1998-5630 G
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Category
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Street Address
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Serial #
Description
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Plan cI<. #
Year
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
April 9, 1999
Project No, CE-5797
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Report of Certification of Compacted Fill Ground ~ oJ", ç
Proposed Single Family Dwelli~g , . \ 1 - . 'l~ Ì1. ..
1445 Crest Road . \('{)~ \ V\ () ~ 1 r '
Encinitas, California ~ ~ \\ \::,r \ !lð/~/~
Dear Mr, Guendert: (;tl ¡;/ (1 1
Scott Guendert Construction
P.O. Box 130084
Carlsbad, CA 92013
Subject:
In response to your request, the following report has been prepared to indicate results of soil
testing, observations, and inspection of earthwork construction at the subject site,
Testing and inspection services were performed from March 31, 1999 through April 7, 1999,
Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent
(90%). Therefore, we recommend construction continue as scheduled.
SCOPE
Our firm was retained to observe grading operations with regard to current standard practices
and to determine the degree of compaction of placed fill.
Grading plans were prepared by San Dieguito Engineering of Rancho Santa Fe, California.
Grading operations were performed by Mike Loyd of Fallbrook, California,
Reference is made to a previously submitted report entitled, "Preliminary Soils Investigation",
prepared by A. R. Barry & Associates, and dated July 20, 1998,
P. O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480-1116 FAX (760)741-6568
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No. CE-5797
Page 2
Approximate locations and depth of filled ground and extent of earthwork construction covered
in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch",
Grading operations were performed in order to create a level building pad to accommodate the
proposed single family dwelling, Should the finished pad be altered in any way, we should be
contacted to provide additional recommendations,
The site was graded in accordance with recommendations set forth in the Preliminary Soils
Report prepared by A. R. Barry & Associates,
The site was graded to approximately conform to project plans, Actual pad size and elevation
may differ, Finish grade operations are to be completed at a later date.
LABORATORY TESTING
Representative soils samples were collected and returned to the laboratory for testing. optimum
moisture - maximum density tests were performed in accordance with ASTM D-1557 and are
tabulated on the attached Plate No, Two entitled, "Tabulation of Test Results",
SOIL CONDITIONS
Native soils encountered were silty-sands, Fill soils were generated from the on-site excavation,
The building site contained a transition from cut to fill. However, cut areas located within the
building area were over excavated a minimum of 3 feet and brought to grade with compacted
soil. Over excavation was carried a minimum of 10 feet beyond the exterior building perimeter,
Hence, no consideration need be given this characteristic.
Expansive soils were not observed. Therefore, no special recommendations are required,
During earthwork construction, native areas to receive fill were scarified, watered, and
compacted to a minimum of ninety percent (90%) of maximum density, The key was
approximately 25 feet wide, a minimum of 2 feet in depth, and inclined into the slope,
Subsequent fill soils were placed, watered, and compacted in 6 inch lifts. Benches were
constructed in natural ground at intermediate levels to properly support the fill, To determine the
degree of compaction, field density tests were performed in accordance with ASTM D-1556 or
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No, CE-5797
Page 3
D-2922 at the approximate horizontal locations designated on the attached Plate No, One
entitled, "Test Location Sketch", A tabulation of test results and their vertical locations are
presented on the attached Plate No. Two entitled "Tabulation of Test Results", Fill soils found to
have a relative compaction of less than ninety percent (90%) were reworked until proper
compaction was achieved.
RECOMMENDATIONS AND CONCLUSIONS
Continuous inspection was not requested to verify fill soils are placed in accordance with current
standard practices regarding grading operations and earthwork construction, Therefore, as
economically feasible as possible, part-time inspection was provided, Hence, the following
recommendations are based on the assumption that all areas tested are representative of the
entire project.
1). Compacted fill and natural ground within the defined building areas have
adequate strength to safely support the proposed loads,
2). Slopes may be considered stable with relation to deep seated failure provided
they are properly maintained. Slopes should be planted within 30 days with light
groundcover (no gorilla ice plant) indigenous to the area, Drainage should be
diverted away from the slopes to prevent water flowing on the face of slope. This
will reduce the probability of failure as a result of erosion.
3). In our opinion, soil liquefaction at the site is unlikely to occur due to the
following on-site soils conditions:
A). Groundwater was not encountered at the time of grading,
B), Fill ground and loose topsoils were compacted to a minimum of
ninety percent (90%) of maximum dry density,
C), The dense nature of the fonnation underlying the site,
4). Continuous footings having a minimum width of 12 inches and founded a
minimum of 18 inches below lowest adjacent grade will have an allowable
bearing value of 1500 pounds per square foot.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No, CE-5797
Page 4
5). Footings located on or adjacent to slopes should be founded at a depth such
that the horizontal distance from the bottom outside face of footing to the face of
the slope is a minimum of 8 feet.
6). All foundations should be constructed in accordance with the
recommendations presented in the Preliminary Soils Report by A. R. Barry &
Associates.
7). Plumbing trenches should be backfilled with a non-expansive soil having a
swell ofless than two percent (2%) and a minimum sand equivalent of30,
Backfill soils should be inspected and compacted to a minimum of ninety percent
(90% ).
8). Completion of grading operations were left at rough grade, Therefore, we
recommend a landscape architect be contacted to provide finish grade and
drainage recommendations, Drainage recommendations should include concrete
sidewalks placed on all sides of structures a minimum of 4 feet in width and have
a minimum fall of two percent (2%) away from foundation zones, To further
protect water penetration of the zone, rain gutters should be installed to divert
run-off. Landscape planter areas within 4 feet of the foundation should be avoided
and/or designed with sealed bottoms and a drain system,
9). Unless requested, recommendations for future improvements (additions,
pools, recreation slabs, additional grading, etc.) Were not included in this report.
Prior to construction, we should be contacted to update conditions and provide
additional recommendations.
Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be
contacted to inspect foundation recommendations for compliance to those set forth.
During placement of concrete North County COMPACTION ENGINEERING, INC. and/or a
qualified concrete inspector should be present to document construction of foundations.
Foundation recommendations presented in this report should be considered minimal. Therefore,
we recommend the project architect and structural engineer review this report to assure
recommendations presented herein will be suitable with regard to the type of construction
planned.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Project No, CE-5797
Page 5
UNCERTAINTY AND LIMITATIONS
In the event foundation excavation and steel placement inspection is required and/or requested,
an additional cost of$170.00 will be invoiced to perform the field inspection and prepare a
"Final Conformance Letter", If foundations are constructed in more than one phase, $120,00 for
each additional inspection will be invoiced,
It is the responsibility of the owner and/or his representative to carry out recommendations set
forth in this report.
San Diego County is located in a high risk area with regard to earthquake, Earthquake resistant
projects are economically unfeasible. Therefore, damage as a result of earthquake is probable
and we assume no liability,
We assume the on-site safety of our personnel only, We cannot assume liability of personnel
other than our own, It is the responsibility of the owner and contractor to insure construction
operations are conducted in a safe manner and in conformance with regulations governed by
CAL-OSHA and/or local agencies.
If you have any questions, please do not hesitate to contact us, This opportunity to be of service
is sincerely appreciated,
Respectfully submitted,
North County
COMPACTION ENGINEERING, INC.
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Ronald K. Adams
President
RKA:paj
cc:
(3) submitted
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING
TEST LOCA TION SKETCH
PROJECT No. CE-5797
PLA TE No. ONE
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NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of
Location Location % Dry Wt, LB Cu, Ft. Type Compaction
1 04/02/99 See 372 10,5 122.4 I 95,2
2 Plate 374 09.8 120,1 I 93.4
3 One 371 11.7 120.4 I 93.6
4 373 11.1 119,9 I 93.3
5 375 08,9 123.4 I 96.0
6 374 09,7 122.8 I 95,5
7 375 10,2 121.7 I 94,7
8 04/05/99 375 08,5 118,5 I 92,2
9 " " 376 08,2 117,8 I 91.6
10 376 10.3 121.7 I 94,7
11 " " 377 08,9 123.4 I 96_0
12 04/06/99 376 12.0 121.3 I 95,7
13 " " 377 10,2 122,6 I 95.4
14 377 10,0 120,6 I 93,8
15 04/07/99 378 RFG 11.7 123.1 I 95.8
16 378 RFG 12.6 121.4 I 94.4
17 377 RFG 10,7 124.4 I 96.8
REMARKS:
RFG = Rough Finish Grade
OPTIMUM ~MUM DENSITY
SOIL DESCRIPTION ITfE MAX. DRY DENSITY OPT. MOISTURE
(LB. CD. FT) (% DRY WT)
Tan-Brown Silty Sand I 128,5 8,7
PROJECT NO. CE-5797
PLATE NO. TWO
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ENGINEERIN I
CITY OF E~CY~~X'~ES
HYDROLOGY AND HYDRAULIC CALCULATIONS
DELANEY RESIDENCE
CREST DRIVE
-
CITY OF ENCINITAS GRADING PLAN G-
May 27, 1998
PREPARED BY:
SAN DIEGUITO ENGINEERING, INC.
4407 MANCHESTER AVE, SUITE 105
ENCINIT AS, CA 92024
(760) 753-5525
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HYDROLOGY
PROJECT NAME: DELANEY
PROJECT NUMBER: 4469.00
COMMENT: Dwg No G
COORD: N33-01-30 E117 -15-50
100 YEAR STORM
P6 (in): 2.60 P6/P24: 0,63
P24 (in): 4.10 ADJUSTED P6: 2.60
<HYDRO SOil GROUP> D
RUNOFF COEFF - C 0.90
WATERSHED EVENT AREA AREA C Te I Q
DESIGNATION (year) (sf) (Ae) (min) (iph) (efs)
A 100 7000 0.16 0.55 7.5 5,27 0.47
B 100 4000 0.09 0.55 7,5 5.27 0,27
C 100 10000 0,23 0,55 7,5 5,27 0.67
D 100 23000 0.53 0,55 7,5 5.27 1,53
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AREA A, GRASS CHANNEL
Worksheet for Triangular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
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AREA A GRASS CHANNEL
Triangular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
0.035
0,063000 fUft
1,000000 H: V
1.000000 H: V
0047 cfs
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ReslJlts
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
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0,80 ,ft
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0,047518 fUft
2.90 ftls
0.13 ft
0,53 ft
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AREA 8, DOWNDRAIN
Worksheet for Circular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
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AREA B DOWN DRAIN
Circular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient
Channel Slope
Diameter
Discharge
0,022
0,330000 fUft
18,00 in
0,27 cfs
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
0,09
0,05
0,75
0,72
0.19
6,19
0,015661 fUft
5.95 fUs
0,55 ft
0,64 ft
4,19
38,35 cfs
35.66 cfs
0,000019 fUft
ft
ft2
ft
ft
ft
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AREA B, DOWNDRAIN, CRITICAL DEPTH
Worksheet for Circular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
r:\1 data\4469\4469.fm2
AREA B DOWN DRAIN CRITICAL
Circular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient
Channel Slope
Diameter
Discharge
0,022
0,015661 tUft
18,00 in
0,27 cfs
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
5/27/98
2:31 :36 PM
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0,19
0,13
1.10
1,00
0,19
12,76
0.015661 ftIft
2,06 ftIs
0,07 ft
0,26 ft
1,00
8,36 cfs
7.77 cfs
0,000019 ftIft
ft
ft2
ft
ft
ft
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FlowMaster v5.11
Page 1 of 1
AREA C, DOWN DRAIN
Worksheet for Circular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
r:\1 data\4469\4469.fm2
AREA C DOWN DRAIN
Circular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient
Channel Slope
Diameter
Discharge
0,022
0,330000 ftlft
18,00 in
0,67 cfs
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
ft
ft2
ft
ft
ft
0,14
0,09
0.94
0,88
0,30
9.51
0,014432 ftIft
7,84 ftls
0,96 ft
1,10 ft
4.44
38,35 cfs
35.66 cfs
0,000117 ftlft
5/27/98
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AREA C, DOWNDRAIN, CRITICAL DEPTH
Worksheet for Circular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
r:\ 1 data\4469\4469.fm2
AREA C DOWN DRAIN CRITICAL
Circular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient
Channel Slope
Diameter
Discharge
0,022
0,014432 ftIft
18,00 in
0.67 cfs
Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Full Flow Capacity
Full Flow Slope
Flow is supercritical.
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ft
ft2
ft
ft
ft
0,30
0,26
1,40
1,21
0.30
20.26
0,014432 ftIft
2,61 ft/s
0,11 ft
0.41 ft
1,00
8,02 cfs
7.46 cfs
0,000117 fUft
5/27/98
2:32:07 PM
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Haestad Methods. Inc, 37 Brookside Road Waterbury, CT 06708 (203) 755-1666
FlowMaster v5,11
Page 1 of 1
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AREA 0, GRASS CHANNEL
Worksheet for Triangular Channel
Project Description
Project File
Worksheet
Flow Element
Method
Solve For
r:\1 data\4469\4469.fm2
AREA D GRASS CHANNEL
Triangular Channel
Manning's Formula
Channel Depth
Input Data
Mannings Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Discharge
0,035
0,046000 ftIft
1,000000 H: V
1,000000 H: V
1,53 cfs
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Results
Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow is supercritical.
5/27/98
2:24:47 PM
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0,66 ft
0.44 ft2
1,88 ft
1,33 ft
0,68 ft
0,040595 fUft
3.47 ftIs
0,19 ft
0,85 ft
1.06
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Page 1 of 1