinations on the soils encountered in the earthwork, and;
• Preparation of this report.
SITE PREPARATION AND GRADING
GRADING CONTRACTOR: The earthwork addressed by this report was
performed by J.E. Roth construction Co. of Jamul, California. The primary
equipment utilized by the contractor in the work consisted of a Mini-Excavator and
Skid Steer tractor.
Job No. 19-7113-FC April 29, 2020 Page3
SOIL CONDITIONS: Prior to grading, the site was overlain with approximately
three to four feet of loose topsoil consisting of brown, fine silty medium sands. The
upper soils are underlain with formational terrace deposits consisting of orange-
brown silty medium to coarse sand. All fill material, was obtained from on-site
excavations and consisted of very low expansive, silty fine to medium sands (SM).
CLEARING AND GRUBBING: Prior to grading, vegetation and debris in the
proposed new renovation building area were removed. Minor amounts of
vegetation that remained after the clearing operation were mixed with the on-site
soils in such a manner as not to leave any clumps of deleterious matter that may be
detrimental to the structural fill.
PREPARATION FOR FILLS: Prior to the placement of fill soil a "Removal"
excavation was constructed around the lower elevation of the building pad. The
"Removal" area was excavated into firm formational soil. Any remaining loose
surficial topsoil materials were removed and recompacted during the grading
operation. Removal excavations were prepared to receive fill by scarifying to a
depth of approximately 6 inches, moisture conditioning, and recompacting the
soils to at least 90 percent of their maximum dry densities.
FILL PLACEMENT: The fill was placed in approximate six to eight-inch layers,
watered to near optimum moisture contents, and compacted to at least 90 percent
relative compaction by means of track rolling the lifts. Refer to the attached Plot
Plan (Figure No. 1) for the location of placed fill materials.
FIELD AND LABORATORY TESTING
FIELD TESTS: A representative of C. W. La Monte Company, Inc. was present
during the grading operations and performed observations and field density tests.
The density tests were taken according to A.S.T.M. Test 1556 guidelines and the
results of these tests are shown on the attached Figure 2. The accuracy of the in-situ
density test locations and elevations is a function of the accuracy of the survey
control provided by other than C.W. La Monte Company Inc. representatives.
As used herein, the term "observation" implies only that we observed the progress
of work we agreed to be involved with, and performed tests, on which, together,
we based our opinion as to whether the work essentially compiles with the job
requirements, local City of Carlsbad grading ordinances and the California
Building Code.
LABORATORY TESTS: Maximum dry density determinations were performed on
representative samples of the soils used in the compacted fills according to
A.S.T.M. Test 1557, Method A guideline. The results of these tests, as presented on
Job No. 19-7113-FC April 29, 2020 Page4
Figure 3, were used in conjunction with the field density tests to determine the
degree of relative compaction of the compacted fill.
CONCLUSIONS
GENERAL: It is the opinion of C. W. La Monte Company, Inc., that the earthwork
addressed by this report has been performed substantially in accordance with the
City of Carlsbad grading ordinance and the California Building Code. This opinion
is based upon our observations of the earthwork operations, the results of the
density tests taken in the field, and the maximum density tests performed in our
laboratory. It is our further opinion that the site is suitable for the proposed
construction. Our recommendations for the minimum design of foundations for
the proposed structure are presented below in the "Foundations" section of this
report.
REMAINING WORK: As of the date of this report, additional work remains to be
done on the site for the backfilling of street improvements and utility trenches.
Our firm should be contacted when these operations are performed so that we can
verify their compliance with the applicable specifications.
RECOMMENDATIONS
Based on our observations and testing during the subject grading operations we
offer the following recommendations concerning the proposed development.
Foundations
General: Based on the findings of our inspection, it is our opinion the proposed
wood framed building may be supported on conventional continuous foundations
and isolated spread footings. Our recommendations are summarized below. The
on-site bearing materials are anticipated to possess very low expansive potential
and therefore, no special consideration and design for heaving soils will be
required.
Dimensions and Embedment: It is our opinion that the proposed structure may be
supported by conventional continuous and isolated spread footings. Foundations
should be embedded in accordance with the recommendations of the design
engineer and the minimum requirements of the 2013 California Building Code.
Continuous footings must be at least 12 inches wide and extend at least 18 inches
below lowest adjacent pad grade for single story portions of the residence and 18
inches deep and 15 inches wide for two story portions. Isolated spread footings
should have a minimum depth of 12 inches and width of 24 inches.
Job No. 19-7113-FC April 29, 2020 PageS
Soil Bearing Value: A bearing capacity of 2500 psf may be assumed for said
footings when founded a minimum of 18 inches into properly compacted fill or
firm natural ground. This bearing capacity may be increased by 500 psf for each
additional foot in width over 1 foot. The minimum embedment should be 18 inches
Lateral Load Resistance: Lateral loads against foundations may be resisted by
friction between the bottom of the footing and the supporting soil, and by the
passive pressure against the footing. The coefficient of friction between concrete
and soil may be considered to be 0.4. The passive resistance may be considered to
be equal to an equivalent fluid weight of 350 pounds per cubic foot. This assumes
the footings are poured tight against undisturbed soil. If a combination of the
passive pressure and friction is used, the friction value may be reduced by one-
third.
Foundation Reinforcement: It is recommended that continuous conventional
footings be reinforced with at least four No. 4 steel bars; two reinforcing bars shall
be located near the top of the foundation, and two bars near the bottom. Isolated
footings shall be reinforced in accordance the requirements of the structural
engineer.
CONCRETE SLABS-ON-GRADE
General: Concrete floor slabs-on-grade shall be a rrururnum thickness of four
inches. H the slab will support moisture sensitive floor coverings, the slab shall be
underlain by two inches of clean, washed sand overlying 10 mil visqueen,
overlying an additional two inches of clean sand.
Slab Reinforcement: The slab should be reinforced #3 reinforcing bars placed at
18-inch centers, each way or equivalent per approved plans. The reinforcement
should be placed on concrete "chairs11 or spacers, to within the middle third of the
slab. Theoretically, the above recommended rebar and wire mesh options provide
similar reinforcement strength. However, based on our past experience, we have
found that the wire mesh is often and is more easily pushed to the bottom of the
slab during the finishing process, thus significantly reducing its intended
reinforcing, function. The rebar grid, if properly supported, is less likely to be
dislodged during the finishing process. Thus, unless the concrete finisher is
diligent in this regard, the rebar option is the preferred method of slab
reinforcement.
Job No. 19-7113-FC April 29, 2020 Page6
SITE DRAINAGE CONSIDERATIONS
Adequate measures shall be taken to properly finish-grade the site after the
additions and other improvements are in place. Drainage waters from this site and
adjacent properties are to be directed away from foundations, floor slabs and
footings, onto the natural drainage direction for this area or into properly designed
and approved drainage facilities. Proper subsurface and surface drainage will
ensure drainage that no waters will seek the level of the bearing soils under the
foundations, footings and floor slabs. Failure to observe this recommendation
could result in uplift or undermining and differential settlement of the structures
or other improvements on the site.
In addition, appropriate erosion-control measures shall be taken at all times during
construction to prevent surface runoff waters from entering footing excavations,
ponding on finished building pad or pavement areas, or running uncontrolled over
the tops of newly-constructed cut or fill slopes.
LIMITATIONS
This report covers only the services performed April 20, 2020 thru April 24, 2020.
As limited by the scope of the services which we agreed to perform, our opinions
presented herein are based on our observations and the relative compaction test
results of the fill soils we observed. Our service was performed in accordance with
the currently accepted standard of practice and in such a manner as to provide a
reasonable measure of the compliance of the grading operations with the job
requirements. No warranty, express or implied, is given or intended with respect
to the services which we have performed, and neither the performance of those
services nor the submittal of this report should be construed as relieving the
grading contractor of his responsibility to conform with the job requirements.
The firm of CW. La Monte Co. shall not be held responsible for changes to the
physical condition of the property, such as addition of fill soils or changing
drainage patters, which occur subsequent to the issuance of this report.
The presence of our field representative at the site was to provide to the client a
source of professional advice, opinions, and recommendations based upon the field
representative's observations of the contractors work and did not include
superintending, supervision, or direction of the actual work of the contractor's
workers.
Job No. 19-7113-FC April 29, 2020 Page7
Ii you should have any questions after reviewing this report, please do not hesitate
to contact this office. This opportunity to be of professional service is sincerely
appreciated.
Respectfully submitted,
C.W. LA MONTE COMP ANY, INC
~Ii<~ C ~ 1% Monte,
R.C.E. 25241, G.E. 0495
C. W. LA MONTE COMPANY, INC. Soil and Foundation Engineers PR._;-"'PfRT"' LINE h./"'!;TS or 6RADIN6 Pf:R!ViT LEGEND: Approximate Location of Field Density Test Approximate Limits of Compaction (i) NOTE: All tlime11sio11s are approximate anti should 1101 be used/or legal fJUrposes. Project: Job No. Site Plan Gomez Renovation 3159 B Madison Street Carlsbad CA. 19 7113 FC Figure No. 1
Test o. Date
I 4/21/2020
2 4/21/2020
3 4/21/2020
4 4/22/2020
5 4/22/2020
6 4/22/2020
7 4/24/2020
8 4/24/2020
9 4/24/2020
SUMMARY OF FIELD DENSITY TESTS
Gomez Renovation
3159 B Madison Street
Carlsbad, CA.
TABLE 1
RELATIVE COMPACTION TESTS ASTMDl-..91
Location Elev. (feet) or Soil Type Moisture Dry
Fill Thickness {%) Density
(pcf)
see figure I -3' I 10.5 123.5
see figure I -2' I 10.8 121.7
see figure I -1' I I 1.0 121.2
see figure I -3' I 10.5 120.5
see figure I -2' I 11.3 120.9
see figure I -I' I 10.6 I l8.6
see figure I FG I I 1.0 119.5
see forure I FG I 10.8 120.4
see figure I FG I 11.2 120.2
TABLE2
-~--
Max. % Relative
Density Compaction
(pcf)
128.0 96.5
128.0 95.1
128.0 94.7
128.0 94.1
128.0 94.5
128.0 92.7
128.0 93.4
128.0 94.1
128.0 93.9
MAXIMUM DRY ITYud , ~~~-r:r1KD~.1 NT ASTM 1557-91
Soil
Type
Job No. 19 7113 FC
Description
Brown Fine Silty Sand
Optimum Moisture Maximum Dry Density
(%) (pcf)
9.5 128.0
Figure 2
MAXIMUM DENSITY CURVE
145 ' ' \ ' 29
\ ' ~-
'. ' .8 '
' \ \ ' 140 ' .l. ' \ ·, \ \ \
\ ,. \ \
' \ \ ' ' ' \
\ ' \ ' 135 ', ' \ Soil Type 1 \ ,, \ \ r, '
' ' \ ' \ \ 1·,
', \ ' ' I', ~ 130 ' \ ' \ ' ... ' \
·. ' '· ·~ '· \ " "I " t--' C ' ~ ' "" ... '· " ' () \
5 ·-.. ,, ' ' ' \ ' ' 125 , ', \. ' .E ' \ \
' I':" \ I'. '· I'. eo ', j ' c. ' ' ', ' ' ',
'· '· ·, ' ' ' ..... 120 ·5 \ ', \ ' ' '· :',
Cl) '· ' ' I',
~-'· ' ' ' ' ' ' :, ·, ' ' ' ' ' l's 115 '· ' •. ' ' ~-' \.
' ' ' •,
·, ' ', ~
' ' ·, ,. ' .... 110 '· ~-'· ' ' '· ·-~ ·. ·, " ' 1--. ' 1--. ' t--.
' ' ' ' '· ' ',._ ' ' ' ' ' f. '· 105 ' ', ' ', ' ' ----;: ' ' t--
' • '.
'· ' t--. ' ' 100 ' '
4 5 6 7 8 9 10 1 I 12 13 14 15 16 17 18 19 20 21 22 23 24 25
Soil Moisture(%)
Soil Description Optimum Maximum
Type Moisture (%) Density (Pct)
1 Brown Fine Silty Sand 9.5 128.0
Gomez Renovation
Project: 3159 B Madison Street
C.W. LA MONTE COMPANY INC. Carlsbad, CA.
Soil and Foundation Engineers Job No. 19 7113 FC l Figure 3
APPENDIX "A" Page I
WET WEATHER MAINTENANCE AT RESIDENTIAL SITES*
Southern Californians, unlike other residents of the nation, are unaccustomed to heavy rainfall. Whenever unusually
wet weather occurs, San Diegans, particularly those living on slopes of filled land, become concerned (often unduly)
about the conditions of their building site.
They should not be, generally. The grading codes of the County of San Diego, and the various incorporated cities in
the County, concerning filled land, excavation, terracing, and slope construction, are among the most stringent in the
state, and adequate to meet almost any natural occurrence. This is the opinion of the San Diego Chapter of the
California Council of Civil Engineers and Land Surveyors, whose membership help prepare and review the codes.
In 1967, the local Chapter of the California Council of Civil Engineers and Land Surveyors compiled a list of some
precautions that homeowners can take to maintain their building sites. This updated pamphlet reiterates those
precautions.
Everyone is accustomed to maintaining his house. Everyone realizes that periodic termite inspections are a
reasonable precaution, and that homes require a coat of paint from time to time. Homeowners are well used to
checking and replacing wiring and plumbing, particularly in older homes. Roofs require occasional care.
However, the general public regards the natural ground as inviolate. They ought to realize that Nature is haphazard
in creation of all land, some of which becomes bu ilding sites. Nature's imperfections have been largely
compensated through careful engineering design and construction and enforcement of rigorous building and lot
development ordinances. It is only reasonable to assume that an improved building site requires the approximate
same care that the building itself does. In most instances, lot and site care are elementary steps that can be taken by
the homeowner at considerably less cost than building maintenance.
As a public service, engineers in private practice of the San Diego Chapter of the California Council of Civil
Engineers and Land Surveyors have compiled this pamphlet of pertinent Do's and Don'ts as a guide to
homeowners.
The CCCELS respectfully advises that, in offering these guides, it accept no responsibility for the actual
performances of home sites or structures located thereon.
*Pamphlet prepared by the San Diego Chapter of the California Council of Civil Engineers and Land Surveyors
DO'S
Do clear surface and terrace drains with a shovel, if necessary, and check them frequently during the rainy season.
Ask your neighbors to do likewise.
Do be sure that all drains have open outlets. Under the right conditions, this can be tested simply on a dry day with
a hose. If blockage is evident, you may have to clear the drain mechanically.
Do check roof drains gutters and down spouts to be sure tJ,ey are clear. Depending on you location, if you do not
have roof gutters and down spouts, you may wish to install them because roofs and tJ,eir wide. flat space
will shed tremendous quantities of water. Without gutters or other adequate drainage, water fall ing from
the eaves ponds against foundation and basement walls.
Do check all outlets at the top of slopes to be sure that they are clear and that water will not overflow the slope itself,
causing erosion.
Do keep drain openings (weep-holes) clear of debris and other material that could block them in a storm.
Do check for loose fill above and below your property if you live on a slope or terrace.
Do watch hoses and sprinkJers. During the rainy season, little, if any irrigation is required. Over-saturation of the
ground is not only unnecessary and expensive, but can cause subsurface damage.
Do watch for backup in interior drains and toilets during a rainy season, this may indicate drain or sewer blockage.
Do exercise ordinary precaution. Your house and building site were constructed to meet certain standards that
should protect against any natural occurrences, if you do your part in maintaining them.
DONT'S
Don't block terrace drains and brow ditches on slopes or at the tops of cut slopes on sloping ground. These are
designed to carry away runoff to a place where it can be safely distributed. Generally, a little shovel work
will remove any accumulation of dirt and other debris that clogs the drain. If several homes are located on
the same terrace, it is a good idea to check with your neighbors. Water backed up in surface drains will
tend to overflow and seep into tJ1e terraces, creating less stable slopes.
Don't permit water to gather above or on the edges of slopes (ponding). Water gathering here will tend to either
seep into the ground, loosening fi ll or natural ground, or will overflow on the slope and begin erosion.
Once erosion is started, it is difficult to control and severe damage may result rather quickly.
Don't connect roof drains and roof gutters and down spouts to sub-drains. RatJ,er, arrange them so that they will
tlow out onto a paved driveway or the street where the water may be dissipated over a wide surface. Sub-
drains are constructed to take care of ordinary subsurface water and cannot handle the overload from roofs
during heavy rain. Overloading the sub-drains tends to weaken the foundations.
Don't spill water over the slopes, even where this may seem a good way to prevent ponding. This tends to cause
erosion and, in the case of fill, can eat away carefully engineered and compacted land.
Don't drop loose fill slopes. It is not compacted to the same strength as the slope itself and will tend to slide with
heavy moisture. The sliding may clog terrace drains below, or may cause additional damage by weakening
ilie slope. If you live below a slope, try to be sure that no loose fill is dumped above your property.
APPENDIX "A" Page 3
Don't discharge water into French drains close to slopes. French drains are sometimes used to get rid of excess
water when other ways of disposing water are not readily available. Overloading these drains saturates the
ground and, if the drains are located close to slopes, may cause slope failure in their vicinity.
Don't discharge surface water into septic tanks (leaching fields). Not only are septic tanks constructed for a
different purpose, but because of their size will tend to naturally accumulate additional water from the
ground during heavy rain. Overloading them artificially during the rainy season is bad for the same reason
as sub-drains and French drains, and is doubly dangerous because their overflow can pose a serious health
hazard.
Don't over-irrigate slopes. Naturally, ground cover of ice plant and other vegetation will require some moisture
during the hot summer months, but during the wet season, irrigation can cause ice plant and other heavy
ground cover to pull loose, which not only destroys the cover, but also starts serious erosion. Planted slopes
acquire sufficient moisture when it rains.
Don't let water gather against foundations, retaining walls, and basement walls. These walls are built to withstand
ordinary moisture in the ground and are, where necessary, accompanied by sub-drains to carry of excess. If
water is permitted to pond against them, it may seep through them, causing dampness and leakage inside
the basement, more important, the water pressure can cause heavy structural damage to walls.
Don't try to compact backfill behind walls near slopes by flooding. Not only is flooding the least efficient way of
compacting fine-grained soil, but will also undermine or tip the wall.
Don't leave a hose and sprinkler remaining on or near a slope, particularly during the rainy season. This will
enhance ground saturation and may cause damage.
Don't block swales that have been graded around your house or the lot pad. These shallow ditches have been put
there for the purpose of quickly removing water toward the driveway, street or other positive outlet. By all
means, do not let water pond above blocked swales.
C. W. La Monte Company Inc.
Job No.
If;--/13
7840 El Cajon Blvd. Suite 200 La Mesa, CA 91942
Phone: (619) 462-9861 • Fax: (619) 462-9859
Location: 7J5f R'/IIIJ/$t!JAJ Grading Contractor:
J~~Korl/-
Foreman:
~
Weather:
tJv~ (l.
Tech Received by:
(signature)