1997-5315 G
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Street Address
61&5
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5"0[0 13
Category
Serial #
531')
Name
/67
Description
Year
Plan ck. #
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ENGINEERING
& SURVEYING
1525 S, Escondida Blvd, Suite A, Escondida, CA 92025
(760) 741-0533 FAX (760) 741-5794
August 10, 1999
City ofEncinitas
Building Department
505 S. Vulcan Avenue
Encinitas, Ca. 92025-3633
Job No. 4339
Site:
Parcel 4 of PM 8911,
Ave. Esperanza, Encinitas
Subject: Rough Grading Report
TO WHOM IT MAY CONCERN:
Rough grading has been completed for the proposed single-family residence pad, at the
above referenced location. Attached is a copy of the as-built grading plan showing
approximate test locations and grading limits. A field representative from our firm was
present to monitor this grading and to ensure compliance with applicable City of Encinitas
ordinances. Grading took place between June 29 & 30, July 1 & 2,6 & 7, December 3 &
4, 7, 9, 10, 11, 14, 15,16,17, 18, 21 & 23, 1998. Grading was performed by Colwell
Equipment.
All brush, vegetation, debris, and topsoils were removed ftom the site prior to grading.
An initial 20' wide keyway was excavated at the toe of the fill. This excavation extended
to a depth of approximately 4-5' below existing natural grade at the toe. The bottom of
the keyway was then ripped, watered and compacted to a minimum of 90% prior to
beginning the embankment.
Depths of removal extended to approximately 12' below pad grade in Central portion of
pad.
Excavation material was then pushed by a CAT D6. A CAT 834 rubber-tire loader was
also used for compaction equipment. This material was then watered, spread, and
compacted in approximately 8 inch layers to a minimum of 90% relative compaction.
At the time of grading, no specific house plans were available. The entire cut portion of
the pad was undercut approximately 3' and recomputed to a minimum of 90% to provide a
uniform fill mat.
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Page 2 of 5
A representative ITom this firm was present to perform visual inspections as grading
progressed and to perform relative compaction testing at representative locations to
ensure that adequate compaction was obtained. Site summary of our test results and test
location plat is attached hereto and made a part of this report. Density testing was
performed in accordance with ASTM 2922 (Nuclear) and D1557 procedures.
Soils consist of a gray silty clayey sand(imported prior to grading). Tan silty clayey sand,
and tan sands are considered to be non expansive. All uncompacted fill found on the site
was removed until formational soils were encountered, and recompacted prior to
beginning additional fill.
The concrete reinforcement recommendations herein should not be considered to preclude
the development of shrinkage related cracks, etc. Rather, these recommendations are
intended to minimize this potential. If shrinkage cracks do develop, as is expected ITom
concrete, reinforcements tend to limit the propagation of these features. These
recommendations are believed to be reasonable and in keeping with the local standard of
construction practice. Special attention should be given to any "re-entrant" comers
(approx. 270 degree comers) and curing practices during and after concrete pour in order
to further minimize shrinkage cracks.
It should be noted that the characteristics of as-compacted fill may change due to post-
construction changes ITom cycles of drying and wetting, water infiltration, applied loads,
environmental changes, etc. These changes may cause detrimental changes in the fill
characteristics such as strength behavior, compressibility behavior, volume change
behavior, permeability, etc.
This office is to be notified no later than 3:00 p.m. on the date before any of the following
operations begin to schedule appropriate testing and/or inspections:
1.
Fill placed under any conditions 12 inches or more in depth and/or pool or out
building construction to include:
a. Building pads.
b. Tennis Courts
c. Utility trench backfills.
d. Retaining wall backfill/pool excavation ramp backfill.
e. The spreading or placement of soil obtained £Tom any excavation (footing or
pool, etc.).
2.
Foundation excavations and foundation and slab reinforcement.
The site is considered acceptable for the construction of the planned residence.
Residential construction shall conform to the following recommendations:
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Page 3 of 5
FOUNDATION:
The owner/developer should be made aware of the possibility of shrinkage cracks in
concrete and stucco materials. The American Concrete Institute indicated that most
concrete shrinks about 1/8 inch in 20 feet. Separation between construction and cold
joints should also be expected.
1.
It is recommended that normal concrete wall footings be used in accordance with
Uniform Building Code design (i.e. 18 inches wide by 18 inches deep and 18
inches wide by 24 inches deep) for one and two story structures respectively.
Isolated square footings should be at least 24 inches by 24 inches wide and 18
inches deep, for one story structures. Minimum depths are measured fÌ"om the
lowest adjacent ground surface, not including the sand/gravel under the slab.
2.
Minimum foundation shall use four #5 reinforcing bars continuous in all interior
and exterior footings of the main residence. Place two bars 3 inches below the top
of the footing and two bars 3 inches above the bottom of the footing.
Reinforcement for isolated square footings should be designed by the project
structural engineer.
3.
All interior slabs must be a minimum of 4 inches in thickness reinforced with #3
reinforcing bars spaced at 18 inches on center each way, placed one and one-half
inches below the top of the slab. Use 4 inches of clean sand (SE 30 or greater)
beneath all slabs. A six-mil plastic moisture barrier is recommended and if used,
must be placed mid-height in the sand.
4.
The minimum steel reinforcement provided herein is based on soil characteristics
only and is not intended to be in lieu of reinforcement necessary for structural
considerations.
5.
Provide contraction joints consisting of sawcuts spaced 12 feet on center each way
within 24 hours of concrete pour for all interior slabs. The sawcuts must be a
minimum of one-half inch in depth and must not exceed three-quarter inch in depth
or the reinforcing may be damaged.
6.
All underground utility trenched beneath interior and exterior slabs should be
compacted to a minimum of 90% of the maximum dry density of the soil. Care
should be taken not to crush the utilities or pipes during the compaction of the
trench backfill. Supplemental testing will be required when that work is
accomplished and will be certified in a separate report.
7.
All exterior slabs (walkways, patios, etc.) must be minimum of 4 inches in
thickness reinforced with 6" x 6" # 1 0 welded wire mesh placed one and one-half
inches below the top of spaced 6 feet on center each way within 24 hours of
concrete pour. The depth of the sawcuts should be described in Item #5 above.
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Page 4 of 5
8.
This office is to be notified to inspect the footing trenches. foundation and slab
area reinforcing prior to concrete pour.
9.
Footings located on or adjacent to the top of the slopes should be extended to a
sufficient depth to provide a minimum horizontal distance of 7 feet or one-third of
the slope height, whichever is greater, between the bottom edge of the footing
and the face of the slope. The outer edge of all fill slopes experience "down slope
creep" which may cause distress to structured. If any structures, including
building, patios, side-walks, swimming pools, spas, etc., are placed within the
setback, FURTHER RECOMMENDATIONS WILL BE REQUIRED.
10.
All footings and slab areas shall be kept in a moist condition for a minimum of 48
hours prior to placement of sand, visqueen or concrete. Monitored rainbirds or
hand watering periodically during the daylight hours is recommended.
11.
Our description of grading operations, as well as observation and testing services
herein, have been limited to those grading operations performed during the period
June 29 & 30, July 1 & 2,6, and 7, December 3 & 4, 7, 9, 10, 11, 14, 15, 16, 17,
18, 21, & 23, 1998. The conclusions contained herein have been based upon our
observations and testing as noted. No representation are made as to the quality or
extent of materials not observed and tested.
SLOPES:
Fill slopes were constructed on a 2: I or flatter slope ratio, maximum fill slope height is
13:i: feet. ( All slopes are uniformly stable)
Cut slopes were constructed on a 1 Yz: 1 or flatter slope ratio max cut slope height is 7':i:
All slopes should be landscaped with types of plants and planting that do not require
excessive irrigation. Excess watering of slopes should be avoided. Slopes left unplanted
will be subject to erosion. The irrigation system should be installed in accordance with the
requirements of the governing agencies.
Water should not be allowed to flow over the slopes in an uncontrolled manner. Until
landscaping is fully established, plastic sheeting should be kept accessible to protect the
slopes from periods of prolonged and/or heavy rainfall. Berms should be maintained along
the top edges of fill slopes.
DRAINAGE:
The owner/developer is responsible to ensure adequate measures are taken to properly
finish grade the construction area after any structures and other improvements are in place
so that the drainage water ITom the improved site and adjacent properties are directed
away ITom proposed structures. A minimum of two percent gradient should be maintained
away ITom all slabs or foundations. Roof gutters and downspouts should be led away
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Page 5 of 5
from the foundations and slab. Installation of area drains in the yard should also be
considered.
In no case should water be allowed to pond or flow over slopes. The property owner
should be made aware that altering drainage patterns, landscaping, the addition of patios,
planters, and other improvements, as well as over irrigation and variations in seasonal
rainfall, all affect subsurface moisture conditions, which in turn can affect the performance
of the on site soils.
The attached drawing details the approximate locations of cuts, fill and locations of the
density tests taken and is applicable to the site at the time this report was prepared. This
report should be considered valid for permit purposes for a period of six months and is
subject to review by our firm at that time. IF ANY CHANGES ARE MADE - PAD
SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL
BECOME INVALID AND FURTHER ENGINEERING AND
RECOMMENDA TIONS WILL BECOME NECESSARY.
Residential construction shall also conform to recommendations contained in our
Preliminary Soils Report for this project.
If you have any questions or need clarifications, please contact this office at your
convenIence. Reference to our Job No. 4339 will expedite our response to your inquiries.
e R Lantis
RC.E. 33220
Attachments: Appendix E
Compaction Test Result Summary
Compaction Test Location Plat
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APPENDIX E
ORIGIN OF STRAIN FEATURES
AND CONSTRUCTION PRACTICES
I.
ORIGIN OF STRAIN FEATURES
Strain features, for example cracks in walls and slabs, are a result of deformation of the
house and improvements under the action of forces. Some of these forces may originate
in the underlying soil; however, other forces originate as a result of construction methods
and materials. These origins of forces often interact as contributing factors.
The goal of construction practice and engineering is to limit development of strain features
to generally accepted levels. An attempt to reduce strain features below generally
accepted levels requires more expensive engineering and construction.
In addition to cracks in walls and slabs, strain features include the following: bulges at
wallboard seams, out-of-square door and window frames that cause rough operation,
cracked footings, displacement of separate structural elements such as between walls and
chimneys or across contraction joints in slabs, and unusual variations in topography of the
floor slab.
ll. CONSTRUCTION PRACTICES
Some cracking of slabs, footing, and walls is considered normal and is the result of a
necessary balance between benefits and costs. Minor cracking does not affect the
serviceability of a house and has been considered generally acceptable.
In some conditions a concrete slab or footing may develop a single large crack or
numerous small cracks. Data I in Engineering Bulletin No.3, Design and Control of
Concrete Mixtures by the Portland Cement Association, indicated that a high-quality slab
or footing that is 50 feet in dimension may experience 0.36 inches of shrinkage during the
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first 38 months after construction. Approximately 0.12 inches of shrinkage would occur
during the first month and an additional 0.2 inches would occur in the next 10 months.
Moreover, concrete in residential structures is often placed with high water content, high
initial temperatures, small aggregate, and during hot and dry weather conditions. All of
these can increase the amount of shrinkage. In some slabs, the shrinkage may be
expressed as one or two cracks rather than being distributed as small shrinkage cracks.
m. CAUSES OF PLASTIC SHRINKAGE CRACKS AND RECOMMENDED
CORRECTIVE MEASURES
These highly unsightly cracks are caused by a rapid evaporation of water and surface
drying of fresh concrete. Plastic concrete shrinkage cracks can be minimized by using
good construction practices; such practices are listed below:
1.
2.
Saturate the subgrade and forms.
Lower the temperature of the concrete in hot weather (over 85°F).
3.
4.
Reduce the time between placing the concrete and finishing it.
Provide environmental controls, such as sun-shades, windbreaks or temporary
5.
covenngs.
Don't overwork finishing effort as this will cause separation of aggregates and
6.
bring excessive water to surface.
Provide expansion/contraction joints. These may be accomplished by "cold joint",
7.
expansion material joint, or sawcut, within 24 hours of pour. The Engineer will be
glad to review your building plans and provide recommendations.
Avoid adding excessive water to PCC mix, as this reduces concrete strength and
contributes to cracking.
SITE: Avenida Esparanza, Encinitas
SOIL DESCRIPTION
Tan Silty Clayey Sand (Import)
Gray Silty Clayey Sand
Tan Silty Sand
LABORATORY COMPACTION TEST RESULTS
MAX. WET
DENSITY (PCF)
136.8
134.7
132.5
OPTIMUM
MOISTURE CONTENT (%)
11.5
10.9
10.5
MAX. DRY
DENSITY (PCF)
122.7
121.5
119.9
FIELD COMPACTION TEST RESULTS
MAX. DRY RELATIVE
DATE OF TEST LOCATION OF FIELD MOISTURE FIELD DENSITY DENSITY DRY COMPACTION
TEST NO. TEST F.G. CONTENT (%) DRY (PCF) (PCF) (%)
7-1-98 1 See Sketch -7.0 13.5 111.3 122.7 90.7
7-1-98 2 See Sketch -9.5 16.3 111.7 122.7 91.0
7-1-98 3 See Sketch -11.0 15.9 113.4 122.7 92.4
7-2-98 4 See Sketch -8.5 12.5 112.0 122.7 91.3
7-2-98 5 See Sketch -5.0 15.2 111.0 122.7 90.5
7-6-98 6 See Sketch -7.0 16.1 114.3 122.7 93.2
7- 7-98 7 See Sketch -6.5 14.1 112.6 122.7 91.8
7-7-98 8 See Sketch -10.5 17.3 115.8 122.7 94.4
12-4-98 9 See Sketch -9.5 15.6 113.2 122.7 92.3
12-4-98 10 See Sketch -7.0 13.3 111.7 122.7 91.0
12-4-98 11 See Sketch -4.5 10.9 112.3 121.5 92.4
12- 7-98 12 See Sketch -8.0 12.2 113.4 121.5 93.3
12-7-98 13 See Sketch -8.5 11.3 111.9 121.5 92.1
12- 7-98 14 See Sketch -6.5 12.9 115.6 121.5 95.1
12-7-98 15 See Sketch -6.0 14.0 110.7 121.5 91.1
12-9-98 16 See Sketch -5.0 13.6 109.9 121.5 90.4
12-9-98 17 See Sketch -4.5 13.4 112.2 121.5 92.4
12-9-98 18 See Sketch -3.5 12.9 109.5 121.5 90.1
12-9-98 19 See Sketch -4.0 16.1 110.0 121.5 90.5
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HL ENGINEERING & SURVEYING
1525 S. Escondido Blvd. Suite A
Escondido, CA 92025
(760) 741-0533
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LABORATORY COMPACTION TEST RESULTS
SITE: A venida Esparanza, Encinitas
SOIL DESCRIPTION
MAX. WET
DENSITY (pCp)
136.8
134.7
132.5
OPTIMUM
MOISTURE CONTENT (%)
11.5
10.9
10.5
MAX. DRY
DENSITY (PCF)
122.7
121.5
119.9
Tan Silty Clayey Sand (Import)
Gray Silty Clayey Sand
Tan Silty Sand
FIELD COMPACTION TEST RESULTS
MAX. DRY RELATIVE
DATE OF TEST LOCATION OF FIELD MOISTURE FIELD DENSITY DENSITY DRY COMPACTION
TEST NO. TEST F.G. CONTENT (%) DRY (PCF) (PCF) (%)
12-10-98 20 See Sketch -3.0 9.9 114.2 121.5 94.0
12-10-98 21 See Sketch -2.5 12.0 111.7 121.5 91.9
12-10-98 22 See Sketch -1.0 13.2 112.9 121.5 92.9
12-11-98 23 See Sketch -2.0 10.7 110.4 121.5 90.8
12-11-98 24 See Sketch -5.5 11.5 107.9 119.9 90.0
12-11-98 25 See Sketch -3.0 11.5 109.0 119.9 90.9
12-15-98 26 See Sketch -1.0 12.3 108.7 119.9 90.6
12-15-98 27 See Sketch -1.0 10.5 110.4 119.9 92.0
12-16-98 28 See Sketch 0 11.8 115.3 121.5 94.9
12-16-98 29 See Sketch 0 12.4 114.2 121.5 93.9
12-16-98 30 See Sketch 0 13.9 111.8 121.5 92.0
12-16-98 31 See Sketch 0 12.5 112.4 121.5 92.5
12-16-98 32 See Sketch 0 13.4 116.1 121.5 95.6
HL ENGINEERING & SURVEYING
1525 S. Escondido Blvd. Suite A
Escondido, CA 92025
(760) 741-0533
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ENGINEERING
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1525 S. Escondida Blvd. Suite A, Escondida. CA 92025
(760) 741-0533 FAX (760) 741-5794
LANTIS
R.c. . 33220
EXPIRES 06/30/98
DRAINAGE STUDY
FOR
GRADING PLAN
Parcels 3 & 4, P.M. 8911
AP.N.'S 259-231-70 & 71
Encinitas, California
JOB NO. 4339
œŒ~~UWI~UD
DEC 04 1991
ENGINEERING SERVICES
CITY OF ENCINITAS
PREPARED FOR:
RAYMOND CHA VEZ
OCTOBER 30, 1997
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add 13 minutes to computed
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Mobile Homes .45 .55 .69
LofJ Rural .39 .35 .49
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Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name: BROW DITCH TYPE A
Comment: V-DITCH WITH ROUNDED BOTTOM - 2 % r¡ r Ai.
Solve For Discharge
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Depth. . . . . . . . . . . .
Computed Results:
Discharge........
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.40 ft
1.25:1 (H:V)
1.25:1 (H:V)
0.015
0.0200 it/it
0.70 ft
6 . 07 c f s > 5" ' 5 c.¡ ~
6.80 ips
0.89 sf
2.15 ft
2.64 ft
0.93 ft
0.0054 it/it
1.86 (flow is Supercritical)
----- --- --- --- - -- - ,
~~~~ ~~~nnel Flow Module, Version 3.3 (c) 1991
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Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
4l. 7, /
Worksheet Name: BROW DITCH TYPE A
Comment: V-DITCH WITH ROUNDED BOTTOM -5% AT OUTLET
Solve For Discharge
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Depth. . . . . . . . . . . .
Computed Results:
Discharge........
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.40 ft
1.25:1 (H:V)
1.25:1 (H:V)
0.015
0.0500 it/it
0.60 ft
6 . 81 c f s '> ~, 8
9.87 fps
0.69 sf
1. 90 ft
2.32 ft
0.98 ft
0.0053 ft/ft
2.89 (flow is
Supercritical)
Open Channel Flow Module, Version 3.3 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Åt..T 2
Worksheet Name: BROW DITCH TYPE A
Comment: V-DITCH WITH ROUNDED BOTTOM -~% AT OUTLET
Solve For Discharge
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Depth. . . . . . . . . . . .
Computed Results:
Discharge........
Velocity.........
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.40 ft
1.25:1 (H:V)
1.25:1 (H:V)
0.015
0.0700 ft/ft
0.60 ft
8.06 cfs >6.é3
11. 68 ips
0.69 sf
1. 90 ft
2.32 ft
1.06 ft
0.0052 ft/ft
3.41 (flow is
Supercritical)
Open Channel Flow Module, Version 3.3 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
, , . .
Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
A-L1. 3
Worksheet Name: BROW DITCH TYPE A
Solve For Discharge
Comment: V-DITCH WITH ROUNDED BOTTOM -10% AT OUTLET
Given Input Data:
Bottom Width.....
Left Side Slope..
Right Side Slope.
Manning's n......
Channel Slope....
Depth. . . . . . . . . . . .
Computed Results:
Discharge.. ......
Veloci ty. . . . . . . . .
Flow Area........
Flow Top Width...
Wetted Perimeter.
Critical Depth...
Critical Slope...
Froude Number....
0.40 ft
1.25:1 (H:V)
1.25:1 (H:V)
0.015
0.1000 ft/ft
0.50 ft
6.48 cfs ......6,g
12.64 ips
0.51 sf
1. 65 ft
2.00 ft
0.96 ft
0.0053 ft/ft
4.00 (flow is
(01 ( ! ~~ft;r od~ð ~
Supercritical)
Open Channel Flow Module, Version 3.3 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708