1996-4601 G
Street Address
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Category
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.Lj ç¡q 7-0
Serial #
If rp ð( 67
Name
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Description
Year
Plan ck. #
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NORTH COUNTY
COMPACTION
ENGINEERING, INC.
April 24, 1997
Project No. CE-5213
Page 2
Grading operations were performed in order to create a level building pad to accommodate post
tension slab on grade construction. 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 our previously submitted
report.
The site was grade 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. The
following tests were performed and are tabulated on attached Plate No. Three.
1. Optimum MoisturelMaximum Density (ASTM D-1557)
2. Expansion Potential Test (UBC 18-2)
3. Direct Shear Test (ASTM D-3080)
4. Plastic Index Test (ASTM D-4318)
5 Sieve Analysis (ASTM D-421)
SOIL CONDITIONS
Native soils encountered were silty-clays, sandy-clays, and Gravelly-Clay. Fill soils were
imported and generated from 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.
Oversize materials having a diameter of greater than 12 inches were sorted out of fill fines and
hauled off-site.
Expansive soils were observed during grading and exist within 3 feet of finish grade. However, it
is our opinion, the proposed post tension foundation system will perform well with regard to this
condition if properly designed.
NORTH .cOUNTY
COMPACTION
ENGINEERING, INC.
April 24, 1997
Project No. CE-5213
Page 3
The key was approximately 25 feet wide, a minimum of 3 feet in depth, and inclined into the
slope. During earthwork construction, native areas to receive fill were scarified, watered, and
compacted to a minimum of ninety percent (90%) of maximum density 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 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". During grading operations, all fill soils found to have a
relative compaction of less the ninety percent (90%) were reworked until proper compaction was
achieved.
RECOMMENDATIONS AND CONCLUSIONS
Continuous inspection was not requested to verify fill soils were 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 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). Continuous footings having a minimum width of 12 inches and founded a
minimum of 24 inches below lowest adjacent grade for one and two stories, will
have an estimated allowable bearing value of 1000 pounds per square foot.
4). 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.
NORTH .COUNTY
COMPACTION
ENGINEERING, INC.
April 24, 1997
Project No. CE-5213
Page 4
5). Plumbing trenches should be backfilled with non-expansive soils having a
swell of less than two percent (2%) and a minimum sand equivalent of30.
Backfill soils should be inspected and compacted to a minimum of ninety percent
(90%).
6). Unless requested, recommendations for future improvements (additions,
pools, recreational slabs, additional grading, etc.) were not included in this report.
Prior to construction, we should be contacted to update conditions and provide
additional recommendations.
7). 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 two
percent (2%) fall away from all foundation zones.
POST -TENSION SLAB AND FOUNDATION
The following post tension design criteria was calculated utilizing laboratory tests on
representative soil sample obtained within the proposed founda~ion bearing zone and Section
1815, Standards 1994 Edition o(the Uniform Building Code. The design should be performed by
a licensed engineer engaged in this type of design and who has a minimum of 5 years experience.
1). Continuous footings having a minimum width of 12 inches and founded a minimum
of 24 inches below lowest adjacent grade will have an allowable bearing pressure of 1000
pounds per square foot.
2). On-Site soils were found to have an expansion index of 63.
3). Em Center Lift
Em Edge Lift
Y m Center Lift
Ym Edge Lift
= 5.5' (Edge moisture variation distance)
= 2.6' (Edge moisture variation distance)
= 1.76" (Max. differential soil movement)
= 0.22" (Max. Differential soil movement)
4) Clayey soils should not be allowed to dry prior to placing concrete. They should be
kept in a very moist condition or at a moisture content exceeding optimum moisture
content by a minimum of three percent (3%).
NORTH .cOUNTY
COMPACTION
ENGINEERING, INC.
April 24, 1997
Project No. CE-5213
Page 5
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.
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 our 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.
~¿;a¿
Ronald K. Adams
President
eM
Dale R. Regh
Registered CiVl
Geotechnical Engi
RKA:kla
cc: (3) submitted
. ,
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING
,
PROPOSED SINGLE FAMILY DWELLING A S ~l
pprox. ca \
LOT #22 OF WILDFLOWER ESTATES :". " , 1" = 40'
ENCINITAS, CALIFORNIA Il'~~. '-~:~S_mj~_C~~~::--. "
,: -,', '" "',Z.R~_-
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NOTE: Cut side of bldg '~/h 00-._, '...n.-'~"'" '-. -'-II:
Pad was undercut fie.:, " -,."., ,Z4 ,....".~" -' t I
2:11Wl
3 feet & recompacte~,' " :: " \ "
to grade. 'v " :- .'- '-J...'
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TEST LocATION SKETCH
,PROJECT No. CE-5213
PLA TE No. ONE
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
I 03/19/97 See 200.0 13.7 118.2 I 97.3
2 " Plate 198.0 13.4 111.8 II 92.0
3 03/20/97 One 201.0 12.6 112.3 II 92.4
4 " " 203.0 17.7 114.7 II 94.4
5 03/21/97 " 205.0 16.7 118.0 II 97.1
6 " " 207.0 16.4 116.2 II 95.6
7 " " 206.0 16.7 117.4 II 96.7
8 " " 208.0 17.2 113.6 II 93.5
9 03/2597 " 210.0 16.8 115.6 II 95.1
10 " " 211.0 15.2 110.3 II 90.7
11 ," " 210.0 16.9 109.6 II 90.2
12 03/26/97 " 212.0 22.4 112.3 II 92.4
13 " " 213.0 18.6 111.4 II 91.6
14 03/27/97 " 214.0 16.7 115.0 III 91.7
15 " " 215.0 15.6 113.7 III 90,6
16 " " 216.0 14.7 114.9 III 91.6
17 03/31/97 " 217.0 18.1 115.1 III 91.7
18 04/01/97 219.0 16.1 112.9 III 90.0
19 " " 219.0 17.7 117.9 III 94.6
20 220.0 12.5 123.0 III 98.0
21 04/02/97 " 221.0 17.3 113.3 III 90.3
22 222.0 15.1 114.9 III 91.6
23 " " 224.0 16.1 113.9 III 90.8
24 " 225.0 16.1 113.7 III 90.6
25 " " 224.0 14.3 114.2 III 91.0
26 " " 221.0 16.3 115.3 III 91.9
27 " " 222.0 15.4 112.9 III 90.0
28 " " 223.0 13.8 114.3 IV 93.5
29 " " 223.0 14.9 116.7 IV 95.4
30 04/03/97 " 225.0 15.6 114.1 IV 93.3
31 " " 225.0 17.5 113.6 IV 92.9
32 04/24/97 " 226.0 RFG 12.7 113.9 V 94.5
33 " " 226.0 RFG 13.5 115.1 V 95.5
REMARKS: RFG = Rough Finish Grade
PROJECT NO, CE-5213
PLATE-NO. TWO
NORTH CÇ>UNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
OPTIMUM MOISTURE/MAXIMUM DENSITY
SOIL DESCRIPTION IYfE MAX. DRY DENSITY OPT. MOISTURE
(LB. CU. FT) (%DRYWT)
Orange Brown Silty-Clay I 121.5 14.5
Yellow Brown Gravelly-Clay II 121.5 14.2
Red Orange Silty-Sandy
Gravelly-Clay III 125.4 11.8
Orange Brown Silty-Sandy
Gravelly-Clay IV 122.2 13.6
Light Tan Silty-Sand (Import) V 120.5 12.2
EXPANSION POTENTIAL
SAMPLE NO.
CONDITION
INITIAL MOISTURE (%)
AIR DRY MOISTURE (%)
FINAL MOISTURE (%)
FINAL DRY DENSITY (PCF)
LOAD (PSF)
SWELL (%)
EXPANSION INDEX
I
Remold 90%
15.0
,9.7
22.1
109.3
150
13.4
134
IV
Remold 90%
13.6
8.5
23.7
110.0
150
6.3
63
II
Remold 90%
13.6
8.4
18.4
109.3
150
5.3
53
DIRECT SHEAR
SAMPLE NO.
CONDITION
ANGLE INTERNAL FRICTION
COHESION INTERCEPT (PCF)
II
Remold 90%
24
200
IV
Remold 90%
20
200
PLASTIC INDEX/SIEVE ANALYSIS
SAMPLE NO. LIQUID LIMIT PLASTIC LIMIT PLASTIC INDEX % PASSING #200
IV 42 22 20 50.4
PROJECT NO. CE-5213
PLATE NQ, THREE
.
'... .
/
K&S ENGINEERING
Planning Engineering Surveying
HYDROLOGICAL ANALYSIS
FOR
Wildflower Estates
Lot 22
IN
CITY OF Encinitas
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ENG\\\!E(:f~\;; NC\NITI\S
CITY OF E.
JN 9560
June 4, 1996
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D A 'lYE
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TABLE OF CONTENTS
l,SITE DESCRIPTION
2,HYDROLOGY DESIGN MODELS
3.HYDROLOGIC CALCULATIONS ... ",......,. ,....,...... APPENDIX A
4. HYDROLOGY MAPS. , . . . . . . . , . . , , . , , , . . . . , . . , . . . . . , . .. APPENDIX B
5. TABLES AND CHARTS......,..,....................., APPENDIX C
. .
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,
l,SITE DESCRIPTION
THE OFFSITE DRAINAGE AREA IS CONTAINED BY STREET CURB AND GUTTER.
THE ONSITE DRAINAGE AREA IS SHEET FLOWING SOUTHERLY TO A LOW POINT
ON THE TOP OF THE FILL SLOPE AND CONVEYED TO AN EXISTING DRAINAGE
POND VIA 8" PVC PIPE,
.'
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2,
HYDROLOGY DESIGN MODELS
A,
DESIGN METHODS
THE RATIONAL METHOD IS USED IN THIS HYDROLOGY STUDY; THE RATIONAL
FORMULA IS AS FOLLOWS:
Q = CIA, WHERE: Q= PEAK DISCHARGE IN CUBIC FEET/SECOND *
C = RUNOFF COEFFICIENT (DIMENSIONLESS)
I = RAINFALL INTENSITY IN INCHES/HOUR
A = TRIBUTARY DRAINAGE AREA IN ACRES
*1 ACRE INCHES/HOUR = 1.008 CUBIC FEET/SEC
THE OVERLAND FLOW METHOD IS ALSO USED IN THIS HYDROLOGY STUDY; THE
OVERLAND FLOW FORMULA IS AS FOLLOWS:
To=[1.8(1.1-C) (L).S]/(S%)1/3
C = RUNOFF COEFFICIENT
L = OVERLAND TRAVEL DISTANCE IN FEET
S = SLOPE IN PERCENT
To= TIME IN MINUTES
B,
DESIGN CRITERIA
- FREQUENCY, 100 YEAR STORM.
- LAND USE PER SPECIFIC PLAN AND TENTATIVE MAP.
- RAIN FALL INTENSITY PER COUNTY OF SAN DIEGO 1993 HYDROLOGY
DESIGN MANUAL,
C.
REFERENCES
- COUNTY OF SAN DIEGO 1993, HYDROLOGY MANUAL,
- COUNTY OF SAN DIEGO 1992 REGIONAL STANDARD DRAWING.
- HAND BOOK OF HYDRAULICS BY BRATER & KING, SIXTH EDITION,
.'
'-
..
APPENDIX A
(3. HYDROLOGIC CALCULATIONS)
I -
...
SAN DIEGO COUNTY
RATIONAL-HYDROLOGY
PROGRAM PACKAGE
Rational Hydrology Study
Date: 6- 4-1996
----------------------------------------------------------------------------
.USER SPECIFIED HYDROLOGY INFORMATION*
----------------------------------------------------------------------------
Rational method hydrology program based on
San Diego County Flood Control Division
1985 Hydrology Manual
Storm Event(Year) = 100.00
Map data precipitation entered:
6 HOUR, Precipitation(Inches) = 2.700
24 Hour Precipitation (Inches) = 4,500
Adjusted 6 Hour Precipitation (Inches) = 2,700
P61P24 = 60.0 %
San Diego Hydrology Manual "C" Values Used
Runoff Coefficients by RATIONAL METHOD
'1.-
Ita
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1,000 to Point/Station 2,000
*** INITIAL AREA EVALUATION ***
Decimal Fraction Soil Group A = .000
Decimal Fraction Soil Group B = ,000
Decimal Fraction Soil Group C = ,000
Decimal Fraction Soil Group D = 1.000
SINGLE F AMIL Y runoff coefficient = .5500
Initial Subarea Flow Dist. = 75,00
Highest Elevation = 252.70
Lowest Elevation = 226.00
Elevation Difference = 26,70
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 2.606 Min.
TC = [1.8*(Ll-C)*DISTANCE^.5)/(% SLOPE^(1/3)]
TC = [1.8*(1.1- .5500)*( 75,OO^.5)/( 35.60^(1/3)])=
100,00 Year Rainfall Intensity (In ,/Hr.) = 10.829
Subarea(Acres) = .11 Subarea Runoff(CFS) = ,66
Total Area(Acres) = ,II Total Runoff(CFS) = .66
TC(MIN) = 2.61
2,606
...
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2,000 to Point/Station 3,000
*** TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME ***
Upstream point elevation = 226,00
Downstream point elevation = 225,00
Channel length thru subarea(Feet) = 240,00
Channel base (Feet) = ,00
Slope or "Z" of left channel bank = 10.000
Slope or "Z" of right channel bank = 10.000
Mannings "N" = ,044 Maximum depth of channel (Ft.) = .50
Flow(Q) thru subarea(CFS) = ,66
Upstream point elevation = 226,00
Downstream point elevation = 225,00
Flow length(Ft.) = 240.00
Travel time (Min,) = 6,24 TC(min.) = 8.85
Depth of flow = .32 (Ft.)
Average Velocity = ,64 (FUSee.)
Channel flow top width = 6.40 (Ft.)
'-" I ,..
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2,000 to Point/Station 3.000
... SUBAREA FLOW ADDITION ...
100,00 Year Rainfall Intensity(In,/Hr.) = 4.922
Decimal Fraction Soil Group A = .000
Decimal Fraction Soil Group B = ,000
Decimal Fraction Soil Group C = ,000
Decimal Fraction Soil Group D = 1,000
SINGLE FAMILY runoff coefficient = ,5500
Subarea(Acres) = .39 Subarea Runoff(CFS) =
Total Area(Acres) = ,50 Total Runoff(CFS) =
TC(MIN) = 8,85
1.06
1.71
'. I ,..
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2,000 to Point/Station 3,000
*** CONFLUENCE OF MINOR STREAMS ***
--___------n_---__---------------------------------------------------------
100,00 Year Rainfall Intensity(InJHr.) = 4.922
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 1 are:
Time of concentration(min.) = 8.85
Rainfall intensity (in./hrl) = 4.92
Total flow area (Acres) = ,50
Total runoff (CFS) at confluence point =
1.71
4'-
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.000 to Point/Station 4,000
*** INITIAL AREA EVALUATION ***
Decimal Fraction Soil Group A = ,000
Decimal Fraction Soil Group B = ,000
Decimal Fraction Soil Group C = ,000
Decimal Fraction Soil Group D = 1,000
SINGLE FAMILY runoff coefficient = .5500
Initial Subarea Flow Dist. = 75,00
Highest Elevation = 252,70
Lowest Elevation = 226,00
Elevation Difference = 26,70
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 2,606 Min.
TC = [1.8*(1.1-C)*DISTANCE^.5)/(% SLOPE^(l/3)]
TC = [1.8*(1.1- ,5500)*( 75.00^.5)/( 35.60^(l/3)])=
100,00 Year Rainfall Intensity(In,/Hr,) = 10.829
Subarea(Acres) = ,11 Subarea Runoff(CFS) =
Total Area(Acres) = ,II Total Runoff(CFS) =
TC(MIN) = 2,61
2,606
,66
,66
.
-
++++++++++++111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4,000 to Point/Station 3.000
*** TRAPEZOIDAL/RECT, CHANNEL TRAVEL TIME ***
Upstream point elevation = 226,00
Downstream point elevation = 225.00
Channel length thru subarea (Feet) = 250,00
Channel base(Feet) = .00
Slope or "Z" of left channel bank = 10,000
Slope or "Z" of right channel bank = 10,000
Mannings "N" = ,044 Maximum depth of channel (pt) = .50
Flow(Q) thru subarea(CFS) = ,66
Upstream point elevation = 226,00
Downstream point elevation = 225,00
Flow length(Ft.) = 250.00
Travel time (Min,) = 6,60 TC(min,) = 9,21
Depth of flow = ,32 (Ft)
Average Velocity = .63 (Ft/Sec,)
Channel flow top width = 6,45 (Ft)
~ .
..
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4,000 to Point/Station 3,000
... SUBAREA FLOW ADDITION ...
100,00 Year Rainfall Intensity(In./Hr.) = 4.797
Decimal Fraction Soil Group A = .000
Decimal Fraction Soil Group B = ,000
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = 1.000
SINGLE FAMILY runoff coefficient = .5500
Subarea(Acres) = .43 Subarea Runoff(CFS) =
Total Area(Acres) = ,54 Total Runoff(CFS) =
TC(MIN) = 9.21
1.13
1.79
....
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.000 to Point/Station 3,000
*** CONFLUENCE OF MINOR STREAMS ***
*** Compute Various Confluenced Flow Values ***
____n_-n-____-____-n_-n_--___--------------------------______nnnnn-
100,00 Year Rainfall Intensity(In./Hr.) = 4,797
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 2 are:
Time of concentration(min,) = 9,21
Rainfall intensity (in,/hrl) = 4,80
Total flow area (Acres) = ,54
Total runoff (CFS) at confluence point =
1.79
Confluence information:
Stream runoff Time Intensity
Number (CFS) (min,) (inch/hour)
___nn--__________n____--_-------------------------------------_--____n_-
I 1.71
2 1.79
QSMX(l) =
+ 1,000* 1,000*
+1.000* ,961*
3.431
QSMX(2) =
+ ,975* 1.000*
+ 1,000* 1,000*
3.457
8.85
9,21
4,922
4,797
1.7)
1.8)
1.7)
1.8)
Rainfall intensity and time of concentration
used for 2 streams,
Individual stream flow values are:
1.71 1.79
Possible confluenced flow values are:
3.43 3.46
Individual Stream Area values are:
,50 ,54
Computed confluence estimates are:
Runoff(CFS) = 3.46 Time(min,) = 9.211
Total main stream study area (Acres) = 1.04
....
--
+++++++111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.000 to Point/Station 5,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) . *.
Upstream point elevation = 218,00
Downstream point elevation = 201,00
Flow length(Ft.) = 62,00 Mannings N = .013
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In,) = 8.00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 4.22 (In,)
Flow top width inside pipe = 7.99 (In,)
Velocity = 18,531 (Ft/S)
Travel time (Min,) = ,06 TC(min.) = 9.27
3.46
3.46
End of computations.. ,
TOT AL STUDY AREA (ACRES) =
1.04
. ,
,-
APPENDIX B
( 4 ,
HYDROLOGY MAP)
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APPENDIX C
TABLES AND CHARTS)
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SAN DIEGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
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COMPUTATION OF EFFECTIVE SLOPE
FOR NATURAL WATERSHEDS
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NOTE
~ --............. .air"" ...... --- ----::l
aFaR NATURAL WATERSHEDSj
ZLJ I ADD TEN MINUTES T°:J~
UCOMPUTED TIME OF CON-
CENTRATION.
---------
--------
ILJ
5
'H
SAN DI EGO COUNTY
DEPARTMENT OF SPEC! AL DISTRICT SERVICES
DESIGN MANUAL, '",
-~, ,.:' APP'ROVED ,3./I./~~'~.
, .) ~~¡$1~.~~~~~~£~~;~;;', ::,;ir~ " ' .
" JtJ{){)
' 4~{)
20
" /8
- .3 cot) "- IS
" I<t
"
¿oat) " 12
18/)0 "-
/GOo I{J
It;f/)t) 9
12/)£) 8
lOOt) 7
9at)
80t) ¡;
?c/t)
¡j{)t) 5'
- 5'O¿J 4-
4{)O
.5
300
It)
5
05
2tJO
t
r
r
t
r
3
18tJ
2
1;:0
/
£0
j-tJ
~O
¡
! I
7é
NOMOGRAPH FOR DETERM I NATION
.,OF TIME OF CONCENTRATION (Te)
: :FŒt NAT~ WATERSHEDS
,DATE /2./II~ 1:' x;-l.f~¿
L
,.'
~
1
.
to_,
..
Average Values of Roughness Coefficient (Manning's n)
Type of Waterway
Roughness
Coefficient (n)
1.
Closed Conduits (1)
Steel (not lined)
Cast Iron
Aluminum
Corrugated Metal
Corrugated Metal
Corrugated ~let al
Corrugated ¡'¡etal
Concrete RCP
Clay (sewer)
Asbestos Cement~ Pyc-
Dr~in Tile (terra cotta)
Cast-in-p1ace Pipe
Reinforced Concrete Box
0,015
0,015
.021
0.024 .
0.021
0.018
0,012
0.012
0.013
O. OIl
O.OlS
0,015
0.014
(not lined3
(2) (smooth asphalt quarterlining)
(2) (smooth asphalt half lining)
(smooth asphalt full lining)
2.
Open Channels (1)
a.
Unlined
Clay Loam
Sand
0.023
0.020
b.
Revetted
Gravel
Rock
Pipe' and Wire
Sacked Concrete
0.030
0.0":0
0.025
0.025
c.
Lined
Co~crete (poured)
Air~ Blown Mortar (3)
Asphaltic Concrete or Bituminous Plant Mix
0.014
0.016
0.018
d,
Veg~tated (5)
Grass lined, maintained
Gra~s and Weeds
Grass lined with concrete low flow channel
.035
.045
.032
3.
Pavement and Gu1ters (1)
Concrete
Bituminous (plant-mixed)
0.015
0.016
. '
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TABLE 2
RUNOFF COEFFICIENTS (PAT! OW>.L METHOD)
DEVELOPED AREAS (URBANl
C oe f f j c ¡en t~.i
Soi J Group (1)
Land Use
A B C D
Residential:
Single Family .40 .45 .50 .55
Multi-Units .45 .50 .60 .70
Mobi le homes ,45 .50 .55 .65
Rural (lot s greater than 1/2 acre) .30 .35 .40 .45
Corrrrerci al (2) .70 .75 .80 .85
80% Impervious
Industrial (2) .80 .85 ,90 .95
90"10 1 mpe rv i ou s
NOTES:
(l)Soil Group m~DS are available at the offices of the Department of Public ~orks.
(2)Where actual conditions deviate significantly from the tabulated impervious-
ness values of 80"10 or 9œ~, the values given for coefficient C, may be revised
by multiplying 80% or 90% by the ratio of actual imperviousness to the
tabulated 'imperviousness. However, in no case shall the final coefficie!'\t
be less than 0.50. For example: Consider commercial property on D soi I,group.
Actual imperviousness
... 50%
I
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Tabu1ated imperviousness - 8~1o
Revised C = 50 x 0.85 - 0.53
80
(
IV-A-g
t,
APPENDIX IX-B ~ /1
. Rev. 5/81 :,' .
,/ :
,.-, f
'II
..
HIGH\\'A Y DESIGN MANUAl
810-11
,¿, . JI-
January, 1987
('
Figure 816.6A
Overland Time of
Concentration Curves
1000
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1.8(1.1-C) (L) 1/2
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Where:
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L = Overland Travel
Distance in feet
S = Slope in ft.lft,
To ::: Time. in minutes
.
.
.
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c~rY OF SAN DIEGO
DEPARTMENT OF SANITATION &
FLOOD CONTROL
. I
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451
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301
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151
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.338
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U,S. DEPARTMENlr OF Cm.1MERCE
Pur-f'" br
~
tfATIOHAL OCt:A"IC AHO ^T:~OS"II¡': UC ^O}U..-I:lT"ATION
'P&C'AL STUDICS U~M CII. Ot'tïCI!: Or' lI'iol~oLnGY. N^TlU;>I^L Irl:ATIII::R SERVICE
30'
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~
~TY OF SAN DIEGO
D~ RTMENT OF SANITATION &
FLOOD COUTROL
,45'
30'
.. -
33.
)
45'
.---,...-, ..,-. --- -
-..... ( ,
I
15' I
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Pr~p"f'd br
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) 18'
16'
30'
116-
fCATIO:fAL OCEANIC AND ^T\ OSPIII::HrC AD~:1;-(15TRAT'ON '
"'ICIAL ITVO'i!:J UR^~C;U. OFfiCE OF lei IIROLOGY. NATIONAL ""EAnu::a SI'.R\'1Cl:
30'
151
15'
"
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. ,-,,--,,--------,-~,--'-"""~-~--'~-"~'--'-"---~~"---~' -".- --'.""~~--~' "-'?,"" ,.._~"." - "-.-'
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NORTH COUNTY
COMPACTION
ENGINEERING, INC.
April 10, 1996
Project No. CE-5213
Al Mayo
1772 Kettering Street
Irvine, CA 92714
Subject:
\ ? J L~ l~ \~ u ~I l~~ I'D'
! Ilj ,.., " L:_)
>-I' 'JUN 101996
ENGINEERING SEfW\CES
CITY OF ENC!N!TAS
Consolidation of Fill Soils
Proposed Single Family Dwelling
Lot #22 of Wildflower Estates
Encinitas, California
Dear Mr. Mayo:
,In response to the City's request, we are addressing herein
settlement characteristics of the prevailing on-site soils to be
utilized as fill material for partial construction of the proposed
building pad.
Please note the City Ordinance 23.24.460, I states:
, 1. Fill Depths. Building structures upon fill
materials in excess of 10 feet in depth shall only be
allowed where all reasonable use of the property is
otherwise precluded and then only upon attainment of the
ul timate consolidation of the fill material achieved
through a state of the art soils investigation, a
settlement monitoring program and surcharging of the fill
material with an appropriate overburden of soil.'
During our soils investigation of December 20, 1995, Consolidation
Tests were performed on the prevailing on-site soils in accordance
with ASTM D-2435. Test results indicate that estimated settlement
of on-site soils would be within tolerable limits with the proposed
23 foot fill depth. However, please note that the proposed on-site
excavation is approximately 2700 cubic yards and to complete the
building pad as planned, it will require approximately 13,000 yards
of imported fill material.
Due to the unknown settlement characteristics of imported materials
at the time, estimated settlement of fill soils' cannot be
accurately calculated. Therefore, upon' further consolidation
testing of soils to be imported, our firm will determine at that
time whether or not a settlement monitoring program will be
required upon completion of grading.
P.O. BOX 302002 . ESCONDIDO, CA 92030
(619) 480-1116
-' -
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
April 10. 1996
Project No. CE-5213
Page 2
We should be contacted to inspect and test imported soils prior to
hauling them on-site to assure they will be sui table for the
proposed construction.
If you have any questions, please do not hesitate to contact us.
This opportunity to be of service is sincerely appreciated.
Respectfully submitted,
4
North County
COMPACTION ENGINEERING. INC.
~r-~
Ronald K. Adams
President
RKA:kla
cc:
(3 )
Submitted