1996-4759 G
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Name
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Serial #
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Description
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Plan ck. #
Year
. K&S ENGINEERING
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PIGnning Engineering Surveying
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AUG 19 1996
ENGk"JEEF,lf\iC; ~;EP\íiC~FS
CITY OF [-j\[C:!\Wi þ..~~
HYDROLOGICAL ANALYSIS
FOR
WILDFLOWER ESTATES LOTS 11 - 21
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IN
CITY OF ENCINITAS
IN 9637
August 14, 1996
DAV / ýh
7801 Mission Center Court, Suite 200.San Diego, California 92108. (619)296-5565 . Fax (619)296-5564
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TABLE OF CONTENTS
~.,~.
l~~YoROLOGY DESIGN MODELS
2.HYDROLOGIC CALCULATIONS ....... ................... APPENDIX A
3.TABLES AND CHARTS ...... .......... ........ ..... ... APPENDIX B
4.HYDROLOGY MAPS ................................... APPENDIX C
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~~,. HYDROLOGY DESIGN MODELS
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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 Þ~EA IN ACRES
*1 ACRE INCHES/HOUR = 1.008 CUBIC FEET/SEC
THE OVERLAND FLOW METHOD IS. Þ~LSO USED IN THIS HYDROLOGY STUDY; THE
OVERLAND FLOW FORMULA IS AS FOLLOWS:
To=[1.8(1.1-C) (L),5]/(S%)1/3
C = RUNOFF COEFFICIENT
L = OVERLAND TRAVEL DISTÆ~CE 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.
-.-- --- --------,----
..
'" "'.
....
'1--'- .~
APPENDIX A
(2. HYDROLOGIC CALCULATIONS)
'..-,.-.'..-_h_.,___--,._,-.-_..-- ,
..
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....
DEVEWPED CONDmON
""
SAN DIEGO COUl\'1ì'
RATIONAL. HYDROLOGY
PROGRAM PACKAGE
Rational Hydrology Study
Date: 8-14-1996
----------
------------------- -- ------
"USER SPECIFIED HYDROLOGY INFORMATION"
----------------- ----
Rational method hydrology program based on
San Diego County Flood Control Division
1985 Hydrology Manual
Storm Event(Year) a 100.00
Map data precipitaûon entered:
6 HOUR, Precipitation (Inches) = 2,700
24 Hour Precipitaûon(Inches) = 4.500
Adjusted 6 Hour Precipitaûon (Inches) = 2.700
P61P24 = 60,0 %
San Diego Hydrology Manual "CO Values Used
Runoff Coefficients by RATIONAL METHOD
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++T+++++++++++++++
Process from PointlSt.a1ion 60.000 to PointiStation
... INITIAL AREA EVALUATION
61.000
.."
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist. = 210,00
Highest Elevation = 359.00
Lowest Elevation = 340,00
Elevation Difference = 19,00
Time of concentration calculated by the Urban
Areas overland flow met1i~d (APP X-C) a 10,032 Min.
TC = [1.8"(1.1-C)"D1ST ANCE^, 5)/(% SLOPE^(1/3)]
TC = [1.8"(1.1- .4500)"( 270,OO^,5)/( 7,04^(1I3)])=
100,00 Year Rainfalllntensity(In.lHr,) = 4,540
Subarea(Acres) = ,72 Subarea RunofftCFS) = 1.47
Total Area(Acres) = .72 Total RunofftCFS) = 1.47
TC(MIN) = 10.03
10.032
++++++111111111111111111111111111111111111111111111++++11111111111111111111
Process from PointlSt.a1ion 61.000 to Point/Station 59,000
.." PIPEFLOW TIME (USER SPECIFIED SIZE) "..
UpSlream point elevation = 340.00
Downstream point elevation = 312.00
Flow length(Ft) = 180,00 Mannings N = .015
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) - 24.00
Calculated Individual Pipe flow (CFS) =
Normal flow depth in pipe - 2.30 (In.)
1.47
1.47
--,... --,-..._-------- -- '-'
..
,
~
Flow top width inside pipe = 14,12 (In.)
Velocity = 9.600 (Ft/S)
Travd time (Min.) = .31 TC{min.) = 10.34
++++++++++++IIIIIII+++++++++++++++++++++++++++++++++++++++++++~~++++++++++
Process fÌ'om Point/Station 61.000 to Point/SUlion
.oo SUBAREA FLOW ADDmON
59.000
.oo
100.00 Year Rainfall Inlensity(ln.lHr,) = 4.451
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .04 Subarea RunofflCFS) =
Total Area(Acres) = .76 Total RunofflCFS) =
TC(MIN) = 10.34
.08
1.55
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 61.000 to Point/Station
oo* COJ\'FLUENCE OF MINOR STREAMS
59.000
oo*
.--------- ----- -- -------.------
100.00 Year Rainfall Inlensity(ln.lHr.) = 4.451
ALONG TIΠMAIN STREAM J\'lJMBER: 1
The flow values used for the stream: I are:
Time of concentnltion(min,)" 10.34
Rainfall intensity (in,ihrl) = 4.45
Total flow area (Acres) .. .76
Total runoff (CFS) at confluence point =
1.55
++++ + ++++++++++++++ +++ + ++++++++ + + ++ +++ + ++... + ++++ + + + + -r+ + + +++++ ++ ++++++++ +++++
Process from Point/Station 56.000 to Point/Station 57.000
oo* INmAL AREA EVALUATION *oo
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
RURAL (lots> 1/2 acre) runoff coefficient .. .4500
Initial Subarea Flow Dist. .. 40,00
Highest Elevation" 346,00
Lowest Elevation = 327.00
Elevation Difference .. 19,00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 10.032 Min,
TC .. [1.8*(1.1-C)*D1STANCE^,5Y(% SLOPE^(ll3»)
TC .. [1.8*(1.1- .4500)*( 270,OO^.5Y( 7,04^(ll3)))=
100.00 Year Rainfall Inlensity(In./Hr.).. 4,540
Subarea{Acres) - ,15 Subarea RunofflCFS)" ,31
Total Area{Acres)" .15 Total RunofflCFS) .. .31
TC(MIN) - 10,03
10.032
++++++11111111+++++++11111111++++++111111111111++++++++++++++++++++++++++++
Process from Point/Station 57,000 to Point/SUlion 58.000
oo* TRAPEZOlDAURECT. CHANNEL TRAVEL TIME *oo
.
"
"
UpstTeam point elevation = 327.00
Downstream point elevation = 326.00
Channel leng1h thro subarea(Feet) = 140.00
Channel base(Feet) = .00
Slope or "Z" of left channel bank = 2.000
Slope or "Z" of right channel bank = 100.000
Mannings "N" = ,033 Maximum depth of channel (Fl) = .50
Flow(Q) thro subarea(CFS) = ,31
UpstTeam point elevation = 327.00
Downstream point elevation = 326.00
Flow leng1h(Fl) = 140.00
Travel ÚIne (Min.) = 4,35 TC(min,) = 14.39
Depth of flow = .11 (Fl)
Average Velocity = .54 (FtlSec.)
Channel flow top width = 10,80 (Fl)
++++++++IIIIIIII++++++++++++++++++++++~+++++++++++++++++++~++++++++++++++
Process from Point/Station 57.000 to Point/Station
... SUBAREA FLOW ADDITION
58.000
...
100.00 Year Rainfalllntensity(In./Hr.) = 3,598
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .53 Subarea RunofftCFS) =
Total Area(Acres) = .68 Total RunofftCFS) =
TC(MIN) = 14.39
.86
1.16
+++++++111111111+++++++++11111111++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 58,000 to Point/Station 59.000
0" PlPEFLOW TIME (USER SPECIFIED SIZE) "0
UpstTeam point elevation = 321.00
Downstream point elevation = 312.00
Flow leng1h(Fl) = 41.00. Mannings N = ,012
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 8.00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 2.36 (In.)
Flow top width inside pipe = 7.30 (In.)
Velocity = 13,522 (Ft/S)
Travel time (Min,) = .05 TC(min.) = 14.44
1.16
1.16
11111111++++11111111+++++1111111+++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 58,000 to Point/Station 59.000
..0 CONFLUENCE OF MINOR STREAMS ...
... Compute Various Confluenced Flow Values "0
-- -- -- - ---- -- --- - -- ----- ----------- - -- -- - - -- - - - - - - - - -- -- ----
100.00 Year Rainfalllntensity(In,/Hr.) - 3.590
ALONG l1iE MAIN STREAM NUMBER: 1
The flow values used for the stream: 2 are:
Time of concentration(min.) - 14,44
Rainfall intensity (in,lhrl) = 3.59
..
~
"
Total flow area (Acres) = .68
Total runoff (CFS) at confluence point =
1.16
Confluence informaLÌon:
Stream runoff Time Intensity
Number (CFS) (min.) (inchihour)
--------------------------------- -.------ ------- -- ---
1 1.55
2 1.16
QSMX(I) =
+ 1.000°1.000°
+1.000° .717°
2,383
QSMX(2) =
+ .807°1.000°
+ 1.000°1.000°
2.414
10.34
14,44
4.45 I
3,590
1.5)
1.2)
1.5)
1.2)
Rainfall intensity and time of concentralion
used for 2 streams.
Individual stream flow values are:
1.55 1.16
Possible confluenced flow values are:
2.38 2.41
Individual Stream Area values are:
,76 ,68
Computed confluence estimates are:
Runofi{CFS) = 2.41 Time(min,) = 14.438
Total main stream study area (Acres) = 1.44
++++++IIIII! 11I11 III! 11+++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 59.000 to Point/Station 51.000
0.. PlPEFLOW TIME (USER SPECIFIED SIZE) "O
Upstream point elevation = 312,00
Downstream point elevaLÌon = 296.00
Flow length(Ft) = 100.00 Mannings N = .015
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In,) = 24,00
Calculated Individual Pipe 1low (CFS) =
Normal flow depth in pipe = 2.89 (In.)
Flow top width inside pipe = 15,62 (In.)
Velocity = 11.251 (Ft/S)
Travel time (Min,) = ,15 TC(min,) = 14.59
2.41
2.41
+++++++++++IIII! IIII+++++++++++++++++++++++++++++++++++++++++++++++I!! I! III
Process from Point/Station 59.000 to Point/Station 51.000
..0 SUBAREA FLOW ADDmON ..0
100.00 Year Rainf&IIIntensity(In,/Hr,) = 3.566
Decimal Fraction Soil Group A = ,000
Decimal Fraclion Soil Group B = ,000
Decimal Fraction Soil Group C = ,000
DecimlÙ Fraclion Soil Group D = 1.000
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = ,04 Subarea Runofi{CFS) =
Total Area(Acres) = 1.48 Total Runofi{CFS) =
TC(MIN) = 14.59
.06
2,48
II
*'
,
1 II1I111 II II .11111111111111 IIII+++++++III! 1111++++++++++++++++++1. II 1.1111
Process from Point/Station 59.000 to Point/Station
..0 CONFLUENCE OF MAIN STREAMS
51.000
...
.------------------------------- ----- -----
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year Rainfall Intensity(ln,fHr.) = 3.566
The flow values used for the stream: 1 are:
Time of concentra1ionCmin,) = 14.59
Rainfall intensity (in./hrl) = 3.57
Total flow area (Acres) = 1.48
Total runoff (CFS) at confluence point =
2.48
Program is now starting with MAIN STREAM NO.2
+++++111111111+1111111+++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50,000 to Point/Station
O" INITIAL AREA EVALUATION
51.000
...
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Disl = 100.00
Highest Elevation = 327.00
Lowest Elevation = 296,00
Elevation Difference = 31.00
Time of concentration calculated by the Urban
Areas overland flow method CAPP X-C) = 10,073 Min.
TC = [1.8°(I.1-C)ODlSTANCE",5)/(% SLOPE^(1/3)]
TC = [1.8°(1.1- .4S00)0( 330,OO".S)I( 9,39"(113)])=
100.00 Year Rainfall Intensity(In,fHr,) = 4.528
Subarea(Acres) = ,34 Subarea Runo1f(CFS) = .69
Total Area(Acres) = .34 Total Runo1f(CFS) = .69
TC(MIN) = 10,07
10.073
++++++11111111111111111111111111++++++++1111111++++++++++++++++++++++++++++
Process from Point/Station SO.OOO to Point/Station SI.OOO
..0 CONFLUENCE OF MAIN STREAMS ...
"O Compute Various Confluenced Flow Values O"
- - --- --- -----.- -----
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year RainfaJI Intensity(ln./Hr.) = 4.528
The flow values used for the stream: 2 are:
Time of conccntralÌon(min.) = 10,07
Rainfall intensity (in./hrl) = 4,53
Total flow area (Acres) = .34
Total runoff (CFS) at confluence point =
.69
Confluence information:
Stream runoff Tune Intensity
Number (CFS) (min,) (inchlhour)
--- -- -- - ---------------------.. .--------- - -.-- --- - -. - - ----
2.48
14,S9
3.566
II
"'.
~
2 ,69
QSMX(I) =
+ 1.000°1.000° 2.5)
+ ,788°1.000° ,7)
3.024
QSMX(2) =
+1.000° .691° 2.5)
+1.000°1.000° .7)
2.404
10,07
4,528
Rainfall intensity and time of concentration
used for 2 MAIN streams,
Individual stream flow values are:
2.48 ,69
Possible confluenced flow values are:
3.02 2.40
Individual Stream Area values are:
1.48 .34
-- --- -- ------- - ----- -------- --- --- - - - --- ----- - -..- - -- - - -- - --- - - - - - - - - - - - - --
Computed confluence estimates are:
Runoff(CFS) = 3,02 Time(min.) = 14.586
Total main stream study area (Acres) = 1.82
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 51.000 to Point/Station 49.000
0.. PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 296.00
Downstream point elevation = 262,00
Flow length(Ft) = 200.00 Mannings N = .015
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 24.00
Calculated Individual Pipe flow (CFS) =
Normal flow depth in pipe = 3,17 (In.)
Flow top width inside pipe = 16.26 (In.)
Velocity = 12,299 (FtIS)
Travel time (Min,) = .27 TC(min,) = 14.86
3.02
3.02
++++++++++++++11111111111+++++++++++++++++++++++++++++++++++++++++++1111111
Process from Point/Station 51.000 to Point/Station 49,000
0.. SUBAREA FLOW ADDmON "O
100.00 Year Rainfall Intensity(In./Hr,) = 3.524
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .05 Subarea Runoff(CFS) =
Total Area(Acres) = 1.87 Total Runoff(CFS) =
TC{MIN) = 14,86
.08
3,10
1111111111111111111111111111111+++++++++++1111111111+++1111111111111111111+
Process from Point/Station 51.000 to Point/Station 49,000
"O CONFLUENCE OF MAIN STREAMS O"
-----------------
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
. ...-. ."'~-~_.~-'-'-'-_. ..,
..
..
"
100,00 Year Rainfall Intensity(In,/Hr,) = 3,524
The flow values used for the stream: 1 are:
Time of concentration(min.) = 14,86
Rainfall intensity (in./hrl) = 3,52
Total flow area (Acres) = 1.87
Total runoff (CFS) at confluence point =
3,10
Program is now starting with MAIN STREAM NO, 2
1111111111111111111111+++++++++++++++++++++++++++++++++11111111111111++++++
Process from Point/Station 46.000 to Point/Station 47.000
on INITIAL AREA EVALUATION on
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Disl = 40,00
Highest Elevation = 302,00
Lowest Elevation = 284.00
Elevation Difference = 18,00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 10,057 Min.
TC = [1.80 (1.1-C)O DlST ANCE^,5)/(% SLOPE^(1/3)]
TC = [1.80(1.1- .4500)O( 265,OO^,5)/( 6,79^(113)])=
100.00 Year Rainfall Intensity(In./Hr.) = 4.533
Subarea{Acres) = ,12 Subarea Runoff(CFS) = ,24
Total Area{Acres) = ,12 Total Runoff(CFS) = .24
TC(MIN) = 10,06
10,057
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 47.000 to Point/Station 48,000
no TRAPEZOIDALlRECT, CHANNEL TRAVEL TIME no
Upstream point elevation = 284,00
Downstream point elevation = 283.00
Channel length thnJ subarea{Feet) = 130,00
Channel base(Feet) = .00
Slope or "Z" of left channel bank = 2.000
Slope or "Z" of right channel bank = 100.000
Mannings "N" = ,033 Maximum depth of channel (Ft) = .50
Flow(Q) thnJ subarea{CFS) = .24
Upstream point elevation = 284,00
Downstream point elevation = 283,00
Flow length(Ft) = 130,00
Travel time (Min.) = 4.16 TC{min,) = 14.22
Depth of flow = .10 (Ft)
Average Velocity = .52 (FUSee,)
Channel flow top width = 9.79 (Ft)
+++111111111111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 47,000 to Point/Station 48.000
no SUBAREA FLOW ADDmON ..0
100.00 Year Rainfall Intensity(In,/Hr,) = 3,625
Decimal Fraction Soil Group A = .000
Decimal Fraction Soil Group B = ,000
þ
...
"
Decimal Fraction Soil Group C = .000
Decimal Fraction Soil Group D = 1.000
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .28 Subarea Runoff(CFS) =
Total Area(Acres) = ,40 Total Runoff(CFS) =
TC(MIN) = 14,22
.46
,70
+++++11111111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 48,000 to Point/Station 49.000
0.. PIPEFLOW TIME (USER SPECIFIED SIZE) 0..
Upstream point elevation = 278.00
Downstream point elevation = 262,00
Flow length(Fl) = 33.00 Mannings N = .012
No. of pipes = I Required pipe flow (CFS) =
Given pipe size (In,) = 8.00
Calculated Individual Pipe flow (CFS) =
Normal flow depth in pipe = LSO (In.)
Flow top width inside pipe - 6,25 (In,)
Velocity - 15,465 (Ft/S)
Travel time (Min,) = .04 TC(min.) = 14.25
,70
.70
+++++++++++++++++++1111111111++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 48.000 to Point/Station 49,000
..0 CONFLUENCE OF MAIN STREAMS ..0
..0 Compute Various Confluenced Flow Values 0"
--- --------- - ---------- -- - - -- - ---. -- -- - - - - -- - -----
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year Rainfall Intensity(In,/Hr.) = 3.620
The flow values used for the stream: 2 are:
Time of concentration(min.) = 14,25
Rainfall intensity (in./hrl) = 3.62
Total flow area (Acres) = .40
Total runoff (CFS) at confluence point =
,70
Confluence information:
Stream runoff Time Intensity
Number (CFS) (min.) (inchlhour)
----------------------------
1 3,10 14.86
2 ,70 14.25
QSMX(I) =
+1.00001.0000 3.1)
+ .97401.000. .7)
3.786
QSMX(2) =
+ 1.0000 .9590 3.1)
+1.00001.000. .7)
3,679
3.524
3.620
Rainfall intensity and time of concentration
used for 2 MAIN streams.
Individual stream flow values are:
3.10 ,70
Possible confluenced flow values are:
3.79 3,68
Individual Stream Area values are:
1.87 .40
..
...
,
----------"-'----------------"------'-"------__"_--_n_----------.--
Computed confluence estimates are:
RunofftCFS) = 3,79 Time(min,) = 14.857
Total main stream study area (Acres) = 2.27
+++111111111+++11 1 1111111111111111+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 42.000 to Point/Station 43.000
0.. INITIAL AREA EVALUATION 0..
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Area Type is: RURAL(Greater than 1/2 Acre)
Time of concentration computed by the Natural
Watel1>heds nomograph, (App. X-A)
TC = [11.9°Length(Mi)^3)/(Elevation Change)]^.385.60(MINIHR)
Initial Subarea Flow Dist. = 150,00
Highest Elevation = 304,00
Lowest Elevation = 284.00
Elevation Difference = 20.00
TC = [(11.90 .2538"3)1( 20,00)]"..385 = 10.081
100.00 Year Rainfalllntensity(1n./Hr,) = 4,526
Subarea(Acres) = .26 Subarea RunofftCFS) = .53
Total Area(Acres) = ,26 Total Runoff{CFS) = .53
TC(MIN) = 10.08
++++111111111111111111111111111++++++1111111111111111++1111111111+++1111111
Process from Point/Station 43,000 to Point/Station 44,000
0.. TRAPEZOIDAURECT, CHANNEL TRAVEL TIME 0..
Upstream point elevation = 284,00
Downstream point elevation = 283.00
Channel length thru subarea(Feet) = 135,00
Channel base(Feet) = .00
Slope or "Z" of left channel bank = 100.000
Slope or "Z" of right channel bank = 2,000
Mannings "N" = ,033 Maximum depth of channel (Ft) = .50
Flow(Q) thru subarea(CFS) = .53
Upstream point elevation = 284.00
Downstream point elevation = 283,00
Flow length(Fl) = 135,00
Travel time (Min,) = 3.61 TC(min,) = 13,70
Depth of flow = .13 (Ft)
Average Velocity = .62 (FUSec.)
Channel flow top width = 13,17 (Fl)
++++++++++11111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PointlStation 43,000 to Point/Station 44.000
0.. SUBAREA FLOW ADDmON ..0
100,00 Year Rainfa11lntensity(1n./Hr.) = 3,714
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
..
..
,
Subarea(Acrcs) = .49 Subarea Runofl'{CFS) =
Total Area(Acres) = .75 Total Runofl'{CFS) =
TC(MIN) = 13.70
.82
1.35
111111111111111111111111111111111111111++++++++++++++++++++++++++++++++++++
Process from Point/Station 44.000 to Point/Station 45,000
..0 PIPEFLOW TIME (USER SPECIFIED SIZE) ..0
Upstream point elevation = 278.00
Downstream point elevation = 263.00
Flow length(Fl) = 48,00 Mannings N = ,012
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In,) = 8.00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 2.32 (In,)
Flow top width inside pipe = 7.26 (In,)
Velocity = 15,990 (Ft/S)
Travel time (Min.) = ,05 TC(min.) = 13.75
1.35
1.35
+++++++++1111111111111111++1111111+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 38,000 to Point/Station 39.000
..0 INITIAL AREA EVALUATION "0
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Area Type is: RURAL(Greater than 1/2 Acre)
Time of concentration computed by the Natural
Watersheds nomograph, (App. X-A)
TC = (l1.9°Length(Mi)^3)/(Elevation Change)]^.385°60(MINIHR)
Initial Subarea Flow Disl = 320,00
Highest Elevation = 302,00
Lowest Elevation = 249,00
Elevation Difference = 53,00
TC = [(11.90 ,3504"3)1( 53,00)]"..385 = 10.054
100,00 Year Rainfall Intensity(In.lHr,) = 4.533
Subarea(Acres) = ,46 . Subarea Runofl'{CFS) = .94
Total Area(Acres) = .46 Total Runofl'{CFS) = .94
TC(MIN) = 10.05
+++++1111111111111111++++1111111111111++++++++++++++++++1111111111 1++++++++
Process from Point/Station 39.000 to Point/Station 40,000
..0 TRAPEZOIDALlRECT, CHANNEL TRAVEL TIME ..0
Upstream point elevation = 249,00
Downstream point elevation = 248,00
Channel length tIuu subarea(Feet) = 85.00
Channel base(Feet) = .00
Slope or °Z" of left channel bank = 2.000
Slope or "Z" of right channel bank = 100,000
Mannings "N" = ,033 Maximum depth of channel (Fl) = .50
Flow(Q) tIuu subarea(CFS) = ,94
Upstream point elevation = 249,00
Downstream point elevation = 248,00
Flow length(Fl) = 85.00
Travel time (Min,) = 1.66 TC(min,) = 11.71
Depth offlow = .15 (Fl)
..
~
"
Average Velocity = ,85 (FtlSec.)
Channel flow top width = 14.97 (Ft.)
111111111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 39.000 to Point/Station
... SUBAREA FLOW ADDmON
40,000
...
100.00 Year Rainfalllntensity(ln,/Hr,) = 4.109
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
RURAL (lots> 1/2 acre) nmoff coefficient = .4500
Subarea(Acres) = ,33 Subarea Runo~CFS) =
Total Area(Acres) = .79 Total Runo~CFS) =
TC(MIN) = 11.71
.61
1.55
111111111111111111111111111111111111111111111++++++++++++++++++++11I1II1III
Process from Point/Station 39,000 to Point/Station 40.000
... CONFLUENCE OF MINOR STREAMS ...
----- n- - -- -- - -- --- -- ------ ------- - - -- - -- - --- ----- - - - n- - - - --
100,00 Year Rainfalllntensity(ln./Hr,) = 4.109
ALONG TIlE MAIN STREAM NUMBER: 1
The flow values used for the stream: 1 are:
Time of concentration(min,) = 11.71
Rainfall intensity (in.lhrl) = 4.11
Total flow area (Acres) = ,79
Total runoff (CFS) at confluence point =
1.55
+++++++11111111++++++++111111111111111++11111111+++++++++++++++++++++++++++
Process from Point/Station 35.000 to Point/Station 36.000
*.. 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist. = 45.00
Highest Elevation = 270,00
Lowest Elevation = 249,00
Elevation Difference = 21.00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 10,002 Min,
TC = [1.8*(I,l-C)*DISTANCE^,5)1(% SLOPE^(ll3)]
TC = [1.8*(1.1- .4500).( 280,OO^.5)1( 7,50^(113) )=
100,00 Year Rainfalllntensity(ln,/Hr.) = 4.549
Subarea(Acres) = ,12 Subarea RunofltCFS) = .25
Total Area(Acres) = .12 Total Runo~CFS) = .25
TC(MIN) = 10,00
10.002
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 36,000 to Point/Station 37.000
... TRAPEZOIDAURECT, CHANNEL TRAVEL TIME ...
þ.
..
..
Upstream point elevation = 249,00
Downstream point elevation = 248.00
Channel length 1hru subarea(Feet) = 120.00
Channel base(Feet) = ,00
Slope or "Z" of left channel bank = 100.000
Slope or "Z" of right channel bank = 2,000
Mannings "N" = ,033 Maximum depth of channel (Ft.) = .50
Flow(Q) 1hru subarea(CFS) = ,25
Upstream point elevation = 249,00
Downstream point elevllÛon = 248.00
Flow length(Ft.) = 120,00
Travel time (Min,) = 3.73 TC(min,) = 13,73
Depth of flow = .09 (Ft.)
Average Velocity = .54 (Ft./Sec,)
Channel flow top width = 9,66 (Ft.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 36.000 to Point/Station 37,000
... SUBAREA FLOW ADDITION ...
100,00 Year Rainfalllntensity(In,/Hr.) = 3,708
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = ,32 Subarea Runoff(CFS) =
Total Area(Acres) = ,44 Total Runoff(CFS) =
TC(MIN) = 13.73
,53
,78
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 37,000 to Point/Station 40,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevllÛon = 243.00
Downstream point elevation = 239.00
Flow length(Ft.) = 194.00 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 = 3.76 (In.)
Flow top width inside pipe = 7.99 (In,)
Velocity = 4,838 (Ft/S)
Travel time (Min.) = .67 TC(min.) = 14.40
.78
.78
111111111111111111111111+++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 37,000 to Point/Station 40,000
... CONFLUENCE OF MINOR STREAMS ...
... Compute Various Confluenced Flow Values ...
----------- --- -- - - - - --. .---
100.00 Year Rainfall Intensity(In,/Hr,) = 3.596
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 2 are:
Time of concentration(min,) = 14,40
Rainfall intensity (in.thrl) = 3.60
Total flow area (Acres) = .44
Total runoff (CFS) at confluence point =
,78
~
..
Confluence infonnation:
Stream runoff Time Intensity
Number (CFS) (min,) (inchlhour)
--- -------------..----- -- -- - - ---- - - - -- - - - -- - - - --- --.-
1 1.55
2 ,78
QSMX(I) =
+ 1.000.1.000.
+1.000. .813.
2.183
QSMX(2) =
+ .875.1.000.
+ 1.000.1.000.
2.135
11.71
14.40
4.109
3.596
1.5)
.8)
1.5)
,8)
Rainfall intensity and time of concentration
used for 2 streams.
Individual stream flow values are:
1.55 ,78
Possible confluenced flow values are:
2.18 2,14
Individual Stream Area values are:
,79 .44
Computed confluence estimates are:
Runoff(CFS) = 2,18 Time(min.) = 11.711
Total main stream study area (Acres) = 1.23
++++++111111111++11111111111+++++++++++++++++++++++++++++++++++++++++++++++
Process from PointlStation 40.000 to Point/Station 41.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 243,00
Downstream point elevation = 239,00
Flow length(Ft) = 31.00 Mannings N = ,012
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In,) = 8,00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 3.83 (In,)
Flow top width inside pipe = 7,99 (In,)
Velocity = 13.224 (Ft/S)
Travel time (Min,) = ,04 TC(min.) = 11.75
2.18
2.18
1111111111111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 33.000 to Point/Station 34.000
... 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
RURAL (lots> 1/2 acre) runoff coefficient = .4S00
Area Type is: RURAL(Greater than 1/2 Acre)
Time of concentration computed by the Natural
Watersheds nomograph. (App, X-A)
TC = [11.9.Length(Mi)^3)1(Elevation Change)]^.38S.60(MIN/HR)
Initial Subarea Flow Dist = 160.00
Highest Elevation = 298.00
Lowest Elevation = 265,00
Elevation Difference = 33.00
..
..
TC = [(11.9. .2992"3)1( 33.00)]"..385 = 10.056
100.00 Year Rainfalllntcnsity(In./Hr.) = 4.533
Subarea(Acrcs) = .36 Subarea Runoff(CFS) = .73
Total Area(Acres) = .36 Total Runoff(CFS) = .73
TC(MIN) = 10,06
++++++1111111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.000 to Point/Station
... PIPEFLOW TIME (USER SPECIFIED SIZE)
32.000
...
Upstream point elevation = 265.00
Downstream point elevation = 246,00
Flow length(Fl) = 95,00 Mannings N = .015
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 24.00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 1.56 (In,)
Flow top width inside pipe = 11.82 (In.)
Velocity = 8.490 (Ft/S)
Travel time (Min,) = ,19 TC(min.) = 10,24
.73
,73
1111111111111111111++++++++++++++++++++++++1111111++++++111111111++++++++++
Process from Point/Station 34.000 to Point/Station 32,000
... SUBAREA FLOW ADDmON ...
100.00 Year Rainfalllntensity(In,/Hr,) = 4.480
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = ,10 Subarea Runoff(CFS) =
Total Area(Acres) = ,46 Total Runoff(CFS) =
TC(MIN) = 10.24
.20
.94
1111111111111111+++++++++111111111+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34,000 to Point/Station 32.000
... CONFLUENCE OF MAIN STREAMS ...
------------.-..-....-.. --. ....-
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100,00 Year Rainfalllntensity(In./Hr,) = 4.480
The flow values used for the stream: 1 are:
Time of concentration(min,) = 10.24
Rainfall intensity (in./hrl) = 4.48
Total flow area (Acres) = ,46
Total runoff (CFS) at confluence point =
.94
Program is now starting with MAIN STREAM NO.2
++++111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 22.000 to Point/Station 30.000
... INIDAL 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
RURAL (lots> 1/2 acre) runoff coefficient = ,4500
Area Type is: RURAL(Greater than 1/2 Acre)
Time of concentration computed by the Natural
Watersheds nomograph, (App, X-A)
TC = [I 1.9. Length(Mi)^3)1(Elevation Change)]^.385°60(MINIHR)
Initial Subarea Flow Dist. = 200,00
Highest Elevation = 281.00
Lowest Elevation = 257.00
Elevation Difference = 24.00
TC = [(11.9. ,2689"3)1( 24.00)]"..385 = 10.049
100,00 Year Rainfall Intensity(In./Hr,) = 4.535
Subarea(Acres) = .33 Subarea Runoff(CFS) = .67
Total Area(Acres) = .33 Total Runoff(CFS) = ,67
TC(MIN) = 10.05
++++++++++++11111111111++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 31.000
... TRAPEZOIDALlRECT, CHANNEL TRAVEL TIME ...
Upstream point elevation = 257.00
Downstream point elevation = 256,00
Channel length thru subarea(Feet) = 155,00
Channel base(Feet) = .00
Slope or "Z" of left channel bank = 2.000
Slope or "Z" of right channel bank = 100,000
Mannings "N" = .033 Maximum depth of channel (Ft.) = ,50
Flow(Q) thru subarea(CFS) = ,67
Upstream point elevation = 257,00
Downstream point elevation = 256.00
Flow length(Fl) = 155,00
Travel time (Min.) = 4.11 TC(min,) = 14.16
Depth of flow = .15 (Ft.)
Average Velocity = ,63 (FUSec,)
Channel flow top width = 14.79 (Ft.)
++++++111111111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30,000 to Point/Station 31.000
... SUBAREA FLOW ADDmON ...
100,00 Year Rainfall Intensity(In./Hr.) = 3.634
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
RURAL (lots> 1/2 acre) runoff coefficient = ,4500
Subarea(Acres) = .35 Subarea Runoff(CFS) =
Total Area(Acres) = .68 Total Runoff(CFS) =
TC(MIN) = 14,16
.57
1.25
111111111111111111+111111111111111+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 31.000 to Point/Station 32,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 251.00
Downstream point elevation = 246,00
Flow lengtb(Ft.) = 55.00 Mannings N = ,012
.,
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 8,00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 3.09 (In.)
Flow top width inside pipe = 7.79 (In.)
Velocity = 10,022 (Ft/S)
Travel time (Min.) = ,09 TC(min.) = 14.25
1.25
1.25
11111111111111111111111111111+++++++++++++++++++++++++++++++++++11111111+++
Process from Point/Station 31.000 to Point/Station
... CONFLUENCE OF MAIN STREAMS
32,000
...
... Compute Various Confluenced Flow Values ...
-------------------.--------------------------------------------------
FOLLOWiNG DATA iNSIDE MAIN STREAM ARE CALCULATED
100,00 Year Rainfall Intensity(ln,IHr.) = 3,619
The flow values used for the stream: 2 are:
Time of concentration(min,) = 14.25
Rainfall intensity (in./hrl) = 3,62
Total flow area (Acres) = .68
Total runoff (CFS) at confluence point =
1.25
Confluence infonnation:
Stream runoff Time Intensity
Number (CFS) (min.) (inchlhour)
----------.-.-.--------------.------------...------------------------
1 ,94
2 1.25
QSMX(l) =
+ 1.000.1.000.
+ 1.000. .719.
1.831
QSMX(2) =
+ .808.1.000.
+ 1.000.1.000.
2.002
10,24
14,25
4.480
3.619
,9)
1.2)
.9)
1.2)
Rainfall intensity and time of concentration
used for 2 MAIN streams.
Individual stream flow values are:
,94 1.25
Possible confluenced flow values are:
1.83 2,00
Individual Stream Area values are:
.46 .68
.--...--.----------.....--------..-----------------------------------
Computed confluence estimates are:
RunofftCFS) = 2,00 Time(min.) = 14.254
Total main stream study area (Acres) = 1.14
111111111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 26,000 to Point/Station 27,000
... 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
.,
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist. = 50.00
Highest Elevation = 278.00
Lowest Elevation = 257.00
EleVa1ion Difference = 21.00
Time of concentration calculated by the Urban
Areas overland flow method (APP X.C) = 10.002 Min.
TC = [1.8.(1.I-C).DISTANCE^,5Y(% SLOPE^(ll3)]
TC = [1.8.(1.1. .4500).( 280.00^,5Y( 7,50^(1/3)])=
100.00 Year Rainfall Intensity(lnJHr.) = 4,549
Subarea(Acres) = .07 Subarea Runoff(CFS) = .14
Total Area(Acres) = .07 Total Runoff(CFS) = ,14
TC(MIN) = 10,00
10.002
111111111111111111111111111111111111111111+++++++++++++++++++++++++++++++++
Process from Point/Station 27.000 to Point/Station 28.000
... TRAPEZOIDAlJRECT. CHANNEL TRAVEL TIME
...
Upstream point elevation = 257.00
Downstream point elevation = 256,00
Channel length thro subarea(Feet) = 90.00
Channel base(Feet) = ,00
Slope or "Z" of left channel bank = 100,000
Slope or "Z" of right channel bank = 2,000
Mannings "N" = .033 Maximum depth of channei (Fl) = .50
Flow(Q) thro subarea(CFS) = ,14
Upstream point elevation = 257,00
Downstream point elevation = 256,00
Flow length(Fl) = 90,00
Travel time (Min,) = 2.87 TC(min.) = 12,87
Depth of flow = .07 (Fl)
Average Velocity = .52 (FUSee,)
Channel flow top width = 7.48 (Fl)
+++++++++1111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 27,000 to Point/Station 28,000
... SUBAREA FLOW ADDmON ...
100,00 Year Rainfall Intensity(ln./Hr.) = 3,866
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .24 Subarea Runoff(CFS) =
Total Area(Acres) = ,31 Total Runoff(CFS) =
TC(MIN) = 12.87
.42
.56
+++++11111111111111111111111111111+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 28,000 to Point/Station 25.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 251.00
Downstream point elevation = 224,00
Flow length(Fl) = 83,00 Mannings N = ,012
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 8,00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 1.48 (In.)
,56
.56
"'
, '
,
Flow top width inside pipe = 6.22 (In.)
Velocity = 12.579 (Ft/S)
Travel time (Min,) = .11 TC(min,) = 12.98
++++++1111111+++++++++++++++++++1111111++++++++++++++++++++++++++++++++++++
Process from Point/Station 15,000 to Point/Station 23,000
... INmAL 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Area Type is: RURAL(Greater than 1/2 Acre)
Time of concentration computed by the Natural
Watersheds nomograph, (App, X-A)
TC = [11.9.Length(Mi)^3)1(Elevation Change)]^,385.60(MINIHR)
Initial Subarea Flow Dist = 180,00
Highest Elevation = 262.00
Lowest Elevation = 239.00
Elevation Difference = 23.00
TC = [(11.9. ,2633"3)/( 23.00)]"..385 = 9.966
100.00 Year Rainfall Intensity(In,/Hr,) = 4.559
Subarea(Acres) = .41 Subarea Runoff{CFS) = ,84
Total Area(Acres) = .41 Total Runoff{CFS) = .84
TC(MIN) = 9,97
++++++++++++++11111111111111111111111++11111111++++++++++++++++++++++++++++
Process from Point/Station 23,000 to Point/Station 24.000
... TRAPEZOIDAURECT, CHANNEL TRAVEL TIME ...
Upstream point elevation = 239,00
Downstream point elevation = 238.00
Channel length thru subarea(Feet) = 125.00
Channel base(Feet) = .00
Slope or "Z" of left channel bank = 2,000
Slope or "Z" of right channel bank = 100.000
Mannings "N" = ,033 Maxùnum depth of channel (Ft.) = .50
Flow(Q) thru subarea(CFS) = ,84
Upstream point elevation= 239.00
Downstream point elevation = 238.00
Flow length(Ft) = 125.00
Travel time (Min.) = 2.89 TC(min.) = 12,86
Depth of flow = ,15 (Ft.)
Average Velocity = ,72 (Ft./Sec,)
Channel flow top width = 15.44 (Ft.)
++++1111111111111111111111111111+++++11111111111111+++++1111111II1I11I1I111
Process from Point/Station 23.000 to Point/Station 24,000
... SUBAREA FLOW ADDmON ...
100.00 Year Rainfall Intensity(In,/Hr.) = 3,868
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .32 Subarea Runoff{CFS) =
Total Area(Acres) = ,73 Total Runoff{CFS) =
.56
1.40
...
.
TC(MIN) = 12.86
+++++111111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 23.000 to Point/Station 24,000
.n CONFLUENCE OF MINOR STREAMS n.
---------------- - ------- ---------- --
100.00 Year Rainfall Intensity(In./Hr.) = 3.868
ALONG THE MAIN STREAM NUMBER: I
The flow values used for the stream: 1 are:
Time of concentration(min,) = 12,86
Rainfall intensity (in./hrl) = 3,87
Total flow area (Acres) = ,73
Total runoff (CFS) at confluence point =
1.40
++++++111111111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 19,000 to Point/Station 20,000
n. INmAL 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist. = 55,00
Highest Elevation = 260.00
Lowest Elevation = 239,00
Elevation Difference = 21.00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 10,002 Min,
TC = [1.8.(1.1-C).DIST ANCE^.5)/(% SLOPE^(1I3)]
TC = [1.8.(1.1. .4500).( 280.00^,5)/( 7,50^(1I3)])=
100,00 Year Rainfall Intensity(In,/Hr.) = 4,549
Subarea(Acres) = ,08 Subarea RunofI(CFS) = .16
Total Area(Acres) = .08 Total RunofI(CFS) = .16
TC(MIN) = 10,00
10.002
+++++111 J 111111111111111111111111++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 21.000
n. TRAPEZOIDALIRECT. CHANNEL TRAVEL TIME .n
Upstream point elevation = 239.00
Downstream point elevation = 238.00
Cbannellcngth thru subarea(Feet) = 120,00
Channel base(Fect) = .00
Slope or HZ" of left channel bank = 100,000
Slope or HZ. of right channel bank = 2,000
Mannings "N" = ,033 Maximum depth of channel (Ft.) = .sO
Flow(Q) thru subarea(CFS) = ,16
Upstream point elevation = 239,00
Downstream point elevation = 238.00
Flow length(Ft.) = 120,00
Travel time (Min,) = 4,12 TC(min.) = 14.12
Depth of flow = ,08 (Ft.)
Average Velocity = .49 (FUSee,)
Channel flow top width = 8.30 (Ft.)
..
.
11111111111111111111111111111111+++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20,000 to Point/Station 21.000
... SUBAREA FLOW ADDmON ...
100,00 Year Rainfall Intensity(In,/Hr,) = 3,641
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .32 Subarea Runoff(CFS) =
Total Area(Acrcs) = .40 Total Runoff(CFS) =
TC(MIN) = 14.12
,52
.69
11111111111111111111111111111111111111111111111111++++++++++1111111111+++++
Process from Point/Station 21.000 to Point/Station
... PIPEFLOW TIME (USER SPECIFIED SIZE)
24.000
...
Upstream point elevation = 233.00
Downstream point elevation = 230,00
Flow length(Fl) = 155.00 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 = 3,56 (In.)
Flow top width inside pipe = 7,95 (In.)
Velocity = 4,574 (Ft/S)
Travel time (Min,) = .56 TC(min.) = 14,69
.69
.69
+++++11111111111111111111111111111+++++++++++++++++++++++1111111+++++++++++
Process from Point/Station 21.000 to Point/Station 24.000
... CONFLUENCE OF MINOR STREAMS ...
... Compute Various Confluenced Flow Values ...
-- ---- -- -- -- -- --.-.----------. -------- --- -- - -- - - -- - -. - - -. - - - - - - - - - --
100.00 Year Rainfall Intensity(In./Hr.) = 3,550
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 2 are:
Time of concentration(min,) = 14.69
Rainfall intensity (in./hrl) = 3,55
Total flow area (Acres) = .40
Total runoff (CFS) at confluence point =
.69
Confluence infonnation:
Stream runoff Time Intensity
Number (CFS) (min,) (inchlhour)
.-------------. --- --.--. .------. ..- ---------- ------ --.
1 1.40
2 .69
QSMX(l) =
+ 1.000.1.000.
+ 1.000. ,875.
2,000
QSMX(2) =
+ ,918.1.000.
+ 1.000.1.000.
1.971
12,86
14.69
3,868
3,550
1.4)
.7)
1.4)
,7)
...
Rainfall intensity and time of concentration
used for 2 streams.
Individual stream flow values are:
1.40 .69
Possible confluenced flow values are:
2.00 1.97
Individual Stream Area values are:
.73 .40
Computed confluence estimates are:
Runoff(CFS) = 2.00 Time(min.) = 12.860
Total main stream study area (Acres) = 1.13
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 24,000 to Point/Station 125.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 230,00
Downstream point elevation = 214.00
Flow length(Ft) = 53,00 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 = 3,01 (In.)
Flow top width inside pipe = 7.75 (In.)
Velocity = 16.647 (Ft/S)
Travel time (Min.) = ,05 TC(min.) = 12.91
2.00
2.00
++++++++111111111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 29,000 to Point/Station 16,000
... 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Area Type is: RURAL(Greater than 1/2 Acre)
Time of concentration computed by the Natural
Watersheds nomograph, (App, X-A)
TC = (11.9.Length(Mi)^3)/(Elevation Change)]^,385.60(MINIHR)
Initial Subarea Flow Dist = 190.00
Highest Elevation = 252,00
Lowest Elevation = 226,00
Elevation Difference = 26,00
TC = [(11,9. ,2746"3)1( 26.00)]"..385 = 9,982
100,00 Year Rainfall Intensity(In./Hr.) = 4.555
Subarea(Acres) = .38 Subarea Runoff(CFS) = .78
Total Area(Acres) = .38 Total Runoff(CFS) = .78
TC(MIN) = 9.98
++++111111111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PointlStation 16,000 to Point/Station 17,000
... TRAPEZOIDAlÆECT. CHANNEL TRAVEL TIME ...
Upstream point elevation = 226.00
Downstream point elevation = 225,00
Channel length thru subarea(Feet) = 100.00
Channel base(Feet) = .00
..
Slope or "Z" of left channel bank = 2.000
Slope or "Z" of right channel bank = 100.000
Mannings "N" = ,033 Maximum depth of channel (Ft.) = ,50
Flow(Q) thru subarea(CFS) = .78
Upstream point elevation = 226.00
Downstream point elevation = 225,00
Flow length(Fl) = 100,00
Travel time (Min,) = 2,17 TC(min,) = 12.15
Depth of flow = .14 (Fl)
Average Velocity = ,77 (FUSee.)
Channel flow top width = 14.39 (Fl)
+++++++111111111++++++1111111111+++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 16,000 to Point/Station 17,000
... SUBAREA FLOW ADDmON ...
100.00 Year Rainfall Intensity(In./Hr.) = 4,012
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .36 Subarea Runoff(CFS) =
Total Area(Acres) = ,74 Total Runoff(CFS) =
TC(MIN) = 12.15
.65
f.43
+++++++1111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 17.000 to Point/Station 14,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 220,00
Downstream point elevation = 216,00
Flow length(Fl) = 190.00 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 = 5.48 (In.)
Flow top width inside pipe = 7.43 (In.)
Velocity = 5,598 (FIlS)
Travel time (Min,) = ,57 TC(min,) = 12,72
1.43
1.43
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 17,000 to Point/Station 14,000
... CONFLUENCE OF MINOR STREAMS ...
---------------------------------------------------------------
100.00 Year Rainfall Intensity(In./Hr,) = 3,896
ALONG mE MAIN STREAM NUMBER: 1
The flow values used for the stream: 1 are:
Time of concentration(min,) = 12.72
Rainfall intensity (in./hrl) = 3,90
Total flow area (Acres) = .74
Total runoff (CFS) at confluence point =
1.43
+++++1111111111111111++++++++++++++1111111+++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 13,000
"-----..... - -----...._- ,'. --..
-
... 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist. = 40.00
Highest Elevation = 247,00
Lowest Elevation = 226.00
Elevation Difference = 21.00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 10.002 Min,
TC = [1.8.(1.1-C).DIST ANCE^,5)1(% SLOPE^(ll3)]
TC = [1.8.(1.1- .4500).( 280.00^,5)/( 7,50^(113) )=
100.00 Year Rainfall Intensity(In./Hr.) = 4,549
Subarea(Acres) = .05 Subarea Runofl(CFS) = .10
Total Area(Acres) = .05 Total Runofl(CFS) = .10
TC(MIN) = 10,00
10.002
+++++111111111111111111111111111++++++++++++++++++++++++111111111111+++++++
Process from Point/Station 13.000 to Point/Station 14.000
... TRAPEZOIDAURECT, CHANNEL TRAVEL TIME ...
Upstream point elevation = 226,00
Downstream point elevation = 225.00
Channel length thru subarea(Feet) = 130.00
Channel base(Feet) = ,00
Slope or "Z" ofleft channel bank = 100.000
Slope or "Z" of right channel bank = 2,000
Mannings "N" = ,033 Maximum depth of channel (Ft) = ,50
Flow(Q) thru subarea(CFS) = .10
Upstream point elevation = 226.00
Downstream point elevation = 225,00
Flow length(Ft) = 130.00
Travel time (Min,) = 5.17 TC(min,) = 15,17
Depth of flow = ,07 eFt)
Average Velocity = .42 (FUSee,)
Channel flow top width = 7.06 (Ft)
++++11111111111111111111+++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13,000 to Point/Station 14,000
... SUBAREA FLOW ADDITION ...
100.00 Year Rainfall Intensity(In./Hr,) = 3.476
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
RURAL (lots> 112 acre) runoff coefficient = .4500
Subarea(Acres) = .32 Subarea Runofl(CFS) =
Total Area(Acres) = .37 Total Runofl(CFS) =
TC(MIN) = 15,17
.50
.60
+++++111111111111111111111111++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 13,000 to Point/Station 14.000
... CONFLUENCE OF MINOR STREAMS ...
..
... Compute Various Confluenced Flow Values ...
-. --- -.. -- -- --....-- -- ---------..---- - -- --- --- -- - - - ---
100.00 Year Rainfall Intensity(In,/Hr,) = 3.476
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 2 are:
Time ofconcentration(min.) = 15.17
Rainfall intensity (in,/hrl) = 3.48
Total flow area (Acres) = .37
Total runoff (CFS) at confluence point =
,60
Confluence information:
Stream runoff Time Intensity
Number (CFS) (min.) (inchlhour)
-----------------------------------.----------------------------------
1 1.43
2 ,60
QSMX(l) =
+1.000.1.000* 1.4)
+ 1.000. .838. .6)
1.934
QSMX(2) =
+ .892.1.000. 1.4)
+ 1.000.1.000. .6)
1.878
12.72
15,17
3,896
3.476
Rainfall intensity and time of concentration
used for 2 streams.
Individual stream flow values are:
1.43 ,60
Possible confluenced flow values are:
1.93 1.88
Individual Stream Area values are:
,74 ,37
Computed confluence estimates are:
Runoff(CFS) = 1.93 Time(min.) = 12.719
Total main stream study area (Acres) = 1.11
++++++++++111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14,000 to Point/Station 9.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 216.00
Downstream point elevation = 214,00
Flow leng1h(Fl) = 44,00 Mannings N = ,013
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 8,00
Calculated Individual Pipe flow (CFS) =
Normal flow depth in pipe = 5.17 (In,)
Flow top width inside pipe = 7,65 (In,)
Velocity = 8,102 (Ft/S)
Travel time (Min,) = ,09 TC(min,) = 12,81
1.93
1.93
++++++11111111111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14,000 to Point/Station
*.. CONFLUENCE OF MINOR STREAMS
9.000
...
--.--- ------..-- - ..- - - - --- ... - -- - ---- - - -----.- - .-- --- --- --- -- --
100.00 Year Rainfall Intensity(In./Hr.) = 3,878
..
..
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 1 are:
Time of concentration(min.) = 12,81
Rainfall intensity (in,/hrl) = 3,88
Total flow area (Acres) = 1.11
Total runoff (CFS) at confluence point =
1.93
1111111111+++1111111111111111111111111+++++++++++++++++++++++++++++++++++++
Process from Point/Station 10,000 to Point/Station 11.000
... 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Area Type is: RURAL(Greater than 1/2 Acre)
Time of concentration computed by the Natural
Watersheds nomograph, (App. X.A)
TC = [11.9*Length(Mi)^3)1(Elevation Change)]^.385.60(MINIHR)
Initial Subarea Flow Dist. = 160.00
Highest Elevation = 248,00
Lowest Elevation = 226,00
Elevation Difference = 22,00
TC = [(11.9. .2614"3)1( 22,00)]"..385 = 10,054
100.00 Year Rainfall Intensity(In./Hr,) = 4,534
Subarea(Acres) = ,32 Subarea RunofttCFS) = .65
Total Area(Acres) = .32 Total RunofttCFS) = .65
TC(MIN) = 10,05
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 9,000
... TRAPEZOIDAURECT, CHANNEL TRAVEL TIME ...
Upstream point elevation = 226.00
Downstream point elevation = 214.00
Channel length thru subarea(Feet) = 150.00
Channel base(Feet) = .00
Slope or "Z" of left chanÌlel bank = 2.000
Slope or "Z" of right channel bank = 2,000
Mannings "N" = .033 Maximum depth of channel (Fl) = .50
Flow(Q) thru subarea(CFS) = .65
Upstream point elevation = 226,00
Downstream point elevation = 214,00
Flow length(Fl) = 150,00
Travel time (Min,) = .73 TC(min,) = 10.79
Depth of flow = ,31 (Fl)
Average Velocity = 3.41 (FUSec,)
Channel flow top width = 1.24 (Fl)
++++111111111111111111111++++11111111++++++++++++++++++++++++++++++++++++++
Process from Point/Station 11.000 to Point/Station 9,000
*.. SUBAREA FLOW ADDmON ...
100,00 Year Rainfall Intensity(In,/Hr.) = 4.332
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .18 Subarea Runoff(CFS) =
Total Area(Acres) = .50 Total Runoff(CFS) =
TC(MIN) = 10.79
.35
1.00
+++++11111111111111111111111+++++++++++++++++++++++++++++++++1111111+++++++
Process from PoinllStation 11.000 to PoinllStation 9.000
... CONFLUENCE OF MINOR STREAMS ...
... Compute Various Confluenced Flow Values ...
------------ ----- - - --- .------------ ----
100,00 Year Rainfall Intensity(In,IHr,) = 4.332
ALONG TIlE MAIN STREAM NUMBER: 1
The flow values used for the stream: 2 are:
Time of concentration(min.) = 10,79
Rainfall intensity (in./hrl) = 4.33
Total flow area (Acres) = ,SO
Total runoff (CFS) at confluence point =
1.00
Confluence information:
Stream runoff Time Intensity
Number (CFS) (min.) (inchlhour)
..- -. ......-- ------- ------... ----- _n - -- - - - n- --- - - - - - ---
1 1.93 12,81
2 1.00 10,79
QSMX(I) =
+ 1.000.1.000. 1.9)
+ .895.1.000. 1.0)
2,833
QSMX(2) =
+ 1.000. ,842. 1.9)
+ 1.000.1.000. 1.0)
2.633
3.878
4,332
Rainfall intensity and time of concentration
used for 2 streams.
Individual stream flow values are:
1.93 1.00
Possible confluenced flow values are:
2,83 2,63
Individual Stream Area values are:
1.11 .50
Computed confluence estimates are:
Runoff(CFS) = 2,83 Time(min.) = 12,809
Total main stream study area (Acres) = 1.61
+++++++++1111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PoinllStation 10,000 to PoinllStation 7.000
... INmAL 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Area Type is: RURAL(Greater than 1/2 Acre)
..
. ,
Time of concentration computed by the Natural
Watersheds nomograph, (App, X-A)
TC = [11.9.Length(Mi)^3)1(Elevation Change)]^,385*60(MINIHR)
Initial Subarea Flow Dist = 170.00
Highest Elevation = 248.00
Lowest Elevation = 224.00
Elevation Difference = 24.00
TC = [(11.9. ,2595"3)1( 24,00)]"..385 = 9,641
100,00 Year Rainfall Intensity(In./Hr,) = 4.658
Subarea(Acres) = ,14 Subarea RunofI(CFS) = .29
Total Area(Acres) = .14 Total RunofI(CFS) = .29
TC(MIN) = 9.64
+++++11111111111111111111111111++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7.000 to Point/Station 8.000
... TRAPEZOIDALIRECT. CHANNEL TRAVEL TIME ...
Upstream point elevation = 224.00
Downstream point elevation = 223,00
Channel length thru subarea(Feet) = 95,00
Channel base(Feet) = ,00
Slope or "Z" of left channel bank = 2,000
Slope or "Z" of right channel bank = 100,000
Mannings "N" = ,033 Maximum depth of channel (Ft) = .50
Flow(Q) thru subarea(CFS) = .29
Upstream point elevation = 224,00
Downs1ceam point elevation = 223,00
Flow length(Ft) = 95.00
Travel time (Min,) = 2,58 TC(min,) = 12,22
Depth of flow = ,10 (Ft)
Average Velocity = .61 (FUSee,)
Channel flow top width = 9,88 (Ft)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 7,000 to Point/Station 8,000
... SUBAREA FLOW ADDITION ...
100,00 Year Rainfall Intensity(In,/Hr.) = 3,997
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .27 Subarea RunofI(CFS) =
Total Area(Acres) = .41 Total RunofI(CFS) =
TC(MIN) = 12.22
.49
.78
++++++++++++++++++++++++++++++1111111++++++++++++++++++++++++++++++++++++++
Process from Point/Station 8,000 to PointiStation 6.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 218.00
Downs1ceam point elevation = 215,00
Flow length(Ft) = 156.00 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 = 3.83 (In.)
Flow top width inside pipe = 7.99 (In,)
,78
.78
~
.
Velocity = 4,712 (F1/S)
Travel time (Min.) = .55
TC(min,) = 12.77
11111111111111111111111111111111111111+++++++++++++++++++++++++++++++++++++
Process from Point/Station 8,000 to Point/Station 6.000
... CONFLUENCE OF MINOR STREAMS ...
------
-------------------------------
100,00 Year Rainfall Intensity(In,/Hr.) = 3,885
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: I are:
Tune of concentration(min,) = 12.77
Rainfall intensity (inJhr/) = 3.88
Total flow area (Acres) = .41
Total runoff (CFS) at confluence point =
.78
1111111111111111111111+++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4,000 to Point/Station 5,000
... INrTIAL 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Disl = 45.00
Highest Elevation = 244,00
Lowest Elevation = 224,00
Elevation Difference = 20,00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 10.166 Min.
TC = [1.8.(I.1-C).DISTANCE^,5)/(% SLOPE^(ll3)]
TC = [1.8.(1.1- .4500)*( 280.00^.5)/( 7.14^(113)])=
100.00 Year Rainfall Intensity(In,/Hr.) = 4.501
Subarea(Acres) = .07 Subarea Runoff(CFS) = .14
Total Arca(Acres) = .07 Total Runoff(CFS) = .14
TC{MIN) = 10,17
10.166
++++++++1111111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5,000 to Point/Station 6.000
... TRAPEZOIDALlRECT, CHANNEL TRAVEL TIME ...
Upstream point elevation = 224,00
Downstream point elevation = 223,00
Channel length thru subarea(Feet) = 150.00
Channel base(Feet) = ,00
Slope or "Z" of left channel bank = 100,000
Slope or "Z" of right channel bank = 2.000
Mannings "N" = ,033 Maximum depth of channel (FL) = .50
Flow(Q) thru subarea(CFS) = ,14
Upstream point elevation = 224.00
Downstream point elevation = 223,00
Flow length(FL) = 150,00
Travel time (Min.) = 5,80 TC(min.) = 15.97
Depth offlow = .08 (FL)
Average Velocity = .43 (FUSee.)
Channel flow top width = 8.19 (FL)
,
++11111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5,000 to Point/Station
... SUBAREA FLOW ADDmON
6,000
...
100.00 Year Rainfall Intensity(In./Hr.) = 3.364
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .31 Subarea Runoff(CFS) =
Total Area(Acres) = ,38 Total Runoff(CFS) =
TC(MIN) = 15.97
.47
,61
+++++++1111111111111111111++++++++++1111111++++++1111111+++++++++++++++++++
Process from Point/Station 5,000 to Point/Station 6.000
... CONFLUENCE OF MINOR STREAMS ...
... Compute Various Confluenced Flow Values ...
--.- ------------------- ---..--------- -- -- - - - - - - - - - - ---
100,00 Year Rainfall Intensity(In./Hr.) = 3,364
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 2 are:
Time of concentration(min.) = 15.97
Rainfall intensity (in,/hrl) = 3,36
Total flow area (Acres) = ,38
Total runoff (CFS) at confluence point =
.61
Confluence information:
Stream runoff Time Intensity
Number (CFS) (min.) (inchlhour)
-------- -- --------...-.-------------..-- --. -. - - - - ------
1 ,78
2 .61
QSMX(l) =
+ 1.000.1.000.
+ 1.000. .800.
1.268
QSMX(2) =
+ ,866.1.000.
+ 1.000.1.000.
1.286
12.77
lS.97
3,885
3,364
.8)
.6)
.8)
.6)
Rainfall intensity and time of concentration
used for 2 streams.
Individual stream flow values are:
.78 .61
Possible confluenced flow values are:
1.27 1.29
Individual Stream Area values are:
.41 ,38
Computed confluence estimates are:
RunofttCFS) = 1.29 Time(min.) = 15,967
Total main stream study area (Acres) = ,79
1111111111111111111111111111111++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.000 to PointlStation 3,000
..
.
... PIPEFLOW TIME (USER SPECIFIED SIZE)
...
Upstream point elevation = 215.00
Downstream point elevation = 198.00
Flow length(FL) = 82.00 Mannings N = .013
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 8,00
Calculated Individual Pipe flow (CFS) =
Normal flow depth in pipe = 2.63 (In,)
Flow top width inside pipe = 7.52 (In.)
Velocity = 12.858 (Ft/S)
Travel time (Min.) = .11 TC(min.) = 16.07
1.29
1.29
++++++++111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 52.000 to Point/Station
... INmAL AREA EVALUATION
53,000
...
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
RURAL (lots> 1/2 acre) runoff coefficient = ,4500
Initial Subarea Flow DisL = 40.00
Highest Elevation = 346,00
Lowest Elevation = 327,00
Elevation Difference = 19.00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 10,187 Min,
TC = [1.8.(1.1-C).DISTANCE^,5)1(% SLOPE^(1/3)]
TC = [1.8.(1.1- .4500).( 275.00^.5)/( 6.91^(113) )=
100,00 Year Rainfall Intensity(In,/Hr,) = 4.495
Subarea(Acres) = ,10 Subarea Runoff{CFS) = ,20
Total Area(Acres) = .10 Total Runoff{CFS) = .20
TC(MIN) = 10,19
10,187
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 53.000 to Point/Station 54,000
... TRAPEZOIDAURECT, CHANNEL TRAVEL TIME ...
Upstream point elevation = 327,00
Downstream point elevation = 326.00
Channel length thru subarea(Feet) = 170.00
Channel base(Feet) = .00
Slope or "Z" of left channel bank = 100,000
Slope or "Z" of right channel bank = 2.000
Mannings "N" = .033 Maximum depth of channel (FL) = ,50
Flow(Q) thru subarea(CFS) = ,20
Upstream point elevation = 327,00
Downstream point elevation = 326.00
Flow length(Ft.) = 170,00
Travel time (Min,) = 6,31 TC(min.) = 16.50
Depth of flow = .09 (Ft.)
Average Velocity = .45 (FUSee.)
Channel flow top width = 9.59 (FL)
+++++++++1111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 53.000 to Point/Station 54.000
... SUBAREA FLOW ADDmON ...
..
100.00 Year Rainfalllntcnsity(In./Hr.) = 3,294
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .52 Subarea RunomCFS) =
Total Area(Acres) = ,62 Total RunomCFS) =
TC(MIN) = 16.50
.77
,97
1111111111111111111111++11111111+++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 54.000 to Point/Station 55,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 321.00
Downstream point elevation = 306,00
Flow length(R) = 49,00 Mannings N = .012
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In,) = 8,00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 1.98 (In.)
Flow top width inside pipe = 6,91 (In.)
Velocity = 14.459 (Ft/S)
Travel time (Min,) = .06 TC(min.) = 1655
.97
,97
1111111111111111+++++++++++11111111111111++++++++++++++++++++++++++++++++++
Process from Point/Station 55,000 to Point/Station 64.000
... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ...
Upstream Elevation (Fl) = 306.00 Downstream Elevation (R) =
Street Length (Fl) = 35,00 Curb Height (In,) = 6,
Street Halfwidth (Fl) = 12.00
Distance From Crown to Crossfall Grade Break (Fl) = 10.00
Slope from Gutter to Grade Break (RlFl) = ,090
Slope from Grade Break to Crown (FllFl) = ,020
Number of HaIfstreets Carrying Runoff = 1
Distance from curb to property line (Fl) = 14.00
Slope from curb to property line (RlFl) = .020
Gutter width (Fl) = 2,000
Gutter hike (distance above flow line) = 2.000 (In.)
304,00
Estimated mean flow rate at MIDPOINT of street =
1.00 (CFS)
Depth of flow =
Average Velocity =
.22 (Fl)
2,79 (FUSee.)
Street11ow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Fl) = 12.00
Flow Velocity(FUSec.) = 2,79 Depth.Velocity = ,62
Travel time (Min,) =
.21
TC(min,) = 16,76
Adding Area Flow To Street
100,00 Year Rainfall Intensity(In./Hr,) = 3,260
USER specified "CO value of ,8000 given for subarea
Subarea(Acres) = ,04 Subarea RunomCFS) = ,10
Total Area(Acres) = .66 Total RunomCFS) = 1.08
TC(MIN) = 16,76
Depth of flow =
Average Velocity =
,23 (Fl)
2.85 (FUSee,)
..
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Fl) = 12,00
Flow Velocity(Fl/Sec,) = 2.79 Depth.Velocity = .63
+++++++++++++++++++111111111++++++++++++++++++++++++++++111111111++++++++++
Process from Point/Station SS,OOO to Point/Station
... CONFLUENCE OF MAIN STREAMS
64,000
...
------------------------ ----- -------------- ------- -----
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100,00 Year Rainfall Intensity(In./Hr.) = 3,260
The flow values used for the stream: I are:
Time of concentration(min,) = 16,76
Rainfall intensity (in./hrl) = 3.26
Total flow area (Acres) = ,66
Total runoff (CFS) at confluence point =
1.08
Program is now starting with MAIN STREAM NO.2
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 62.000 to Point/Station 63.000
... 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
RURAL (lots> 1/2 acre) runoff coefficient = .4S00
Initial Subarea Flow Dist. = 170,00
Highest Elevation = 356.50
Lowest Elevation = 345,00
Elevation Difference = 11.50
Time of concentration calculated by the Urban
Areas overland flow method (APP X.C) = 9,810 Min.
TC = [1.8.(1.1-C).DISTANCE^,S)/(% SLOPE^(II3)]
TC = [1.8.(1.1. .4S00).( 21S,OO^.S)/( S,35^(113)])=
100,00 Year Rainfalllntènsity(In./Hr,) = 4.606
Subarea(Acres) = .26 Subarea Runoff(CFS) = ,54
Total Area(Acres) = .26 Total Runoff(CFS) = .54
TC(MIN) = 9.81
9,810
++++1111111111111+++++++++++++++11111111111111111++++11111111++++++++++++++
Process from Point/Station 63,000 to Point/Station 64,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 345,00
Downstream point elevation = 304.00
Flow length(Ft.) = 24S.oo Mannings N = .015
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 24.00
Calculated Individual Pipe flow (CFS) =
Normal flow depth in pipe = 1.41 (In,)
Flow top width inside pipe = 11.27 (In.)
Velocity = 7.266 (FtIS)
Travel time (Min,) - .56 TC(min,) = 10.37
,54
.54
..
. ,
I' I' 111111111111111111111111111111111++++++++++++++++++++++++++++++++++++++
Process from Point/Station 63.000 to Point/Station 64.000
... SUBAREA FLOW ADDmON ...
100.00 Year Rainfall Intensity(ln./Hr,) = 4.443
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .49 Subarea Runoff{CFS) =
Total Area(Acres) = .75 Total Runoff{CFS) =
TC{MIN) = 10,37
.98
1.52
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 63,000 to Point/Station 64,000
"" CONFLUENCE OF MAIN STREAMS ...
... Compute Various Confluenced Flow Values ...
---------------------------------------------------------------
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100,00 Year Rainfall Intensity(ln,/Hr,) = 4.443
The flow values used for the stream: 2 are:
Time of concentration(min.) = 10.37
Rainfall intensity (in,/hrl) = 4.44
Total flow area (Acres) = ,75
Total runoff (CFS) at confluence point =
1.52
Confluence infonnation:
Stream runoff Time Intensity
Number (CFS) (min,) (inch/hour)
---------------------------------------------------------------------
1 1.08
2 1.52
QSMX(l) =
+ 1.000.1.000.
+ .734.1.000.
2.192
QSMX(2) =
+1.000. ,619.
+ 1.000.1.000.
2,185
16,76
10.37
3,260
4.443
1.1)
1.5)
1.1)
1.5)
Rainfall intensity and time of concentration
used for 2 MAIN streams.
Individual stream flow values are:
1.08 1.52
Possible confluenced flow values are:
2,19 2,19
Individual Stream Area values are:
.66 .75
-..-.-------..-..-----------....-------------------------------------
Computed confluence estimates are:
Runoff{CFS) = 2,19 Time(min.) = 16,763
Total main stream study area (Acres) = 1.41
++++++11111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PointlStation 64,000 to Point/Station 69.000
..
... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION
...
Upstream Elevation (Ft) = 304,00 Downstream Elevation (Ft) =
Street Length (Ft) = 330,00 Curb Height (In,) = 6.
Street Halfwidth (Ft) = 12.00
Distance From Crown to Crossfall Grade Break (Ft) = 10,00
Slope from Gutter to Grade Break (FUFt) = .090
Slope from Grade Break to Crown (Ft1Ft) = ,020
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Ft) = 14.00
Slope from curb to property line (FtlFt) = ,020
Gutter width (Ft) = 2.000
Gutter hike (distance above flow line) = 2,000 (In.)
270.00
Estimated mean flow ra1c at MIDPOINT of street =
2.49 (CFS)
Depth of flow =
Average Velocity =
,26 (Ft)
4,40 (FUSee,)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft) = 12,00
Flow Velocity(Ft/Sec.) = 4,40 Depth.Velocity = 1.14
Travel time (Min,) = 1.25
TC{min.) = 18,01
Adding Area Flow To Street
100.00 Year Rainfall Intensity(In./Hr,) = 3.112
USER specified .C. value of ,8000 given for subarea
Subarca(Acres) = .38 Subarea RunofltCFS) = ,95
Total Area(Acres) = 1.79 Total RunofltCFS) = 3,14
TC(MIN) = 18,01
Depth of flow =
Average Velocity =
,27 (Ft)
4,69 (Ft/Sec.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft) = 12,00
Flow Velocity(FUSec,) = 4.40 Depth.Velocity = 1.21
++++++111111111++++++++++++111111111+++++++++++++++++++++++++++++++++++++++
Process from Point/Station 64,000 to Point/Station 69.000
... CONFLUENCE OF MAIN STREAMS ...
--------.------------.-..----.-----------.--------------------
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100,00 Year Rainfall Intensity(In./Hr,) = 3.112
The flow values used for the stream: 1 arc:
Time of concentration(min.) = 18.01
Rainfall intensity (in,tbrl) = 3,11
Total flow area (Acres) = 1.79
Total runoff (CFS) at confluence point =
3.14
Program is now starting with MAIN STREAM NO.2
11111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 72.000 to Point/Station 96.000
... 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist. = 200.00
Highest Elevation = 355.00
Lowest Elevation = 344.00
Elevation Difference = 11.00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 9.956 Min.
TC = [1.8.(1.1-C).DISTANCE^.5)/(% SLOPE^(ll3)]
TC = [1.8.(1.1- ,4500).( 215,OO^.5)/( 5,12^(113)])=
100.00 Year Rainfalllntensity(ln.IHr,) = 4,562
Subarea{Acres) = ,24 Subarea Runofl(CFS) = .49
Total Area{Acres) = .24 Total Runofl(CFS) = .49
TC{MIN) = 9,96
9,956
+1111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 96.000 to Point/Station 73.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 344,00
Downstream point elevation = 334.00
Flow length(Ft.) = 280.00 Mannings N = .015
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 24.00
Calculated Individual Pipe flow (CFS) =
Normal flow depth in pipe = 1.94 (In.)
Flow top width inside pipe = 13.08 (In,)
Velocity = 4,129 (Ft/S)
Travel time (Min,) = 1.13 TC{min,) = 11.09
.49
.49
+++++1111111111111111++++1111111111111111111++++++++111111111++++++++++++++
Process from Point/Station 96,000 to Point/Station 73,000
... SUBAREA FLOW ADDmON ...
100.00 Year Rainfalllntensity(ln.IHr,) = 4.257
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea{Acres) = ,62 Subarea Runofl(CFS) =
Total Area{Acres) = ,86 Total Runofl(CFS) =
TC{MIN) = 11.09
1.19
1.68
+1111111111111111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 73.000 to Point/Station 97.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 334.00
Downstream point elevation = 292.00
Flow length(Fl) = 350,00 Mannings N = .015
No. of pipes '"' 1 Required pipe flow (CFS) =
Given pipe size (In,) '"' 24.00
Calculated Individual Pipe flow (CFS) =
Normal flow depth in pipe '"' 2.60 (In.)
Flow top width inside pipe = 14.93 (In,)
1.68
1.68
~
I ,
Velocity = 9,130 (Ft/S)
Travel time (Min,) = ,64
TC(min.) = 11.73
111111111111111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 73.000 to Point/Station 97,000
... SUBAREA FLOW ADDmON ...
100,00 Year Rainfall Intensity(In,/Hr.) = 4,105
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .07 Subarea RunofftCFS) =
Total Area(Acres) = ,93 Total RunofitCFS) =
TC(MIN) = 11.73
.13
1.81
+1111111111111111111111111111++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 73.000 to Point/Station 97.000
... CONFLUENCE OF MINOR STREAMS ...
- -- -- --------- -.--.--.......-.--------.. ... ..- -.-.- --- - -- - --. --
100,00 Year Rainfall Intensity(In,/Hr.) = 4.105
ALONG THE MAIN STREAM NUMBER: 2
The flow values used for the stream: 1 are:
Time of concentration(min.) = 11.73
Rainfall intensity (in,/hrl) = 4.11
Total flow area (Acres) = ,93
Total runoff (CFS) at confluence point =
1.81
+11111111111111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 70,000 to Point/Station 100,000
... 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist. = 50,00
Highest Elevation = 340,00
Lowest Elevation = 315.00
Elevation Difference = 25,00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 9,996 Min,
TC = [1.8.(1.1-C)*DISTANCE^,5)/(% SLOPE^(1/3)]
TC = [1.8.(1.1- .4500)*( 300.00^,5)/( 8.33^(113)])=
100,00 Year Rainfall Intensity(In./Hr.) = 4,551
Subarea(Acres) = ,22 Subarea RunofftCFS) = .45
Total Area(Acres) = ,22 Total RunofftCFS) = .45
TC(MIN) = 10.00
9,996
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 71.000
... TRAPEZOIDALIRECT. CHANNEL TRAVEL TIME ...
,
Upstream point elevation = 31S.00
Downstream point elevation = 314.00
Channel length thru subarea(Feet) = 200.00
Channel base(Feet) = .00
Slope or "Z" of left channel bank = 100.000
Slope or "Z" of right channel bank = 2.000
Mannings "N" = .033 Maximum depth of channel (Ft) = .SO
Flow(Q) thru subarea(CFS) = .45
Upstream point elevation = 315.00
Downstream point elevation = 314.00
Flow length(Ft) = 200,00
Travel time (Min.) = 6.46 TC(min.) = 16.46
Depth of flow = ,13 (Ft)
Average Velocity = .52 (FUSee,)
Channel flow top width = 13.35 (Ft)
11111111111+++++++11111111111111+++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 71.000
... SUBAREA FLOW ADDiTION ...
100,00 Year Rainfall Intensity(In,/Hr,) = 3.299
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
RURAL (lots> 1/2 acre) IUnoff coefficient = .4500
Subarea(Acres) = ,64 Subarea Runoff(CFS) =
Total Area(Acres) = .86 Total Runoff(CFS) =
TC(MIN) = 16.46
,94
1.39
11111111' 111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 71.000 to Point/Station 97.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 309,00
Downstream point elevation = 292.00
Flow length(Ft.) = 48.00 Mannings N = ,012
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In,) = 8.00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 2.29 (In,)
Flow top width inside pipe = 7,23 (In.)
Velocity = 16,891 (FtIS)
Travel time (Min.) = ,OS TC(min,) = 16.50
1.39
1.39
1111111111111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 71.000 to Point/Station 97,000
... CONFLUENCE OF MINOR STREAMS ...
... Compute Various Confluenced Flow Values ...
---------
- ------- -- ------ -- - -- ---
100.00 Year Rainfall Intensity(In./Hr,) = 3.293
ALONG THE MAIN STREAM NUMBER: 2
The flow values used for the stream: 2 are:
Time of concentration(min,) = 16.50
Rainfall intensity (in./hrl) = 3.29
Total flow area (Acres) = ,86
Total runoff (CFS) at confluence point =
1.39
Confluence infonnation:
Stream runoff Time Intensity
Number (CFS) (min.) (inchlhour)
-- -- --- - -- -- --- -- - - -- ---------- -- --- -- -- - -- - - -- -- - - - - ---
1 1.81
2 1.39
QSMX(I) =
+ 1.000.1.000.
+1.000. ,710.
2,800
QSMX(2) =
+ .802.1.000.
+ 1.000.1.000.
2,846
11. 73
16..50
4,10.5
3.293
1.8)
1.4)
1.8)
1.4)
Rainfall intensity and time of concentration
used for 2 streams,
Individual stream flow values are:
1.81 1.39
Possible confluenced flow values are:
2.80 2.8.5
Individual Stream Area values are:
.93 .86
Computed confluence estimates are:
RunofJ(CFS) = 2.8.5 Time(min.) = 16..50.5
Total main stream study area (Acres) = 1.79
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 97.000 to Point/Station 69.000
... PIPE FLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 292,00
Downstream point elevation = 270,00
Flow length(Ft.) = 120.00 Mannings N = ,01.5
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In,) = 24.00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 3,03 (In,)
Flow top width inside pipe = 1.5,93 (In,)
Velocity = 12,402 (Ft/S)
Travel time (Min.) = .16 TC(min,) = 16.67
2.8.5
2.8.5
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 97,000 to Point/Station 69,000
... SUBAREA FLOW ADDITION ...
100,00 Year Rainfall Intensity(In./Hr,) = 3.272
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
RURAL (Jots> 1/2 acre) runoff coefficient = ,4.500
Subarea(Acres) = .06 Subarea RunofJ(CFS) =
Total Area(Acres) = 1.8.5 Total RunofItCFS) =
TC(MIN) = 16.67
,09
2,93
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 97,000 to Point/Station 69.000
.
... CONFLUENCE OF MAIN STREAMS
...
-. .--- - - - - - - - - -- -------------- --- ------ -- ---- - - - - - - --
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year Rainfall Intensity(In./Hr,) = 3.272
The flow values used for the stream: 2 are:
Time of concentration(min,) = 16,67
Rainfall intensity (in,lbrl) = 3.27
Total flow area (Acres) = 1.85
Total runoff (CFS) at confluence point =
2,93
Program is now starting with MAIN STREAM NO, 3
1111111+++111111111111111111111111111+++++++111111111++++++++++++++++++++++
Process from Point/Station 65,000 to Point/Station 66.000
... 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
RURAL (Jots> 1/2 acre) runoff coefficient = ,4500
Initial Subarea Flow Dist. = 50.00
Highest Elevation = 342,00
Lowest Elevation = 315,00
Elevation Difference = 27.00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 10,012 Min.
TC = [1.8.(1.I-C).DlSTANCE^.S)/(% SLOPE^(ll3)]
TC = [1.8*(1.1- .4500).( 310.00^.S)/( 8,71^(1/3)])=
100.00 Year Rainfall Intensity(InJHr.) = 4,S46
Subarea(Acres) = .24 Subarea RunofI(CFS) = .49
Total Area (Acres) = .24 Total RunofI(CFS) = .49
TC(MIN) = 10.01
10.012
11111111+1111111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 66,000 to Point/Station 67.000
... TRAPEZOIDAURECT. CHANNEL TRAVEL TIME ...
Upstream point elevation = 315.00
Downstream point elevation = 314,00
Channel length thru subarea(Feet) = 200.00
Channel base(Feet) = ,00
Slope or "Z" of left channel bank = 2,000
Slope or "Z" of right channel bank = 100,000
Mannings "N" = ,033 Maximum depth of channel (Ft.) = .50
Flow(Q) thru subarea(CFS) = .49
Upstream point elevation = 31S,OO
Downstream point elevation = 314.00
Flow length(Ft.) = 200,00
Travel time (Min.) = 6,32 TC(min.) = 16.34
Depth of flow = ,14 (Ft.)
Average Velocity = .53 (Ft./Sec.)
Channel flow top width = 13.78 (Ft.)
++++++++++++++++++++++++++1111111++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 66,000 to Point/Station 67,000
.
... SUBAREA FLOW ADDmON
...
100.00 Year Rainfalllntensity(In,/Hr.) = 3.315
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = ,60 Subarea RunofJ{CFS) =
Total Area(Acres) = .84 Total RunofJ{CFS) =
TC(MIN) = 16.34
,90
1.39
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from PoinVStation 67.000 to PoinVStation 68.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 309.00
Downstream point elevation = 300.00
Flow length(Ft.) = 50,00 Mannings N = .012
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In,) = 8.00
Calculated Individual Pipe flow (CFS) =
Normal flow depth in pipe = 2.72 (In,)
Flow top width inside pipe = 7,58 (In.)
Velocity = 13.219 (FIlS)
Travel time (Min,) = .06 TC(min.) = 16.40
1.39
1.39
1111111++111111111111111111++++++++++++++++++++++++++11111111++++++++++++++
Process from PoinVStation 68.000 to PoinVStation 69,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 300,00
Downstream point elevation = 270,00
Flow length(Ft) = 260.00 Mannings N = ,015
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In,) = 24,00
Calculated Individual Pipe flow (CFS) =
Normal flow depth in pipe = 2.40 (In,)
Flow top width inside pipe = 14,39 (In.)
Velocity = 8.494 (FVS)
Travel time (Min.) = ,51 TC(min.) = 16,91
1.39
1.39
+++++++++++11111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 68,000 to PoinVStation 69,000
... CONFLUENCE OF MAIN STREAMS ...
... Compute Various Confluenced Flow Values ...
- - - - -- -- -.-.-------------- -- -----------
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100,00 Year Rainfalllntensity(In./Hr.) = 3.242
The flow values used for the stream: 3 are:
Time of concentration(min,) = 16,91
Rainfall intensity (in./hrl) = 3,24
Total flow area (Acres) = .84
Total runoff (CFS) at confluence point =
1.39
Confluence infonnation:
Stream runoff Time Intensity
Number (CFS) (min.) (inchlhour)
----- -------- - - ------------------- - ----- -- - - - --- - - - --
1 3.14
2 2,93
3 1.39
QSMX(I) =
+1.000.1.000" 3,1)
+ ,951.1.000" 2,9)
+ ,960.1.000" 1.4)
7.259
QSMX(2) =
+1.000. ,925. 3,1)
+ 1.000.1.000. 2.9)
+ 1.000. ,986. 1.4)
7,204
QSMX(3) =
+1.000. ,939" 3,1)
+ ,991.1.000" 2,9)
+ I.OOO.I.OUO" 1.4)
7,239
18.01
16.67
16.91
3.112
3.272
3.242
Rainfall intensity and time of concentration
used for 3 MAIN streams,
Individual stream flow values are:
3,14 2,93 1.39
Possible conDuenced flow values are:
7,26 7.20 7.24
Individual Stream Area values are:
1.79 1.85 .84
- .-.... --- -- - - - - - -- .------- ------ --- -------..- - - - - ------- - - - --- --- --- ---
Computed confluence estimates are:
Runofl\CFS) = 7.26 Time(min,) = 18.012
Total main stream study area (Acres) = 4.48
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 69,000 to Point/Station 98,000
... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ...
Upstream Elevation (Ft) = 270,00 Downstream Elevation (Ft) =
Street Length (Ft) = 460.00 Curb Height (In.) = 6,
Street Halfwidth (Ft) = 12.00
Distance From Crown to Crossfall Grade Break (Fl) = 10.00
Slope from Gutter to Grade Break (RIFt) = ,090
Slope from Grade Break to Crown (RIFt) = .020
Number of Halfstreets Carrying Runoff = I
Distance from curb to property line (Ft.) = 14.00
Slope from curb to property line (Ft.lFt) = ,020
Gutter width (Ft) = 2.000
Gutter hike (distance above flow line) = 2.000 (In.)
248.97
Estùnated mean flow rate at MIDPOINT of street =
7.73 (CFS)
Depth of flow = ,38 (Ft.)
Average Velocity = 4,61 (FUSee,)
NOTE: Depth of flow exceeds top of crown,
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Wid1h(Ft) = 12,00
Flow Velocity(FUSec,) = 4,61 Depth.Velocity = 1.73
..
Travel time (Min,) = 1.66
TC(min,) = 19.68
Adding Area Flow To Street
100,00 Year Rainfalllntensity(In./Hr.) = 2,940
USER specified 'C' value of .8000 given for subarea
Subarea(Acres) = ,58 Subarea Runoffl:CFS) = 1.36
Total Area(Acres) = 5,06 Total Runoffl:CFS) = 8,62
TC(MIN) = 19,68
Depth of flow = .39 (Ft)
Average Velocity = 4,82 (Ft./Sec,)
NOTE: Depth of flow exceeds top of crown.
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 12,00
Flow Velocity(Ft/Sec,) = 4,61 Depth.Velocity = 1.77
++++++++++11111111++++1111111111111111+++++++++++++++++++++++111111111+++++
Process from Point/Station 69,000 to Point/Station 98.000
... CO",r-LUENCE OF MAIN STREAMS ...
----------- - - - - - - - ----------------------- n_- --- ---- -- -- - - .-----
FOLLOWING DATA INSIDE MAIN STREAM ARE'CALCULATED
100,00 Year Rainfalllntensity(In,/Hr.) = 2.940
The flow values used for the stream: 1 are:
Time of concentration(min.) = 19.68
Rainfall intensity (in./hrl) = 2.94
Total flow area (Acres) = 5.06
Total runoff (CFS) at confluence point =
8,62
Program i~ now starting with MAIN STREAM NO.2
++++++++++++++++++++++111111111++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 62,000 to Point/Station 101.000
... INITIAL AREA EV ALUATlON ...
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Disl = 200,00
Highest Elevation = 356,50
Lowest Elevation = 337,00
Elevation Difference = 19.50
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 9,946 Min.
TC = (1.8.(I.I-C).DISTANCE^.5)/(% SLOPE^(l/3)]
TC = (1.8.CI.I- .4500).( 270,OO^.5)/( 7,22^(1/3)])=
100.00 Year Rainfalllntensity(ln./Hr.) = 4.565
Subarea(Acres) = .29 Subarea Runoffl:CFS) = ,60
Total AreaCAcres) = .29 Total Runoffl:CFS) = .60
TC(MIN) = 9.95
9.946
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 101.000 to Point/Station 76.000
... STRr::ET FLOW TRAVEL TIME + SUBAREA FLÖW ADDITION ...
~
Upstream Elevation (Ft) = 337.00 Downstream Elevation (Ft) =
Street Length (Ft) = 1060,00 Curb Height (In.) = 6.
Street Halfwidth (Ft) = 10.00
Distance From Crown to Crossfall Grade Break (Ft) = 8.00
Slope from Gutter to Grade Break (FtlFt) = ,090
Slope from Grade Break to Crown (FtlFt) = .020
Number of Ilalfstreets Canying Runoff = 1
Distance from curb to property line (Ft) = 14,00
Slope from curb to property line (FtlFt) = ,020
Gutter width (Ft.) = 2,000
Gutter hike (distance above flow line) = 2.000 (In,)
280.00
Estimated mean flow rate at MIDPOINT of street =
3.47 (CFS)
Depth of flow =
Average Velocity =
.30 (Ft)
3.82 (FtlSec,)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft) = 10.00
Flow Velocity(FtlSec.) = 3.82 Depth.Velocity = 1.16
Travel time (Min,) = 4,62
TC(min,) = 14.57
Adding Area Flow To Street
100.00 Year Rainfall Intensity(In,/Hr.) = 3,569
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = 2.80 Subarea Runoff(CFS) =
Total Area(Acres) = 3,09 Total Runoff(CFS) =
TC(MIN) = 14,57
Depth of 11"", = .33 (Ft)
Average Velocity = 4,31 (FtlSec,)
NOTE: Depth nf flow exceeds top of crown.
4.50
5.09
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Fl) = 10,00
Flow Velocity(FtlSec.) =, 3,82 Depth.Velocity = 1.27
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process fŸ"om PointlStation 101.000 to Point/Station 76,000
... CONFLUENCE OF MINOR STREAMS ...
--------....--
------------------.-
100.00 Year Rainfall Intcnsity(ln./Hr,) = 3,569
ALONG TIlE MAIN STREAM NUMBER: 2
The flow values used for the stream: 1 are:
Time of concentration(min.) = 14,57
Rainfall intensity (inJhr/) = 3.57
Total flow area (Acres) = 3.09
Total runoff (CFS) at confluence point =
5,09
++++++++++++11111111+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 199.000 to Point/Station 74,000
~
..
..
... 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist = 200.00
Highest EI~vation = 334.00
Lowest Elevation = 307.00
Elevation DilT~rence = 27.00
Time of concentration calculated by the Urban
Areas overland flow method (APP X.C) = 10,012 Min,
TC = [1.8'CI.1-C).DISTANCE^.5Y(% SLOPE^(ll3)]
TC = [1.8*(1.1- .4500).( 310.00^,5Y( 8,71^(1I3)])=
100,00 Year Rainfall Intensity(In./Hr,) = 4,546
Subarea(Acres) = .44 Subarea Runoff(CFS) = .90
Total Area(Acres) = ,44 Total Runoff(CFS) = .90
TC(MIN)= 10,01
10.012
+++++++++++++++++++++++++1111111111111+++++++++++++++++++++++++++++++++++++
Process from Point/Station 74,000 to Point/Station 76,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) . ...
Upstream point elevation = 307.00
Downstream point elevation = 286,00
Flow length(Ft.) = 220,00 Mannings N = ,015
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In,) = 24.00
Calculated Individual Pipe flow (CFS) =
Normal flow depth in pipe = 2.04 (In.)
Flow top width inside pipe = 13,39 (In.)
Velocity = 6.980 (Ft/S)
Travel time (Min.) = .53 TC{min.) = 10,54
,90
,90
+++++++++++++++++++++++++++111111111++++++++++++++++++++++++11111111+++++++
Process from Point/Station 74,000 to Point/Station 76.000
... SUBAREA FLOW ADDmON ...
100.00 Year Rainfall Intensity(In,/Hr,) = 4.398
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .09 Subarea Runoff(CFS) =
Total Area(Acres) = ,53 Total Runoff(CFS) =
TC{MIN) = 10,54
,18
1.08
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 74.000 to Point/Station 76.000
... CONFLUENCE OF MINOR STREAMS ,..
- ------- - - - - - - - - - - --.- -. --- ------- -- ----- -- -- -- - - - - ------ --- ----- ---
100.00 Year Rainfall Intensity(In./Hr,) = 4.398
ALONG THE MAIN STREAM NUMBER: 2
The flow values used for the stream: 2 are:
.
~
.
Time of concentration(min.) = 10.54
Rainfall intensity (in.lbrl) = 4,40
Total flow area (Acres) = ,53
Total runoff (CFS) at confluence point =
1.08
111111'1111111111111111111'1'11'111'1'1'111111111'1111IIIIIIIII1I11IIIIIIII
Process from Point/Station 78.000 to Point/Station 79,000
... INmAL 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist. = 40,00
Highest Elevation = 324,00
Lowest Elevation = 306,00
Elevation Difference = 18,00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 10.057 Min.
TC = [1.8.(1.1-C).DISTANCE^,5)/(% SLOPE^(ll3)] ,
TC = [1.8.(1.1- .4500).( 265.00^.5)/( 6.79^(113) )=
100.00 Year Rainfall Int.ensity(1n,/Hr.) = 4.533
Subarea(Ac:res) = ,08 Subarea Runoff(CFS) = .16
Total Area(Acres) = .08 Total Runoff(CFS) = ,16
TC(MIN) = 10,06
10.057
++++111111111111111111111111111111111111111111111111111I1II1II1111111I1111I
Process from Point/Station 79.000 to Point/Station 80,000
... TRAPEZOIDAURECT, CHANNEL TRAVEL TIME ...
Upstream point elevation = 306,00
Downstream point elevation = 305.00
Channel length thru subarea(Feet) = 200,00
Channel base(Feet) = .00
Slope or "Z" of left channel bank = 2,000
Slope or "ZIt of right channel bank = 100,000
Mannings "N" = .033' Maximum depth of channel (Ft) = ,50
Flow(Q) thru subarea(CFS) = ,16
Upstream point elevation = 306.00
Downstream point elevation = 305.00
Flow length(Ft) = 200.00
Travel time (Min,) = 8,33 TC(min.) = 18,39
Depth of flow = .09 (Ft)
Average Velocity = .40 (FUSee,)
Channel flow top width = 9.12 (Ft)
++++++++++++++++++++++++++++11111111111111+++++++++++++111111'111++++++++++
Process from Point/Station 79,000 to Point/Station 80.000
... SUBAREA FLOW ADDITION ...
100.00 Year Rainfall Int.ensity(In./Hr,) = 3.071
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Ac:res) = ,54 Subarea Runoff(CFS) =
.75
'I
~
~
Total Area(Acres) =
TC{MIN) = 18,39
,62 Total Runoff(CFS) =
,91
IIIIIIIIIIIII!IIIIIIIII'IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
Process from PoinUStation 80.000 to PoinUStation 76.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 300,00
Downstream point elevation = 287,00
Flow length(Ft) = 40.00 Mannings N = .012
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In,) = 8.00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 1.89 (In,)
Flow top width inside pipe = 6,79 (In,)
Velocity = 14.481 (FUS)
Travel time (Min.) = .05 TC(min,) = 18.43
,91
,91
IIIIIIII'IIIIIIIIIIIIIIIIIII!IIIIIII!'IIIIIIIIIIIIIIIIIIIIIIII!IIIIIIIIII!I
Process from PoinUStation 80.000 to Point/Station 76.000
... CONFLUENCE OF MINOR STREAMS ...
... Compute Various Confluenced Flow Values ...
---------------------------------------------------------------------
100,00 Year Rainfall Intensity(In./Hr,) = 3,066
ALONG THE MAIN STREAM NUMBER: 2
The flow values used for the stream: 3 are:
Time of concentration(min.) = 18,43
Rainfall intensity (in.ihrl) = 3.07
Total flow area (Acres) = .62
Total runoff (CFS) at confluence point =
.91
Confluence infonnation:
Stream runoff Time Intensity
Number (CFS) (min,) (inchlhour)
--------------..-----.-----------------------.-.---------------------.-..-..
1 5,09
2 1.08
3 ,91
QSMX(l) =
+1.000.1.000* S.l)
+ .811*1.000* 1.1)
+1.000. ,790* .9)
6,686
QSMX(2) =
+1.000. .723* 5,1)
+ 1.000.1.000* 1.1)
+ 1.000. ,572. ,9)
5,282
QSMX(3) =
+ ,859.1.000. 5,1)
+ ,697.1.000. 1.1)
+ 1.000.1.000. ,9)
6,037
14.57
10.54
18.43
3,569
4,398
3.066
Rainfall intensity and time of concentration
used for 3 streams,
Individual stream flow values are:
5,09 1.08 .91
"
~..
..
Possible confluenced flow values are:
6,69 5,28 6.04
Individual Stream Area values are:
3,09 ,53 ,62
Computed confluence estimates are:
Runoff(CFS) = 6.69 Time(min.) =
Total main stream study area (Acres) =
14,567
4.24
1 I I 1 III 1 1 1 1 I I ++++++ + +++++ ++ ++++ I I I 1 1 1 I I 1 I ++ I I I I I I I + I I 1 1 III 1 1 1 1 1 I I I 1 1 1 1 1 I I 1 I
Process from Point'Station 76,000 to Point'Station 98.000
... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ...
Upstream Elevation (Fl) = 276.00 Downstream Elevation (Fl) =
Street Length (Fl) = 420.00 Curb Height (In.) = 6.
Street Halfwidth (Fl) = 12.00
Distance From Crown to Crossfall Grade Break (Ft) = 10.00
Slope from Gutter to Grade Break (FllFl) = ,090
Slope from Grade Break to Crown (FllFl) = .020
Number of Halfstreets Carrying Runoff = 1
Distance from curb to property line (Fl) = 14.00
Slope from curb to property line (FllFl) = .020
Gutter width (Fl) = 2,000
Gutter hike (distance above flow line) = 2,000 (In.)
248.97
Estimated mean flow rate at MIDPOINT of street =
7,04 (CFS)
Depth of flow = .35 (Ft.)
Average Velocity = 4,99 (FUSee,)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 12,00
Flow Velocity(FUSec.) = 4.99 Depth.Velocity = 1.76
Travel time (Min.) = 1.40
TC{min.) = 15.97
Adding Area Flow To Street
100,00 Year Rainfall Intensity(In,/Hr.) = 3.364
USER specified "C" value of ,8000 given for subarea
Subarea(Acres) = .45 Subarea Runoff(CFS) = 1.21
Total Area(Acres) = 4.69 Total Runoff(CFS) = 7.90
TC{MIN) = 15.97
Depth of flow =
Average Velocity =
.36 (Fl)
5.15 (FUSee.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 12.00
Flow Velocity(Fl/Sec.) = 4.99 Depth.Velocity = 1.82
+11111111111111111111111111111111111111111111111111111111111I11111111111111
Process from Point'Station 76,000 to Point'Station 98,000
... CONFLUENCE OF MAIN STREAMS ...
-----------------------------------------------------------------
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year Rainfall Intensity(In./Hr.) = 3.364
The flow values used for the stream: 2 are:
Time of concentration(min.) = 15.97
..'
.
~'~-----..- ---. "".
..
Rainfall intensity (in./hrl) = 3,36
Total flow area (Acres) = 4,69
Total runoff (CFS) at confluence point =
7.90
Program is now starting with MAIN STREAM NO.3
+++1111111111111111111111111111111111111111111111111111IIIIIII!IIIIIIIIIIII
Process from Point/Station 81.000 to Point/Station 82.000
... 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist. = 60.00
Highest Elevation = 310.00
Lowest Elevation = 284.00
Elevation Difference = 26,00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 10.003 Min,
TC = [1.8.(1.1-C).DISTANCE^.5)/(% SLOPE^(ll3)]
TC = [1.8.(1.1- .4500).( 305,OO^.5}/( 8.52^(113)])=
100.00 Year Rainfalllntensity(In,/Hr,) = 4.548
Subarea(Acres) = .23 Subarea Runoff(CFS) = .46
Total Area(Acres) = .23 Total Runoff(CFS) = .46
TC(MIN) = 10.00
10,003
++++++++++1111111++++++++++++++++++++++++++++11111111111111111111I111111111
Process from Point/Station 82,000 to Point/Station 83.000
... TRAPEZOIDALIRECT. CHANNEL TRAVEL TIME ...
Upstream point elevation = 284,00
Downstream point elevation = 283,00
Channel length thru subarea(Feet) = 150,00
Channel base(Feet) = .00
Slope or "Z" of left channel bank = 2.000
Slope or "Z" of right channel bank = 100.000
Mannings "N" = ,033 Maximum depth of channel (Ft) = .50
Flow(Q) thru subarea(CFS) = .46
Upstream point elevation = 284,00
Downstream point elevation = 283,00
Flow length(Ft) = 150,00
Travel time (Min,) = 4.32 TC(min.) = 14,32
Depth of flow = ,13 (Ft)
Average Velocity = .58 (FUSee.)
Channel flow top width = 12,77 (Ft)
++++++11111111++++++++++++++++++++++1111111111111111111111111111+++1111111+
Process from Point/Station 82.000 to Point/Station 83.000
... SUBAREA FLOW ADDITION ...
100.00 Year Rainfalllntensity(ln./Hr,) = 3.608
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
.
"
Subarea(Acres) = ,42 Subarea Runoff(CFS) =
Total Area(Acres) = .65 TotaJ Runoff(CFS) =
TC(MIN) = 14,32
.68
1.14
+++++++++++++++++++++++++++++++++++++++++++++++++++++111111111111111+++++++
Process from Point/Station 83.000 to Point/Station 84.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 278.00
Downstream point elevation = 267.00
Flow length(Ft) = 58,00 Mannings N = ,012
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 8,00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 2.43 (In.)
Flow top width inside pipe = 7,36 (In.)
Velocity = 12.764 (Ft/S)
Travel time (Min,) = ,08 TC(min,) = 14,40
1.14
1.14
1 1 1 1 1 1 1 1 1 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 +++++ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1
Process from Point/Station 84,000 to Point/Station 87,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) , ...
Upstream point elevation = 267,00
Downstream point elevation = 259,00
Flow length(Ft) = 220.00 Mannings N = .015
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 24.00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 2,88 (In.)
Flow top width inside pipe = 15.60 (In,)
Velocity = 5.357 (Ft/S)
Travel time (Min,) = .68 TC(min.) = 15,08
1.14
1.14
11111111111111111111111111111111111+++++11111111++1111111111111111111111+++
Process from Point/Station 84.000 to Point/Station 87.000
... SUBAREA FLOW ADDmON ...
100,00 Year Rainfall Intensity(In./Hr,) = 3.490
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .30 Subarea Runoff(CFS) =
TotaJ Area(Acres) = ,95 TotaJ Runoff(CFS) =
TC(MIN) = 15,08
.48
1.62
111111111111111111+1111111111111111111++++++++++++++++++++++11111111111111+
Process from Point/Station 84.000 to Point/Station 87.000
... CONFLUENCE OF MINOR STREAMS ...
- -------------------------- --- ----- - ----- - -- ------- --- - -------
100,00 Year Rainfall Intensity(In./Hr.) = 3.490
ALONG THE MAIN STREAM NUMBER: 3
The flow values used for the stream: 1 are:
.
.:-
.
Time of concentration(min.) = 15,08
Rainfall intensity (in,/hrl) = 3.49
Total flow area (Acres) = .95
Total runoff (CFS) at confluence point =
1.62
1111111111111111111++111111111++++++++++++++++++++++11111111111111111111111
Process from Point/Station 99,000 to Point/Station 174,000
... 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist = 350.00
Highest Elevation = 343.00
Lowest Elevation = 307.00
Elevation Difference = 36.00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 10,065 Min.
TC = [1.8.(1.1-C).DISTANCE^.5)1(% SLOPE^(1/3)]
TC = [1.8.(1.1. .4500).( 350.00^.5)/( IO,29^(1I3)])=
100.00 Year Rainfall Intensity(In./Hr.) = 4,530 '
Subarea(Acres) = 1.00 Subarea Runoff(CFS) = 2.04
Total Area(Acres) = 1.00 Total Runoff(CFS) = 2,04
TC(MIN) = 10,06
10.065
11111111111111111111111++1111111+++++++++++++++++++++++++11111111111111111+
Process from Point/Station 174,000 to Point/Station 185,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 303.00
Downstream point elevation = 279,00
Flow length(Ft.) = 65.00 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 = 2.88 (In,)
Flow top width inside pipe = 7.68 (In.)
Velocity = 17,999 (Ft/S)
Travel time (Min.) = ,06 TC(min.) = 10.13
2.04
2,04
+++++++++++++++++++++++++++++++++++++++++++++++++++++1111111111111111111111
Process from Point/Station 185,000 to Point/Station 86,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 279,00
Downstream point elevation = 276,00
Flow length(Ft.) = 117.00 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 = 8.00 (In.)
Flow top width inside pipe = .00 (In.)
Velocity = 5.543 (Ft/S)
Travel time (Min.) = .35 TC(min,) = 10,48
2,04
2.04
..
~
..
11111111111111111111111111111111111111+++++++++++++++11111111111111111111++
Process from Point/Station 18S.000 to Point/Station 86.000
... SUBAREA FLOW ADDmON ...
100.00 Year Rainfall Intensity(In,/Hr,) = 4.41S
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
RURAL (lots> 1/2 acre) runoff coefficient = .4S00
Subarea(Acres) = ,S9 Subarea RunofttCFS) =
Total Area(Acres) = U9 Total Runoff(CFS) =
TC(MIN) = 10.48
1.17
3,21
++++ I I I I 1 1 I I I I I I I I 1 I I 1 I ++++++ 1 1 1 I I 1 I 1 I I I I I ++++++ I 1 I 1 1 I 1 I I 1 1 I I I I I I 1 1 1 1 1 I ++++
Process from Point/Station 86,000 to Point/Station 87,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 278.00
Downstream point elevation = 2S9,OO
Flow length(Fl) = 68,00 Mannings N = .012
No, of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 8,00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 3,83 (In,)
Flow top width inside pipe = 7,99 (In,)
Velocity = 19.4S3 (Ft/S)
Travel time (Min.) = .06 TC(min,) = 10,S4
3,~1
3.21
111111111111111111111+++++++++++++++++11111111111111111111111111I111111111I
Process from Point/Station 86.000 to Point/Station 87,000
... CONFLUENCE OF MINOR STREAMS ...
... Compute Various Confluenced Flow Values ...
---.----------------------------------------------------------------------
100.00 Year Rainfall Intensity(In./Hr.) = 4,399
ALONG THE MAIN STREAM NUMBER: 3
The flow values used for "the stream: 2 are:
Time of concentration(min.) = 1054
Rainfall intensity (in./hrl) = 4.40
Total flow area (Acres) = U9
Total runoff (CFS) at confluence point =
3.21
Confluence infonnation:
Stream runoff Time Intensity
Number (CFS) (min,) (inchlhour)
-----------------------------------.------------.---------------------.--
1 1.62
2 3,21
QSMX(l) =
+ 1.000.1.000. 1.6)
+ .793.1.000. 3.2)
4,168
QSMX(2) =
+1.000. .699. 1.6)
+ 1.000.1.000. 3.2)
4,343
lS.08
10,S4
3,490
4.399
.
.
Rainfall intensity and time of concentration
used for 2 streams.
Individual stream flow values are:
1.62 3,21
Possible confluenced flow values are;
4,17 4,34
Individual Stream Area values are;
.95 1.59
Computed confluence estimates are:
Runofl\CFS) = 4.34 Time(min.) = 10.535
Total main stream study area (Acres) = 2,54
1111111111111111111111111111111111111+++++++++++++++++111111111111111111111
Process fÌ'om Point/Station 87,000 to Point/Station 92.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 259.00
Downstream point elevation = 252,00
Flow leng1h(Fl) = 70,00 Mannings N = .015
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 24.00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 4,30 (In.)
Flow top width inside pipe = 18.41 (In,)
Velocity = 11.366 (Ft/S)
Travel time (Min.) = .10 TC(min,) = 10,64
4.34
4.34
++++++++1111111++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process fÌ'om Point/Station 87,000 to Point/Station 92.000
... SUBAREA FLOW ADDmON ...
100,00 Year Rainfalllntensity(In./Hr,) = 4.371
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = ,18 Subarea Runofl\CFS) =
Total Area(Acres) = 2,72 Total Runofl\CFS) =
TC(MIN) = 10.64
,35
4.70
11111111111111111111111111111++++++++++++++++++111111111111111111111II11111
Process from Point/Station 87,000 to Point/Station 92.000
... CONFLUENCE OF MINOR STREAMS ...
--------------------------------------..------------.------.o---
100.00 Year Rainfalllntensity(In./Hr,) = 4.371
ALONG THE MAIN STREAM NUMBER: 3
The flow values used for the stream: 1 are:
Time of concentration(min,) = 10,64
Rainfall intensity (in./hrl) = 4.37
Total flow area (Acres) = 2,72
Total runoff (CFS) at confluence point =
4.70
111111111+++++++++++++++++++++++11111111+++++++++++++++11111111++++++++++++
~
..
..
Process from Point/Station 88.000 to Point/Station
... INITIAL AREA EVALUATION
89.000
...
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Disl = 50.00
Highest Elevation = 302.00
Lowest Elevation = 277,00
Elevation Difference = 25,00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 9.996 Min.
TC = [1.8.(1.1-C).DlST ANCE^,5)/(% SLOPE^(l/3)]
TC = [1.8.(1.1- .4500).( 300,OO^.5)1( 8.33^(1/3)])=
100.00 Year Rainfall Intensity(In./Hr,) = 4,551
Subarea(Acres) = .17 Subarea Runoff(CFS) = .35
Total Area(Acres) = ,17 Total Runoff(CFS) = .35
TC(MIN) = 10.00
9,996
+++++1111111++++++++++1111111+++++++++++++++++++++++++++11111111111111I11I1
Process from Point/Station 89.000 to Point/Station. 90.000
... TRAPEZOIDAL/RECT. CHANNEL TRAVEL TIME ...
Upstream point elevation = 277,00
Downstream point elevation = 276.00
Channel length thru subarea(Feet) = ISO.OO
Channel base(Feet) = ,00
Slope or "Z" of left channel bank = 2.000
Slope or "Z" of right channel bank = 100,000
Mannings "N" = ,033 Maximum depth of channel (Ft) = .50
Flow(Q) thru subarea(CFS) = .35
Upstream point elevation = 277.00
Downstream point elevation = 276.00
Flow length(Fl) = 150.00
Travel time (Min.) = 4.64 TC(min.) = 14.64
Depth of flow = .11 (Fl)
Average Velocity = .54 (FUSee,)
Channel flow top width ': 11.48 (Fl)
++++++111111111111111+++++++++++11111111+++++++++++++1111111+++1111111+++++
Process from Point/Station 89.000 to Point/Station 90.000
... SUBAREA FLOW ADDmON ...
100,00 Year Rainfall Intensity(In./Hr.) = 3,558
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = .52 Subarea Runoff(CFS) =
Total Area(Acres) = .69 Total Runoff(CFS) =
TC(MIN) = 14,64
,83
1.17
++++1111111111111++++++++++++++++++++++++++++++++++++++++11111111111111111+
Process from Point/Station 90.000 to Point/Station 92,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
~
.
.
Upstream point elevation = 271.00
Downstream point elevation = 247.50
Flow length(Ft.) = 74.00 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 = 2.25 (In.)
Flow top width inside pipe = 7.19 (In.)
Velocity = 14,606 (Ft/S)
Travel ÛIne (Min.) = .08 TC(min.) = 14.72
1.17
1.17
+IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII++++++++++++++++++++~II1111111+++++
Process from Point/Station 90,000 to Point/Station 92.000
... CONFLUENCE OF MINOR STREAMS ...
-----......-....-..---.-...-...------.-.---------......-.---.---------------
100,00 Year Rainfall Intensity(In./Hr,) = 3.545
ALONG THE MAIN STREAM NUMBER: 3
The flow values used for the stream: 2 are:
Time of concentration(min.) = 14.72
Rainfall intensity (in,/hrl) = 3,55
Total flow area (Acres) = ,69
Total runoff (CFS) at confluence point =
1.17
11111111+++++++++++++++++++111111111+++++++++++++++111111111111111+++++++++
Process from Point/Station 88.000 to Point/Station 93.000
... INmAL 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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Initial Subarea Flow Dist. = 50.00
Highest Elevation = 302,00
Lowest Elevation = 277.00
Elevation Difference = 25,00
Time of concentration calculated by the Urban
Areas overland flow method (APP X-C) = 9.996 Min.
TC = [1.8.(1.1.C).DISTANCE^.5)/(% SLOPE^(1/3)]
TC = [1.8.(1.1- ,4500).( 300,OO^,5Y( 8.33^(113)])=
100,00 Year Rainfall Intensity(In./Hr.) = 4,551
Subarea(Acres) = ,14 Subarea Runoff(CFS) = .28
Total Area(Acres) = .14 Total Runoff(CFS) = .28
TC(MIN) = 10.00
9.996
++++111 I II I I I I I I I I I I I 1+1111 III I 11++++++++++++++++1111 III II I I I 1111II I I I I I 11+
Process from Point/Station 93.000 to Point/Station 94.000
... TRAPEZOIDALlRECT, CHANNEL TRAVEL TIME ...
Upstream point elevation = 277.00
Downstream point elevation = 276,00
Channel length thru subarea(Feet) = 140.00
Channel base(Feet) = .00
Slope or "Z" of left channel bank = 100.000
Slope or "Z" of right channel bank = 2.000
Mannings UN" = .033 Maximum depth of channel (Ft.) = ,50
~
.
..
Flow(Q) thru subarea(CFS) = ,28
Upstream point elevation = 277.00
Downstream point elevation = 276.00
Flow length(Fl) = 140,00
Travel time (Min.) = 4,47 TC(min.) = 14.46
Depth of flow = .10 (Fl)
Average Velocity = ,52 (FUSee.)
Channel flow top width = 10.39 (Fl)
++++++1111111111+++++++++++++++++++++++++++++++++++++++++++111111111111111+
Process from Point/Station 93,000 to Point/Station 94,000
... SUBAREA FLOW ADDITION ...
100,00 Year Rainfall Intensity(In,/Hr.) = 3,586
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
RURAL (lots> 112 acre) runoff coefficient = .4500
Subarea(Acres) = ,39 Subarea Runoff(CFS) =
Total Area(Acres) = ,53 Total Runoff(CFS) =
TC(MIN) = 14,46
.63
,91
++++++1111111111+++++++1111111+++++++++++++++++++++++++++++111111111111++++
Process from Point/Station 94.000 to Point/Station 95,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 271.00
Downstream point elevation = 263.00
Flow length(Fl) = 68.00 Mannings N = ,012
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 8,00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 2,44 (In.)
Flow top width inside pipe = 7,37 (In.)
Velocity = 10,083 (Ft/S)
Travel time (Min,) = .11 TC(min.) = 14.57
.91
,91
II1111111111111111 ¡ 1II1I11111111II11I f 11111111+111' I' IIIIIIII!IIIIIIIIIIIII
Process from Point/Station 95,000 to Point/Station 92,000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 263,00
Downstream point elevation = 252,00
Flow length(Fl) = 230.00 Mannings N = ,015
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In.) = 24.00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 2.42 (In.)
Flow top width inside pipe = 14.45 (In,)
Velocity = 5.502 (Ft/S)
Travel time (Min.) = ,70 TC(min.) = 15,27
.91
,91
1111111111111111111++++1' 1111111111111+++++++++++++++1111111111111111++++++
Process from Point/Station 95,000 to Point/Station 92.000
... SUBAREA FLOW ADDmON ...
- '-"-"--"-"- -,.... '---
~
.
..
100,00 Year Rainfall Intensity(In./Hr.) = 3.462
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
RURAL (lots> 1/2 acre) runoff coefficient = .4500
Subarea(Acres) = ,20 Subarea Runoff(CFS) =
Total Area(Acres) = .73 Total Runoff(CFS) =
TC{MIN) = 15,27
.32
1.23
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 95.000 to Point/Station 92.000
... CONFLUENCE OF MINOR STREAMS ...
... Compute Various Confluenced Flow Values ...
--...-------------------------------------..-.-----------------__nn______-
100.00 Year Rainfall Intensity(In./Hr.) = 3.462
ALONG THE MAIN STREAM NUMBER: 3
The flow values used for the stream: 3 are:
Time of concentration(min.) = 15,27
Rainfall intensity (in,/hrl) = 3,46
Total flow area (Acres) = ,73
Total runoff (CFS) at confluence point =
1.23
Confluence information:
Stream runoff Time Intensity
Number (CFS) (min.) (inch/hour)
----------------n-----------nn-n----------------------___n_n_n______-
1 4.70
2 1.17
3 1.23
QSMX(I) =
+1.000.1.000. 4,7)
+ 1.000. ,723. 1.2)
+ 1.000. .697. 1.2)
6.402
QSMX(2) =
+ .811.1.000. 4.7)
+ 1.000.1.000. 1.2)
+ 1.000. ,964. 1.2)
6.169
QSMX(3) =
+ .792.1.000. 4,7)
+ ,977.1.000. 1.2)
+ 1.000.1.000. 1.2)
6,096
10,64
14,72
15,27
4.371
3.545
3.462
Rainfall intensity and time of concentration
used for 3 streams.
Individual stream flow values are:
4.70 1.17 1.23
Possible confluenced flow values are:
6.40 6.17 6.10
Individual Stream Area values are:
2,72 ,69 .73
Computed confluence estimates are:
Runoff(CFS) = 6,40 Time(min.) = 10.638
Total main stream study area (Acres) = 4,14
~
~
..
++++++++++++++11111111111+++++++++++++++++++++++++++++++++1111111111111111+
Process from Point/Station 92,000 to Point/Station 98.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 247,00
Downstream point elevation = 24l.S8
Flow length(Ft.) = 6.26 Mannings N = ,015
No. of pipes = 1 Required pipe flow (CFS) =
Given pipe size (In,) = 24.00
Calculated Individual Pipe flow (CFS) =
Nonnal flow depth in pipe = 3.08 (In,)
Flow top width inside pipe = 16,05 (In,)
Velocity = 27,227 (Ft/S)
Travel time (Min.) = .00 TC(min.) = 10.64
6.40
6.40
++++++++++++++++++++++++++++++++++++++++++++++++++++++11111111111111111I111
Process from Point/Station 92.000 to Point/Station 98,000
... CONFLUENCE OF MAIN STREAMS ...
... Compute Various Confluenced Flow Values ...
-------------------------------------------------------------------------
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year Rainfall Intensity(In./Hr.) = 4.370
The flow values used for the stream: 3 are:
Time of concentration(min,) = 10.64
Rainfall intensity (in./hrl) = 4.37
Total flow area (Acres) = 4,14
Total runoff (CFS) at confluence point =
6.40
Confluence infonnation:
Stream runoff Time Intensity
Number (CFS) (min,) (inchlhour)
------.----------------------------------------------------------------
1 8.62
2 7.90
3 6.40
QSMX(I) =
+ 1.000.1.000. 8.6)
+ .874.1.000. 7,9)
+ .673.1.000. 6.4)
19.833
QSMX(2) =
+ 1.000* .812* 8.6)
+ 1.000.1.000. 7.9)
+ ,770.1.000. 6.4)
19.823
QSMX(3) =
+1.000. .541. 8,6)
+ 1.000. .666. 7,9)
+ 1.000*1.000. 6.4)
16,328
19,68
15,97
10,64
2,940
3.364
4,370
Rainfall intensity and time of concentration
used for 3 MAIN streams.
Individual stream flow values are:
8.62 7,90 6,40
Possible confluenced flow values are:
19.83 19,82 16,33
Individual Stream Area values are:
5.06 4,69 4,14
..
.
..
------------ - - -- - ----- ___n- -- - ---- --- ----- - - - -- - - - - - - - - - --- ----- - -. - - - - - ---
Computed confluence estimates are:
Runoff{CFS) = 19.83 Tirne(min.) = 19.677
Total main stream study area (Acres) = 13.88
+++111111111111111111111111111111111+++++++++++++++++++++++++++++++++++++++
Process from Point/Station 98,000 to Point/Station 102.000
... PIPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 241.08
Downstream point elevation = 240,84
Flow leng1h(Ft) = 24,50 Mannings N = ,015
No, of pipes = 1 Required pipe flow (CFS) = 19.83
Given pipe size (In.) = 24,00
Calculated Individual Pipe flow (CFS) = 19,83
Nonnal flow depth in pipe = 20,20 (In.)
Flow top width inside pipe = 17,52 (In.)
Velocity = 7.032 (Ft/S)
Travel time (Min.) = ,06 TC(min,) = 19,74
1111111111+++++++++++++++111111111++++++++++++++++++1111111111111111+++++++
Process from Point/Station 98.000 to Point/Station' 102.000
... CONFLUENCE OF MAIN STREAMS ...
- - - -. ...---- -- -.---- - -- --- --- - -- - -. -- - ----------- -- --- - ---- -- - --- -- -- - - -----
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100,00 Year Rainfall Intensity(In,/Hr,) = 2.934
The flow values used for the stream: 1 are:
Time of concentration(min,) = 19,74
Rainfall intensity (in./hrl) = 2,93
Total flow area (Acres) = 13,88
Total runoff (CFS) at confluence point = 19,83
Program is now starting with MAIN STREAM NO.2
1111111111111111111111111111111111111111++++++++++++11111111111111111111111
Process from Point/Station 33.000 to Point/Station 102.000
... INITIAL AREA EVALUATION ...
USER specified .C. value of ,8000 given for subarea
Area Type is defmed by USER RUNOFF COEFFICIENT .C.
Time of concentration computed by the Natural
Watersheds nomograph, (App, X-A)
TC = [11.9*Leng1h(Mi)^3)/(Elevation Change)]^.385.60(MINIHR)
Initial Subarea Flow Dist. = 760.00
Highest Elevation = 298,00
Lowest Elevation = 248.97
Elevation Difference = 49.03
TC = [(11.9. .3409"3)/( 49,03)]"..385 = 10.037
100,00 Year Rainfall Intensity(In./Hr,) = 4.538
Subarea(Acres) = .75 Subarea Runoff{CFS) = 2.72
Total Area(Acres) = ,75 Total Runoff{CFS) = 2,72
TC(MIN) = 10.04
++11111111111111 I 1+++++++++++11111111++++++++11111111111+++++++++++++++++++
..
..
Process from Point/Station 33.000 to Point/Station
... CONFLUENCE OF MAIN STREAMS
102.000
...
... Compute Various Confluenced Flow Values ...
-..--- -------- ------ ---- -- - --- - - -- ----.------- - -- -- - - - - - - - - - - -----
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year Rainfall Intensity(In./Hr,) = 4,538
The flow values used for the stream: 2 are:
Time of concentration(min.) = 10,04
Rainfall intensity (in./hrl) = 4,54
Total flow area (Acres) = .75
Total runoff (CFS) at confluence point
2,72
Confluence information:
Stream runoff Time Intensity
Number (CFS) (min.) (inch/hour)
---------------------------------------------------------------------------
1 19,83
2 2.72
QSMX(l) =
+1.000.1.000. 19,8)
+ .647.1.000. 2.7)
21.593
QSMX(2) =
+1.000. ,509. 19,8)
+1.000.1.000. 2.7)
12,810
19,74
10.04
2,934
4,538
Rainfall intensity and time of concentration
used for 2 MAIN streams,
Individual stream flow values are:
19.83 2,72
Possible confluenced flow values are:
21.59 12.81
Individual Stream Area values are:
13.88 .75
-------------------------------------------------------------------------
Computed confluence estimates are:
Runoff(CFS) = 21.59 Time(min,) = 19,735
Total main stream study area (Acres) = 14,63
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++111111111111111+
Process from Point/Station 102.000 to Point/Station 103,000
... PlPEFLOW TIME (USER SPECIFIED SIZE) ...
Upstream point elevation = 240.34
Downstream point elevation = 239.08
Flow length(Ft) = 100.72 Mannings N = ,015
No, of pipes = 1 Required pipe flow (CFS) = 21.59
Given pipe size (In.) = 24,00
Calculated Individual Pipe flow (CFS) = 21.59
Normal flow depth in pipe = 19,36 (In.)
Flow top width inside pipe = 18,96 (In.)
Velocity = 7.957 (Ft/S)
Travel time (Min.) = .21 TC(min.) = 19,95
End of computations.. .
TOTAL STUDY AREA(ACRES) =
23.86
~
...
(3.
APPENDIX B
TABLES AND CHARTS)
,
. '
..
'"
(
(
\,
¡.¡
Ft!: t!:1
S't)t)t)
<ltitit)
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Tc. (111L J) ,385
lë s ¡;m~ 01 co/7c~nln::¿f¡0/7
L. L~n9lh 01 I'VQ/~r-S'h~d
It'. ,t)1/I'~r~/7ce in ,,14!'vQh~n a/"-"9
~/Ib:liy~ 510D~ lin~ (.$u Æ',Þpel7OÍx 1-8) ¡;,
L C
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-" 900
BOO
700
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NOTE
~ - ---.-.- - ~ -:'::'1
aFOR NATURAL WATERSHEDSj
ZO I ADD TEN MINUTES TOj'
UCOMPUTED TIME OF CON-
CENTRATION.
-=-"""""----= -== =--=---
10
5
200
H
.3
1St)
2
l¿fJ
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5
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.3
SAN DI EGO COUNTY
DEPARTMENT OF SPECIAL DISTR~CT SERVICES
DE 5 I GN MANUAL
APP'ROVED ,$./.(, /~ ~~
7é
NOMOGRAPH FOR DETERMINATION
OF, TIME OF CONCENTRATION (Tc)
:F~ NATLJRIt'L WATERSHEDS
DATE /~/II~ 1 APPENDIX X-t/-;'
"_4_'" ¡)/Þ" ¡:'
- , " "-i
::-, '1 -,7' ~=""?I
.. .~. ::-;-..c_- 4
.
L
, "
..
TABLE 2
RUNOFF COEFFICIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URßA.Nl
C De ff i c i e nt. C
Soi I Group (1)
Land Use
A B C D
Residential:
Single Fami ly .40 .45 .50 .55
Multi-Units .45 .50 .60 .70
Mobi Ie homes .45 .50 .55 .65
Rural (lots greater than 1/2 acre) .30 .35 .40 .45
Corrrnerci al (2) .70 .75 .80 .85
80% Impervious
Industrial (2) .80 .85 .90 .95
9OCio I mpe rv i ous
\
NOTES:
(1) Soil Group m~~s are available at the offices of the Department of Public Works.
(2)Where actual conditions deviate significantly from the tabulated impervious-
ness values of 80010 or 90010, 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 snaIl the final coefficient
be less than 0.50. For example: Consider commercial property on D soi I. group.
Actual impervious~ess
. 50%
Tabulated imperviousness. 80010
Revised C . 50 x 0.85 . 0.53
80
i(
IV-A-9
"{
#'.
-..:'
\' ì.~"
APPENDI X IX-B : .,'1
,Rev. 5/81
, .
. ,
...
Average Values of Roughness Coefficient (Manning's n)
Type of Waterway
1.
Closed Conduits (1)
Steel (not lined)
Cast Iron
Aluminum
Corrugated Metal
Corrugated Metal
Corrugated Metal
Corruga ted ~ etal
Concrete RCP
Clay (sewer)
Asbestos Cement~ pYt::...
Dr~in Tile (terra cotta)
Cast-in-p1ace Pipe
Reinforced Concrete Box
(not lined~ '
(2) (smooth asphalt quarterlining)
(2) (smooth asphalt half lining)
(smooth asphalt full lining)
2.
Open Channels (1)
a.
Unlined
Clay Loam
Sand
l
b.
Revetted
Gravel
Rock
Pipe' and Wire
Sacked Concrete
Lined.
Co~crete (poured)
Air~ Blown Mortar (3)
Asphaltic Concrete or Bituminous Plant Mix
c.
d.
Veg~tated (5)
Grass lined, maintained
Gra,$s and Weeds
Grass lined with concrete low flow channel
3.
Pavement and Gutters (1)
;
Concrete
Bituminous (plant-mixed)
( ,"-
<"""'-
'.
..."
,..."
. .' ~,. . . ' , '- .~ .,
" foe' ;.:, '/::?:t:(','-. .,;";;'!, ' '-:
. "~'" ~' : ..... . ~~ : '~'.
" , I
-- '---..--.. -'
'..'
., .
i
I ,
Roughness
Coefficient (n)
0.015
0.015
.021
0.024 .
O.02l
0.018
0.012
0.012
0.013
0.011
0.015
0.015
0.014
0.023
O.O:W
0.030
0.040
0.025
0.025
0.014
0.016
0.018
. .035
.045
.032
0.015
0.01b
APP~~DIX XV!, ^
I
.
j
, ¡"
i
;1
...'.
, '
. \
HIGHWAY DESIGN MANUAL
..
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APPENDIX XI
IV-A-14
--------
"......."
( .TY OF SAN DIEGO
0-
FLOOD COtlTROL
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U.S. DEPARTMEN~r OF CO~MERCE
"ATIO:fAI. OCEANIC AND AT, OSPIIENIC ^D~I:fISTRAT10H
IPKCIAL ITVOIIU DRA:fCH. orFiCE or II UROLOgY. "^TIOHAI. WEATHER SERVICE
301
...
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118'
1.5' 1
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151
117.
'151
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151
116.
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DEPARTMENT OF SANITATION ~
FLOOD CONTROL
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301
151
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U_S. DEPARTMENI.. OF COMMERCE
NATIONAL OCI'.A:"IC ANO A,':JO:iI'lI£NtC AOtotll'WHRATION
SpaCIAL STUDI£S ÞI:A:'fCII. OfI'IC~ 01' 11'1' OllOLOGY. NATIONAL WI::ATIIER SERVICE
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ALLOWABLE FLOW FOR 24"X24" GRATE INLET ASSUMING 50% CLOGGING.
ALL SIDES OF INLET ARE UNABUTTED.
P= (24") 4 = 8'
tP = 4' ': "
USE WEIR FORMULA
Q = CP(H)^312
C= 3.0
,
P= 4.0
I
H= 0.4
Q= (3.0) (4.0) (0.4)3/2
= 3.0 CFS
for 24"X24"
1 . 5 CFS
for
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INLET CAPACITY OF GRATE AT SAG
Plate
2.6-0658
..
..
APPENDIX C
( 4 .
HYDROLOGY MAP)
-,.
..
.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Ai Mayo
1772 Kettering
Irvine, CA 92714
o{..~\
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¡;:".C\\i o. ....
March 27, 1997
Project No. CE-5307
Subject:
Partial Report of Certification of Compacted Fill Ground
Proposed Single Family Dwellings
Lot #'s 2, 3, 4, 10, & 12 of Wildflower Estates
Encinitas, ~allfornia
Dear Mr. Mayo:
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 October 1, 1996
through March 27, 1997.
Briefly, óur findings reveal filled ground has been compacted to a
minimum of ninety percent (9b%). Therefore, we recommend
construction continue as scheduled.
5.CQ£E
Our firm was retained to observe grading operations with regard to
current standard practices and to determine the degree of
compaction of placeð fill.
Grading plans were prepared by K & S Engineering of San Diego,
California.
Grading operations were performed by Greg Whi11ock of Vista,
California.
Reference is made to the following previously submitted soils
reports prepared by our firm.
1). "Preliminary Soils Investigation", Lot #2, dated July
24, 1996 (CE-5246).
2). Preliminary Soils Investigation", Lot #3, dated July
18, 1996 (CE-5247).
3). "Preliminary Soils Investigation", Lot #4, dated July
12, 1996 (CE-5248).
P.O. BOX 302002 . ESCONDIDO, CA 92030
(619) 480-1116
.~
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
..~
March 27, 1997
Project No. CE-5307
Page 2
4). "Preliminary Soils Investigation " Lot #10, dated
,
June 26, 1996 CCE-5254).
5), "Preliminary Soils Investigation", Lot 12, dated
March 5, 1996 CCE-5230).
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 level building
pads to accommodate the proposed single family dwellings. Should
the finished pads be altered in any way, we should be contacted to
provide additional recommendations.
The sites were graded in accordance with recommendations set forth
in our pr~viously submitted report~.
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
Representati ve soil samples were collected and returned to the
laboratory for testing. The following tests were performed and are
tabulated on the attached Plate No. Three.
1-
2.
3.
Optimum Moisture/Maximum Density CASTM D-1557)
Expansion Potential Test
Direct Shear (ASTM D-3080)
SOIL CONDITIONS
Native soils encountered were gravelly-clays, silty-clays, and
clayey-sands. Fill soils were imported and generated from the on-
site excavation.
The building sites contained a transition from cut to fill.
However, cut areas located wi thin the building areas were over
excavated a minimum of 3 feet and brought to grade with compacted
soil. Over excavation was carried a minimum of 5 feet beyond
exterior building perimeter. Hence, no consideration need be given
this characteristic-
.
.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
'.
March 27, 1997
Project No. CE-5307
Page 3
Expansive soils were observed during grading and exist at finish
grade. Therefore, special recommendations will be necessary to
reduce the probability of structure damage.
The keys were 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 scarafied, 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". Fill soils found to have a relative compaction of
less than ninety. percent (90%) were r~worked 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 eco-
nomically 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 of this report
with light groundcover (no gorilla iceplant) 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 eros ion.
-..
.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
March 27, 1997
Project No. CE-5307
Page 4
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 story, respectively, will
have an estimated allowable bearing value of 1500 Ibs.
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-
5) 'Plumbing trenches should be backfilled with non-
expansive soil having a swell of less the 2% and a
minimum sand equivalent of 30. 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,
addi tional grading, etc.) were not included in this
report. Prior to construction, we should be contacted to
update conditions and provide additional recommendations.
7} Expansive soils were observed during grading and exist
within 48 inches of finish grade. Therefore, foundations
should be constructed in accordance with Recommendation
6B2 or 6B3 of our" Preliminary Soils Investigation"
reports.
8} Clayey soils should not be allowed to dry prior to
placing concrete. They should be watered to insure they
are kept in a very moist condition or at a moisture
content exceeding optimum moisture content by a minimum
of five percent (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.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
March 27. 1997
Project No. CE-5307
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 un-
feasible. 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.
77 - ß / J:-aL---
R~cÌ K. Adams
President
19393
000713
Respectfully submitted.
North County
COMPACTION ENGINEERING. INC.
Vi:,~.
RKA:kla
cc: (3)
(2)
Submitted
Filed
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING
:~.;
7-
Approx. Scale
1" = 50'
- ,~~~~-r '
""" ~
,/~-~"; ,
TEST LOCATION SKETCH
, PROJECT No.
PLA TE No.
CE-5307
ONE
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING
/
~
/'
':~~':'. ..,.,
Approx. Seal
1" = 50'
\
'- ".,-- '" ...".- ---'
tt-c:D5'O1'" -:::.., .t- --
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,"
TEST LOCATION SKETCH
PROJECT No.
PLA TE No.
..
CE-5307
ONE-A
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING
Approx. Scale
1" = 40'
TEST LOCATION SKETCH
PROJECT No. CE-5307
PLA TE No. ONE-B
'.
NORTH COClN1Y COMPACTION ENGINEERING, INC.
SOIL TESTING
~,
Approx. Scale
(fþ 1" = 40'
, ------
.,.-1: '
- .
/'
I
/
/
,,-
./
TEST LOCATION SKETCH
. PROJECT No. CE-5307
PLA TE No. ONE-C
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING
.~
Approx.Scal
(fSþ 1" = 40'
,
"
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"
'.
,
-0',-...
,"" .----..
-_._.__._--~,........ :l:- .'--
-"-""'-'
. ~---, ",- '
.---
"-.,-
TEST LOCATION SKETCH
PROJECT No. CE-5307
PLA TE No. ONE-D
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT. FIELD DRY DENSITY SQIL PERCENT
I&C--- I&C--- MOIST LB_/CU.FT. TYPE. COMPACT Iilli.
1 10/08/96 See 226 17.3 108.8 I 92.2
2 " Plate 227 17.0 107.2 I 90.8
3 10/09/96 One 229 16.2 111. 1 I 94.2
,4 " " 231 18.3 109.1 I 92.5
5 229 18.8 108.0 I 91. 5
6 204 17.3 108.9 I 92.2
7 206 16.7 110.9 I 93.9
8 206 19.3 112.1 I 95.0
9 208 18.1 110. 1 I 93.3
10 210 16.1 114.2 I 96.8
11 212 19.3 106.4 I 90.2
12 214 16.5 112.8 I 95.6
13 10/10/96 216 17.3 109.7 I 93.0
14 217 18.2 107.8 I 91. 4
15 218 17.7 109.2 I 92.5
16 220 19.6 107.0 I 90.7
17 221 17. 1 110.0 I 93.2
18 ,10/11/96 215 19.2 108.5 I 92.0
19 217 15.9 112.2 I, 95.1
20 222 17.2 109.2 I 92.5
21 10/14/96 233 14.3 117.2 II 96.4
22 235 15.9 111. 8 II 92.0
23 230 18.0 112.2 II 92.3
24 232 17.1 112.6 II 92.7
25 221 15.4 114.4 II 94.2
26 223 16.2 113.7 II 93.6
27 212 14.3 112.3 I 95.2
28 214 13.8 111.2 I 94.3
29 10/15/96 234 16.3 111. 5 II 91.8
30 236 16.6 112.7 II 92.8
31 237 17.2 113.4 II 93.4
32 22::) 15.8 117.6 II 96.8
33 226 18.1 113.1 II 93.1
34 228 17.3 111. 6 II 91. 8
35 10/16/96 238 17.8 111. 7 II 91. 9
36 240 18.0 113.3 II 93.3
37 241 15.4 109.1 I 92.4
38 243 18.3 106.9 I 90.6
39 266 18.1 109.2 I 92.5
40 268 18.5 107.0 I 90.7
PROJECT NO. CE-5307
PLATE NO. TWO (page 1)
"
NORTH COaNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT- FIELD DRY DENSITY SQIL PERCENT
I&C...... LO.C..... MOIST LB./CU_FT. T.YfE COMPACTION
41 10/17/96 See 270 16.2 115.4 III 97.8
42 " Plate 272 19.1 110.0 III 93.2
43 One 245 20_2 109.0 III 92.4
44 247 18.0 110.8 III 93.9
45 242 18.7 108.1 III 91.7
46 244 20.4 107.1 III 90.8
47 10/18/96 245 17.0 115.8 II 95.3
48 246 16.5 113.7 II 93.6
49 249 17.3 112.8 II 92.9
50 250 15.7 112.6 II 92.7
51 247 18.1 114.3 II 94.1
52 274 18.2 109.1 III 92.4
53 276 17.0 109.5 III 92.8
54 10/21/96 246 18.1 111. 6 II 91. 9
55 247 17.0 111. 1 II 91. 4
56 249 16.2 112.5 III 95.3
57 251 15.7 113.6 III 96.3
58 " 252 15.3 116.4 II 95.8
59 10/23/96 " 253 18.3 112.4 IV 91. 5
60 255 17.1 111.0 IV 90.4
61 255 15.4 113.9 IV 92.8
62 256 16.2 113.1 IV 92.1
63 10/24/96 255 18.2 116.3 IV 94.7
64 256 16.5 110.9 IV 90.3
65 254 17.4 112.7 IV 91. 8
66 255 15.7 112. 1 IV 91.3
67 10/25/96 255 17.3 110.9 IV 90.3
68 256 16.6 111. 9 IV 91. 1
69 233 19.5 112.0 IV 91.2
70 235 16. 1 112.4 IV 91.5
71 238 15.0 114.2 IV 93.0
72 240 20. 1 111. 4 IV 90.7
73 10/28/96 240 17.8 112.1 I 95.0
74 242 19.3 109.4 I 92.7
75 243 19,6 110.7 I 93.8
76 242 18.0 109.6 I 92.9
77 244 20.1 108.8 I 92.2
78 245 19.6 108.6 I 92.0
79 10/29/96 268 18.6 110.5 I 93.6
80 270 19.4 109.0 I 92.4
PROJECT NO. CE-5307
PLATE NO. TWO (page 2)
'.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ - VERT. FIELD DRY DENSITY' SQ.IL. PERCENT
~ ~ MOIST LB. ICU - FT. T.Y£K COMPACTION
81 10/29/96 See 272 18.5 109.8 III 93.1
82 " Plate 244 19.2 111. 4 III 94.4
83 One 245 18.6 109.9 III 93.1
84 246 17.8 112.2 III 95.1
85 10/30/96 274 19.3 108.0 I 91.5
86 " 276 18.3 110.0 I 93.2
87 245 16.2 112.1 III 95.0
88 247 17.6 109.7 III 93.0
89 10/31/96 247 16.4 111. 7 IV 91. 0
90 " 247 19.6 113.2 IV 92.2
91 247 17.0 113.4 IV 92.3
92 11/01/96 278 18.8 110.7 IV 90.1
93 246 15.7 113.6 IV 92.5
94 247 16.3 112.4 IV 91.5
95 254 15.0 111. 7 IV 91. 0
96 255 18.6 112.8 IV 91. 9
97 11/04/96 282 18.3 109.2 III 92.6
98 284 18.8 111. 8. .111 94.7
99 28a 16.4' 113.2 III 95.9
100 11/05/96 293 15.3 115.3 IV 93.9
101 295 16.4 114.6 IV 93.3
102 11/06/96 292 16.7 112.7 IV 91.7
103 294 17.6 114.9 IV 93.5
104 297 16.6 113.4 IV 92.3
105 299 18.8 112.2 IV 91.4
106 11/08/96 218 19.7 112.5 IV 91. 6
107 220 17.3 114.0 IV 92.8
108 11/07 /96 215 19.6 112.2 IV 91. 4
109 217 16.8 114.6 IV 93.3
110 222 19.7 110.9 IV 90.3
111 11/11/96 219 14.6 115.4 IV 94.0
112 " 224 15.7 116.6 IV 95.0
113 11/12/96 201 18.6 106.0 V 91.6
114 203 16.5 110.8 V 95.8
115 204 14.6 111.7 V 96.5
116 206 17.7 107.3 V 92.7
117 208 18.6 110.7 III 93.8
118 210 17.6 109.4 III 92.7
119 211 18.0 108.0 III 91.5
120 11/12/96 205 15.1 112.6 III 95.4
PROJECT NO. CE-5307
PLATE NO. TWO (page 3)
'.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT. FIELD DRY DENSITY SQ.IL PERCENT
I&C..... I&C..... MOIST LB_/Cll_FT. 1TIK COMPACTION
121 11/12/96 See 207 19.6 108.0 III 91.5
122 " Plate 208 18.3 110.7 III 93.8
123 One 209 19.8 107.5 III 90.9
124 218 16.8 115.7 IV 94.2
125 220 18.2 113.3 IV 92.3
126 221 15.0 116.2 IV 94.6
127 11/15/96 203 17.2 114.7 VI 93.9
128 205 15.8 114.3 VI 93.6
129 204 15.3 115.5 VI 94.6
130 " 206 14.7 116.1 VI 95.1
131 213 16.6 114.7 IV 93.4
132 " 214 15.0 113.3 IV 92.3
133 11/18/96 208 17.8 110.1 VI 90.2
134 210 16.6 111. 9 VI 91.7
135 211 16.8 110.5 VI 90.5
136 207 17.7 112.6 VI 92_3
137 209 15.4 111. 4 VI 91.2
13,8 210 . 16.6 111. 7 VI 91. 5
139 11/19/96 " 213 16.8 112.3 VI 92.0
140 215 17.4 ' 113.5 VI 93.0
141 214 15.1 111. 6 VI 91.4
142 216 14.7 114.5 VI 93.8
143 11/20/96 215 17.7 110.5 VI 90.5
144 216 17.3 112.7 VI 92.3
145 217 15.6 112.9 VI 92.5
146 219 17.8 110.8 VI 90.8
147 11/26/96 220 14.9 118.4 VI 97.0
148 222 17.6 115.7 VI 94.8
149 221 18.9 111. 1 VI 91. 0
150 223 17.5 113.4 VI 92.9
151 11/27 /96 225 17.5 113.2 VI 92.7
152 227 15.3 115.6 IV 94.7
153 226 17.8 110.2 VI 90.3
154 228 19. 1 110.1 VI 90.2
155 12/02/96 223 17.3 112.7 VI 92.3
156 225 15.2 114.4 VI 93.7
157 227 18. 1 111. 7 VI 91.5
158 12/03/96 228 15.9 113.4 VI 92.9
159 " 229 16.4 112.2 VI 91.9
160 225 14.7 116.1 VI 95.1
161 227 18.3 112.8 VI 92.4
PROJECT NO. CE-5307
PLATE NO. TWO (page 4)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT. FIELD DRY DENSITY 5O.IL. PERCENT
I&C.... I&C.... HOIST LB./CU.FT. InK COMPACTION
162 12/04/96 See 229 16.3 110.4 VI 90.4
163 " Plate 231 17.8 111. 7 VI 91.5
164 One 233 14.5 113.7 VI 93.1
165 12/05/96 231 17.4 112.2 VI 91. 9
166 230 18.0 113.4 VI 92.9
167 232 16.6 115.4 VI 94.5
168 12/09/96 257RFG 11. 3 114.3 VII 97.9
169 257RFG 11. 4 110.4 VII 94.5
170 257RFG 13.6 112.7 VII 96.5
171 12/13/96 233 17.7 116.1 VIII 91.7
172 " 234 18.2 118.0 VIII 92.2
173 232 17.4 117.8 VIII 92.0
174 233 16.2 123.7 VIII 96.6
175 199 18.2 112.3 VI 92.0
176 201 16.2 113.6 VI 93.0
177 12/16/96 202 18.3 109.0 VI 90.8
178 " 204 17.6 111. 3 VI 91.5
179 206 16.5 114.6 VI 93.8
180 208 17.0 112.1 VI 91.8
181 204 16.8 116.0 VI 95.0
182 12/17 /96 208 15. 1 113.1 VI 92.6
183 210 18.0 114.7 VI 93.9
184 212 18. 1 112.3 VI 91.9
185 207 16.9 115.6 VI 94.6
186 214 16.7 113.5 VI 92.9
187 209 15.0 114.0 VI 93.3
188 12/18/96 216 15. 1 116.3 VI 95.2
189 " 218 16.7 112.1 VI 91. 8
190 220 15. 1 113.1 VI 92.6
191 12/19/96 222 14.9 113.0 VI 92.5
192 12/23/96 207 17.3 110.7 III 93.8
193 209 15.9 111. 4 III 94.4
194 211 16.1 112.7 III 95.5
195 213 18.6 115.0 IV 93.6
196 215 19.2 114.1 IV 92.8
197 273 16.3 115.7 IX 95.2
198 275 17.4 114.0 IX 93.8
199 270 15.7 113.5 IX 93.4
200 12/26/96 216 18.2 111. 6 IV 90.9
201 218 17.2 113.6 IV 92.5
PROJECT NO. CE-5307
PLATE NO. TWO (page 5)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE HORZ. VERT. FIELD DRY DENSITY SOlL. PERCENT
~ ~ MOIST LB- ICU. FT. TYfK COMPACTION
202 12/26/96 See 215 16.3 115.4 IV 94.0
203 .. Plate 217 19.3 107.7 III 91. 3
204 One 277 17.2 113.3 IX 93.3
,205 279 16.1 115.0 IX 94.7
206 280 15.4 114.4 IX 94.2
207 271 15.0 116.3 IX 95.7
208 273 17.7 112.7 IX 92.8
209 12/27 /96 230 15.7 114.9 IV 93.6
210 232 15.3 113.6 IV 92.5
211 218 17.0 109.4 III 92.7
212 220 18.3 110.2 III 93.3
213 210 16.2 109.0 III 92.3
214 212 17.7 108.7 III 92.1
215 12/30/96 281 17.7 111. 4 IX 91. 7
216 283 16.6 112.9 IX 92.9
217 282 15.7 112.7 IX 92.8
218 284 16.9 113.4 IX 93.3
219 285 15.3 114.0 IX 93.8
220 . ... 217 16.2 114.8 V¡ 94.0
. 221 219 16.7 112.9 VI 92.4
222 213 17.2 113.4 VI 92.6
223 215 16.3 115.6 VI 94.6
224 12/31/96 217 16.7 115.6 VI 94.7
225 219 17.7 113.1 VI 92.6
226 222 17.5 113.4 VI 92.9
227 224 14.7 118.4 VI 97.0
228 318 15.7 113.0 IX 93.0
229 320 15.4 111. 4 IX 91.7
230 322 16.3 112.6 IX 92.7
231 288 19.3 112.6 IX 92.7
232 291 19.7 110.9 IX 91.3
233 01/02/97 217 18.6 111. 2 III 94.2
234 219 19.2 113.3 III 96.0
235 221 17.5 111. 0 III 94.1
236 227 16.2 110.7 III 93.8
237 229 16.6 112.4 VI 92.1
238 230 15.3 113.6 VI 93.0
239 223 15.0 112.2 VI 91. 9
240 225 14.9 115.2 VI 94.3
241 293 15.2 113.7 IX 93.6
PROJECT NO. CE-5307
PLATE NO. TWO (page 6)
'.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT. FIELD DRY DENSITY 5.Q..IL PERCENT
~ ~ MOIST LB./CU.FT. TY£K COMPACTION
242 01/02/97 See 295 14.3 115.4 IX 95.0
243 " Plate 297 14.7 114.7 IX 94.4
244 01/06/97 One 223 16.7 112.3 VI 92.0
245 " " 225 15.8 113.0 VI 92.5
246 227 17.7 111.4 VI 91.2
247 294 16.8 114.1 X 90.0
248 296 14. 1 116.3 X 91.7
249 287 15.7 114.5 X 90.2
250 289 14.6 115.7 X 91.2
251 01/07/97 226 15.3 118.2 VI 96.8
252 228 16.8 115.7 VI 94.7
253 229 15.4 111.0 VI 90.9
254 230 17.3 112.6 VI 92.3
255 232 18.6 111.4 VI 91. 2
256 290 17.0 114.7 X 90.4
257 292 15.2 114.5 X 90.2
258 298 16.4 116.0 X 91. 4
259 " 299 13.,2 117.3 X 92.5
260 01/08/97 " 234 14.7' 112.3 VI 92.0
261 236 17.4 110.7 VI 90.7
262 238 14.5 114.4 VI 93.7
263 240 18.3 111.4 VI 91. 2
264 242 17.0 113.7 VI 93.1
265 01/09/97 233 12.8 117.7 VIII 92.0
266 234 13.6 118,5 VIII 92.8
267 278 18.3 110.4 III 93.6
268 280 16.2 112.7 III 95.5
269 288 15.3 113. 1 III 95.8
270 290 15.9 110.7 III' 93.8
271 302 17.8 114.7 X 90.4
272 303 17.4 115.0 X 90.6
273 324 15.4 109.3 III 92.6
274 01/10/97 304 13.7 114.5 X 90.3
275 301 14.6 116.3 X 91. 7
276 302 15.2 115.3 X 90.9
277 292 16.7 112.6 III 95.4
278 294 17.3 111. 4 III 94.4
279 01/15/97 270 16.2 113.7 VI 93.1
280 272 14.3 114.5 VI 93.8
281 273 14.4 115.9 VI 94.9
PROJECT NO. CE-5307
PLATE NO. TWO (page 7)
.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE HORZ. VERT. FIELD DRY DENSITY 5.Q.IL. PERCENT
~ ~ MOIST LB./CU_FT. TYJ?E. COMPACTION
282 01/16/97 See 275 16.3 111.7 VI 91.5
283 " Plate 277 15.9 113.0 VI 92.5
284 One 252 17.3 114.0 IX 93.8
285 254 18.2 110.7 IX 91. 1
286 01/17/97 244 16.4 113.7 IX 93.6
287 246 17.3 115.4 IX 95.0
288 245 18.1 111. 7 IX 91. 9
289 247 18.4 110.4 IX 90.9
290 0 1 /2 1 /97 246 16. 1 112.5 IX 92.6
291 01/22/97 230 18.4 116.5 IX 95.8
292 " 238 15.9 109.7 IX 90.2
293 235 18.1 114.6 IX 94.3
294 248 18.7 110.2 IX 90.6
295 232 18.1 112.5 IX 92.5
296 01/24/97 220 19.5 110.2 IX 90.6
297 234 18.1 111. 1 IX 91. 4
298 " 224 17.6 113.7 IX 93.6
299 226 15.4 112.4 IX 92.5
300 01/29/97 ." 250 17.6' 113.8 IX 93.7
301 337 15.4 115.0 IX 94.7
302 336 17.7 112.4 IX 92.5
303 01/30/97 338 14.7 117.1 VI 95.9
304 336 16.2 115.3 VI 94.9
305 338 13.6 120.1 IX 98.8
306 336 16,5 114.0 IX 93.8
307 02/01/97 228 14.7 113.7 VI 93.1
308 229 16.2 112.0 VI 91.7
309 234 17.3 111. 4 VI 91.2
310 236 13.4 115.3 VI 94.4
311 340 13.3 116.2 VI 95.2
312 342 13.8 115.7 VI 94.8
313 02/04/97 229 15.9 118.2 XI 95.7
314 228 16. 1 117.0 XI 94.7
315 229 16.6 115.0 XI 93.1
316 228 17.4 114.6 XI 92.8
317 228 13.7 119.5 XI 96.8
318 223 18.6 112.3 XI 90.9
319 225 17.9 113.7 XI 92.1
320 227 15.6 115.2 XI 93.3
321 244 16.0 116.4 XI 94.3
PROJECT NO. CE-5307
PLATE NO. TWO (page 8)
,
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE HORZ. VERT - FIELD DRY DENS ITY' oo.IlL PERCENT
r&a...- r&a...- MOIST LB./CU.FT. TY.fE. COMPACTION:
322 02/04/97 See 242 16.7 113.9 XI 92.2
323 " Plate 244 17.6 113.0 XI 91. 5
324 One 252 16.2 110.7 VI 90.7
325 254 17.3 112.0 VI 91. 7
326 02/05/97 302 20.9 108.2 XIII 94.4
327 " " 304 18.8 110.4 XIII 96.3
328 306 17.3 105.6 XIII 92.1
329 294 15.9 118.0 XII 90.1
330 296 17.3 119.2 XII 91. 1
331 305 12.1 119.4 XII 91. 2
332 306 13.8 120.3 XII 91.9
333 308 14.9 119.6 XII 91.6
334 02/06/97 329 14.3 110.2 XIII 96.2
335 331 19.6 105.7 XIII 92.2
336 333 20.4 104.9 XIII 91.5
337 308 13.8 119.7 XII 91. 4
338 310 12.7 122.3 XII 93.4
339 312 11. 9 124.3 .XII 95.0
340 302 15.6' 121.7 XII 93.0
341 296' 14.4 120.8 XII 92.3
342 298 16.6 119.9 XII 91.6
343 02/07 /97 332 19.7 111. 3 XIII 97.1
344 334 15.6 112.4 XIII 98.1
345 336 17.6 106.7 XIII 93.1
346 335 20.7 103.3 XIII 90.1
347 336 15.6 108.2 XIII 94.4
348 333 20.4 104.6 XIII 91.3
349 335 19.7 107.4 XIII 93.7
350 02/10/97 335 16.8 118.7 XII 90.7
351 336 17.3 119.6 XII 91. 4
352 335 19.4 106.5 XIII 93.0
353 336 15.3 119.0 XII 90.9
354 334 15.7 122.6 XII 93.7
355 294 16.7 116.7 XIV 96.0
356 296 13.7 118.2 XIV 97.3
357 304 14.9 117.8 XIV 97.0
358 233 14.2 117.9 VIII 92.1
359 235RFG 12.9 107.7 VII 92.2
360 233 13.2 118.6 VIII 92.7
361 235RFG 13.8 106.0 VII 90.8
PROJECT NO. CE-5307
PLATE NO TWO (page 9)
'.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT. FIELD DRY DENSITY SQlL. PERCENT
~ ~ MOIST LB. ICU - FT. TYfE. COMPACTION
362 02/11/97 See 337 15.6 117.9 XII 90.1
363 00 Plate 338 14.7 118,3 XII 90.4
364 One 337 15.3 118,7 XII 90.7
365 337 14.4 119.7 XII 91. 4
366 307 16.9 114.9 X 90.6
367 308 17.4 114.5 X 90.3
368 310 18.2 114.4 X 90.2
369 290 17.3 112.2 XIV 92.3
370 292 16.6 113.6 XIV 93.5
371 02/12/97 335 12.2 118.4 X 93.4
372 336 13.8 114.7 X 90.5
373 '.' 338 14.6 118.9 X 93.8
374 280 14.0 118.8 X 93.7
37'5 02/13/97 299 11. 9 126.5 XII 96.7
376 298 12.6 124.0 XII 94.7
377 302 11. 4 123.2 XII 94.1
378 301 11. 9 121. 1 XII 95.2
379 308 13.4 122.6 XII 93.7
380 00 310 15.0 121.7 XII 93.0
381 311 12.0 124.9 XII 95.4
383 288 15.3 116.5 X 91. 1
384 290 14.0 123.1 XII 94.0
385 292 13.7 122.6 XII 93.7
386 338 14.7 127.8 XII 97.6
387 338 13.8 120.0 XII 91.7
388 335 12.2 123.7 XII 94.5
389 337 15.8 115.7 X 91.2
390 02/14/97 338 12.6 123.7 XII 94.5
391 338 13.4 112.2 XI 90.8
392 282 13.2 120.7 X 95.2
393 282 14.8 124.0 XII 96.0
394 02/18/97 294 20.5 110.3 XIV 90.8
395 276 16.6 116.3 XI 94.2
396 02/19/97 296 17.7 110.7 XIV 91. 1
397 264 18. 1 113.8 XI 92.1
398 247 17.3 114.2 XI 92.5
399 02/20/97 298 18.6 110.6 IX 91. 0
400 301 17.4 112.5 IX 92.4
401 302 19.0 112.9 IX 92.9
402 242 18.3 111.7 VI 91.5
PROJECT NO. CE-5307
PLATE NO. TWO (page 10)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE HORZ. VERT. FIELD DRY DENSITY s.o.IlL PERCENT
~ ~ MOIST LB. ICU. FT. rœE. COMPACTION
403 02/20/97 See 243 17.6 112.2 VI 91.9
404 " Plate 242 16.3 118.7 VI 97.2
405 02/21/97 One 304 17.3 118.6 IX 97.6
406 " " 306 16.6 115.4 IX 95.0
407 307 18.5 112.7 IX 92.8
408 268 17.7 108.3 II 91. 8
409 270 16.9 109.6 II 92.9
410 02/24/97 258 18.9 112.0 XV 93.3
411 II 308 17.9 115.2 XI 93.3
412 260 17.6 110.8 XV 92.3
413 309 18.0 115.2 XI 93.3
414 310 17.2 116.1 XI 94.0
415 310 15.1 115.4 XI 93.4
416 02/25/97 308 14.4 116.1 XI 94.0
417 " 309 14.7 119.7 XI 97.0
418 307 16.3 114.6 XI 92.8
419 262 17.7 109.6 XV 91.3
420 263 17.3 108.2 XV 90.2
421 239 14.4 112.7 XI 91.3
422 239 13.7 114.4 XI 92.6
423 02/26/97 251 11. 8 123.3 XII 94.2
424 " 256 13.4 122.2 XII 93.4
425 253 11. 1 129.0 XII 98.6
426 264 15.4 111. 6 XV 93.0
427 262 16.2 112.0 XV 93.3
428 264 14.3 109.6 XV 91.3
429 02/28/97 268 17.2 113.4 XV 94.5
430 " 270 17.4 112.2 XV 93.5
431 272 18.2 110.7 XV 92.3
432 266 17.7 112.3 XV 93.6
433 268 18.6 110.1 XV 91.8
434 267 19.3 109.6 XV 91.3
435 274 19.5 117.2 XV 97.6
436 275 14.1 109.2 XV 91. 0
437 272 16.1 117.0 XV 97.5
438 03/03/97 273 15.7 114.2 XV 95.2
439 272 17.2 113.6 XV 94.7
440 272 12.6 114.9 XV 95.8
441 274 15.7 113.0 XV 94.2
442 270 17.2 114.0 XV 95.0
PROJECT NO. CE-5307
PLATE NO TWO (page 11>
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT - FIELD DRY DENSITY 5.Q1L. PERCENT
~ ~ MOIST LB./CU_FT. 1TIE. COMPACTION
443 03/03/97 See 272 18.2 112.4 XV 93.7
444 " Plate 276 20.0 109.3 XV 91. 1
445 One 274 18.8 110.1 XV 91. 8
,446 276 18.5 111.0 XV 92.5
447 03/04/97 281 18.2 110.2 XV 91.8
448 275 19.6 109.3 XV 91. 1
449 277 18.4 110.7 XV 92.3
450 282 17.1 111. 1 XV 92.6
451 284 19.4 109.0 XV 90.8
452 277 14.4 115.2 XV 96.0
453 279 15.5 113.9 XV 94.9
454 03/05/97 245 13.7 120.9 XI 97.9
455 245 14.4 121.7 XI 98.5
456 246 15.6 119.2 XI 96.5
457 251 16.7 108.0 III 91. 5
458 253 17.7 109.3 III 92.6
459 254 16.2 110.7 III 93.6
460 244 17.0 115.9 XI 93.8
461 03/06/97 221 18.2 109.4 XV 91. 2
462 224 16.4 106.6 III 90.4
463 222 15.9 113.5 XV 94.5
464 03/07 /97 220 19.0 112.9 XVI 90.0
465 222 20.2 113.8 XVI 90.7
466 222 13.8 120.4 XVI 95.9
467 220 18.0 114.5 XVI 91.2
468 221 20.1 113.3 XVI 90.3
469 03/10/97 226 16.9 118.5 XVI 94.7
470 226 17.9 113.8 XVI 90.7
471 223 17.6 120.2 XVI 95.8
472 223 17.5 114.6 XVI 91.3
473 03/11/97 293 18. 1 110.7 XVII 92.6
474 295 16.4 112.6 XVII 94.2
475 295 15.5 113.4 XVII 94.9
476 297 15.0 115.4 XVII 96.6
477 216 20.7 111. 0 I 94.1
478 216 17.7 112.2 I 95.1
479 217 21. 6 110.7 XV 92.3
480 03/12/97 217 15.1 112.7 XV 93.9
481 219 15.4 114.9 XV 95.8
482 214 14.0 113.0 XV 94.1
PROJECT NO. CE-5307
PLATE NO. TWO (page 12 )
.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT. FIELD DRY DENSITY SQIL. PERCENT
LQh LQh MOIST LB. ICU - FT. TYEE. COMPACTION
483 03/12/97 See 222 15.3 113. 1 XV 94.3
484 " Plate 223 17. 1 106.2 III 90.0
485 03/13/97 One 250 16.5 113.9 XI 92.2
486 " " 252 18.2 111. 7 XI 90.4
487 253 17.3 115.4 XI 93.4
488 254 14.4 116.2 XI 94.1
489 220 16.7 109.2 XV 91. 0
490 222 19.4 106.2 III 90.1
491 221 21. 8 108.6 XV 90.5
492 03/14/97 232 15.7 115.4 XV 96.2
493 " 225 16.9 111. 6 XV 93.0
494 232 14.5 114.0 XV 95.1
495 03/17 197 293 18.4 108.7 XVII 91.7
496 " 299 20.3 110.6 XVII 92.6
497 03/18/97 282 16.9 123.7 XVI 98.6
498 281 14.8 121.5 XVI 96.8
499 282 16.6 122.2 XVI 97.4
500 274 15.1 119.6 XVI 95.3
501 274 15.4 115.4 XVI 92.0
502 260 17.5 110.9 XVII 92.7
503 258 19.9 111.4 XVII 93.2
504 03/19/97 303 15. 1 112.3 XVII 93.9
505 03/20/97 306 17.6 111. 7 XVII 93.5
506 305 14.3 114.1 XVII 95.4
507 302 16.0 108.5 XVII 90.8
508 03/21/97 241 RFG 16. 1 110.6 VII 94.6
509 241 RFG 12. 1 108.6 VII 92.9
510 241 RFG 11. 3 110.1 VII 94.3
511 03/24/97 305 16.4 112.7 XVII 94.3
512 303 17.9 108.8 XVII 91. 0
513 303 15.3 110.4 XVII 92.3
514 03/26/97 306 15.0 117.4 XVII 98.7
515 308 14.7 116.3 XVII 97.1
516 308 15.3 115.1 XVII 96.3
517 306 14.1 116.5 XVII 97.5
518 03/27 197 230 RFG 12.2 118.7 XVIII 97.5
519 248 RFG 09.6 111.4 XVIII 91.6
520 340 RFG 10.2 110.5 XVIII 90.9
521 308 23.6 109.3 XVII 91.5
522 312 RFG 12.2 109.4 XVIII 90.0
PROJECT NO- CE-5307
PLATE NO TWO (page 13 )
.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
REMARKS:
Tests tabulated and not shown on Plate No. One
were taken on other lots in the subdivision. This
is a partial report for Lot #'s 2, 3, 4, 10, & 12
only for the purpose of obtaining a building
permi t.
Test No. 382 not available due to a field report numbering
error.
RFG = Rough Finish Grade
PROJECT NO. CE-5307
PLATE NO. TWO (page 14)
'.
.
,
NORTH COUNTY
CaMPA CTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
OPTIMUM MOISTURE/MAXIMUM DENSITY
SOIL DESCRIPTION
Red Brown Clay
Red Brown Gravelly-
Clay
Orange-Brown Clayey-
Gravel
Orange-Red-Brown
Silty-Gravelly-C1ay
Yellow-Tan Fine
Clayey-Sand
Yellow Brown Clayey-
Gravel
Light White-Beige
Silty Sand (Import)
Light Orange Brown
Silty Gravelly Clayey
Sand
Brown Red Silty
Gravelly Clay
Orange Brown Silty
Gravelly Clay
Brown Orange Silty
Gravelly Clay
Gray Brown Gravelly
Clay
Brown Sandy Clay
Yellow Beige Clayey
Gravel
TYEE.
MAX. DRY DENSITY
<lb/cu. ft. )
118.0
I
II
121. 5
III
118.0
IV
122.8
V
115.7
VI
122.1
VII
116.8
VIII
128.0
IX
121.5
X
126.8
XI
123.5
XII
XIII
130.9
114.6
XIV
121.5
PROJECT NO. CE-5307
PLATE NO. THREE (page 1)
OPTIMUM MOISTURE
(% dry wt)
14.7
14.5
15.0
13.5
14.6
13.6
13.2
11. 2
13.7
11. 5
13.3
10.6
15.1
13.8
,
~
NORTH COaNTY
COMPACTION
ENGINEERING, INC.
'~
TABULATION OF TEST RESULTS
OPTIMUM MOISTUREIMAXIMUM DENSITY
SOIL DESCRIPTION TY£.E. MAX. DRY DENSITY OPTIMUM MOISTURE
nt/cu. ft.) (% dry wt)
,Orange Brown Si1ty-
Clay XV 120.0 15.5
Orange Brown Silty-
Clayey Gravel XVI 125.5 12.0
Yellow Red Gravel1y-
Clay XVII 119.5 14.0
Yellow Tan Silty-
Sand (Import) XVIII 121.5 11. 7
EXPANSION POTENTIAL
SAMPLE NO. XI XVI XVII
CONDITION Remold 90% Remold 90% Remold 90%
INITIAL MOISTURE (%) 13.8 11. 5 13.5
AIR DRY MOISTURE (%) 10.5 7.7 6.8
FINAL MOISTURE (%) 24.3 23.1 25.0
FINAL DRY DENSITY (pcf) 111. 2 113.0 107.6
LOAD (psf) 150 150 150
SWELL (%) 7.7 7.2 7.5
EXPANSION INDEX 77 72 75
DIRECT SHEAR
SAMPLE NO. XI XVI XVII
CONDITION Remold 90% Remold 90% Remold 90%
ANGLE INTERNAL FRICTION 15 22 17
COHESION INTERCEPT CPCF) 320 200 290
PROJECT NO. CE-5307
PLATE NO. THREE (page 2)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
AUG 21 1991 une 2, 1997
froject No, CE-5307
;"':;:~'!;::::::":\'(2 ::ViCL-:'::.'
";',/::~ç::::\c;::\~!"
Al Mayo
1772 Kettering
Irvine, CA 92714
Subject:
Partial Report of Certification of Compacted Fill Ground
Proposed Single Family Dwellings
Lot # 11 of Wildflower Estates
Encinitas, California
Dear Mr, Mayo:
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 October 1, 1996
through May 30, 1997,
Briefly, our findings reveal filled ground has been compacted to a
minimum of ninety percent (90%). Therefore, we recommend
construction continue as scheduled,
SillEE
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 K & S Engineering of San Diego,
California.
Grading operations
California.
were
performed
by
Greg
Whi llock of
Vista,
Reference is made to our previously submitted soils report entitled
"Preliminary Soils Investigation", dated March 12, 1996.
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 Sl:etch" ,
P.O. BOX 302002 . ESCONDIDO, CA 92030
(760) 480-1116
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
.June 2, 1997
Project No. CE-5307
Page 2
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
our previously submitted report.
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 soil samples were collected and returned to the
laboratory for testing. The following tests were performed and are
tabulated on the attached Plate No. Three.
. '
1.
2.
3.
Optimum Moisture/Maximum Density (ASTM D-1557)
Expansion Potential Test
Direct Shear (ASTM D-3080)
SOIL CONDIT.Iillffi
Native soils encountered were gravelly-clays, silty-clays, and
clayey-sands. Fill soils were imported and generated from the on-
site excavation.
The building site contained a transition from cut to fill,
However, cut areas located wi thin the building areas were over
excavated a minimum of 3 feet and brought to grade with compacted
soil. Over excavation was carried a minimum of 5 feet beyond
exterior building perimeter, Hence, no consideration need be given
this characteristic.
Expansive soils were observed during grading and exist within 4
feet of finish grade. Therefore, special recommendations will be
necessary to reduce the probability of structure damage,
The keys were 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 scarafied, 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.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
June 2.1997
Project No, CE-5307
'Page 3
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". Fill soils found to have a relative compaction of
less than ninety percent (90%) were reworked until proper
compaction was achieved.
RE.GQJ
lS.
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 eco-
nomically feasible as possible, part-time inspection was provided,
Hence, the fol10~ing recommendations are based- on the assumption
that all ~reas tested ~re repre~entative 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 of this report
with light groundcover (no gorilla iceplant) 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 story, respectively, will
have an estimated allowable bearing value of 1500 Ibs.
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.
.June 2, 1997
Project No. CE-5307
Page 4
5) Plumbing trenches should be backfilled with non-
expansive soil having a swell of less the 2~¿ and a
minimum sand equivalent of 30. 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 addi tional recommendations.
7) Expansive soils were observed during grading and exist
within 48 inches of finish grade. Therefore, foundations
should be constructed in accordance with Recomm~ndation
6B2 or 6B3 of our "Preliminary Soils Investigation"
report.
8) Clay~y soils should not be allowed to dry prior to
placing concrete. They should be watered to insure they
are kept in a very moist condition or at a moisture
content exceeding optimum moisture content by a minimum
of five percent (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.
U.liC.E.RTAlN.TLAIiJLL.lMITA.T IONS
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.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
June 2. 1997
Project No. CE-5307
Page 5
San Diego County is located in a high risk area with regard to
earthquake. Earthquake resistant projects are economically un-
feasible. 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 GAL-OSHA and/or local agencies.
If you have any questions, please do not hesttate to contact us.
This opportunity to be of service is sincerely appreciated.
Respectfully submitted,
North County
COMPACTION ENGINEERING, INC-
~~
Ronald K. Adams
President
~
Dale R. R
Registered
Geotechnica
RKA:kla
cc: (3)
(2 )
Submitted
Filed
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING
-
~
PROPOSED SINGLE FAMILY DWELLING
LOT #11 OF WILDFLOWER ESTATES
ENCINITAS"CALIFORNIA
No
Scale
. ,/ ¡
TEST LOCATION SKETCH
PROJECT No. CE-5307
PLA TE No. ONE
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
1
2
3
,4
5
6
7
TEST:»: DATE. BORZ.
L.QC....
10/08/96 See
.. Plate
10/09/96 One
.. ..
n
0
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
10/10/96
..
10/11/96
..
10/14/96
10/15/96
10/16/96
..
TABULATION O~~~ULT£
VERT.
LQG.....
226
227
229
231
229
204
206
206
208
210
212
214
216
217
218
220
221
215
217
222
233
235
230
232
221
223
212
214
234
236
237
225
226
228
238
240
241
243
266
268
E..IE1D DELDEliS.1ll Silllt £E-.RGElIT
MQISX LB. fClL-IT..... TYEE. , OOM:eACllQti.
17.3
17.0
16.2
18,3
18.8
17,3
16.7
19.3
18. 1
16. 1
19.3
16,5
17.3
18.2
17,7
19.6
17, 1
19.2
15.9
17.2
14.3
15.9
18.0
17. 1
15.4
16,2
14.3
13.8
16.3
16.6
17.2
15.8
18. 1
17.3
17.8
18.0
15.4
18.3
18. 1
18.5
108.8
107.2
111.1
109. 1
108.0
108.9
110.9
112. 1
110. 1
114.2
106.4
112.8
109.7
107,8
109.2
107.0
110.0
108.5
112.2
109,2
117.2
111.8
112.2
112.6
114.4
113.7
112.3
111. 2
111. 5
112.7
113.4
117.6
113. 1
111.6
111.7
113,3
109, 1
106.9
109.2
107.0
PROJECT NO. CE-5307
PLATE NO- TWO (page 1)
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I
I,
I
II
II
II
II
II
II
I
I
II
II
II
II
II
II
II
II
I
I
I
I
92.2
90.8
94,2
92.5
91. 5
92.2
93,9
95.0
93.3
96.8
90,2
95.6
93,0
91.4
92.5
90.7
93.2
92.0
95. 1
92.5
96.4
92.0
92,3
92.7
94.2
93,6
95,2
94.3
91.8
92.8
93.4
96.8
93. 1
91.8
91.9
93,3
92,4
90.6
92,5
90.7
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
RKSJILT.s.
TKSTIt DATE. HilllL YElrL EIE.LJ2 DRY DENSITY Sill.L. PERC.ElIT
~ ~ MQlSl'. LB. ICU. JL'L... 'LYEK OOI'JEð.cTIllN
41 10/17 /96 See 270 16.2 115.4 III 97.8
42 " Plate 272 19. 1 110.0 III 93.2
43 One 245 20.2 109,0 III 92,4
44 247 18.0 110,8 III 93,9
45 242 18.7 108. 1 III 91.7
46 244 20.4 107, 1 III 90.8
47 10/18/96 245 17.0 115.8 II 95,3
48 246 16.5 113,7 II 93.6
49 249 17,3 112.8 II 92.9
50 250 15.7 112.6 II 92.7
51 247 18. 1 114.3 II 94. 1
52 274 18.2 109. 1 III 92,4
53 276 17.0 109,5 III 92,8
54 10/21/96 246 18. 1 111.6 II 91. 9
55 247 17.0 111. 1 II 91. 4
56 249 16.2 112,5 III 95.3
57 251 15.7 113.6 III 96,3
58 " 252 15.3 116.4 II 95,8
59 10/23/96 " 253 18.3 112.4 IV 91. 5
60 " 255 17. 1 111.0 IV 90.4
61 255 15.4 113.9 IV 92,8
62 256 16.2 113.1 IV 92. 1
63 10/24/96 255 18.2 116.3 IV 94.7
64 256 16.5 110.9 IV 90.3
65 254 17.4 112.7 IV 91.8
66 255 15,7 112. 1 IV 91.3
67 10/25/96 255 17.3 110,9 IV 90.3
68 256 16.6 111. 9 IV 91. 1
69 233 19.5 112,0 IV 91.2
70 235 16. 1 112.4 IV 91.5
71 238 15.0 114,2 IV 93.0
72 240 20. 1 111. 4 IV 90,7
73 10/28/96 240 17.8 112. 1 I 95.0
74 " 242 19.3 109,4 I 92.7
75 243 19.6 110,7 I 93,8
76 242 18.0 109,6 I 92.9
77 244 20. 1 108.8 I 92.2
78 245 19.6 108.6 I 92.0
79 10/29/96 268 18,6 110,5 I 93,6
80 270 19.4 109.0 I 92.4
PROJECT NO- CE-5307
PLATE NO- TWO (page 2) .
NORTH COCJNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF T EST RE.SJ1LTS.
TEST1\: DATE. HQRZ..... VERT. E.lE.LD l2RLDElllilTI SillL PERCENT
I&C..... LOG...- MO.lS.I IJl....LC.Œ..LL IITE. Gillt£AC.TIQH-
81 10/29/96 See 272 18.5 109.8 III 93. 1
82 Plate 244 19.2 111. 4 III 94.4
83 One 245 18.6 109,9 III 93. 1
84 246 17.8 112.2 III 95. 1
85 10/30/96 274 19.3 108.0 I 91. 5
86 276 18.3 110,0 I 93.2
87 245 16.2 112. 1 III 95,0
88 247 17.6 109.7 III 93.0
89 10/31/96 247 16.4 111. 7 IV 91. 0
90 247 19.6 113,2 IV 92,2
91 247 17.0 113,4 IV 92.3
92 11/01/96 278 18.8 110,7 IV 90. 1
93 " 246 15.7 113.6 IV 92,5
94 247 16.3 112.4 IV 91. ~)
95 254 15.0 111. 7 IV 91. 0
96 255 18.6 112.8 IV 91.9
97 11/04/96 282 18.3 109.2 III 92,6
98 284 18.8 111. 8 ,III 94,7
99 288 16,4 113,2 III 95,9
100 11/05/96 293 15.3 115.3 IV 93.9
101 295 16.4 114,6 IV 93,3
102 11/06/96 292 16,7 112.7 IV 91.7
103 294 17.6 114,9 IV 93.5
104 297 16,6 113.4 IV 92.3
105 299 18.8 112.2 IV 91.4
106 11/08/96 218 19.7 112.5 IV 91.6
107 220 17,3 114.0 IV 92.8
108 11/07/96 215 19,6 112.2 IV 91. 4
109 217 16.8 114.6 IV 93,3
110 222 19.7 110.9 IV 90.3
111 11/11/96 219 14,6 115.4 IV 94.0
112 224 15.7 116,6 IV 95,0
113 11/12/96 201 18,6 106.0 V 91.6
114 203 16,5 110,8 V 95,8
115 204 14.6 111.7 V 96,5
116 206 17.7 107.3 V 92.7
117 208 18,6 110,7 III 93.8
118 210 17.6 109.4 III 92.7
119 211 18. a 108,0 III 91.5
120 11/12/96 205 15. 1 112.6 III 95,4
PROJECT NO: CE-5307
PLATE NO- TWO (page 3)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
REillIL.'.rS.
TESTIt DATE. JIORZ. VEJJT. FIELD DR.LJ2E. N SJ:IY SQlL. PERCE tIT
~ ~ MOIST LB. /CU~~ TY£E. Gill'œACllQ N
121 11/12/96 See 207 19.6 108.0 III 91.5
122 " Plate 208 18.3 110,7 III 93,8
123 One 209 19.8 107,5 III 90,9
124 218 16.8 115,7 IV 94,2
125 220 18.2 113.3 IV 92.3
126 221 15.0 116.2 IV 94,6
127 11/15/96 203 17.2 114.7 VI 93,9
128 " 205 15.8 114.3 VI 93.6
129 204 15.3 115.5 VI 94,6
130 206 14.7 116. 1 VI 95. 1
131 213 16.6 114.7 IV 93,4
132 214 15.0 113.3 IV 92.3
133 11/18/96 208 17.8 110. 1 VI 90,2
134 210 16.6 111.9 VI 91.7
135 211 16.8 110.5 VI 90,5
136 207 17.7 112.6 VI 92.3
137 209 15.4 111.4 VI 91.2
138 210 ' 16.6 111. 7 VI 91. 5
139 11/19/96 " 213 16.8 112.3 VI 92.0
140 215 17.4 113.5 VI 93.0
141 214 15. 1 111. 6 VI 91.4
142 216 14.7 114.5 VI 93,8
143 11/2 0 /96 215 17,7 110.5 VI 90.5
144 216 17.3 112.7 VI 92,3
145 217 15.6 112,9 VI 92,5
146 219 17.8 110.8 VI 90.8
147 11/26/96 220 14.9 118,4 VI 97.0
148 " 222 17,6 115.7 VI 94,8
149 221 18.9 111. 1 VI 91. 0
150 223 17,5 113,4 VI 92.9
151 11/27/96 225 17.5 113,2 VI 92,7
152 227 15.3 115.6 IV 94,7
153 226 17.8 110.2 VI 90,3
154 228 19. 1 110, 1 VI 90.2
155 12/02/96 223 17.3 112.7 VI 92,3
156 225 15.2 114,4 VI 93.7
157 227 18. 1 111.7 VI 91.5
158 12/03/96 228 15.9 113.4 VI 92.9
159 229 16,4 112,2 VI 91.9
160 225 14,7 116. 1 VI 95. 1
161 227 18.3 112.8 VI 92.4
PROJECT NO- CE-5307
PLATE NO- TWO (page 4)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
T.AJ3l[
TESI1l DATJi HDRZ---- YEJIT..... JLIEIJ2 JlRLJ2ElilSllY SillL. PERCEtrr
L.QG..... LOC--- MO.ls.T. LJ1.1C1J~EL. TY..N CilMEAG-U!1N.
162 12/04/96 See 229 16.3 110.4 VI 90,4
163 " Plate 231 17.8 111. 7 VI 91. 5
164 One 233 14.5 113,7 VI 93. 1
165 12/05/96 231 17.4 112.2 VI 91.9
166 230 18.0 113,4 VI 92,9
167 232 16.6 115.4 VI 94,5
168 12/09/96 257RFG 11. 3 114,3 VII 97.9
169 257RFG 11. 4 110,4 VII 94,5
170 257RFG 13,6 112.7 VII 96,5
171 12/13/96 233 17.7 116. 1 VIII 91. 7
172 " 234 18.2 118.0 VIII 92.2
173 232 17.4 117.8 VIII 92.0
174 233 16.2 123,7 VIII 96.6
175 199 18,2 112.3 VI 92.0
176 201 16.2 113.6, VI 93.0
177 12/16/96 202 18,3 109,0 III 92.3
178 204 17,6 111. 3 VI 91,5
179 206 16.5 114.6 VI 93,8
180 208 17.0 112. 1 VI 91. 8
181 204 16.8 116,0 VI 95.0
182 12/17 /96 208 15. 1 113, 1 VI 92.6
183 210 18,0 114.7 VI 93,9
184 212 18. 1 112.3 VI 91. 9
185 207 16.9 115.6 VI 94,6
186 214 16,7 113.5 VI 92.9
187 209 15.0 114.0 VI 93.3
188 12/18/96 216 15. 1 116,3 VI 95.2
189 218 16.7 112. 1 VI 91. 8
190 220 15. 1 113, 1 VI 92,6
191 12/19/96 222 14.9 113,0 VI 92,5
192 12/23/96 207 17.3 110.7 III 93.8
193 209 15,9 111. 4 III 94,4
194 211 16. 1 112.7 III 95.5
195 213 18.6 115.0 IV 93,6
196 215 19,2 114. 1 IV 92.8
197 273 16,3 115.7 IX 95,2
198 275 17.4 114.0 IX 93.8
199 270 15.7 113,5' IX 9:3.4
200 12/26/96 216 18.2 111. 6 IV 90.9
201 218 17.2 113.6 IV 92.5
PROJECT NO. CE-5307
PLATE NO. TWO (page 5)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST ~
T.ESTIt DATE. HORZ. ~ E.I.ElJ2 DRY DENS:crY S.QlL PERCENT.
~ I&C...- MQ1ST. LB. /CU~Eh TY£E. COMP ACT-ID.~
202 12/26/96 See 215 16.3 115.4 IV 94.0
203 Plate 217 19.3 107.7 III 91. 3
204 One 277 17.2 113.3 IX 93,3
,205 279 16. 1 115.0 IX 94,7
206 280 15.4 114.4 IX 94.2
207 271 15.0 116.3 IX 95.7
208 273 17.7 112.7 IX 92.8
209 12/27 /96 230 15.7 114,9 IV 93.6
210 232 15.3 113.6 IV 92.5
211 218 17.0 109,4 III 92,7
212 220 18,3 110.2 III 93.3
213 210 16.2 109.0 III 92,3
214 212 17.7 108.7 III 92. 1
215 12/30/96 281 17.7 111.4 IX 91.7
216 283 16.6 112.9 IX 92.9
217 282 15.7 112.7 IX 92,8
218 284 16.9 113.4 IX 93.3
219 285 15.3 114.0 IX 93.8
220 " 217 16.2 114.8 V¡ 94,0
221 219 16.7 112.9 VI 92.4
222 213 17.2 113.4 VI 92,6
223 215 16.3 115,6 VI 94.6
224 12/31/96 217 16.7 115.6 VI 94.7
225 219 17.7 113. 1 VI 92.6
226 222 17.5 113.4 VI 92,9
227 224 14.7 118.4 VI 97.0
228 318 15.7 113.0 IX 93,0
229 320 15.4 111.4 IX 91.7
230 322 16.3 112.6 IX 92,7
231 288 19.3 112.6 IX 92.7
232 291 19.7 110.9 IX 91.3
233 01/02/97 217 18.6 111.2 III 94.2
234 219 19.2 113.3 III 96,0
235 221 17.5 111.0 III 94. 1
236 227 16.2 110.7 III 93.8
237 229 16.6 112.4 VI 92. 1
238 230 15.3 113,6 VI 93,0
239 223 15.0 112.2 VI 91.9
240 225 14.9 115.2 VI 94,3
241 293 15.2 113.7 IX 93,6
PROJECT NO. CE-5307
PLATE NO. TWO (page 6)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TA11u.~ES.UL.'.lli
TE.S1' tt DA.'Œ. JJ.QRZ..... YERT-L- FIELD D.RY--D.E.NEl'r.Y SillL EERGIDJ.T.
LOC..... ~ MO.I.ST. L.B...1CJLEr~ TX£.E. CJ2M.£AC.TIQN
242 01/02/97 See 295 14.3 115.4 IX 95,0
243 " Plate 297 14.7 114.7 IX 94,4
244 0 1 /06/97 One 223 16.7 112,3 VI 92,0
245 225 15.8 113,0 VI 92,5
246 227 17.7 111. 4 VI 91. 2
247 294 16.8 114. 1 X 90.0
248 296 14, 1 116.3 X 91.7
249 287 15.7 114.5 X 90.2
250 289 14.6 115.7 X 91.2
251 01/07 /97 226 15.3 118,2 VI 96,8
252 228 16.8 115.7 VI 94.7
253 229 15,4 111.0 VI 90,9
254 230 17.3 112.6 VI 92,3
255 232 18.6 111. 4 VI 91. 2
256 290 17.0 114.7 X 90.4
257 292 15.2 114.5 X 90,2
258 298 16,4 116.0 X 91.4
259 " 299 13..2 117.3 X 92.5
260 0 1 /08 /97 " 234 14,7 112.3 VI 92.0
261 236 17.4 110,7 VI 90,7
262 238 14.5 114.4 VI 93.7
263 240 18.3 111.4 VI 91. 2
264 242 17.0 113,7 VI 93, 1
265 01/09/97 233 12,8 117.7 VIII 92.0
266 234 13.6 118,5 VIII 92,8
267 278 18.3 110.4 III 93,6
268 280 16.2 112.7 III 95.5
269 288 15,3 113, 1 III 95.8
270 290 15.9 110.7 III 93.8
271 302 17,8 114.7 X 90.4
272 303 17.4 115.0 X 90.6
273 324 15.4 109.3 III 92,6
274 01/10/97 304 13.7 114.5 X 90,3
275 301 14,6 116.3 X 91. 7
276 302 15.2 115.3 X 90.9
277 292 16.7 112,6 III 95.4
278 294 17.3 111. 4 III 94.4
279 01/15/97 270 16.2 113,7 VI 93. 1
280 272 14,3 114,5 VI 93.8
281 273 14,4 115.9 VI 94.9
PROJECT NO- CE-5307
PLATE NO- TWO (page 7)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TAlillLATlQR-QJL...T..E S T RES U L IS.
TE.S.TI1 DAT.K HilliZ....- VERT. E1E1J2 DRLDJlliS.Ill s.Dn :eEF~
I&C..... ~ MOIST LB./CU_F'L. 1'ITE c.o~'tlQ.t{
282 01/16/97 See 275 16.3 111. 7 VI 91. 5
283 " Plate 277 15,9 113.0 VI 92.5
284 One 252 17.3 114.0 IX 93.8
285 254 18.2 110.7 IX 91. 1
286 0 1 / 1 7 /97 244 16.4 113.7 IX 93,6
287 246 17.3 115,4 IX 95,0
288 245 18. 1 111. 7 IX 91. 9
289 247 18.4 110.4 IX 90.9
290 a 1 /2 1/97 246 16, 1 112.5 IX 92,6
291 01/22/97 230 18.4 116.5 IX 95,8
292 238 15.9 109.7 IX 90.2
293 235 18. 1 114.6 IX 94.3
294 248 18.7 110,2 IX 90,6
295 232 18. 1 112,5 IX 92.5
296 01/24/97 220 19.5 110.2 IX 90.6
297 " 234 18. 1 111. 1 IX 91. 4
298 224 17.6 113.7 IX 93,6
299 226 15.4 112.4 IX 92.5
300 01/29/97 250 17.6 113.8 IX 93,7
301 337 15.4 115,0 IX 94,7
302 336 17.7 112.4 IX 92.5
303 01/30/97 338 14.7 117. 1 VI 95.9
304 336 16.2 115.3 VI 94.9
305 338 13.6 120. 1 IX 98,8
306 336 16.5 114.0 IX 93.8
307 02/01/97 228 14.7 113,7 VI 93, 1
308 229 16.2 112.0 VI 91.7
309 234 17.3 111. 4 VI 91. 2
310 236 13.4 115,3 VI 94.4
311 340 13.3 116.2 VI 95.2
312 342 13.8 115.7 VI 94.8
313 02/04/97 229 15.9 118.2 XI 95.7
314 228 16. 1 117.0 XI 94,7
315 229 16.6 115.0 XI 93. 1
316 228 17.4 114.6 XI 92.8
317 228 13.7 119.5 XI 96.8
318 223 18.6 112.3 XI 90, ~3
319 225 17.9 113,7 XI 92, 1
320 227 15,6 115.2 XI 93,3
321 244 16.0 116.4 XI 94.3
PROJECT NO. CE-5307
PLATE NO- TWO (page 8)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
l' ABULA UillLJ2LTES,LRE.S.UL...T£
TEST#: DATE. HaRZ. VERT - FIELD ~.~ EERCllli.T.
~ ~ MQlS.T LB./C~ TYEE. CQM£ACTIQlil
322 02/04/97 See 242 16.7 113.9 XI 92.2
323 .. Plate 244 17.6 113.0 XI 91.5
324 One 252 16.2 110,7 VI 90.7
325 254 17.3 112,0 VI 91. 7
326 02/05/97 302 20.9 108,2 XII I. 94.4
327 304 18.8 110,4 XIII 96,3
328 306 17.3 105,6 XIII 92. 1
329 294 15.9 118.0 XII 90. 1
330 296 17.3 119.2 XII 91. 1
331 305 12. 1 119.4 XII 91.2
332 306 13.8 120.3 XII 91.9
333 308 14.9 119.6 XII 91.6
334 02/06/97 329 14.3 110.2 XIII 96,2
335 " 331 19,6 105,7 XIII 92.2
336 333 20.4 104.9 XIII 91.5
337 308 13,8 119.7 XII 91.4
338 310 12.7 122,3 XII 93,4
339 312 11. 9 124.3 ,XII 95.0
340 302 15.6. 121. 7 XII 93,0
341 296 14.4 120,8 XII 92.3
342 298 16.6 119,9 XII 91.6
343 02/07 /97 332 19.7 111.3 XIII 97, 1
344 334 15.6 112.4 XIII 98, 1
345 336 17.6 106.7 XIII 93. 1
346 335 20,7 103,3 XIII 90, 1
347 336 15.6 108.2 XIII 94.4
348 333 20.4 104.6 XIII 91.3
349 335 19.7 107.4 XIII 93.7
350 02/10/97 335 16.8 118.7 XII 90.7
351 336 17.3 119.6 XII 91. 4
352 335 19.4 106.5 XIII 93,0
353 336 15.3 119.0 XII 90.9
354 334 15.7 122.6 XII 93,7
355 294 16.7 116.7 XIV 96.0
356 296 13,7 118.2 XIV 97,3
357 304 14,9 117.8 XIV 97.0
358 233 14,2 117,9 VIII 92, 1
359 235RFG 12.9 107.7 VII 92.2
360 233 13.2 118.6 VIII 92,7
361 235RFG 13.8 106.0 VII 90,8
PROJECT NO: CE-5307
PLATE NO TWO (page 9)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
:rEST# DATE. HORZ. YERT...... E.IE1J2 JÆY...JÆliSllY Sill1. :eE-RCKN.I
~ LOG..... liO.lS.T. L B - / C IL...ET...... 'LITE GQl"-PACTIQ~l
362 02/11/97 See 337 15.6 117.9 XII 90. 1
363 " Plate 338 14.7 118,3 XII 90,4
364 One 337 15.3 118.7 XII 90.7
365 337 14.4 119.7 XII 91. 4
366 307 16.9 114.9 X 90.6
367 308 17.4 114.5 X 90.3
368 310 18.2 114.4 X 90,2
369 290 17.3 112,2 XIV 92.3
370 292 16.6 113.6 XIV 93.5
371 02/12/97 335 12.2 118.4 X 93,4
372 336 13.8 114.7 X 90.5
373 " 338 14,6 118,9 X 93.8
374 280 14.0 118,8 X 93.7
375 02/13/97 299 11. 9 126,5 XII 96.7
376 298 12,6 124.0 XII 94.7
377 302 11. 4 123.2 XII 94,1
378 301 11. 9 121. 1 XII 95.2
379 308 13.4 122.6 XII 93.7
380 " 310 15.0 121.7 XII 93,0
381 311 12.0 124,9 XII 95,4
383 288 15.3 116.5 X 91. 1
384 290 14.0 123, 1 XII 94.0
385 292 13.7 122.6 XII 93,7
386 338 14.7 127,8 XII 97.6
387 338 13.8 120.0 XII 91.7
388 335 12.2 123,7 XII 94,5
389 337 15.8 115.7 X 91.2
390 02/14/97 338 12.6 123.7 XII 94.5
391 338 13.4 112,2 XI 90,8
392 282 13.2 120.7 X 95,2
393 282 14.8 124,0 XII 96.0
394 02/18/97 294 20,5 110.3 XIV 90,8
395 276 16.6 116,3 XI 94,2
396 02/19/97 296 17.7 110.7 XIV 91. 1
397 264 18. 1 113,8 XI 92. 1
398 247 17.3 114.2 XI 92,5
399 02/20/97 298 18.6 110.6 IX 91. 0
400 301 17.4 112.5 IX 92.4
401 302 19,0 112,9 IX 92.9
402 242 18.3 111. 7 VI 91.5
PROJECT NO- CE-5307
PLATE NO- TWO (page 10)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABILLAT.IQ.N~
1'Jlli11t DA.TK HQBL VERT. FIELD DRLDEliSlIT SillL. EERCIDIT
~ ~ M.<lNI LB. /CU~EL LITE. GD.MEAC_LIDN.
403 02/20/97 See 243 17.6 112.2 VI 91.9
404 " Plate 242 16.3 118.7 VI 97.2
405 02/21/97 One 304 17.3 118.6 IX 97.6
406 " 306 16,6 115.4 IX 95,0
407 307 18.5 112.7 . IX 92.8
408 268 17.7 108.3 III 91.8
409 270 16.9 109,6 III 92.9
410 02/24/97 258 18.9 112.0 XV 93.3
411 308 17.9 115.2 XI 93.3
412 260 17.6 110.8 XV 92.3
413 309 18.0 115,2 XI 93.3
414 310 17.2 116. 1 XI 94.0
415 310 15. 1 115.4 XI 93,4
416 02/25/97 308 14.4 116, 1 XI 94,0
417 309 14.7 119.7 XI 97,0
418 307 16..3 114.6 XI 92.8
419 262 17.7 109.6 XV 91.3
420 263 17.3 108.2 XV 90.2
421' 239 14.4 112.7 X¡ 91. 3
422 239 13.7 114.4 XI 92.6
423 02/26/97 251 11. 8 123.3 XII 94.2
424 256 13.4 122.2 XII 93,4
425 253 11. 1 129.0 XII 98.6
426 264 15,4 111.6 XV 93,0
427 262 16.2 112.0 XV 93.3
428 264 14.3 109.6 XV 91.3
429 02/28/97 268 17.2 113.4. XV 94.5
430 270 17.4 112.2 XV 93.5
431 272 18.2 110.7 XV 92,3
432 266 17.7 112.3 XV 93.6
433 268 18,6 110. 1 XV 91.8
434 267 19.3 109.6 XV 91.3
435 274 19.5 117.2 XV 97.6
436 275 14. 1 109.2 XV 91. 0
437 272 16. 1 117.0 XV 97.5
438 03/03/97 273 15.7 114.2 XV 95.2
439 272 17.2 113.6 XV 94.7
440 272 12.6 114,9 XV 95,8
441 274 15.7 113.0 XV 94.2
442 270 17.2 114.0 XV 95,0
PROJECT NO. CE-5307
PLATE NO TWO (page 11>
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF ~EST RESULTS
TE~ DATE. RORZ....- VERT- ElELJ2 J1RLJJElilillY SillL :eERCJlli 1-
LQ.~ ~ MQ.1S1. LB. ICU. EL- n-e.& Gm'.1£ACTIO-N.,
443 03/03/97 See 272 18.2 112.4 XV 93,7
444 .. Plate 276 20.0 109.3 XV 91. 1
445 One 274 18.8 110, 1 XV 91. 8
,446 276 18.5 111. 0 XV 92.5
447 03/04/97 281 18.2 110,2 XV 91.8
448 " 275 19,6 109.3 XV 91. 1
449 277 18.4 110.7 XV 92,3
450 282 17. 1 111. 1 XV 92.6
451 284 19,4 109.0 XV 90,8
452 277 14.4 115.2 XV 96.0
453 279 15.5 113,9 XV 94.9
454 03/05/97 245 13.7 120.9 XI 97.9
455 " 245 14.4 121. 7 XI 98.5
456 246 15.6 119.2 XI 96,5
457 251 16.7 108.0 III 91.5
458 253 17.7 109.3 III 92.6
459 254 16,2 110.7 III 93.6
460 244 17.0 115.9 XI 93.8
461 03/06/97 221 18.2 109.4 XV 91. 2
462 224 16.4 106.6 III 90,4
463 222 15.9 113.5 XV 94,5
464 03/07 /97 220 19.0 112.9 XVI 90.0
465 222 20.2 113.8 XVI 90,7
466 222 13.8 120.4 XVI 95.9
467 220 18.0 114.5 XVI 91.2
468 221 20, 1 113.3 XVI 90.3
469 03/10/97 226 16.9 118,5 XVI 94.7
470 226 17.9 113.8 XVI 90,7
471 223 17.6 120,2 XVI 95,8
472 223 17,5 114.6 XVI 91.3
473 03/11/97 293 18. 1 110.7 XVII 92.6
474 295 16.4 112.6 XVII 94,2
475 295 15,5 113.4 XVII 94.9
476 297 15.0 115.4 XVII 96.6
477 216 20.7 111.0 I 94, 1
478 216 17.7 112.2 I 95. 1
479 217 21.6 110,7 XV 92,3
480 03/12/97 217 15. 1 112.7 XV 93.9
481 219 15.4 114,9 XV 95.8
482 214 14.0 113,0 XV 94. 1
PROJECT NO. CE-5307
PLATE NO- TWO (page 12)
NORTH CO(JNTY
COMPACTION
ENGINEERING, INC.
TABItL.AT..NN 0 F T.E.5T-RE S U L T S
T.ESTJl DATE. HORZ. YElIT..... FIELD JlRLDE.NSllY Sill1. £E.RCJlli.T.
~ LQh t10IST. LB- /CU~FL LYE Cill1I?ACllQN-
483 03/12/97 See 222 15.3 113. 1 XV 94.3
484 " Plate 223 17. 1 106.2 III 90.0
485 03/13/97 One 250 16,5 113,9 XI 92,2
486 " " 252 18,2 111. 7 XI 90.4
487 253 17.3 115,4 XI 93,4
488 254 14.4 116.2 XI 94. 1
489 220 16.7 109,2 XV 91. 0
490 222 19.4 106.2 III 90. 1
491 221 21.8 108.6 XV 90,5
492 03/14/97 232 15,7 115,4 XV 96.2
493 " 225 16.9 111. 6 XV 93.0
494 232 14.5 114.0 XV 95. 1
495 03/17/97 293 18.4 108.7 XVII 91.7
496 " 299 20.3 110.6 XVII 92.6
497 03/18/97 282 16.9 123.7 XVI 98.6
498 281 14.8 121. 5 XVI 96.8
499 282 16.6 122.2 XVI 97.4
500 274 15, 1 119,6 XVI 95.3
501 274 15.4 115,4 XVI 92,0
502 260 17.5 110.9 XVII 92.7
503 258 19.9 111. 4 XVII 93.2
504 03/19/97 303 15. 1 112.3 XVII 93.9
505 03/20/97 306 17.6 111.7 XVII 93,5
506 305 14,3 114. 1 XVII 95.4
507 .302 16.0 108.5 XVII 90,8
508 03/21/97 241 RFG 16. 1 110.6 VII 94,6
509 241 RFG 12, 1 108,6 VII 92.9
510 241 RFG 11. 3 110. 1 VII 94.3
511 03/24/97 305 16,4 112.7 XVII 94,3
512 303 17.9 108.8 XVII 91. 0
513 303 15.3 110.4 XVII 92.3
514 03/26/97 306 15.0 117.4 XVII 98.7
515 308 14.7 116,3 XVII 97, 1
516 308 15. .3 115.1 XVII 96.3
517 306 14. 1 116.5 XVII 97.5
518 03/27 /97 230 RFG 12.2 118.7 XVIII 97.5
519 248 RFG 09.6 111.4 XVIII 91.6
520 340 RFG 10,2 110.5 XVIII 90.9
521 308 23.6 109.3, XVII 91. 5
522 312 RFG 12.2 109.4 XVIII 90.0
PROJECT NO. CE-5301
PLATE NO TWO (page 13)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TAB. a.LAT..IQlLQ LT.E. s.L R. E£ UL.. T.S.
TE.STIt DATE. ßORZ. Y.E.RL tlELJ2 DRLDE.N ilTY Sill1. :eERCEN.T.
~ LOC..... l1Q.I.S.I LILLc.U..1'L. :LITE C.QM.£AC.liQ. t~t
523 03/28/97 See 310 13.5 121. 5 XVI 96.8
524 Plate 312 17. 1 114.2 XVI 91. 0
525 One 310 13,0 119,0 XVI 94.8
526 312 17.7 113, 1 XVI 90.2
527 03/31/97 284 14.2 120.8 XII 92.3
528 " 286 13.7 121. 4 XII 92.7
529 283 14.7 119.6 XII 91.4
530 282 13,0 121. 7 XII 93.0
531 04/01/97 256 17. 1 112,7 XV 93.9
532 " 256 15.4 113.6 XV 94,7
533 257 13,7 111. 4 XV 92.8
534 276 13.5 112.6 XVII 94.2
535 275 13. 1 111. 1 XVII 92,9
536 283 16.2 110.7 XVII 92,6
537 308 17.0 109.4 XVII 91. 5
538 310 15.4 113,0 XVII 94.6
539 04/03/97 277 RFG 10.6 117. 1 XVIII 96.4
540 277 ,I 11.'~ 114,3 XVII 94,1
541 04/07 /97 312 10.2 115.3 XVII 96.4
542 312 13.6 121. 2 XVII 96,8
543 312 17.4 114.4 XVII 9éJ, 7
544 04/08/97 306 RFG 13.0 109.8 VII 94.0
545 306 1/ 12.7 113.7 VII 97.3
546 224 16. 1 113.5 XVII 95.0
547 225 13.4 112. 1 XVII 93.8
548 236 17.8 111.3 XVII 93, 1
549 237 16.3 109.4 XVII 91,5
550 04/09/97 238 16.5 108.3 XVII 90.6
551 " 238 18. 1 110. 1 XVII 92, 1
552 04/10/97 265 15.0 111. 7 IV 91. 0
553 " 267 17.7 109.4 III 92.7
554 268 14. 1 112,6 IV 91.7
555 270 16.2 111.4 IV 90.7
556 271 13.6 110.7 IV 90. 1
557 04/11/97 273 16.7 108.6 III 97.0
558 " 275 17.4 109.4' III 92.7
559 274 15,4 112.6 IV 91.7
560 276 14.3 112.9 IV 92.0
561 275 17,3 113,7 IV 92.6
562 277 14,9 115,0 IV 93,6
PROJECT NO. CE-5307
PLATE NO- TWO ( page 14)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABIL LAllillLO. L.TES.L RJiliU- LT.S.
1'Jlli.T!t DATJi B~ YERL E.IELJ2 J2RLJ2EJ:fSllY Sill1. :eIDIClili.I
LQG..... ~ MQl.S.T. LB./CU.F'L 'rITE. CQJirACTIQ. N.
563 04/11/97 See 279 17.2 111. 6 IV 90,9
564 " Plate 280 18. 1 109.6 III 92.9
565 04/14/97 One 280 16.0 112.7 IV 91. 8
566 " 282 14.7 113,7 IV 92,6
567 04/15/97 283 13.5 117.2 IV 95.4
568 282 14.4 113.6 IV 92.5
569 04/16/97 303 14.9 111. 6 IV 90.9
570 " 305 15.8 112.4 IV 91.5
571 04/18/97 306 15.6 113.7, III 96.4
572 " 313RFG 09.8 113.3 XIX 94.0
573 313RFG 09,9 109.6 XIX 91. 0
574 237 15.3 114,4 XVII 95.7
575 04/22/97 309RFG 08.0 108.8 XIX 90.2
576 226RFG 15.3 113.0 XIX 93,7
577 224RFG 15,5 110,4 XIX 91.7
578 308RFG 13.7 112.3 IV 91. 4
579 04/24/97 253 15,6 119,7 XX 90,7
580 254 14; ;3 121. 2 XX 91. 8
581 257 16.2 119.0 XX 90.2
582 255 13,9 111. 8 IX 92.0
583 258 14.8 110,3 IX 90,8
584 257 15.6 112.4 IX 92,5
585 04/29/97 285 15.9 117,6 IX 96,8
586 " 286 16.3 115.4 IX 95.0
587 285 13,6 119.7 XX 90,7
588 257 12.7 121. 2 XII 92.6
589 257 12.9 118,6 XII 90,6
590 05/08/97 256 16.8 115.4 XVII 96.6
591 258 17.3 112.0 XVII 93,7
592 259 17.4 113.4 XVII 94.9
593 258 16.6 114.4 XVI 91. 2
594 260 13.7 115.3' XVI 91.9
595 05/09/97 261 18.2 109.9 XVII 92.0
596 263 17.3 111. 7 XVII 93.5
597 262 18.6 110.4 XVII 92,4
598 264 15.9 114.7 XVI 91.4
599 265 16.8 112.9 XVI 90.0
600 05/12/97 267 18.6 114.4 XVII 95,7
601 268 18.8 113.7 XVI 90.6
602 269 19.5 110,2 XVII 92.2
603 271 16.8 113.5 XVII 95.0
PROJECT NO- CE-5307
PLATE NO- TWO (page 15)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TAllULAT..IŒLQJL1'..ESL RESILLT.S.
TEST~ DAT..E. Il.QJlL YERT. E:.lE.1D ~ SQ1L. EERCEJ:r.r
we...... we...... MOIST LB. / C I1......EL. 'rITE Gm:1£ACllQ.N.
604 05/13/97 See 273 16.8 115.4 XVI 92.0
605 .. Plate 275 13.4 117.7 XVI 93.8
606 One 256 11. 2 121. 6 XII 92,9
607 257 11. 0 124.0 XII 94,7
608 286 13.2 122.8 XX 93.0
609 286 13.7 121.4 XX 92,0
610 05/14/97 277 16.8 116.7 XVI 93.0
611 279 17.4 112.9 XVI 90,0
612 05/15/97 280 15.0 114,3 XV 95.3
613 281 18.2 111. 1 XV 93,4
614 282 16.3 112.4 XV 93.7
615 05/16/97 281 15.6 113.0 XVI 90,0
616 283 13.0 115.4 XVI 92.0
617 282 13.7 116.8 XVI 93, 1
618 282 17.3 114.2 XVI 91. 0
619 OS/20/97 247 15.2 112.8 IV 91.9
620 248 17.3 111.0 IV 90.4
621 247 14.2 113.4 IV 93.2
622 OS/21/97 281 17.7 110.6 XV 92,2
623 282 16.1 112.2 XV 93,5
624 247 14.6 114.6 IV 93.3
625 OS/27 /97 244 15.3 112.7 IV 91.8
626 246 14.2 115.4 IV 94.0
627 247 13.8 113.6 IV 92.5
628 247 12.2 114.4 IV 93.2
629 281 15.8 117,7 XVI 93,8
630 283 17,8 114. 1 XVI 90,9
631 283 18.2 112.6 XV 93.8
632 05/30/97 286 10.6 121.7 XX 92.2
633 286 11. 3 123.0 XX 93.2
634 286 11. 8 121. 2 XX 91.8
635 315RFG 12.8 109.6 XIX 91. 0
636 315RFG 13.7 110.2' XIX 91.5
637 315RFG 13. 1 112.0 XIX 92.9
REMARKS:
Tests tabulated and not shown on Plate No. One were
taken on other lots in the subdivision. This is a
partial report for Lot # 11 only for the purpose of
obtaining a building permit.
Test No, 382 not available due to a field report numbering
error.
RFG = Rough Finish Grade
PROJECT NO- CE-5301
PLATE NO- TWO (page 16)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF ~~~TS-
OPTIMUM MOISTURE/MAXIMUM DENSITY
SOIL DESCRIPTION
Red Brown Clay
Red Brown Gravelly-
Clay
Orange-Brown Clayey-
Gravel
Orange-Red-Brown
Silty-Gravelly-C1ay
Yellow-Tan Fine
Clayey-Sand
Yellow Brown C1ayey-
Gravel
Light White-Beige
Silty Sand (Import)
Light Orange Brown
Silty Gravelly Clayey
Sand
Brown Red Silty
Gravelly Clay
Orange Brown Silty
Gravelly Clay
Brown Orange Silty
Gravelly Clay
Gray Brown Gravelly
Clay
Brown Sandy Clay
Yellow Beige Clayey
Gravel
TYN
MAX, DRY DENSITY
nt/cu. ft. )
118,0
I
II
121. 5
III
118,0
IV
122.8
V
115.7
VI
122. 1
VII
116.8
VIII
128,0
IX
121. 5
X
126.8
XI
123.5
XII
130,9
XIII
114.6
XIV
121.5
PROJECT NO- CE-5307
PLATE NO- THREE (page 1)
OPTIMUM MOISTURE
(~~ dry wtl.
14,7
14.5
15.0
13.5
14.6
13,6
13,2
11. 2
13,7
11. 5
13,3
10,6
15. 1
13.8
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TAB. ULATlQlLQ.E-YKS.:LR ESIHLIS.
OPTIMUM MOISTURE/MAXIMUM DENSITY
~DESCRIPTION T.ITE. MAX. DRY DENSITY OPTIMUM MOISTURE
nt/cu. ft.) (% dry wt)
Orange Brown Silty-
Clay XV 120.0 15,5
Orange Brown Silty-
Clayey Gravel XVI 125.5 12,0
Yellow Red Gravel1y-
Clay XVII 119,5 14,0
Yellow Tan Silty-
Sand (Import) XVIII 121.5 11. 7
Beige Tan Silty-
Sand XIX 120.5 12.2
Gray Brown Gravelly-
Clayey-Sand XX 132.0 09.7
EXPANSION POTENTIAL
~ XVI XVII
CONDITION Remold 90% Remold 90%
INITIAL MOISTURE (%) 11. 5 13,5
AIR DRY MOISTURE (%) 07.7 06.8
FINAL MOISTURE (%) 23. 1 25.0
FINAL DRY DENSITY (pef) 113.0 107.6
LOAD (psf) 150 150
SWELL (%) 7.2 7.5
EXPANSION INDEX 72 75
DIRECT SHEAR
SAMPLE N~
CONDITION
ANGLE INTERNAL FRICTION
COHESION INTERCEPT (PCF)
XVI
XVII
Remold 90%
22
200
Remold 90%
17
290
PROJECT NO- CE-5307
PLATE NO. THREE (page 2)
--
J
"i77?:"{,
...:
"'"" NORTH COUNTY '-jÎ <;<1 i.--r
. ..¿' COMPACTION
ENGINEERING, INC.
,~
JUL 30 1991
.June 30, 1997
Project No. CE-5307
Al Mayo
1772 Kettering
Irvine, CA 92714
Subject:
Partial Report of Certification of Compacted Fill Ground
Proposed Single Family Dwellings
Lot No. 's 5, 6, 14, & 17 of Wildflower Estates
Encinitas, California
Dear Mr. Mayo:
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 October 1, '1996
through June 26, 1997.
Briefly, our findings reveal filled ground has been compacted to a
minimum of ninety percent (90%). Therefore, we recommend
construction continue as scheduled. J
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 K & S Engineering of San Diego,
California.
Grading operations
California.
were performed by Greg Whillock of Vista,
Reference is made to the following previously submitted soils
reports prepared by our firm.
1). "Preliminary Soils Investigation", Lot #5, dated July
11, 1996 (CE-5249).
2). Preliminary Soils Investigation", Lot #6, dated July
10, 1996 (CE-5250).
3)- "Preliminary Soils Investigation". Lot #14, dated May
29, 1996 (CE-5257).
P.O. BOX 302002 . ESCONDIDO, CA 92030
(760) 480-1116
NORTH COUNTY
"COMPACTION
ENGINEERING, INC.
June 30, 1997
Project No. CE-5307
Page 2
4). "Preliminary Soils Investigation", Lot #17,
March 4. 1996 (CE-5222).
dated
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 level building
pads to accommodate the proposed single family dwellings. Should
the finished pads be altered in any way, we should be contacted to
provide additional recommendations.
The sites were graded in accordance with recommendations set forth
in our previously submitted reports.
The site was graded to approximately conform to project plans.
Actual pad size and elevation may differ. Finish grade operations
are to .be com~leted at a later date.
LABORATORY TESTINQ
I
"
Representative soil samples were collected and returned to the
laboratory for testing. The following tests were performed and are
tabulated on the attached Plate No. Three.
1.
2.
3.
Optimum Moisture/Maximum Density (ASTM D-1557)
Expansion Potential Test
Direct Shear (ASTM D-3080)
SOIL CONDITIONS
Native soils encountered were gravelly-clays, silty-clays, and
clayey-sands. Fill soils were imported and generated from the on-
site excavation.
The building sites contained a transition from cut to fill.
However, cut areas located wi thin the building areas were over
excavated a minimum of 3 feet and brought to grade with compacted
soil. Over excavation was carried a minimum of 5 feet beyond
exterior building perimeter. Hence, no consideration need be given
this characteristic.
NORTH COUNTY
., COMPACTION
þNGINEERING, INC.
June 30, 1997
Project No. CE-5307
Page .3
Expansive soils were observed during grading and exist within 4
feet of finish grade, Therefore, special recommendations will be
necessary to reduce the probability of structure damage.
The keys were 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 scarafied, 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". 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 were
placed in accordance with current standard practices regarding
grading operations and earthwork construction. Therefore. as eco-
nomically 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 of this report
with light groundcover (no gorilla iceplant) 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.
NORTH COUNTY
4>COMPACTION
ENGINEERING, INC.
June 30, 1997
Project No. CE-5307
Page 4
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 story, respectively, will
have an estimated allowable bearing value of 1500 lbs.
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.
5) Plumbing trenches should be backf illed with non-
expans i ve soil having a swell of less the 2% and a
minimum sand equivalent of 30. Bacldill soils should be,
inspected and compacted to a minimum of ninety percent
(90%) .
6) Unless requested, recommendations for future
'improvements (additions, pools, recreatio~al flabs,
additional grading, etc.) were not inc luded in this
report. Prior to construction, we should be contacted to
update conditions and provide additional recommendations.
7) Expansive soils were observed during grading and exist
within 48 inches of finish grade. Therefore, foundations
should be constructed in accordance with Recommendation
6B2 or 6B3 of our "Preliminary Soils Investigation"
reports.
8) Clayey soils should not be allowed to dry prior to
placing concrete. They should be watered to insure they
are kept in a very moist condition or at a moisture
content exceeding optimum moisture content by a minimum
of five percent (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 ~oncrete inspector should be present to
document construction of foundations.
NORTH COUNTY
~COMPACTION
ENGINEERING, INC.
June 30, 1997
Project No. CE-5307
Page 5
UNCERTAINTY AND LIMITATION~
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." un-
feasible, Therefore, damage as a result of earthquake is probable
and we assume no liability.
We assume" the on site safety Qf 6ur personnel only. We cannot
assume liability of personnel other than our own. It fs the
responsibility of the owner and contractor to insure construction
operations are conducted in a safe manne} 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
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SOIL TESTING
PROPOSED SINGLE FAMILY DWELLING
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OLIVENHAIN, CALIFORNIA
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SOIL TESTING
PROPOSED SINGLE FAMILY DWELLING
LOT #6 OF WILDFLOWER ESTATES
OLIVENHAIN, CALIFORNIA
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CE-5307
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SOIL TESTING
PROPOSED SINGLE FAMILY DWELLING
LOT #14 OF WILDFLOWER ESTATES
OLIVENHAIN, CALIFORNIA
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TEST LOCATION SKETCH
PROJECT No. CE-5307
PLA TE No. ONE-B
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'<Þ NORTH COClNlY COMPACTION ENGINEERING, INC.
SOIL TESTING
PROPOSED SINGLE FAMILY DWELLING
LOT #17 OF WILDFLOWER ESTATES
OLIVENHAIN, CALIFORNIA
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TEST LOCATION SKETCH
PROJECT No. CE-5307
PLA TE No. ONE-C
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NORTH COUNTY
~COM.PACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST:ft DATK HORZ. VERT. E.IE1J2 DRL-DENSITY QillL. PERCENT
~ LQh. MQNI LB. ICU.F!..... rœK COMPACT.I.QH
1 10/08/96 See 226 17.3 108.8 I 92.2
2 " Plate 227 17.0 107.2 I 90.8
3 10/09/96 One 229 16.2 111.1 I 94.2
,4 " 231 18.3 109. 1 I 92.5
5 229 18.8 108.0 I 91.5
6 204 17.3 108.9 I 92.2
7 206 16.7 110.9 I 93.9
n 206 19.3 112. 1 I 95.0
0
9 208 18.1 110. 1 I 93.3
10 210 16. 1 114.2 I 96.8
11 212 19.3 106.4 I 90.2
12 214 16.5 112.8 I 95.6
13 10/10/96 216 17.3 109.7 I 93.0
14 " 217 18.2 107.8 I 91. 4
15 218 17.7 109.2 I 92.5
16 220 19.6 107.0 I 90.7
17 221 17. 1 110.0 I 93.2
18 10/11/96 215 19.2 108.5 I 92.0
19 217 15.9 112.2 I, J 95. 1
20 222 17.2 109.2 I 92.5
21 10/14/96 233 14.3 117.2 II 96.4
22 " 235 15.9 111.8 II 92.0
23 230 18.0 112.2 II 92.3
24 232 17.1 112.6 II 92.7
25 221 15.4 114.4 II 94.2
26 223 16.2 113.7 II 93.6
27 212 14.3 112.3 I 95.2
28 214 13.8 111.2 I 94.3
29 10/15/96 234 16.3 111. 5 II 91.8
30 " 236 16.6 112.7 II 92.8
31 237 17.2 113.4 II 93.4
32 225 15.8 117.6 II 96.8
33 226 18. 1 113.1 II 93.1
34 228 17.3 111.6 II 91. 8
35 10/16/96 238 17.8 111.7 II 91.9
36 240 18.0 113.3 II 93.3
37 241 15.4 109. 1 I 92.4
38 243 18.3 106.9 I 90.6
39 266 18. 1 109.2 I 92.5
40 268 18.5 107.0 I 90.7
PROJECT NO. CE-5301
PLATE NO. TWO (page 1)
NORTH COGNTY
"COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESU~~
TEST# DATE. liQ.RL VERT E.IEL.D DRY DENSITY SQl1. PERCENT
LQG..... ~ M.Q.lQT. LB- /CU-E:L.. TYF.K OOMPACTION
41 10/17/96 See 270 16.2 115.4 III 97.8
42 " Plate 272 19. 1 110.0 III 93.2
43 One 245 20.2 109.0 III 92.4
44 247 18.0 110.8 III 93.9
45 242 18.7 108. 1 III 91.7
46 244 20.4 107.1 III 90.8
47 10/18/96 245 17.0 115.8 II 95.3
48 " 246 16.5 113.7 II 93.6
49 249 17.3 112.8 II 92.9
50 250 15.7 112.6 II 92.7
51 247 18. 1 114.3 II 94.1
52 274 18.2 109.1 III 92.4
53 276 17.0 109.5 III 92.8
54 10/21/96 246 18.1 111. 6 II 91. 9
55 247 17.0 111. 1 II 91. 4
56 249 16.2 112.5 III 95.3
57 251 15.7 113.6 III 96.3
58 " 252 15.3 116.4 II 95.8
59 10/23/96 " 253 18.3 112.4 IV ;91.5
60 255 17.1 111. 0 IV 90.4
61 255 15.4 113.9 IV 92.8
62 256 16.2 113.1 IV 92.1
63 10/24/96 255 18.2 116.3 IV 94.7
64 256 16.5 110.9 IV 90.3
65 254 17.4 112.7 IV 91.8
66 255 15.7 112.1 IV 91. 3
67 10/25/96 255 17.3 110.9 IV 90.3
68 " 256 16.6 111. 9 IV 91. 1
69 233 19.5 112.0 IV 91.2
70 235 16.1 112.4 IV 91. 5
71 238 15.0 114.2 IV 93.0
72 240 20.1 111. 4 IV 90.7
73 10/28/96 240 17.8 112.1 I 95.0
74 " 242 19.3 109.4 I 92.7
75 243 19.6 110.7 I 93.8
76 242 18.0 109.6 I 92.9
77 244 20.1 108.8 I 92.2
78 245 19.6 108.6 I 92.0
79 10/29/96 268 18.6 110.5 I 93.6
80 " 270 19.4 109.0 I 92.4
PROJECT NO- CE-5307
PLATE NO. TWO (page 2)
. NORTH COQNTY
"COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESILLT.S.
TEST# DATE HORZ. VERT. FIELD DRLJ2EHSllY S.Q.IL. PERCENT
we..... ~ tID.IS.T. LB. /CU F~ IY:eE COMPACUQ.N.
81 10/29/96 See 272 18.5 109.8 III 93,1
82 " Plate 244 19.2 111. 4 III 94.4
83 One 245 18,6 109.9 III 93, 1
84 246 17.8 112.2 III 95. 1
85 10/30/96 274 19.3 108.0 I 91.5
86 " 276 18.3 110.0 I 93.2
87 245 16.2 112. 1 III 95.0
88 247 17.6 109.7 III 93.0
89 10/31/96 247 16.4 111. 7 IV 91. 0
90 " 247 19.6 113.2 IV 92.2
91 247 17.0 113.4 IV 92.3
92 11/01/96 278 18.8 110.7 IV 90. 1
93 246 15.7 113.6 IV 92.5
94 247 16.3 112.4 IV 91.5
95 254 15.0 111.7 IV 91. 0
96 255 18.6 112.8 IV 91.9
97 11/04/96 282 18.3 109.2 III 92.6
98 284 18.8 111. 8 .111 94.7
99 28~ 16.4 113.2 III /95.9
100 11/05/96 293 15.3 115.3 IV 93.9
101 " 295 16.4 114.6 IV 93.3
102 11/06/96 292 16.7 112.7 IV 91.7
103 294 17.6 114.9 IV 93.5
104 297 16.6 113.4 IV 92.3
105 299 18.8 112.2 IV 91.4
106 11/08/96 218 19.7 112.5 IV 91.6
107 220 17.3 114.0 IV 92.8
108 11/07/96 215 19.6 112.2 IV 91. 4
109 " 217 16.8 114.6 IV 93.3
110 222 19.7 110.9 IV 90.3
111 11/11/96 219 14.6 115.4 IV 94.0
112 " 224 15.7 116.6 IV 95.0
113 11/12/96 201 18.6 106.0 V 91.6
114 " 203 16.5 110.8 V 95.8
115 204. 14.6 111. 7 V 96.5
116 206 17.7 107.3 V 92.7
117 208 18.6 110.7 III 93.8
118 210 17.6 109.4 III 92.7
119 211 18.0 108.0 III 91.5
120 11/12/96 205 15.. 1 112.6 III 95.4
PROJECT NO. CE-5307
PLATE NO. TWO (page 3)
NORTH COUNTY
.COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. JIORZ. VERT. FIELD DRY DENS I.T.Y Sill1. PERCENT.
~ LOC.... MOIST LB - /CU - FT - ITEE. COMPACTION
121 11/12/96 See 207 19.6 108.0 III 91.5
122 " Plate 208 18.3 110.7 III 93.8
123 One 209 19.8 107,5 III 90.9
124 218 16.8 115.7 IV 94.2
125 220 18.2 113.3 IV 92.3
126 221 15.0 116.2 IV 94.6
127 11/15/96 203 17.2 114.7 VI 93.9
128 " 205 15.8 114.3 VI 93.6
129 204 15.3 115.5 VI 94.6
130 206 14.7 116.1 VI 95. 1
131 213 16.6 114.7 IV 93.4
132 " 214 15.0 113.3 IV 92.3
133 11/18/96 208 17.8 110. 1 VI 90.2
134 210 16.6 111. 9 VI 91.7
135 211 16.8 110.5 VI 90.5
136 207 17.7 112.6 VI 92.3
137 209 15.4 111. 4 VI 91.2
138 210 ' 16.6 111. 7 VI 91. 5
139 11/19/96 " 213 16.8 112.3 VI J 92.0
140 215 17.4 113.5 VI 93.0
141 214 15. 1 111.6 VI 91.4
142 216 14.7 114.5 VI 93.8
143 11 /2 0 /96 215 17.7 110.5 VI 90.5
144 216 17.3 112.7 VI 92.3
145 217 15.6 112.9 VI 92.5
146 219 17.8 110.8 VI 90.8
147 11/26/96 220 14.9 118.4 VI 97.0
148 222 17.6 115.7 VI 94.8
149 221 18.9 111. 1 VI 91.0
150 223 17.5 113.4 VI 92.9
151 11/27/96 225 17.5 113.2 VI 92.7
152 227 15.3 115.6 IV 94.7
153 226 17.8 110.2 VI 90.3
154 228 19.1 110.1 VI 90.2
155 12/02/96 223 17.3 112.7 VI 92.3
156 225 15.2 114.4 VI 93.7
157 227 18. 1 111.7 VI 91. 5
158 12/03/96 228 15.9 113.4 VI 92.9
159 229 16.4 112.2 VI 91.9
160 225 14.7 116.1 VI 95.1
161 227 18.3 112.8 VI 92.4
PROJECT NO- CE-5307
PLATE NO. TWO (page 4)
NORTH COUNTY
"COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
T.ESTIt DATE. H.aRL VERT. FIELD DRY DENSITY SQlL. PERCENT
LOG..... LOC.... MOIST LB. /CU- FT - 'IT£E COMPACTION.
162 12/04/96 See 229 16.3 110.4 VI 90.4
163 " Plate 231 17.8 111. 7 VI 91. 5
164 One 233 14.5 113,7 VI 93,1
165 12/05/96 231 17.4 112.2 VI 91.9
166 230 18.0 113.4 VI 92.9
167 232 16.6 115.4 VI 94.5
168 12/09/96 257RFG 11. 3 114.3 VII 97.9
169 257RFG 11. 4 110.4 VII 94.5
170 257RFG 13.6 112.7 VII 96.5
171 12/13/96 233 17.7 116.1 VIII 91. 7
172 234 18.2 118.0 VIII 92.2
173 232 17.4 117.8 VIII 92.0
174 233 16.2 123.7 VIII 96.6
175 199 18.2 112.3 VI 92.0
176 201 16- 2 113.6 VI 93.0
177 12/16/96 202 18.3 109.0 III 92.3
178 204 17.6 111. 3 VI 91.5
179 206 16.5 114.6 VI 93.8
180 208 17.0 112. 1 VI J 91.8
181 204 16.8 116.0 VI 95.0
182 12/17 /96 208 15. 1 113. 1 VI 92.6
183 " 210 18.0 114.7 VI 93.9
184 212 18. 1 112.3 VI 91. 9
185 207 16.9 115.6 VI 94.6
186 214 16.7 113.5 VI 92.9
187 209 15.0 114.0 VI 93.3
188 12/18/96 216 15.1 116.3 VI 95.2
189 218 16.7 112.1 VI 91.8
190 220 15.1 113.1 VI 92.6
191 12/19/96 222 14.9 113.0 VI 92.5
192 12/23/96 207 17.3 110.7 III 93.8
193 209 15.9 111. 4 III 94.4
194 211 16. 1 112.7 III 95.5
195 213 18.6 115.0 IV 93.6
196 215 19.2 114. 1 IV 92.8
197 273 16.3 115.7 IX 95.2
198 275 17.4 114.0 IX 93.8
199 270 15.7 113.5 IX 93.4
200 12/26/96 216 18.2 111.6 IV 90.9
201 218 17.2 113.6 IV 92.5
PROJECT NO- CE-5307
PLATE NO. TWO (page 5)
NORTH COUNTY
"COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE HORZ. YERT--- ilEL.12 DRY DENSITY SQ11. PERCENT
~ LOC..... MOIST LB. ICU - IT.... TYEE. COMPACTION
202 12/26/96 See 215 16.3 115.4 IV 94.0
203 " Plate 217 19.3 107.7 III 91.3
204 One 277 17.2 113.3 IX 93.3
.205 279 16. 1 115.0 IX 94.7
206 280 15.4 114.4 IX 94.2
207 271 15.0 116.3 IX 95.7
208 273 17.7 112.7 IX 92.8
209 12/27 /96 230 15.7 114.9 IV 93.6
210 " 232 15.3 113.6 IV 92.5
211 218 17,0 109.4 III 92.7
212 220 18.3 110.2 III 93.3
213 210 16.2 109.0 III 92.3
214 212 17.7 108.7 III 92.1
215 12/30/96 281 17.7 111. 4 IX 91.7
216 283 16.6 112.9 IX 92.9
217 282 15.7 112.7 IX 92.8
218 284 16.9 113.4 IX 93.3
219 285 15.3 114.0 IX 93.8
220 " 217 16.2 114.8 V¡ /94.0
. 221 219 16.7 112.9 VI 92.4
222 213 17.2 11'3.4 VI 92.6
223 215 16.3 115.6 VI 94.6
224 12/31/96 217 16.7 115.6 VI 94.7
225 219 17.7 113.1 VI 92.6
226 222 17.5 113.4 VI 92.9
227 224 14.7 118.4 VI 97.0
228 318 15.7 113.0 IX 93.0
229 320 15.4 111. 4 IX 91. 7
230 322 16.3 112.6 IX 92.7
231 288 19.3 112.6 IX 92.7
232 291 19.7 110.9 IX 91.3
233 01/02/97 217 18.6 111.2 III 94.2
234 219 19.2 113.3 III 96.0
235 221 17.5 111. 0 III 94.1
236 227 . 16.2 110.7 III 93.8
237 229 16.6 112.4 VI 92,1
238 230 15.3 113.6 VI 93.0
239 223 15.0 112.2 VI 91.9
240 225 14.9 115.2 VI 94.3
241 293 15.2 113.7 IX 93.6
PROJECT NO- CE-5301
PLATE NO. TWO (page 6)
. NORTH COUNTY
t:OMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DAIJi HORZ. ~ FIELD DRY DENSITY SQ.Ik PERCENT
I&C...... I&C...... MOIST LB. ICU- FT. ITEK COMPACTION
242 01/02/97 See 295 14.3 115.4 IX 95.0
243 .. Plate 297 14.7 114.7 IX 94.4
244 01/06/97 One 223 16.7 112.3 VI 92.0
245 .. .. 225 15.8 113.0 VI 92.5
246 227 17.7 111. 4 VI 91.2
247 294 16.8 114. 1 X 90.0
248 296 14. 1 116.3 X 91.7
249 287 15.7 114.5 X 90.2
250 289 14.6 115.7 X 91.2
251 01/07 /97 226 15.3 118.2 VI 96.8
252 228 16.8 115.7 VI 94.7
253 229 15.4 111. 0 VI 90.9
254 230 17.3 112.6 VI 92.3
255 232 18.6 111. 4 VI 91.2
256 290 17.0 114.7 X 90.4
257 292 15.2 114.5 X 90.2
258 298 16.4 116.0 X 91.4
259 " 299 13.,2 117.3 X 92.5
260 01/08/97 " 234 14.7' 112.3 VI j 92.0
261 236 17.4 110.7 VI 90.7
262 238 14.5 11~. 4 VI 93.7
263 240 18.3 111.4 VI 91.2
264 242 17.0 113.7 VI 93.1
265 01/09/97 233 12.8 117.7 VIII 92.0
266 234 13.6 118.5 VIII 92.8
267 278 18.3 110.4 III 93.6
268 280 16.2 112.7 III 95.5
269 288 15.3 113.1 III 95.8
270 290 15.9 110.7 III' 93.8
271 302 17.8 114.7 X 90.4
272 303 17.4 115.0 X 90.6
273 324 15.4 109.3 III 92.6
274 0 1/10 /97 304 13.7 114.5 X 90.3
275 301 14.6 116.3 X 91.7
276 302 ' 15.2 115.3 X 90.9
277 292 16.7 112.6 III 95.4
278 294 17.3 111.4 III 94.4
279 01/15/97 270 16.2 113.7 VI 93.1
280 272 14.3 114.5 VI 93.8
281 273 14.4 115.9 VI 94.9
PROJECT NO - CE-5307
PLATE NO. TWO (page 7)
NORTH COUNTY
\:OMPACTION
EN GINEERIN G, IN C.
TABULATION OF TEST RESULTS
IESTlt DATE. HQRL VERT - ElELJ2 D.RL..DJlliS.IT lli21J.! PERCENT.
~ LQC..... MOIST LB./CU_FT. T.ITK ~
282 01/16/97 See 275 16.3 111. 7 VI 91.5
283 .. Plate 277 15" 9 113.0 VI 92.5
284 One 252 17.3 114.0 IX 93.8
285 254 18.2 110.7 IX 91. 1
286 01/17/97 244 16.4 113.7 IX 93.6
287 246 17.3 115.4 IX 95.0
288 245 18. 1 111. 7 IX 91. 9
289 247 18.4 110.4 IX 90.9
290 0 1/2 1/97 246 16. 1 112.5 IX 92.6
291 01/22/97 230 18.4 116.5 IX 95.8
292 238 15.9 109.7 IX 90.2
293 235 18.1 114.6 IX 94.3
294 248 18.7 110.2 IX 90.6
295 232 18.1 112.5 IX 92.5
296 01/24/97 220 19.5 110.2 IX 90.6
297 234 18. 1 111. 1 IX 91.4
298 224 17.6 113.7 IX 93.6
299 226 15.4: 112.4 IX 92.5
300 01/29/97 ." 250 17.6" 113.8 IX /93.7
301 337 15.4 115.0 IX 94.7
302 336 17.7 112.4 IX 92.5
303 01/30 /97 338 14.7 117.1 VI 95.9
304 336 16.2 115.3 VI 94.9
305 338 13.6 120.1 IX 98.8
306 336 16.5 114.0 IX 93.8
307 02/01/97 228 14.7 113.7 VI 93.1
308 229 16.2 112.0 VI 91.7
309 234 17.3 111. 4 VI 91.2
310 236 13.4 115.3 VI 94.4
311 340 13.3 116.2 VI 95.2
312 342 13.8 115.7 VI 94.8
313 02/04/97 229 15.9 118.2 XI 95.7
314 228 16. 1 117.0 XI 94.7
315 229 16.6 115.0 XI 93.1
316 228 17.4 114.6 XI 92.8
317 228 13.7 119.5 XI 96.8
318 223 18.6 112.3 XI 90.9
319 225 17.9 113.7 XI 92.1
320 227 15.6 115.2 XI 93.3
321 244 16.0 116.4 XI 94.3
PROJECT NO. CE-5307
PLATE NO- TWO (page 8)
NORTH COUNTY
t:OMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT- FIELD DRY DENSITY SillL PERCEl'IT
~ L.QG...... MOIS!. LB. ICU.FT. ITPJi COMPACTID~
322 02/04/97 See 242 16.7 113.9 XI 92.2
323 " Plate 244 17.6 113.0 XI 91. 5
324 One 252 16.2 110.7 VI 90.7
325 " 254 17.3 112.0 VI 91.7
326 02/05/97 302 20.9 108.2 XIII 94.4
327 304 18.8 110.4 XIII 96.3
328 306 17.3 105,6 XIII 92.1
329 294 15.9 118.0 XII 90.1
330 296 17.3 119.2 XII 91. 1
331 305 12. 1 119.4 XII 91.2
332 306 13.8 120.3 XII 91.9
333 308 14.9 119.6 XII 91.6
334 02/06/97 329 14.3 110.2 XIII 96.2
335 331 19.6 105.7 XIII 92.2
336 333 20.4 104.9 XIII 91.5
337 308 13.8 119.7 XII 91. 4
338 310 12.7 122.3 XII 93.4
339 312 11. 9 124.3 ,XII 95.0
340 302 15.6' 121.7 XII /93.0
341 296' 14.4 120.8 XII 92.3
342 298 16.6 119.9 XII 91.6
343 02/07 197 332 19.7 111. 3 XIII 97.1
344 334 15.6 112.4 XIII 98.1
345 336 17.6 106.7 XIII 93.1
346 335 20.7 103.3 XIII 90.1
347 336 15.6 108.2 XIII 94.4
348 333 20.4 104.6 XIII 91. 3
349 335 19.7 107.4 XIII 93.7
350 02/10/97 335 16.8 118.7 XII 90.7
351 336 17.3 119.6 XII 91. 4
352 335 19.4 106.5 XIII 93.0
353 336 15.3 119.0 XII 90.9
354 334 15.7 122.6 XII 93.7
355 294 16.7 116.7 XIV 96.0
356 296 13.7 118.2 XIV 97.3
357 304 14.9 117.8 XIV 97.0
358 233 14.2 117.9 VIII 92.1
359 235RFG 12.9 107.7 VII 92.2
360 233 13.2 118.6 VIII 92.7
361 235RFG 13.8 106.0 VII 90.8
PROJECT NO- CE-5307
PLATE NO TWO (page 9)
. NORTH COUNTY
tOMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE HORZ- VERT. FIELD DRY DENSITY SQlL PERCENT
L.O..C---. ~ MOIST LB- ICU_FT. rœE. COMPACTIQli
362 02/11/97 See 337 15.6 117.9 XII 90.1
363 " Plate 338 14.7 118.3 XII 90.4
364 One 337 15.3 118.7 XII 90.7
365 337 14.4 119.7 XII 91. 4
366 307 16.9 114.9 X 90.6
367 308 17.4 114.5 X 90.3
368 310 18.2 114.4 X 90.2
369 290 17.3 112.2 XIV 92.3
370 292 16.6 113.6 XIV 93.5
371 02/12/97 335 12.2 118.4 X 93.4
372 336 13.8 114.7 X 90.5
373 " 338 14.6 118.9 X 93.8
374 280 14.0 118.8 X 93.7
31'5 02/13/97 299 11. 9 126.5 XII 96.7
376 298 12,6 124.0 XII 94.7
377 302 11. 4 123.2 XII 94.1
378 301 11. 9 121. 1 XII 95.2
379 308 13.4 122.6 XII 93.7
380 " 310 15.0 121.7 XII j 93.0
381 311 12.0 124.9 XII 95.4
383 288 15.3 ltS.5 X 91. 1
384 290 14.0 123.1 XII 94.0
385 292 13.7 122.6 XII 93.7
386 338 14.7 127.8 XII 97.6
387 338 13.8 120.0 XII 91.7
388 335 12.2 123.7 XII 94.5
389 337 15.8 115.7 X 91.2
390 02/14/97 338 12.6 123.7 XII 94.5
391 338 13.4 112.2 XI 90.8
392 282 13.2 120.7 X 95.2
393 282 14.8 124.0 XII 96.0
394 02/18/97 294 20.5 110.3 XIV 90.8
395 276 16.6 116.3 XI 94.2
396 02/19/97 296 17.7 110.7 XIV 91. 1
397 264 18. 1 113.8 XI 92.1
398 247 17.3 114.2 XI 92.5
399 02/20/97 298 18.6 110.6 IX 91. 0
400 301 17.4 112.5 IX 92.4
401 302 19.0 112.9 IX 92.9
402 242 18.3 111. 7 VI 91.5
PROJECT NO- CE-5307
PLATE NO. TWO (page 10)
NORTH COUNTY
.COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TIlli.T.tt DATE. IillB-L Y.ERI.--. E.IE1J2 DRY DENSITY SQIL. PERCENT
~ LOC..... MillSI LB. ICU - E...'L TITE. CQM.:eAG:LffiN-
403 02/20/91 See 243 11.6 112.2 VI 91.9
404 " Plate 242 16,3 118,1 VI 91.2
405 02/21/91 One 304 11.3 118.6 IX 91.6
406 " " 306 16.6 115.4 IX 95.0
401 301 18,5 112.1 IX 92.8
408 268 11.1 108.3 III 91. 8
409 210 16.9 109.6 III 92.9
410 02/24/91 258 18.9 112.0 XV 93.3
411 308 11.9 115.2 XI 93.3
412 260 11.6 110.8 XV 92.3
413 309 18.0 115.2 XI 93.3
414 310 11.2 116. 1 XI 94.0
415 310 15. 1 115.4 XI 93.4
416 02/25/91 308 14.4 116. 1 XI 94.0
411 309 14.1 119.1 XI 91.0
418 301 16.3 114.6 XI 92.8
419 262 11.1 109.6 XV 91.3
420 263 11.3 108.2 XV 90.2
421' 239 14.4 112.1 x¡ ;91.3
422 239 13.1 114.4 XI 92.6
423 02/26/91 251 11. 8 123.3 XII 94.2
424 256 13.4 122.2 XII 93.4
425 253 11. 1 129.0 XII 98.6
426 264 15.4 111.6 XV 93.0
421 262 16.2 112.0 XV 93.3
428 264 14.3 109.6 XV 91. 3
429 02/28/91 268 11.2 113.4 XV 94.5
430 210 11.4 112.2 XV 93.5
431 212 18.2 110.1 XV 92.3
432 266 11.1 112.3 XV 93.6
433 268 18.6 110. 1 XV 91.8
434 261 19.3 109.6 XV 91.3
435 214 19.5 111.2 XV 91.6
436 215 14.1 109.2 XV 91. 0
431 212 16. 1 111.0 XV 91.5
438 03/03/91 213 15.1 114.2 XV 95.2
439 212 11.2 113.6 XV 94.1
440 212 12.6 114.9 XV 95.8
441 214 15.1 113.0 XV 94.2
442 210 11.2 114.0 XV 95.0
PROJECT NO. CE-5307
PLATE NO TWO (page 11)
~ NORTH COUNTY
~OMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
IE~ DATE. HORZ. VERT. FIELD DRY..JÆHSllY so.I1. :eERC.IDIT.
~ ~ MOIST LJL ICU - FT. InK COMPACTION.
443 03/03/97 See 272 18.2 112.4 XV 93,7
444 " Plate 276 20.0 109.3 XV 91. 1
445 One 274 18.8 110. 1 XV 91. 8
.446 276 18.5 111. 0 XV 92.5
447 03/04/97 281 18.2 110.2 XV 91. 8
448 275 19.6 109.3 XV 91. 1
449 277 18.4 110.7 XV 92.3
450 282 17.1 111. 1 XV 92,6
451 284 19.4 109.0 XV 90.8
452 277 14.4 115.2 XV 96.0
453 279 15.5 113.9 XV 94.9
454 03/05/97 245 13.7 120.9 XI 97.9
455 " 245 14.4 121.7 XI 98.5
456 246 15.6 119.2 XI 96.5
457 251 16.7 108.0 III 91. 5
458 253 17.7 109.3 III 92.6
459 254 16.2 110.7 III 93.6
460 244 17.0 115.9 XI 93.8
461 03/06/97 221 18.2 109.4 XV ;91.2
462 224 16.4 106.6 III 90.4
463 222 15.9 11S.5 XV 94.5
464 03/07 /97 220 19.0 112.9 XVI 90.0
465 222 20.2 113.8 XVI 90.7
466 222 13.8 120.4 XVI 95.9
467 220 18.0 114.5 XVI 91.2
468 221 20.1 113.3 XVI 90.3
469 03/10/97 226 16.9 118.5 XVI 94.7
470 226 17.9 113.8 XVI 90.7
471 223 17.6 120.2 XVI 95.8
472 223 17.5 114.6 XVI 91. 3
473 03/11/97 293 18.1 110.7 XVII 92.6
474 " 295 16.4 112.6 XVII 94.2
475 295 15.5 113.4 XVII 94.9
476 297 15.0 115.4 XVII 96.6
477 216 20.7 111. 0 I 94.1
478 216 17.7 112.2 I 95.1
479 217 21. 6 110.7 XV 92.3
480 03/12/97 217 15. 1 112.7 XV 93.9
481 219 15.4 114.9 XV 95.8
482 214 14.0 113.0 XV 94.1
PROJECT NO. CE-5307
PLATE NO. TWO (page 12)
" . NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TAH[LATION OF TEST RESULTS
TJiliTI1 DATE. HORZ. VERT. FIELD J2RY.j)ENSITY SQIL PERCENT
LQh ~ M.QlSl'. LB- ICU - IT...- TYEE. GillŒACTIQ.t{
483 03/12/97 See 222 15.3 113. 1 XV 94,3
484 " Plate 223 17. 1 106,2 III 90.0
485 03/13/97 One 250 16.5 113.9 XI 92,2
486 " " 252 18.2 111. 7 XI 90.4
487 253 17.3 115,4 XI 93.4
488 254 14.4 116.2 XI 94,1
489 220 16.7 109.2 XV 91. 0
490 222 19.4 106.2 III 90. 1
491 221 21.8 108.6 XV 90.5
492 03/14/97 232 15.7 115,4 XV 96.2
493 225 16.9 111. 6 XV 93,0
494 232 14.5 114.0 XV 95. 1
495 03/17 /97 293 18.4 108.7 XVII 91.7
496 " 299 20.3 110.6 XVII 92.6
497 03/18/97 282 16.9 123.7 XVI 98.6
498 " 281 14.8 121.5 XVI 96.8
499 282 16.6 122.2 XVI 97.4
500 274 15. 1 119.6 XVI 95.3
501 274 15.4 115.4 XVI J 92.0
502 260 17.5 110.9 XVII 92.7
503 258 19.9 11"1.4 XVII 93.2
504 03/19/97 303 15. 1 112.3 XVII 93.9
505 03/20/97 306 17.6 111.7 XVII 93.5
506 305 14.3 114.1 XVII 95.4
507 302 16.0 108.5 XVII 90.8
508 03/21/97 241 RFG 16. 1 110.6 VII 94.6
509 " 241 RFG 12. 1 108.6 VII 92.9
510 241 RFG 11. 3 110. 1 VII 94.3
511 03/24/97 305 16.4 112.7 XVII 94.3
512 303 17.9 108.8 XVII 91. 0
513 303 15.3 110.4 XVII 92.3
514 03/26/97 306 15.0 117.4 XVII 98.7
515 " 308 14.7 116.3 XVII 97.1
516 308 15.3 115. 1 XVII 96.3
517 306 14. 1 116.5 XVII 97.5
518 03/27 /97 230 RFG 12.2 118.7 XVIII 97.5
519 248 RFG 09.6 111.4 XVIII 91.6
520 340 RFG 10.2 110.5 XVIII 90.9
521 308 23.6 109.3 XVII 91.5
522 312 RFG 12.2 109.4 XVIII 90.0
PROJECT NO. CE-5307
PLATE NO TWO (page 13)
NORTH COUNTY
tOMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
l'EST# DATE. HORZ. VERT- ElELJ2 DRY DENS1.IY SQIL. :EERCENT
~ 1Qh. MOIST LB_/CU.Fh TY.f.& GQ11PACTION
52303/28/97 See 310 13.5 121. 5 XVI 96.8
524 " Plate 312 17. 1 114.2 XVI 91. 0
525 One 310 13.0 119.0 XVI 94,8
526 312 17.7 113. 1 XVI 90.2
527 03/31/97 284 14.2 120.8 XII 92.3
528 286 13.7 121. 4 XII 92.7
529 283 14.7 119.6 XII 91.4
530 282 13.0 121.7 XII 93.0
531 04/01/97 256 17. 1 112.7 XV 93.9
532 " 256 15.4 113.6 XV 94.7
533 257 13.7 111. 4 XV 92.8
534 276 13.5 112.6 XVII 94.2
535 275 13.1 111. 1 XVII 92.9
536 283 16.2 110.7 XVII 92.6,
537 308 17.0 109.4 XVII 91.5
538 310 15.4 113.0 XVII 94.6
539 04/03/97 277 RFG 10.6 117. 1 XVIII 96.4
540 " 277 ,( 11..~ 114.3 XVII 94.1
541 04/07 /97 . " 312 10.2 115.3 XVII J 96.4
542 312 13.6 121.2 XVII 96.8
543 312 17.4 1i4.4 XVII 95.7
544 04/08/97 306 RFG 13.0 109.8 VII 94.0
545 306" 12.7 113.7 VII 97.3
546 224 16. 1 113.5 XVII 95.0
547 225 13.4 112. 1 XVII 93.8
548 236 17.8 111.3 XVII 93.1
549 237 16.3 109.4 XVII 91.5
550 04/09/97 238 16.5 108.3 XVII 90.6
551 " 238 18. 1 110.1 XV1I 92.1
552 04/10/97 265 15.0 111. 7 IV 91. 0
553 " 267 17.7 109.4 III 92.7
554 268 14.1 112.6 IV 91. 7
555 270 16.2 111.4 IV 90.7
556 271 13.6 110.7 IV 90.1
557 04/11/97 273. 16.7 108.6 III 97.0
558 " 275 17.4 109.4 III 92.7
559 274 15.4 112.6 IV 91.7
560 276 14.3 112.9 IV 92.0
561 275 17.3 113.7 IV 92.6
562 277 14.9 115.0 IV 93.6
PROJECT NO- CE-5301
PLATE NO. TWO ( page 14)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ - YKlIT.... FIELD DRY DENSITY SQJJ... £E.RCENT
I&G..... I&C..... MOIST LB. ICU_FT. TYE.K CmæACnŒi
563 04/11/97 See 279 17.2 111.6 IV 90.9
564 " Plate 280 18. 1 109.6 III 92.9
565 04/14/97 One 280 16,0 112,7 IV 91. 8
566 " " 282 14.7 113.7 IV 92.6
567 04/15/97 283 13.5 117.2 IV 95.4
568 282 14.4 113.6 IV 92.5
569 04/16/97 303 14.9 111. 6 IV 90.9
570 305 15.8 112.4 IV 91.5
571 04/18/97 306 15.6 113.7 III 96.4
572 313RFG 09.8 113.3 XIX 94.0
573 313RFG 09.9 109.6 XIX 91. 0
574 237 15.3 114.4 XVII 95.7
575 04/22/97 309RFG 08.0 108.8 XIX 90.2
576 226RFG 15.3 113.0 XIX 93.7
577 224RFG 15.5 110.4 XIX 91.7
578 308RFG 13.7 112.3 IV 91. 4
579 04/24/97 253 15.6 119.7 XX 90,7
580 254 14:;3 121.2 XX 91. 8
581 257 16.2 119.0 XX / 90.2
582 255 13.9 111. 8 IX 92.0
583 258 14.8 11:0.3 IX 90.8
584 257 15.6 112.4 IX 92.5
585 04/29/97 285 15.9 117.6 IX 96.8
586 286 16.3 115.4 IX 95.0
587 285 13.6 119.7 XX 90.7
588 257 12.7 121.2 XII 92.6
589 257 12.9 118.6 XII 90.6
590 05/08/97 256 16.8 115.4 XVII 96.6
591 " 258 17.3 112.0 XVII 93.7
592 259 17.4 113.4 XVII 94.9
593 258 16.6 114.4 XVI 91.2
594 260 13.7 115.3 XVI 91.9
595 05/09/97 261 18.2 109.9 XVII 92.0
596 263 17.3 111. 7 XVII 93.5
597 262 18.6 110.4 XVII 92.4
598 264 15.9 114.7 XVI 91.4
599 265 16.8 112.9 XVI 90.0
600 05/12/97 267 18.6 114.4 XVII 95.7
601 268 18.8 113.7 XVI 90.6
602 269 19.5 110.2 XVII 92.2
603 271 16.8 113.5 XVII 95.0
PROJECT NO. CE-5307
PLATE NO. TWO (page 15)
[!ORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS.
TESTtt DAT..& HORZ. YEIIT~ FIELD DRY DENS ITY . SQlL. PERCENT
we...... ~ MQlST. LJL.LCll. F T - TIN COMPACTI.QN
604 05/13/97 See 273 16.8 115.4 XVI 92.0
605 " Plate 275 13.4 117.7 XVI 93.8
606 One 256 11. 2 121.6 XII 92.9
607 " 257 11. 0 124.0 XII 94.7
608 286 13.2 122.8 XX 93.0
609 286 13.7 121.4 XX 92.0
610 05/14/97 277 16.8 116.7 XVI 93.0
611 279 17.4 112.9 XVI 90.0
612 05/15/97 280 15.0 114.3 XV 95.3
613 281 18.2 111. 1 XV 93.4
614 282 16.3 112.4 XV 93.7
615 05/16/97 281 15.6 113.0 XVI 90.0
616 283 13.0 115.4 XVI 92.0
617 282 13.7 116.8 XVI 93. 1
618 282 17.3 114.2 XVI 91. 0
619 05/20/97 247 15.2 112.8 IV 91. 9
620 248 17.3 111. 0 IV 90.4
621 247 14.2 113.4 IV 93.2
622 05/21/97 281 17.7 110.6 ,XV 92.2
623 " 282 16. 1 112.2 XV í 93.5
624 247 14.6 114.6 IV 93.3
625 05/27 197 244 15.3 11'2.7 IV 91.8
626 246 14.2 115.4 IV 94.0
627 247 13.8 113.6 IV 92.5
628 247 12.2 114.4 IV 93.2
629 281 15.8 117.7 XVI 93.8
630 283 17.8 114.1 XVI 90.9
631 283 18.2 112.6 XV 93.8
632 05/30/97 286 10.6 121.7 XX 92.2
633 " 286 11. 3 123.0 XX 93.2
634 286 11. 8 121.2 XX 91. 8
635 315RFG 12.8 109.6 XIX 91. 0
636 315RFG 13.7 110.2 XIX 91. 5
637 315RFG 13. 1 112.0 XIX 92.9
638 06/26/97 288RFG 09.7 109.0 XIX 90.4
639 288RFG 08.6 109.9 XIX 91.2
640 288RFG 07.4 111.7 XIX 92.7
641 259RFG 06.4 109.4 XIX 90.8
642 259RFG 07.4 112.2 XIX 93.1
643 259RFG 06.9 113.6 XIX 94.3
644 284RFG 07.9 111. 1 XIX 92.2
PROJECT NO- CE-5307
PLATE NO. TWO (page 16)
ti°RTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST-RESULTS
l'EST~ DATE. 1iQJiL VERT- FIELD DRY DENSITY SQlL. PERCENT
I&C..... LOC...... MQISl'. LB. ICU - FT...... 1TIE. CQMPACTION,
645 06/26/97 See 284RFG 08.6 112.0 XIX 92.9
646 " Plate 284RFG 07.3 109,7 XIX 91. 0
647 One 249RFG 08.0 112.7 XIX 93.5
648 249RFG 09.6 111. 6 XIX 92.6
649 249RFG 08.2 109.6 XIX 91. 0
REMARKS: Tests tabulated and not shown on Plate No. One were
taken on other lots in the subdivision. This is a
partial report for Lot ~'s 5. 6, 14. & 17 only for the
purpose of obtaining a building permit.
Test No. 382 not available due to a field report numbering
error.
RFG = Rough Finish Grade
J
..
PROJECT NO. CE-5307
PLATE NO. TWO (page 17)
r¡ORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
OPTIMUM MOISTURE/MAXIMUM DENSITY
SOIL DESCRIPTION lITE. MAX. DRY DENSITY OPTIMUM MOISTURE
nt/cu. ft.) (% dry wt)
Red Brown Clay I 118.0 14.7
Red Brown Gravelly-
Clay II 121. 5 14.5
Orange-Brown Clayey-
Gravel III 118.0 15.0
Orange-Red-Brown
Silty-Grave11y-Clay IV 122.8 13.5
Yellow-Tan Fine
Clayey-Sand V 115.7 14.6
Yellow Brown Clayey-
Gravel VI 122.1 13.6
Light White-Beige J
Silty Sand (Import) VII 116.8 13.2
Light Orange Brown
Silty Gravelly Clayey
Sand VIII 128.0 11. 2
Brown Red Silty
Gravelly Clay IX 121.5 13.7
Orange Brown Silty
Gravelly Clay X 126.8 11. 5
Brown Orange Silty
Gravelly Clay XI 123.5 13.3
Gray Brown Gravelly
Clay XII 130.9 10.6
Brown Sandy Clay XIII 114.6 15.1
Yellow Beige Clayey
Gravel XIV 121.5 13.8
PROJECT NO. CE-5307
PLATE NO- THREE (page 1)
't«>RTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULT£
OPTIMUM MOISTURE/MAXIMUM DENSITY
SOIL DESCRIPTION
MAX. DRY DENSITY
<lb/C'.u. ft. )
1YEE.
Orange Brown Si1ty-
Clay
XV
120.0
Orange Brown Silty-
Clayey Gravel
XVI
125,5
Yellow Red Gravelly-
Clay
XVII
119.5
Yellow Tan Silty-
Sand (Import)
XVIII
121. 5
Beige Tan Silty-
Sand (Import)
XIX
120.5
Gray Brown Gravelly-
Clayey-Sand
XX
132.0
'EXPANSION POTENTIAL
,
SAMPLE NO. IV XII
CONDITION Remold 90% Remold 90%
INITIAL MOISTURE (%) 12.7 10.7
AIR DRY MOISTURE (%) 08.9 07.0
FINAL MOISTURE (%) 23.3 21.7
FINAL DRY DENSITY (pef) 110.5 117.8
LOAD (psf) 150 150
SWELL (%) 8.0 5.9
EXPANSION INDEX 80 59
SAMPLE NO.
CONDITION
ANGLE INTERNAL FRICTION
COHESION INTERCEPT (PCF)
DIRECT SHEAR
IV
XVII
Remold 90%
17
300
Remold 90%
17
290
PROJECT NO. CE-5301
PLATE NO. THREE (page 2)
OPTIMUM MOISTURE
(% dry wt)
15.5
12.0
14.0
11. 7
12.2
09.7
J
XVII
Remold 90%
13.5
06.8
25.0
107.6
150
7.5
75
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
December 15, I99.s
Project No. CE-5307
Al Mayo
1 772 Kettering
Irvine, CA 92714
Subject:
Report of Certification of Compacted Fill Ground \ ',\
c. 'I'"
Proposed Single Family Dwelling '. \ ~","'>'\ \\\\ .
Lot # 16 of Wildflower Estates . \",~ \ ~ \
Olivenhain, CalifOrnia,;~) r. I} ~,' "~ ~ eí\, "
\' ~". ~,c.~t¿,
\ G s~~~þ.t¿,
\P, ~~~!t~ø
\ ~~~\~~
,
Dear Mr. Mayo:
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 October 1, 1996 through December 11,
1997.
Bnefly, 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 K & S Engineering of San Diego, California,
Initial subdivision grading operations were performed by Greg Whilock of Vista, California,
Mike Williams of Rancho Santa Fe, California completed grading on Lot #16 between October
31, 1997 and December 11, 1997.
'::;
Reference is made to the following previously submitted soils reports prepared by our firm:
~¡Þ
1). "Preliminary Soils Investigation", Lot #16 of Wildflower Estates, dated June 10, 1996,
2). "Preliminary Design Criteria for Foundations and Retaining Walls", dated August 22,
1997...>
).
P.O. BOX 302002 * ESCONDIDO, CA 92030
(760) 480-1116
"'"
NORTH COUNTY .
COMPACTION
ENGINEERING, INC.
December 15, 1997
Project No, CE-5307
Page 2
3). "Retaining Wall Design Alternative", dated October 20, 1997.
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 ~et forth in our "Preliminary Soils
Investigation", dated June 10 1996.
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, The
following tests were performed and are tabulated on the attached Plate No. Three.
1. Optimum Moisture/Maximum Density (ASTM D-1557)
2. Expansion Potential Test (FHA Standard)
3. Direct Shear (ASTM D-3080)
SOIL CONDITIONS
Native soils encountered were gravelly-clays, silty-clays, and gravelly clayey-sands. 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 throughout the entire building pad.
Oversize particles of rock having a diameter of greater than 12 inches were hauled off-site and/or
utilized above grade for landscaping.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
December 15, 1997
Project No. CE-5307
Page 3
Expansive soils exist within 48 inches of finish grade. Therefore special recommendations will
be necessary to reduce the probability of structural damage.
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 0-1556 or 0-2922 at the approximate
horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch". A
tabulation oftest 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 ofless the
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 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). Loose compressible topsoils were removed to firm native ground and
recompacted to a minimum of ninety percent (90%) of maximum dry density,
.-, '
NORTH COUNTY
CaMPA CTION
ENGINEERING, INC.
December 15, 1997
Project No. CE-5307
Page 4
C). The dense nature of the fonnation underlying the site.
D). On-site soils possess relatively high cohesion characteristics,
4). Continuous footings having a minimum width of 12 inches and founded a '
minimum of 24 inches below lowest adjacent grade, will have an estimated
allowable bearing value of 1500 pounds per square foot.
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 10 feet.
6). Plumbing trenches should be backfilled with a non-expansive soil having a
swell of less than two percent (2%) and a minimum sand equivalent of 30.
Backfill soils should be inspected and compacted to a minimum of ninety percent
(90%).
7). Completion of grading operations was left at rough grade. Therefore, we
recommend a Landscape Architect be contacted to provide finish grade and
drainage recommendations. Drainage recommendations should include a two
percent (2%) minimum fall aw~y from all foundation zones.
8). Expansive soils conditions observed during grading operations will require
special recommendations to reduce structural damage occurring from excessive
subgrade and foundation movement.
Recommendations set forth will reduce the probability of future damage and should be strictly
adhered to:
All continuous footings should be founded a minimum of 24 inches below lowest
adjacent grade and reinforced with one #5 bar, top and bottom. Steel should be positioned
3 inches above bottom of footing and 3 inches below top of footing.
Interior slabs should be a minimum of 4 inches thick and reinforced with #3 bars
on 18 inch centers each ways. Slab reinforcement should be placed near the center
of slab and extended through joints to provide a tension tie with perimeter
footings. Garage slabs should be free floating.
Slab underlayment should consist of visqueen installed at mid-point within a 4
inch sand barrier (2 inches sand, visqueen, 2 inches sand). Sand should be tested
in accordance with ASTM D-2419 to insure a minimum sand equivalent of 30,
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
December 15, 1997
Project No. CE-5307
Page 5
Clayey soils should not be allowed to dry prior to placing concrete. They should
be watered to insure they are kept in a very moist condition or at a moisture
content exceeding optimum moisture content by a minimum of five percent (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 COl\lP ACTION
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 on~ 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.
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Respectfully submitted,
North County
COMPACTION ENGINEERING, INC.
~ J:c2L--
Ronald K. Adams
President
RKA:kla
cc: (3) submitted
December 15, 1997
Project No. CE-5307
Page 6
-, .
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING
.. PROPOSED SINGLE FAMILY DWELLING
! LOT #16 OF WILDFLOWER ESTATES
I OLIVENHAIN, CALIFORNIA
~
G
tNO Scale
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NORTH COUNTY
COMPACTION
ENGINEERING, INC.
T.AIillLAT.Iill F- T.K ST- RF ~ U.LT.S.
TJlliT# DATE. H~ YElIT...- :ElE.LJ2 DELDENS I1Y Sill.L :eEJ1.cRtrr
hQC.L.. r&C...... MQlS.T. LB. /Ca..JLT~ TY.£Ji C.O,J1PAÇJ'.I.Q~,
1
2
3
4
10/08/96 See
" Plate
10/09/96 One
5
6
7
n
0
9
10
11
12
13
14
15
16
17
18
19
20
21
22
10/10/96
10/11/96
10/14/96
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24
25
26
27
28
29
30
31
10/15/96
32
33
34
35
36
37
38
39
40
10/16/96
226
227
229
231
229
204
206
206
208
210
212
214
216
217
218
220
221
215
217
222
233
235
230
232
221
223
212
214
234
236
237
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226
228
238
240
241
243
266
268
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111. 5
112.7
113.4
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111. 7
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106.9
109.2
107.0
PROJECT NO. CE-5307
PLATE NO. TWO (page 1)
I
I
I
I
I
T
.L
I
I
T
1.
I
I
I
I
I
I
I
I
I
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I
II
II
II
II
II
II
I
I
II
II
II
II
II
II
II
II
I
I
I
1
92.2
90.8
94,2
92.5
91. 5
92,2
93,9
9f),O
93.3
96.ß
90.2
9E).6
93.0
91..4
92,5
90.7
93,2
92.0
95, ],
92.5
96,4
92,0
92.3
92.7
94.2
93.6
95.2
94,3
91.8
92,S
93.4
36, :3
93. 1
91.8
91.9
93,3
92.4
90.6
92.5
90,7
" '
NORTH COUNTY .
COMPACTION
ENGINEERING, INC.
TABULATION OF TK~RK5ll1I£
TEST# DATE. HORZ. VERT. FIELD DRY DENSITY SQlL EERCIDIT
LOC..... LOC..... MQlSI L B. / C U - E.T...... 'LITE. OOME.A.GT.l12N-
41 10/17/96 See 270 16.2 115.4 III 97,8
42 " Plate 272 19. 1 110.0 III 93.2
43 One 245 20.2 109.0 III 92,4
44 247 18.0 110,8 III 93,9
45 242 18.7 108. 1 III 91.7
46 244 20.4 107.1 III 90.8
47 10/18/96 245 17.0 115.8 II 95.3
48 246 16.5 113.7 II 93.6
49 249 17.3 112.8 II 92.9
50 250 15.7 112,6 II 92.7
51 247 18. 1 114,3 II 94. 1
52 274 18.2 109. 1 III 92,4
53 276 17.0 109.5 III 92.8
54 10/21/96 246 18.1 111. 6 II 91. 9
55 247 17.0 111. 1 II 91.4
56 249 16.2 112.5 III 95.3
57 251 15.7 113.6 III 96.3
58 " 252 15.3 11ô.4 II 95,8
59 10/23/96 " 253 18.3 112.4 IV 91.5
60 255 17. 1 111. 0 IV 90.4
61 255 15.4 113.9 IV 92,8
62 256 16.2 113. 1 IV 92. 1
63 10/24/96 255 18.2 116.3 IV 94,7
64 256 16.5 110.9 IV 90.3
65 254 17.4 112,7 IV 91.8
66 255 15.7 112. 1 IV 91.3
67 10/25/96 255 17.3 110.9 IV 90.3
68 " 256 16.6 111.9 IV 91. 1
69 233 19.5 112.0 IV 91. 2
70 235 16. 1 112.4 IV 91.5
71 238 15.0 114.2 IV 93,0
72 240 20. 1 111.4 IV 90,7
73 10 /2 8 /96 240 17.8 112, 1 I 95,0
74 " 242 19.3 109.4 I 92.7
75 243 19.6 110.7 I 93.8
76 242 18.0 109.6 I 92.9
77 244 20. 1 108.8 I 92,2
78 245 19.6 108.6 I 92,0
79 10/29/96 268 18.6 110.5 I 93,6
80 " 270 19.4 103,0 I 92,4
PROJECT NO- CE-5307
PLATE NO- TWO (page 2)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST ~ULI£
T.Eß.T1t DATE. IID.BZ.---- VERT- E'.lELD DRY DENSITY s.o.JL :eERG.KM1'.
LQG.... ~ MOIST LB_/C~ T..YEE CQ.ttP.A..G.nO1~,
81 10/29/96 See 272 18.5 109.8 III 93, 1
82 " Plate 244 19.2 111. 4 III 94,4
83 One 245 18.6 109.9 III 93. 1
84 " 246 17.8 112.2 III 95. 1
85 10/30/96 274 19.3 108.0 I 91.5
86 " 276 18.3 110,0 I 93.2
87 245 16.2 112, 1 II I 95.0
88 247 17.6 109,7 III 93.0
89 10/31/96 247 16.4 111. 7 IV 91. 0
90 247 19.6 113.2 IV 92,2
91 247 17.0 113,4 IV 92.3
92 11/01/96 278 18.8 110.7 IV 90. 1
93 246 15.7 113.6 IV 92.5
94 247 16.3 112.4 IV 91. ~)
95 254 15.0 111. 7 IV 91. 0
96 255 18.6 112.8 IV 91. 9
97 11/04/96 282 18.3 109.2 III 92,6
98 284 18.8 111. 8 ,III 94,7
99 288 16.4 113.2 III 95.9
100 11/05/96 293 15.3 115.3 IV 93.9
101 295 16.4 114.6 IV 93,3
102 11/06/96 292 16.7 112.7 IV 91.7
103 294 17.6 114,9 IV 93.5
104 297 16.6 113.4 IV 92.3
105 299 18.8 112.2 IV 91.4
106 11/08/96 218 19.7 112.5 IV 91.6
107 220 17.3 114.0 IV 92.8
108 11/07 /96 215 19.6 112.2 IV 91.4
109 217 16,8 114.6 IV 93,3
110 222 19.7 110.9 IV 90.3
111 11/11/96 219 14.6 115,4 IV 94.0
112 " 224 15.7 116.6 IV 9~), 0
113 11/12/96 201 18,6 106.0 V 91,6
114 203 16.5 110.8 V 95,8
115 204 14.6 111.7 V 96.5
116 206 17.7 107.3 V 92.7
117 208 18.6 110.7 III 93,8
118 210 17.6 109.4 III 9~~. 7
119 211 18,0 108.0 III 91,5
120 11/12/96 205 15. 1 112.6 III 95,4
PROJECT NO- CE-5307
PLATE NO- TWO (page 3)
-,
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
T.ABI!LAT..lill 0 F T EST RKSllL.T.s.
TES.T-1t DAlE. H.QRZ.... YEEI..... JUE1J2 DRLJ2EJ~.s.TI'--Î SillL £ERCJitlI.
~ L.OC...... MOIST LB - /CU---E...'t... T-Y£.E. c.QMEAc..T~QN
121 11/12/96 See 207 19.6 108. a III 91. f)
122 " Plate 208 18.3 110.7 III 93,8
123 One 209 19.8 107.5 III 90.9
124 218 16.8 115,7 IV 94. ~~
125 220 18.2 113,3 IV 92,3
126 221 15.0 116,2 IV 94,6
127 11/15/96 203 17.2 114,7 VI 93,9
128 " 205 15.8 114.3 VI 93.6
129 204 15.3 115.5 VI 94.6
130 206 14.7 11b. 1 VI 95, 1
131 213 16.6 114.7 IV 93,4
132 " 214 15.0 113.3 IV 92.3
133 11/18/96 208 17.8 110. 1 VI 90.2
134 210 16.6 111.9 VI 91.7
135 211 16.8 110, [) VI 90.5
136 207 17.7 112.6 VI 92.3
137 209 15,4 111.4 VI :) 1. 2
13,8 210 ' 16.6 111. 7 VI 91. f)
139 11/19/96 213 16.8 112.3 VI 92,0
140 215 17.4 113.5 VI 93,0
141 214 15. 1 111.6 VI 91.4
142 216 14.7 114.5 VI 93.8
143 11/20/96 215 17.7 110.5 VI 90.5
144 216 17.3 112.7 VI 92,3
145 217 15.6 112,9 VI 92.5
146 219 17.8 110.8 VI 90.8
147 11/26/96 220 14.9 118.4 VI 97,0
148 222 17.6 115.7 VI 94.3
149 221 18.9 111. 1 VI 91. 0
150 223 17.5 113,4 VI 92.9
151 11/27 /96 225 17.5 113,2 VI 92,7
152 227 15.3 115.6 IV 94.7
153 226 17.8 110.2 VI 9O.3
154 228 19, 1 110, 1 VI 90,2
155 12/02/96 223 17.3 112.7 VI 92,3
156 225 15.2 114.4 VI 93,7
157 227 18. 1 111. 7 VI 91.5
158 12/03/96 228 15.9 113.4 VI 92.9
159 229 16.4 112.2 VI 91.9
160 225 14,7 116. 1 VI 9f). 1
161 227 18.3 112.8 VI 92.4
PROJECT NO- CE-5307
PLATE NO- TWO (page 4)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST-RESULI£
TES.TI! DA1'.K aORZ - VERT. FIELD DRY DENSITY S.QJL £.ERCEHI
~ L.OC..... M.O.IS.T. LB- /CQ.FT--- T.Yß C.Q.M£AC1JJ2Ji
162 12/04/96 See 229 16.3 110.4 VI 90,4
163 " Plate 231 17.8 111.7 VI 91.5
164 One 233 14.5 113.7 VI 93, 1
165 12/05/96 " 231 17.4 112.2 VI 91.9
166 230 18.0 113.4 VI 92,9
167 232 16.6 115.4 VI 94.5
168 12/09/96 257RFG 11. 3 114.3 VII 97.9
169 257RFG 11. 4 110.4 VII 94.5
170 257RFG 13.6 112,7 VII 96,5
171 12/13/96 233 17.7 116. 1 VIII 91.7
172 234 18.2 118.0 VIII 92.2
173 232 17.4 117.8 VIII 92.0
174 233 16.2 123.7 VIII 96.6
175 199 18.2 112.3. VI 92,0
176 201 16.2 113.6 VI 93.0
177 12/16/96 202 18.3 109.0 III 92.3
178 204 17.6 111.3 VI 91. 5
179 206 16.5 114.6 VI 93.8
180 208 17.0 112. 1 VI 91,8
181 204 16.8 116,0 VI 95.0
182 12/17 /96 208 15. 1 113, 1 VI 92,6
183 210 18.0 114.7 VI 93.9
184 212 18. 1 112.3 VI 91. 9
185 207 16.9 115.6 VI 94.6
186 214 16.7 113.5 VI 92,9
187 209 15.0 114.0 VI 93.3
188 12/18/96 216 15. 1 116.3 VI 95.2
189 218 16.7 112. 1 VI 91.8
190 220 15. 1 113. 1 VI 92.6
191 12/19/96 222 14.9 113.0 VI 92.5
192 12/23/96 207 17.3 110.7 III 93,8
193 209 15.9 111. 4 III 94,4
194 211 16. 1 112.7 III 95.5
195 213 18.6 115.0 IV 93,6
196 215 19.2 114. 1 IV 92.8
197 273 16.3 115.7 IX 95.2
198 275 17.4 114.0 IX 93.8
199 270 15.7 113.5 IX 93.4
200 12/26/96 216 18.2 111. 6 IV 90,9
201 218 17.2 113.6 IV 92.5
PROJECT NO. CE-5307
PLATE NO. TWO (page 5)
"
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF ~~~ULŒQ
TESTIt DATK HORZ. VERT. E.lEIJl DRY DENS ITY Sill.1. PERCENT.
L.O.C..... L.O.C..... MQlST. LlLLC.U~IT...' LITE. CllMl~Ac.l.lQ~-
202 12/26/96 See 215 16.3 115.4 IV 94,0
203 " Plate 217 19.3 107,7 III 91. 3
204 One 277 17.2 113.3 IX 93.3
.205 279 16. 1 115.0 IX 94.7
206 280 15.4 114.4 IX 94.2
207 271 15.0 116.3 IX 95,7
208 273 17.7 112.7 IX 92.8
209 12/27 /96 230 15.7 114.9 IV 93.6
210 232 15.3 113.6 IV 92.5
211 218 17.0 109.4 III 92,7
212 220 18.3 110.2 III 93.3
213 210 16.2 109.0 III 92,3
214 212 17,7 108.7 III 92. 1
215 12/30/96 281 17.7 111.4 IX 91.7
216 283 16.6 112.9 IX 92.9
217 282 15.7 112.7 IX 92.8
218 284 16.9 113.4 IX 93.3
219 285 15.3 114.0 IX 93.8
220 ... 217 16.2 114,8 V¡ 94.0
221 219 16.7 112.9 VI 92.4
222 213 17.2 113.4 VI 92.6
223 215 16.3 115.6 VI 94.6
224 12/31/96 217 16.7 115.6 VI 94.7
225 219 17.7 113. 1 VI 92.6
226 222 17.5 113.4 VI 92.9
227 224 14.7 118.4 VI 97.0
228 318 15.7 113.0 IX 93.0
229 320 15.4 111. 4 IX 91.7
230 322 16.3 112.6 IX 92.7
231 288 19.3 112.6 IX 92.7
232 291 19.7 110,9 IX 91.3
233 01/02/97 217 18.6 111.2 III 94.2
234 219 19.2 113.3 III 96.0
235 221 17.5 111.0 III 94, 1
236 227 16.2 110.7 III ~33. 8
237 229 16.6 112.4 VI 92. 1
238 230 15.3 113.6 VI 93,0
239 223 15.0 112.2 VI 91. 9
240 225 14.9 115.2 VI 94,3
241 293 15.2 113.7 IX 9:3,6
PROJECT NO. CE-5307
PLATE NO. TWO (page 6)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF ~'L.RE.s.U1.Ts.
TJlli:.T~ DATJI B.oRL VERT. FIELD DRY~'D7- S.QJL EKRCFÆ.T.
~ ~ M.O..IS.T. L.B. ICU. E..T~ LITE. G_Ol1£.AG.T1Q.N
242 01/02/97 See 295 14.3 115.4 IX 95,0
243 " Plate 297 14.7 114,7 IX 94.4
244 0 1 /06/97 One 223 16.7 112.3 VI 92,0
245 " 225 15.8 113,0 VI 92,5
246 227 17.7 111.4 VI 91.2
247 294 16.8 114. 1 X 90.0
248 296 14. 1 116,3 X 91.7
249 287 15.7 114.5 X 90.2
250 289 14.6 115.7 X 91.2
251 01/07/97 226 15.3 118,2 VI 96,(1
252 228 16.8 115.7 VI 94.7
253 229 15.4 111. 0 VI 90,9
254 230 17.3 112.6 VI 92.3
255 232 18.6 111. 4 VI 91. 2
256 290 17.0 114,7 X 90,4
257 292 15.2 114.5 X 90.2
258 298 16.4 116.0 X 91.4
259 " 299 13. ,2 117.3 X 92,5
260 01/08/97 " 234 14.7' 112.3 VI 92.0
261 236 17.4 110.7 VI 90,7
262 238 14.5 114.4 VI 9=\,7
263 240 18.3 111.4 VI 91.2
264 242 17.0 113.7 VI 93. 1
265 01/09/97 233 12.8 117.7 VIII 92.0
266 " 234 13.6 118.5 VIII 92,8
267 278 18.3 110.4 III 93.6
268 280 16.2 112.7 III 95,5
269 288 15.3 113. 1 III 95.8
270 290 15.9 110.7 . III 93,8
271 302 17.8 114.7 X 90.4
272 303 17,4 115.0 X 90.6
273 324 15.4 109.3 III 92.6
274 01/10/97 304 13.7 114.5 X 90.3
275 301 14.6 116,3 X 91.7
276 302 15.2 115,3 X 90.9
277 292 16,7 112.6 III 95.4
278 294 17,3 111. 4 III 94.4
279 01/15/97 270 16.2 113.7 VI 93. 1
280 272 14.3 114,5 VI 93.8
281 273 14.4 115.9 VI 94.9
PROJECT NO. CE-5307
PLATE NO. TWO (page 7)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TE.s.TIt DATE H.QJlZ..... VERT. E.1EIJ2 D.RL.J2JlliSllY s.D.JJJ. £KECEHI
LOG..- LOC...- MOIST LB./CU.FT...... :LYE.Ji OOM:eACTIllN.
282 01/16/97 See 275 16.3 111. 7 VI 91.5
283 " Plate 277 15.9 113.0 VI 92.5
284 One 252 17.3 114,0 IX 93,8
285 254 18.2 110.7 IX 91. 1
286 0 1 / 17 /97 244 16.4 113.7 IX 93,6
287 " 246 17.3 115.4 IX 95.0
288 245 18. 1 111. 7 IX 91. 9
289 247 18.4 110.4 IX 90.9
290 0 1/2 1 /97 246 16. 1 112,5 IX 92.6
291 01/22/97 230 18.4 116.5 IX 95.8
292 238 15.9 109.7 IX 90,2
293 235 18. 1 114.6 IX 94.3
294 248 18.7 110.2 IX 90,6
295 232 18. 1 112,5 IX 92.5
296 01/24/97 220 19.5 110.2 IX 90.6
297 " 234 18. 1 111 . 1 IX 91. 4
298 224 17.6 113,7 IX 93,6
299 226 15.4 112.4 IX 92.5
300 01/29/97 ," 250 17.6' 113.8 IX 93.7
301 337 15.4 115.0 IX 94.7
302 336 17.7 112.4 IX 92,5
303 01/30/97 338 14.7 117. 1 VI 95.9
304 336 16.2 115.3 VI 94.9
305 338 13.6 120. 1 IX 98.8
306 336 16.5 114.0 IX 93.8
307 02/01/97 228 14.7 113.7 VI 93. 1
308 " 229 16.2 112.0 VI 91.7
309 234 17.3 111.4 VI 91.2
310 236 13.4 115.3 VI 94,4
311 340 13.3 116.2 VI 95.2
312 342 13.8 115.7 VI 94.8
313 02/04/97 229 15.9 118.2 XI 95,7
314 228 16. 1 117.0 XI 94,7
315 229 16.6 115.0 XI 93. 1
316 228 17,4 114.6 XI 92,8
317 228 13,7 119,5 XI 96.8
318 223 18.6 112.3 XI 9(),9
319 225 17.9 113.7 XI 92, 1
320 227 15.6 116.2 XI 93.3
321 244 16.0 116,4 XI 94.3
PROJECT NO. CE-5301
PLATE NO- TWO (page 8)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULT£
TEST# DATE. HORZ. VERT. FIELD DRY DENS I1.Y. 5.Q.Ih EERCEN..I
I&C...... I&C...... MOIS,! LB./CU.F'L 'r.Y£.K G.Q11P.A~TN N
322 02/04/97 See 242 16.7 113.9 XI 92.2
323 " Plate 244 17.6 11:: ,0 XI 91.5
324 One 252 16.2 110.7 VI 90.7
325 " 254 17.3 112.0 VI 91. 7
326 02/05/97 302 20.9 108.2 XIII 94.4
327 304 18.8 110,4 XIII 96.3
328 306 17.3 105.6 XIII 92. 1
329 294 15.9 118.0 XII 90. 1
330 296 17.3 119.2 XII 91. 1
331 " 305 12. 1 119.4 XII 91.2
332 306 13.8 120,3 XII 91.9
333 308 14.9 119.6 XII 91. 6
334 02/06/97 329 14.3 110.2 XIII 96.2
335 " 331 19.6 105.7 XIII 92.2
336 333 20.4 104.9 XIII 91.5
337 308 13.8 119.7 XII 91. 4
338 310 12.7 122.3 XII 93.4
339 312 11. 9 124.3 XII 95.0
340 " 302 15.6' 121. 7 XII 93,0
341 296' 14.4 120.8 XII 92,3
342 298 16.6 119.9 XII 91. 6
343 02/07 /97 332 19.7 111.3 XIII 97. 1
344 " 334 15.6 112.4 XIII 98, 1
345 336 17.6 106.7 XIII 93. 1
346 335 20.7 103.3 XIII 90. 1
347 336 15.6 108.2 XIII 94,4
348 333 20.4 104.6 XIII 91.3
349 335 19.7 107.4 XIII 93,7
350 02 / 1 0 /97 335 16,8 118.7 XII 90.7
351 " 336 17.3 119.6 XII 91.4
352 335 19.4 106.5 XIII 93.0
353 336 15.3 119.0 XII 90.9
354 334 15.7 122,6 XII 93.7
355 294 16.7 116.7 XIV 96,0
356 296 13.7 118,2 XIV 97.3
357 304 14.9 117.8 XIV 97.0
358 233 14.2 117.9 VIII 92. 1
359 235RFG 12.9 107.7 VII 92.2
360 233 13.2 118.6 VIII 92,7
361 235RFG 13.8 106.0 VII 90.8
PROJECT NO. CE-5307
PLATE NO TWO (page 9)
. '
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESO~£
TF.ST# DATK HORZ. ~ FIELD DRY DENS lIT SQI1 P.EJiCEJ~.I
LO.C..... LO.C..... MOIST LB- /CILE.T--- T..YPE. CllMl~AJ;_UQN-
362 02/11/97 See 337 15.6 117.9 XII 90, 1
363 " Plate 338 14.7 118.3 XII 90.4
364 One 337 15.3 118.7 XII 90.7
365 " 337 14.4 119.7 XII 91. 4
366 307 16.9 114.9 X 90.6
367 308 17.4 114,5 X 90.3
368 310 18.2 114.4 X 90,2
369 290 17.3 112.2 XIV 92.3
370 292 16.6 113.6 XIV 93,5
371 02/12/97 335 12.2 118.4 X 93.4
372 336 13.8 114.7 X 90.5
373 '.' 338 14.6 118.9 X 93,8
374 280 14.0 118.8 X 93.7
31'5 02/13/97 299 11. 9 126.5 XII 96,7
376 " 298 12.6 124.0 XII 94.7
377 302 11. 4 123.2 XII 94, 1
378 301 11. 9 121. 1 XII 95.2
379 308 13.4 122,6 XII 93.7
380 " 310 15.0 121. 7 XII 93.0
:381 311 12.0 124.9 XII 95.4
383 288 15.3 116.5 X 91, 1
384 290 14.0 123. 1 XII 94.0
385 292 13.7 122.6 XII 93.7
386 338 14.7 127.8 XII 97.6
387 338 13.8 120.0 XII 91.7
388 335 12.2 123.7 XII 94.5
389 337 15.8 115.7 X 91.2
390 02/14/97 338 12.6 123.7 XII 94.5
391 " 338 13.4 112.2 XI 90.8
392 282 13.2 120.7 X 95.2
393 282 14.8 124.0 XII 96.0
394 02/18/97 294 20,5 110.3 XIV 90.8
395 276 16.6 116.3 XI 94,2
396 02/19/97 296 17,7 110.7 XIV 91. 1
397 264 18. 1 113.8 XI 92. 1
398 247 17.3 114.2 XI 92.5
399 02/20/97 298 18.6 110.6 IX 91. 0
400 301 17,4 112.5 IX 92,4
401 302 19.0 112.9 IX 92.9
402 242 18.3 111. 7 VI 91.5
PROJECT NO. CF.-5307
PLATE NO- TWO (page 10)
...
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABllLA'liOlLJ1L.TES.'LRKS.. UL. 'Π-
TKSj'jl MtE. HQRz.~- YERL... FIELD JÆY_IlKtiI.sJ:.T-Y S~_LL PEJ1CKtiI.T-
~ ~ M.Ql.ST. L.JLL ~U~E...L 'LYP..E. c.Œ1EàG~LillN.
403 02/20/97 See 243 17.6 112,2 VI 91.9
404 " Plate 242 16,3 118.7 VI 97.2
405 02/21/97 One 304 17.3 118.6 IX 97.6
406 " " 306 16.6 115,4 IX 95,0
407 307 18.5 112.7 IX 92,8
408 268 17.7 108.3 III 91.8
409 270 16.9 109.6 III 92.9
410 02/24/97 258 18.9 112,0 XV 93.3
411 308 17.9 115,2 XI 93,3
412 260 17.6 110.8 XV 92,3
413 309 18.0 115,2 XI 93.3
414 310 17.2 116. 1 XI 94,0
415 310 15. 1 115.4 XI 93.4
416 02/25/97 308 14.4 116. 1 XI 94,0
417 :309 14.7 119.7 XI 97.0
418 307 16.3 114.6 XI 92,8
419 262 17,7 109.6 XV 91.3
420 263 17.3 108,2 XV 9 (). 2
421. 239 14.4 112,7 XX 91,3
422 239 13.7 llLL 4 XI 92.6
423 02/26/97 251 11. 8 123,3 XII 94.2
424 256 13.4 122.2 XII 93.4
425 253 11. 1 129.0 XII 98.6
426 264 15.4 111.6 XV 93.0
427 262 16,2 112,0 XV 93.3
428 264 14.3 109.6 XV 91.3
429 02/28/97 268 17.2 113.4 XV 94,5
430 270 17.4 112.2 XV 93.5
431 272 18.2 110.7 XV 92,3
432 266 17.7 112.3 XV 93.f-J
433 268 18,6 110. 1 XV 91,8
434 267 19.3 109.6 XV 91.3
435 274 19.5 117.2 XV 97.6
436 275 14. 1 109.2 XV 91.0
437 272 16. 1 117.0 XV 97,5
438 03/03/97 273 15.7 114,2 XV 95.2
439 272 17,2 113,6 XV 94.7
440 272 12.6 114,9 XV 95.8
441 274 15,7 113,0 XV 94.2
442 270 17,2 114.0 XV 95,()
PROJECT NO. CE-5301
PLATE NO TWO (page 11)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TAJIDLAT.l.QN OF TEST RESJilLTS.
IE--.S.T.tt DATE. IIQRZ. YEBL JIlE1J2 DRLJ2Elili.lTY SillL NRC.EJ:fI
We.... ~ MQ.lS.T LB.JCJLJIT...... TYl~Jl G 0 r11~A...G.:LlQ.N
443 03/03/97 See 272 18,2 112.4 XV 93,7
444 " Plate 276 20.0 109.3 XV 91. 1
445 One 274 18,8 110. 1 XV 91,8
.446 276 18.5 111. 0 XV 92,5
447 03/04/97 281 18,2 110.2 XV 91.8
448 275 19.6 109.3 XV 91. 1
449 277 18,4 110.7 XV 9~:, 3
450 282 17, 1 111.1 XV 92,6
451 284 19,4 109.0 XV 90.8
452 277 14.4 115.2 XV 96.0
453 279 15.5 113,9 XV 94,9
454 03/05/97 245 13.7 120.9 XI 97,9
455 245 14.4 121. 7 XI ~38. 5
456 246 15.6 119,2 XI 96.5
457 251 16.7 108.0 III 91.5
458 253 17.7 109.3 III 9(~ , 6
459 254 16,2 110.7 III 93.6
460 244 17.0 115.9 XI 93,8
461 03/06/97 221 18.2 109.4 XV 91.2
462 224 16.4 106,6 III 90,4
463 222 15.9 113.5 XV 94.5
464 03/07 /97 220 19.0 112,9. XVI 90.0
465 222 20.2 113.8 XVI 90,7
466 222 13.8 120.4 XVI 95.9
467 220 18.0 114.5 XVI 91.2
468 221 20. 1 113.3 XVI 90.3
469 03/10/97 226 16.9 118, E) XVI 94,7
470 226 17.9 113.8 XVI 90.7
471 223 17,6 120.2 XVI 9!:¡. 8
472 223 17.5 114,6 XVI 91,3
473 03/11/97 293 18, 1 110,7 XVII 92.6
474 295 16.4 112,6 XVII 94,2
475 295 15,5 113,4 XVII 94.9
476 297 15.0 115.4 XVII 96.6
477 216 20.7 111.0 I 94, 1
478 216 17.7 112,2 I 95, 1
479 217 21.6 110.7 XV 92.3
480 03/12/97 217 15. 1 112.7 XV 93.9
481 " 219 15.4 114.9 XV 95.8
482 214 14.0 113.0 XV ~H, 1
PROJECT NO- CE-5307
PLATE NO. TWO (page 12)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TE.S.TJ1 DATE. HORZ- VERT - FIELD DRLDEliS.llY SQIL £F.RCElfl
I&C...... I&C...... 1:10 1ST LB. /CUJL LYE! CQ.tt:eACllQN.
483 03/12/97 See 222 15.3 113. 1 XV 94.3
484 " Plate 223 17. 1 106.2 III 90.0
485 03/13/97 One 250 16.5 113.9 XI 92.2
486 " " 252 18.2 111. 7 XI 90.4
487 253 17.3 115.4 XI 93.4
488 254 14.4 116.2 XI 94. 1
489 220 16.7 109.2 XV 91. 0
490 222 19.4 106.2 III 90. 1
491 221 21. 8 108.6 XV 90.5
492 03/14/97 232 15.7 115,4 XV 96.2
493 225 16.9 111. 6 XV 93.0
494 232 14.5 114.0 XV 95. 1
495 03/17 /97 293 18.4 10~.7 XVII 91.7
496 299 20.3 110.6 XVII 92,6
497 03/18/97 282 16.9 123.7 XVI 98.6
498 281 14.8 121. 5 XVI 96.8
499 282 16.6 122,2 XVI 97.4
500 274 15. 1 119.6 XVI 95.3
501 274 15.4 115,4 XVI 92,0
502 260 17.5 110.9 XVII 92.7
503 258 19.9 111. 4 XVII 93,2
504 03/19/97 303 15, 1 112.3 XVII 93.9
505 03/20/97 306 17.6 111.7 XVII 93.5
506 305 14.3 114.1 XVII 95.4
507 302 16.0 108,5 XVII 90,8
508 03/21/97 241 RFG 16. 1 110.6 VII 94.6
509 241 RFG 12. 1 108.6 VII 92,9
510 241 RFG 11. 3 110. 1 VII 94.3
511 03/24/97 305 16,4 112,7 XVII 94.3
512 303 17.9 108.8 XVII 91. 0
513 303 15.3 110.4 XVII 92.3
514 03/26/97 306 15.0 117.4 XVII 98.7
515 308 14.7 116.3 XVII 97, 1
516 308 15.3 115.1 XVII 96,3
517 306 14. 1 11C,5 XVII 97,5
518 03/27 /97 230 RFG 12.2 118.7 XVIII 97,5
519 248 RFG 09.6 111.4 XVIII 91.6
520 340 RFG 10.2 110,5 XVIII 90.9
521 308 23.6 109.3 XVII 91. 5
522 312 RFG 12.2 109.4 XVIII 90,0
PROJECT NO- CE-5307
PLATE NO TWO (page 13)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
T.AJ1U1AT ION OF TE.&LJiE£U1..T.~
TEST.tt DATIl HORZ. VERT. JUELJ2 D..RLDEN.sllX S.QlL. EERC Elf!
~ ~ MOIST LB. /CU~:L TYEE. CQJ.'1I>AC-'I'..IQJ~-
523 03/28/97 See 310 13.5 121. 5 XVI 96,8
524 " Plate 312 17. 1 114.2 XVI 91. 0
525 One 310 13.0 119,0 XVI 94,8
526 312 17.7 113, 1 XVI 90.2
527 03/31/97 284 14.2 120.8 XII 92,3
528 286 13,7 121. 4 XII 92,7
529 283 14.7 119.6 XII 91.4
530 282 13.0 121. 7 XII 93.0
531 04/01/97 256 17. 1 112.7 XV 93.9
532 256 15.4 113,6 XV 94,7
533 257 13.7 111. 4 XV 92,8
534 276 13.5 112.6 XVII 94,2
535 275 13. 1 111.1 XVII 92.9
536 283 16.2 110.7 XVII 92.6
537 308 17.0 109.4 XVII 91.5
538 310 15.4 113.0 XVII 94.6
539 04/03/97 277 RFG 10.6 117. 1 XVIII 96.4
540 " 277 " 11.) 114.3 . XVII 94.1
541 04/07/97 . " 312 10.2 115.3 XVII 96.4
542 312 13.6 121. 2 XVII 96,8
543 312 17.4 114.4 XVII 9fJ. 7
544 04/08/97 306 RFG 13.0 lC9.8 VII 94.0
545 306 1/ 12.7 113.7 VII 97,3
546 224 16. 1 113,5 XVII 95.0
547 225 13,4 112. 1 XVII 93,8
548 236 17.8 111. 3 XVII 93. 1
549 237 16.3 109.4 XVII 91.5
550 04/09/97 238 16.5 108.3 XVII 90.6
551 " 238 18. 1 110. 1 XVII 92. 1
552 04/10/97 265 15.0 111. 7 IV 91. 0
553 267 17.7 109.4 III 92,7
554 268 14. 1 112.6 IV 91.7
555 270 16,2 111. 4 IV 90.7
556 271 13.6 110.7 IV 90. 1
557 04/11/97 273 16.7 108.6 III 97,0
558 " 275 17,4 109.4 III 92,7
559 274 15.4 112.6 IV Q. '7
,.,1. I
560 276 14.3 112,9 IV 92.0
561 275 17.3 113.7 IV 92,6
562 277 14.9 115.0 . IV 93,6
PROJECT NO- CE-5301
PLATE NO. TWO ( pagp. 14)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULAT ION O~R.E.SJLL.TS.
TE.S.T1t DATE. B.oo.L YEIrL FIELD J2RLJlEliS.lIT SML :eKRCEN..T..
L.OC.... L.OC.... MOIST LlLLCU.FT..... TJ_EJi c.m1,:eAG.TJJ2~{
563 04/11/97 See 279 17.2 111.6 IV 9(),9
564 " Plate 280 18. 1 109.6 III 92,9
565 04/14/97 One 280 16.0 112.7 IV 91.8
566 " " 282 14.7 113.7 IV 92,6
567 04/15/97 283 13.5 117.2 IV 95.4
568 282 14.4 113.6 IV 92.5
569 04/16/97 303 14.9 111. 6 IV 90,9
570 " 305 15.8 11~.4 IV 91.5
571 04/18/97 306 15.6 113.7 III 96.4
572 " 313RFG 09.8 113.3 XIX 94.0
573 313RFG 09.9 109.6 XIX 91. 0
574 237 15.3 114,4 XVII 95.7
575 04/22/97 309RFG 08.0 108.8 XIX 90.2
576 226RFG 15.3 113.0 XIX 93.7
577 224RFG 15.5 110.4 XIX 91.7
578 308RFG 13.7 112.3 IV 91.4
579 04/24/97 253 15.6 119.7 XX 90.7
580 254 14:;3 121.2 XX 91.8
581 257 16.2 119,0 XX 90.2
582 255 13.9 111. 8 IX 92.0
583 258 14.8 110.3 IX 90,8
584 257 15.6 112.4 IX 92,5
585 04/29/97 285 15.9 117.6 IX 96,8
586 " 286 16.3 115.4 IX 95.0
587 285 13.6 119.7 XX 90,7
588 257 12.7 121. 2 XII 92,6
589 257 12.9 118,6 XII 90,6
590 05/08/97 256 16.8 115.4 XVII 96,6
591 " 258 17.3 112.0 XVII 93,7
592 259 17.4 113.4 XVII 94,9
593 258 16.6 114.4 XVI 91.2
594 260 13.7 115.3 XVI 91.9
595 05/09/97 261 18.2 109.9 XVII 92.0
596 " 263 17.3 111.7 XVII 93,5
597 262 18.6 110.4 XVII 92,4
598 264 15.9 114,7 XVI 91.4
599 265 16.8 112.9 XVI 90.0
600 05/12/97 267 18,6 114,4 XVII 95,7
601 268 18,8 113.7 XVI 90.6
602 269 19.5 110.2 XVII 92,2
603 271 16.8 113.5 XVII 95.0
PROJECT NO - CE-5307
PLATE NO. TWO (page 15)
" .
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF T~ESUL~~
TEST# DATE. HORZ. VERT- FIELD DRLDKN.s.J3-Y SO.IL :eE.RCJitIT
I&C...- we..... tmIS.T. LB.....ÆU-,_J!.h T..Y.£.Ji C.Q.t11~_àD:JJ)tf
604 05/13/97 See 273 16.8 115.4 XVI 92.0 -
605 " Plate 275 13.4 117.7 XVI 93.8
606 One 256 11. 2 121. 6 XII 92.9
607 " 257 11. 0 124.0 XII 94.7
608 286 13.2 122.8 XX 93.0
609 286 13.7 121,4 XX 92,0
610 05/14/97 277 16.8 116,7 XVI 93.0
611 279 17.4 112.9 XVI 90,0
612 05/15/97 280 15.0 114.3 XV 95.3
613 281 18.2 111.1 XV 93.4
614 282 16.3 112.4 XV 93,7
615 05/16/97 281 15.6 113.0 XVI 90.0
616 283 13.0 115,4 XVI 92,0
617 282 13.7 116.8 XVI 93, 1
618 282 17.3 11Lt,2 XVI 91. 0
619 OS/20/97 247 15.2 112.8 IV 91.9
620 248 17.3 111.0 IV 90,4
621 247 14.2 113.4 IV 93.2
622 OS/21/97 281 17,7 110.6 XV 92,2
623 282 16. 1 112.2 XV 93.5
624 247 14.6 114.6 IV 93.3
625 OS/27 /97 244 15.3 112,7 IV 91.8
626 246 14.2 115.4 IV 94,0
627 247 13.8 113.6 IV 92,5
628 247 12.2 114,4 IV 93.2
629 281 15.8 117.7 XVI 93.e.
630 283 17.8 114. 1 XVI 90.9
631 283 18.2 112.6 XV 93.8
632 05/30/97 286 10.6 121. 7 XX 92.2
633 286 11. 3 123,0 XX 93,2
634 286 11. 8 121. 2 XX 91. 8
635 315RFG 12.8 109.6 XIX 91. 0
636 315RFG 13.7 110.2 XIX 91.5
637 315RFG 13. 1 112.0 XIX 92,9
638 06/26/97 288RFG 09.7 109. a XIX 90,4
639 288RFG 08.6 109.9 XIX 91.2
640 288RFG 07.4 111. 7 XIX 92.7
641 259RFG 06.4 10~.4 XIX 90.8
642 259RFG 07.4 112.2 XIX 93. 1
643 259RFG 06.9 113.6 XIX 94,3
644 284RFG 07.9 111. 1 XIX 92,2
PROJECT NO- CE-5307
PLATE NO. TWO (page 16)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TAB.[LAT.IQN_QF_T..K~'LRKs.. 0.1 'tS.
r..KSJ~ MY..E. HiJ.RL YEJIT~ FJJiL-D DRY-P--FJJ.sJ3ï SDLL :eJIRCY~~ 'L
LOC...... I&c..--. MQ.IS.T Lll.LJ;. 0--.L1-L- IY£K CJ2 ~J=-AÇJ'_.IQN
645 06/26/97 See 284RFG 08.6 112.0 XIX 92.9
646 Plate 284RFG 07.3 10;3.7 XIX 91. 0
647 One 249RFG 08.0 112.7 XIX 93. ~,
648 249RFG 09.6 111. 6 XIX 92.6
'649 249RFG 08.2 109.6 XIX 91,0
650 08/13/97 239RFG 05.2 110.7 VII 94
f3::J 1 " 239RFG 06.3 107.0 VII 91. C
652 11/25/97 284 09.7 110.8 XXI 90.2
653 286 10.2 112.0 XXI a 1 ,)
..-1. L,
654 284 16.6 111. 1 IV 90.4
655 284 16.0 112,3 IV 91.4
656 12/01/97 288 12.9 113,5 XVI ~1 0, 4
657 290 17.7 110, 1 XV 91.8
658 12/02/97 292 15.2 111. 0 XV 92,5
659 294 17.8 110.2 XV 91.13
660 12/03/97 296 15.3 114,3 XVI 91. 0
661 " 298 19,2 112.4 XV ::;':3, (3
662 299 19.2 108.6 XV 9 () . f,
663 12/04/97 300 16.7 109.6 XV 91.3
664 302 17. 1 108.4 XV gO,:'
665 12/05/97 304 15.9 108,6 XV 90, E.
666 304 16.8 108,8 XV 90,6
667 12/11/97 286RFG 09,8 115,9 XXI 94.3
668 286RFG 10.2 1iS,6 XXI 9 f3. ~,
669 286RFG 11,3 115,6 XXI 94. 1
670 286RFG 09,4 117.0 XXI 95.2
671 299FOS 13,3 109,7 XV 91 ft
REMARKS: Tests tabulated and not shown on Plate No, One were
taken on other lots in the subdivision, This is a
partial report for Lot No. 16 only for the purpose of
obtaining a building permit,
Test No. 382 not available due to a field report numbering
error.
RFG = Rough Finish Grade
FOS = Face Of Slope
PROJECT NO- CE-5307
PLATE NO. TWO (page 11)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TAJIDL.AT..IillL.TES.'LRFáUlL LS-
OPTIMUM MOISTURE/MAXIMUM DENSITY
SDJ..L.-12E.S..G..RlIT1.Q.ti TIEE. M A X . DRY DEN SIT Y 0 P TIM U M MOl S T [J R E
nt/cu. ft. ) o~ dry wtl
Red Brown Clay I 118,0 14,7
Red Brown Gravelly-
Clay II 121.5 14.5
Orange-Brown Clayey-
Gravel III 118.0 15.0
Orange-Red-Brown
Silty-Gravelly-Clay IV 122,8 13.5
Yellow-Tan Fine
Clayey-Sand V 115,7 14.6
Yellow Brown Clayey-
Gravel VI 122. 1 13.6
Light W,hi te-Beige.
~ilty Sand (Import) VII 116,8 13.2
Light Orange Brown
Silty Gravelly Clayey
Sand VIII 128.0 11. 2
Brown Red Silty
Gravelly Clay IX 121.5 13,1
Orange Brown Silty
Gravelly Clay X 126.8 11. 5
Brown Orange Silty
Gravelly Clay XI 123.5 13,3
Gray Brown Gravelly
Clay XII 130,9 10.6
Brown Sandy Clay XIII 114,6 1 t:.. 1
Yellow Beige Clayey
Gravel XIV 121. 5 13.8
PROJECT NO. CE-5307
PLATE NO- THREE (page 1)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TAW LAUQ N~ Y JF.£ U- L- TS,
OPTIMUM MOISTURE/MAXIMUMDENSITY
8...Q1L DESCRl...£T.l.Clli. T.YEE. MAX. DRY DENS ITY OPT IMOM MO ISTUI~F.
(lb/eu.ft.) (% dry ~~l
Orange Brown Silty-
Clay XV 120,0
Orange Brown Silty-
Clayey Gravel XVI 125,5
Yellow Red Gravelly-
Clay XVII 119,5
Ye110¡.] Tan Silty-
Sand (Import) XVIII 121. 5
Beige Tan Silty-
Sand (Import) XIX 120.5
Gray Brown Gravelly-
Clayey-Sand XX 132,0
Olive Beige Silty-
Sand ( Import) XXI 122.8
SAt1ELLtIQ.....
CONDITION
INITIAL MOISTURE (%)
AIR DRY MOISTURE (%)
FINAL MOISTURE (%)
FINAL DRY DENSITY (pef)
LOAD (psf)
SWELL (%)
EXPANSION INDEX
SAt1PLE NO.
CONDITION
ANGLE INTERNAL FRICTION
COHESION INTERCEPT (PCF)
1f'.5
12.0
14,0
11.7
~ r, '-,
.L¿, G
09.7
11. 7
EXPANSION POTENTIAL
IV
Remold 90%
12.7
08.9
23.3
110.5
150
8.0
80
DIRECT SHEAR
IV
Remold 90%
17
300
PROJECT NO- CE-5307
PLATE NO. THREE (page 2)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
December 12, 1996
Project No, CE-5307
Al Mayo
1772 Kettering
Irvine, CA 92714
Subject:
Partial Report of Certification of Compacted Fill Ground
Proposed Single Family Dwelling
Lot ~18 of Wildflower Estates
Encinitas, California
Dear Mr. Mayo:
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 October 1, 1996
through December 9, 1996.
Briefly, our findings reveal filled ground has been compacted to a
minimum of ninety percent (90%). Therefore, we recommend
construction continue as scheduled.
s.GQ£E
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 K & S Engineering of San Diego,
California.
Grading operations
California.
were performed by Greg Whillock of
Vista,
Reference is made to our previously submitted report entitled,
"Preliminary Soils Investigation", dated June 7, 1996.
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,
P.O. BOX 302002 . ESCONDIDO, CA 92030
(619) 480-1116
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
December 12, 1996
Project No. CE-5307
Page 2
The site was graded in accordance with recommendations set forth in
our previously submitted report.
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 soil samples were collected and returned to the
laboratory for testing. The following tests were performed and are
tabulated on the attached Plate No. Three.
1.
2.
3.
Optimum Moisture/Maximum Density (ASTM D-1557)
Expansion Potential Test
Direct Shear (ASTM D-3080)
~ l1lT.lillffi
Native soils encountered were .gravelly-c1ays, . silty-clays, and
clayey-sands. Fill soils were imported and generated from the on-
site excavation.
The building site contained a transition from cut to fill.
However, cut areas located wi thin 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 5 feet beyond
exterior building perimeter. Hence, no consideration need be given
this characteristic.
Expansive soils were observed during grading and exist at finish
grade. Therefore, special recommendations will be necessary to
reduce the probability of structure damage.
The key was approximately 25 feet wide, a minimum of 2 feet in
depth and inclined into the slope. During earthwork construction,
native areas to receive fill were scarafied, 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
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
December 12, 1996
Project No. CE-5307
Page 3
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 CONCLUSION~
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 eco-
nomically 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 of this report
with light groundcover (no gorilla iceplant) 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 story, respectively, will
have an estimated allowable bearing value of 1300 Ibs.
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.
5) Plumbing trenches should be backf illed wi t,h non-
expansive soil having a swell of less the 2% and a
minimum sand equivalent of 30. Backfill soils should be
inspected and compacted to a minimum of ninety percent
(90%) .
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
December 12, 1996
Project No. CE-5307
Page 4
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) Expansive soils were observed during grading and exist
within 48 inches of finish grade. Therefore, foundations
should be constructed in accordance with Recommendation
6B2 of 6B3 of our "preliminary Soils Investigation",
dated June 7, 1996.
8) Clayey soils should not be allowed to dry prior to
placing concrete. They should be watered to insure they
are kept in a very moist condition or at a moisture
content exceeding optimum moisture content by a minimum
of five percent (5%).
Prior to pouring 6f 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 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 un-
feasible. 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
NORTH COCIN1Y COMPACTION ENGINEERING, INC.
SOIL TESTING
PROPOSED SINGLE FAMILY DWELLING
LOT #18, WILDFLOWER ESTATES
OLIVENHAIN, CALIFORNIA
. ne
j~S\\\1-
c-reSt.
2: 1
Fill Slope
TEST LOCATION SKETCH
PROJECT No. CE-5307
PLATE No. ONE
. ~
~Approx .
Scale
~ 1" = 55'
"'-,'^"---'-
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
December 12. 1996
Project No. CE-5307
Page 5
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.
~~
Ronald K. Adams
President
RKA:kla
cc:
(3 )
(2 )
Submitted
Filed
M
Dale R.
Registere
Geotechnica
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT. FIELD DRY DENSITY SQlL. PERCENT
LOC...... LOC...... MOIST LB./CO.FT. mE. COMPACTION
1 10/08/96 See 226 17.3 108.8 I 92.2
2 " Plate 227 17.0 107.2 I 90.8
3 10/09/96 One 229 16.2 111. 1 I 94.2
4 " " 231 18.3 109.1 I 92.5
5 229 18.8 108.0 I 91.5
6 204 17.3 108.9 I 92.2
7 206 16.7 110.9 I 93.9
8 206 19.3 112.1 I 95.0
9 208 18.1 110.1 I 93.3
10 210 16.1 114.2 I 96.8
11 212 19.3 106.4 I 90.2
12 214 16.5 112.8 I 95.6
13 10/10/96 216 17.3 109.7 I 93.0
14 " 217 18.2 107.8 I 91. 4
15 218 17.7 109.2 I 92.5
16 " " 220 19.6 107.0 I 90.7
17 221 17.1 110.0 I 93.2
18 10/11/96 215 19.;2 108.5 I 92.0
19 217 15.9' 112.2 I 95.1
20 222 17.2 109.2 I 92.5
21 10/14/96 233 14.3 117.2 II 96.4
22 235 15.9 111. 8 II 92.0
23 230 18.0 112.2 II 92.3
24 232 17. 1 112.6 II 92.7
25 221 15.4 114.4 II 94.2
26 223 16.2 113.7 II 93.6
27 212 14.3 112.3 I 95.2
28 214 13.8 111. 2 I 94.3
29 10/15/96 234 16.3 111. 5 II 91.8
30 236 16.6 112.7 II 92.8
31 " 237 17.2 113.4 II 93.4
32 225 15.8 117.6 II 96.8
33 226 18.1 113. 1 II 93.1
34 228 17.3 111.6 II 91.8
35 10/16/96 238 17.8 111. 7 II 91.9
36 " 240 18.0 113.3 II 93.3
37 241 15.4 109.1 I 92.4
38 243 18.3 106.9 I 90.6
39 266 18.1 109.2 I 92.5
40 268 18.5 107.0 I 90.7
PROJECT NO. CE-5307
PLATE NO. TWO (page 1)
NORTH COUNTY
COMPACTION
ENGINEERING,INC.
TABOLATION OF TEST RESOLTS
TEST# DATE. HORZ. VERT. FIELD DRY DENSITY' OOIL. PERCENT
LOC..... LOC..... MOIST LB./CO.FT. T.Y.FE COMPACTION
41 10/17 /96 See 270 16.2 115.4 III 97.8
42 .. Plate 272 19. 1 110.0 III 93.2
43 One 245 20.2 109.0 III 92.4
44 247 18.0 110.8 III 93.9
45 242 18.7 108.1 III 91.7
46 244 20.4 107.1 III 90.8
47 10/18/96 245 17.0 115.8 II 95.3
48 " 246 16.5 113.7 II 93.6
49 249 17.3 112.8 II 92.9
50 250 15.7 112.6 II 92.7
51 247 18. 1 114.3 II 94.1
52 274 18.2 109.1 III 92.4
53 276 17.0 109.5 III 92.8
54 10/21/96 246 18.1 111.6 II 91.9
55 " 247 17.0 111. 1 II 91. 4
56 249 16.2 112.5 III 95.3
57 251 15.7 113.6 III 96.3
58 252 15.3 116.4. ' II 95.8
59 10/23/96 253 18.3 112.4 IV 91.5
60 255 17.1 111.0 IV 90.4
61 255 15.4 113.9 IV 92.8
62 256 16'.2 113.1 IV 92.1
63 10/24/96 255 18.2 116.3 IV 94.7
64 " 256 16.5 110.9 IV 90.3
65 254 17.4 112.7 IV 91.8
66 255 15.7 112.1 IV 91.3
67 10/25/96 255 17.3 110.9 IV 90.3
68 " 256 16.6 111. 9 IV 91. 1
69 233 19.5 112.0 IV 91.2
70 235 16.1 112.4 IV 91.5
71 238 15.0 114.2 IV 93.0
72 240 20.1 111. 4 IV 90.7
73 10/28/96 240 17.8 112. 1 I 95.0
74 242 19.3 109.4 I 92.7
75 243 19.6 110.7 I 93.8
76 .. 242 18.0 109.6 I 92.9
77 244 20.1 108.8 I 92.2
78 245 19.6 108.6 I 92.0
79 10/29/96 268 18.6 110.5 I 93.6
80 " 270 19.4 109.0 I 92.4
PROJECT NO. CE-5307
PLATE NO. TWO (page 2)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT. FIELD DRY DENSITY SQ.lL. PERCENT
LOC..... LOC..... MOIST LB. ICU. FT. TYfE COMPACTION
81 10/29/96 See 272 18.5 109.8 III 93.1
82 " Plate 244 19.2 111. 4 III 94.4
83 One 245 18.6 109.9 III 93.1
84 246 17.8 112.2 III 95.1
85 10/30/96 274 19.3 108.0 I 91.5
86 276 18.3 110.0 I 93.2
87 245 16.2 112.1 III 95.0
88 247 17.6 109.7 III 93.0
89 10/31/96 247 16.4 111. 7 IV 91. 0
90 " 247 19.6 113,2 IV 92.2
91 247 17.0 113.4 IV 92.3
92 11/01/96 278 18.8 110.7 IV 90.1
93 246 15.7 113.6 IV 92.5
94 247 16.3 112.4 IV 91.5
95 254 15.0 111. 7 IV 91. 0
96 255 18.6 112.8 IV 91.9
97 11/04/96 282 18.3 109.2 III 92.6
98 284 ' 18.8 111. 8 III 94.7
99 288 16.4 113.2 III 95.9
100 11/05/96 293 15.3 115.3 IV 93.9
101 295 16.4 114.6 IV 93.3
102 11/06/96 " 292 16.7 112.7 IV 91.7
103 294 17.6 114.9 IV 93.5
104 297 16.6 113.4 IV 92.3
105 299 18.8 112.2 IV 91.4
106 11/08/96 218 19.7 112.5 IV 91.6
107 220 17.3 114.0 IV 92.8
108 11/07/96 215 19.6 112.2 IV 91. 4
109 217 16.8 114.6 IV 93.3
110 222 19.7 110.9 IV 90.3
111 11/11/96 219 14.6 115.4 IV 94.0
112 " 224 15.7 116.6 IV 95.0
113 11/12/96 201 18.6 106.0 V 91.6
114 " 203 16.5 110.8 V 95.8
115 204 14.6 111. 7 V 96.5
116 206 17.7 107.3 V 92.7
117 208 18.6 110.7 III 93.8
118 210 17.6 109.4 III 92.7
119 211 18.0 108.0 III 91.5
120 11/12/96 " 205 15.1 112.6 III 95.4
PROJECT NO. CE-5307
PLATE NO. TWO (page 3)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE HORZ. VERT. FIELD DRY DENSITY 5.QlL. PERCENT
L.OC.... L.OC.... HOIST LB- ICU.FT. IY£E. COMPACTION
121 11/12/96 See 207 19.6 108.0 III 91.5
122 " Plate 208 18.3 110.7 III 93.8
123 " One 209 19.8 107.5 III 90.9
124 " 218 16.8 115.7 IV 94.2
125 220 18.2 113.3 IV 92.3
126 " 221 15.0 116.2 IV 94.6
127 11/15/96 203 17.2 114.7 VI 93.9
128 " 205 15.8 114.3 VI 93.6
130 " 206 14.7 116.1 VI 95.1
131 " 213 16.6 114.7 IV 93.4
132 214 15.0 113.3 IV 92.3
133 11/18/96 208 17.8 110.1 VI 90.2
134 " 210 16.6 111. 9 VI 91.7
135 " 211 16.8 110.5 VI 90.5
136 207 17.7 112.6 VI 92.3
137 209 15.4 111.4 VI 91.2
138 210 16.6 111..7 VI 91.5
139 11/19/96 213 16.8 112.3 VI 92.0
140 215 17.4 113.5 VI 93.0
141 214 15. 1 111.6 VI 91.4
142 216 14.7 114.5 VI 93.8
143 11/20/96 215 17.7 110.5 VI 90.5
144 216 17.3 112.7 VI 92.3
145 217 15.6 112.9 VI 92.5
146 219 17.8 110.8 VI 90.8
147 11/26/96 220 14.9 118.4 VI 97.0
148 222 17.6 115.7 VI 94.8
149 221 18.9 111. 1 VI 91. 0
150 223 17.5 113.4 VI 92.9
151 11/27/96 225 17.5 113.2 VI 92.7
152 227 15.3 115.6 IV 94.7
153 226 17.8 110.2 VI 90.3
154 228 19. 1 110.1 VI 90.2
155 12/02/96 223 17.3 112.7 VI 92.3
156 225 15.2 114.4 VI 93.7
157 227 18. 1 111. 7 VI 91.5
158 12/03/96 228 15.9 113.4 VI 92.9
159 229 16.4 112.2 VI 91.9
160 225 14.7 116. 1 VI 95.1
161 227 18.3 112.8 VI 92.4
PROJECT NO. CE-5307
PLATE NO. TWO (page 4)
. .
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DAn HORZ. VERT. FIELD DRY DENSITY SillL. PERCENT
I&C..... I&C..... MOIST LB. ICU_FT. T.YF.E. CQMPACTION
162 12/04/96 See 229 16.3 110.4 VI 90.4
163 " Plate 231 17.8 111.7 VI 91.5
164 One 233 14.5 113.7 VI 93.1
165 12/05/96 231 17.4 112.2 VI 91.9
'166 230 18.0 113.4 VI 92.9
167 232 16.6 115.4 VI 94.5
168 12/09/96 257RFG 11. 3 114.3 VII 97.9
169 " 257RFG 11. 4 110.4 VII 94.5
170 257RFG 13.6 112.7 VII 96.5
REMARKS:
Test tabulated and not shown on Plate No. One were
taken on other lots in the subdivision. This is a
partial report for Lot #18 only for the purpose of
obtaining a building permit.
PROJECT NO. CE-5307
PLATE NO. TWO (page 5)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
OPTIMUM MOISTUREIMAXIMUM DENSITY
SOIL DESCRIPTION TYEE. MAX. DRY DENSITY OPTIMUM MOISTURE
<lb/cu. ft.) (% dry wt)
Red Brown Clay I 118.0 14.7
Red Brown Grave1ly-
, Clay II 121.5 14.5
Orange-Brown Clayey-
Gravel III 118.0 15.0
Orange-Red-Brown
Silty-Grave11y-C1ay IV 122.8 13.5
Yellow-Tan Fine
Clayey-Sand V 115.7 14.6
Yellow Brown Clayey-
Gravel VI 122.1 13.6
Light White-Beige
Silty Sand VII 116.8 13.2
SAMPLE NO.
CONDITION
INITIAL MOISTURE (%)
AIR DRY MOISTURE (%)
FINAL MOISTURE (%)
FINAL DRY DENSITY (pcf)
LOAD (psf)
SWELL (%)
EXPANSION INDEX
S AMPLE NO.
CONDITION
ANGLE INTERNAL FRICTION
COHESION INTERCEPT (PCF)
EXPANSION POTENTIAL
IV
Remold 90%
12.7
8.9
23.3
110.5
150
8.0
80
DIRECT SHEAR
IV
Remold 90%
17
300
PROJECT NO. CE-5307
PLATE NO. THREE
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Al Mayo
1772 Kettering
Irvine, CA 92714
AU" ?'¡ 19')'{
ÌJ ,..
August 14, 1997
Project No. CE-5307
,_. ,>
Subject:
Partial Report of Certification of Compacted Fill Ground
Proposed Single Family Dwelling
Lot #19 of Wildflower Estates
Encinitas, California
Dear Mr. Mayo:
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 October 1, 1996
through August 13, 1997.
'---....
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
c~rrent standard practices and to determine the degree of
compaction of placed fill.
Grading plans were prepared by K & S Engineering of San Diego,
California.
Grading operations
California.
were
performed
by Greg
Whillock of
Vista,
Reference is made to our previously submitted report entitled,
"Preliminary Soils Investigation", dated May 29, 1996.
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.
P.O. BOX 302002 . ESCONDIDa, CA 92030
(760) 480-1116
NORTH COQNTY
COMPACTION
ENGINEERING, INC.
August 14, 1997
Project No. CE-5307
Page 2
The site was graded in accordance with recommendations set forth in
our previously submitted report.
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
Representati ve soil samples were collected and returned to the
laboratory for testing. The following tests were performed and are
tabulated on the attached Plate No. Three.
1.
2.
3.
Optimum Moisture/Maximum Density (ASTM D-1557)
Expansion Potential Test
Direct Shear (ASTM D-3080)
SOIL CONDITIONS
Nati ve soils encountered were gravelly-clays, silty-clays, and
clayey-sands. Fill soils were imported and generated from the on-.
site excavation.
The building site contained a transition from cut to fill.
However, cut areas located wi thin 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 5 feet beyond
exterior building perimeter. Hence, no consideration need be given
this characteristic.
Expansive soils were observed during grading and exist at finish
grade. Therefore, special recommendations will be necessary to
reduce the probability of structure damage.
The key was approximately 25 feet wide, a minimum of 2 feet in
depth and inclined into the slope. During earthwork construction,
native areas to receive fill were scarafied, watered and compacted
to a minimum of ninety percent (90%) of maximum density. Subsequent
f ill 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
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
August 14, 1997
Project No. CE-5307
Page 3
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 were
placed in accordance with current standard practices regarding
grading operations and earthwork construction. Therefore, as eco-
nomically 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, prov.ided they are properly maintained.
Slopes should be planted within 30 days of this report
with light groundcover (no gorilla iceplant) 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 story, respectively, will
have an estimated allowable bearing value of 1300 Ibs.
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.
5) Plumbing trenches should be backfilled with non-
expansive soil having a swell of less the 2% and a
minimum sand equivalent of 30. Backfill soils should be
inspected and compacted to a minimum of ninety percent
(90%) .
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
August 14, 1997
Project No. CE-5307
Page 4
6) Unless requested, recommendations for future
improvements (additions, pools, recreational slabs,
addi tional grading etc.) were not included in this
report. Prior to construction, we should be contacted to
update conditions and provide additional recommendations.
7) Expansive soils were observed during grading and exist
within 48 inches of finish grade. Therefore, foundations
should be constructed in accordance with Recommendation
6B2 or 6B3 of our "Preliminary Soils Investigation",
dated May 29, 1996.
8) Clayey soils should not be allowed to dry prior to
placing concrete. They should be watered to insure they
are kept in a very moist condition or at a moisture
content exceeding optimum moisture content by a minimum
of five percent (5%).
Prior to pouring of concrete, North County COMPACT¡ON 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 ~ITATIONS
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 un-
feasible. 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
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
August 14. 1997
Project No. CE-5307
Page 5
responsibility of the owner and contractor to insure construction
operations are conducted in a safe manner and in conformance with
regulations governed by GAL-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-
-z2 - Þ'./' Jéèz.L--
~~cÍ'K. Adams
President
RKA:kla
cc:
(3 )
(2)
Submitted
Filed
~
-.;:
NORTH COClNlY COMPACTION ENGINEERING, INC.
SOIL TESTING
,.~-:;',:,. ,:,-
PROPOSED SINGLE FAMILY DWELLING:.-,_~-. " '
.. ,-"---,.J.t.',,., , ,
LOT #19, WILDFLOWER ESTATES --_-o""'-,;",,;..~::<.?'7'" '\~"
OLIVE.N. H..AIN,. C_.IFORNIA~'T--,-:t:>. .,!. l-' ..ì , .'.~' /.'~.-:.~."..~J...:'~:::¡"
-,- 'J" -JA' -', 'f~£~:t,ltc..J '- / ~ ~"', \>-";.l> -, / ':':":~
. .' i-~\~'.1.~'~:L~'. :.. ~.~ :.:: ~.'~~ ~:(~.~-'~~~~:~.;. (~.~~t;f~~;~i?{~~i ~
..;: "',--' .-",."-... ...::."........."1. ~~"':~". . . ~I -S'~
'- ~. h- -._'t~-~ -- '. .\~,..t.(,~ . .
-~:'~-'"-, .,-~_:,-=~~::/~...?,",',"',.,".,. ..- "',.,~...~
,,-..----. ' , "'~'- "." ""'--.,....,~""'-"'" -'. , ,.." '~' . , ,~
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.. "", d" J"'\":""""-'~-:"~'~~"""':":"" .--,.'...
TEST LOCA TaON SKETCH
PROJECT No. CE-5307
PLA TE No. ONE
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT. FIELD DRLJ2JiliS.LTY SQlL. PERCENT
~ ~ MOIST LB. ICU. FT. T.ITE. COMPACTIQR
1 10/08/96 See 226 17.3 108.8 I 92.2
2 " Plate 227 17.0 107.2 I 90.8
3 10/09/96 One 229 16.2 111. 1 I 94.2
,4 " " 231 18.3 109.1 I 92.5
5 229 18.8 108.0 I 91.5
6 204 17.3 108.9 I 92.2
7 206 16.7 110_9 I 93.9
8 206 19.3 112. 1 I 95.0
9 208 18. 1 110. 1 I 93.3
10 210 16. 1 114.2 I 96.8
11 212 19.3 106.4 I 90.2
12 214 16.5 112.8 I 95.6
13 10/10/96 216 17.3 109.7 I 93.0
14 217 18.2 107.8 I 91. 4
15 218 17.7 109.2 I 92.5
16 220 19.6 107.0 I 90.7
17 221 17. 1 110.0 I 93.2
18 10/11/96 215 19.2 108.5 I 92.0
19 217 15.9 112.2 I. 95.1
20 222 17.2 109.2 I 92.5
21 10/14/96 233 14.3 117.2 II 96.4
22 " 235 15.9 111. 8 II 92.0
23 230 18.0 112.2 II 92.3
24 232 17.1 112.6 II 92.7
25 221 15.4 114.4 II 94.2
26 223 16.2 113.7 II 93.6
27 212 14.3 112.3 I 95.2
28 214 13.8 111.2 I 94.3
29 10/15/96 234 16.3 111.5 II 91.8
30 236 16.6 112.7 II 92.8
31 237 17.2 113.4 II 93.4
32 225 15.8 117.6 II 96.8
33 226 18. 1 113. 1 II 93.1
34 228 17.3 111. 6 II 91.8
35 10/16/96 238 17.8 111. 7 II 91.9
36 240 18.0 113.3 II 93.3
37 241 15.4 109. 1 I 92.4
38 243 18.3 106.9 I 90.6
39 266 18.1 109.2 I 92.5
40 268 18.5 107.0 T 90.7
.L
PROJECT NO. CE-5307
PLATE NO- TWO (page 1)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST~ DATE. HQ.~ VERT- E.IELD DRY DENSITY SillL. PERCENT
L.OC...... L.OC...... l1O.IS.T. LB- /CU.Eh. TY£E. OOMPACTION
41 10/17/96 See 270 16.2 115.4 III 97.8
42 " Plate 272 19. 1 110.0 III 93.2
43 One 245 20.2 109.0 III 92.4
44 247 18.0 110.8 III 93.9
45 242 18.7 108. 1 III 91.7
46 244 20.4 107.1 III 90.8
47 10/18/96 245 17.0 115.8 II 95.3
48 " 246 16.5 113.7 II 93.6
49 249 17.3 112.8 II 92.9
50 250 15.7 112.6 II 92.7
51 247 18. 1 114.3 II 94.1
52 274 18.2 109. 1 III 92.4
53 276 17.0 109.5 III 92.8
54 10/21/96 246 18.1 111. 6 II 91.9
55 247 17.0 111. 1 II 91. 4
56 249 16.2 112.5 III 95.3
57 251 15.7 113.6 III 96.3
58 " 252 15.3 116.4 II 95.8
59 10/23/96 " 253 18.3 112.4 IV 91.5
60 255 17.1 111. 0 IV 90.4
61 255 15.4 113.9 IV 92.8
62 256 16.2 113.1 IV 92.1
63 10/24/96 255 18.2 116.3 IV 94.7
64 256 16.5 110.9 IV 90.3
65 254 17.4 112.7 IV 91. 8
66 255 15.7 112.1 IV 91.3
67 10/25/96 255 17.3 110.9 IV 90.3
68 " 256 16.6 111. 9 IV 91. 1
69 233 19.5 112.0 IV 91.2
70 235 16.1 112.4 IV 91. 5
71 238 15.0 114.2 IV 93.0
72 240 20. 1 111. 4 IV 90.7
73 10/28/96 240 17.8 112. 1 I 95.0
74 242 19.3 109.4 I 92.7
75 243 19.6 110.7 I 93.8
76 242 18.0 109.6 I 92.9
77 244 20.1 108.8 I 92.2
78 245 19,6 108.6 I 92.0
79 10/29/96 268 18.6 110.5 I 93.6
80 " 270 19.4 109.0 I 92.4
PROJECT NO- CE-5307
PLATE NO- TWO (page 2)
NORTH COUNTY
COMPACTION
ENGINEERING, INC..
TABULATION OF TEST RESULTS
TEST# DATE HORZ - VERT. FIELD DRY DENS ITY' SillL. PERCENT
LOC.... ~ MOIST LB. ICU_FT- :rn.K COMPACTION
81 10/29/96 See 272 18.5 109.8 III 93.1
82 " Plate 244 19.2 111. 4 III 94.4
83 One 245 18.6 109.9 III 93.1
84 246 17.8 112.2 III 95.1
85 10/30/96 274 19.3 108.0 I 91.5
86 276 18.3 110.0 I 93.2
87 245 16.2 112. 1 III 95.0
88 247 17.6 109.7 III 93.0
89 10/31/96 247 16.4 111. 7 IV 91. 0
90 " 247 19.6 113.2 IV 92.2
91 247 17.0 113.4 IV 92.3
92 11/01/96 278 18.8 110.7 IV 90.1
93 " 246 15.7 113.6 IV 92.5
94 247 16.3 112.4 IV 91.5
95 254 15.0 111.7 IV 91. 0
96 255 18.6 112.8 IV 91.9
97 11/04/96 282 18.3 109.2 III 92.6
98 284 18.8 111. 8 ,III 94.7
99 28~ 16.4 113.2 III 95.9
100 11/05/96 293 15.3 115.3 IV 93.9
101 " 295 16.4 114.6 IV 93.3
102 11/06/96 292 16.7 112.7 IV 91.7
103 294 17.6 114.9 IV 93.5
104 297 16.6 113.4 IV 92.3
1Q5 299 18.8 112.2 IV 91.4
106 11/08/96 218 19.7 112.5 IV 91.6
107 220 17.3 114.0 IV 92.8
108 11/07/96 215 19.6 112.2 IV 91.4
109 217 16.8 114.6 IV 93.3
110 222 19.7 110.9 IV 90.3
111 11 /11 /96 219 14.6 115.4 IV 94.0
112 " 224 15.7 116.6 IV 95.0
113 11/12/96 201 18.6 106.0 V 91.6
114 " 203 16.5 110.8 V 95.8
115 204 14.6 111. 7 V 96.5
116 206 17.7 107.3 V 92.7
117 208 18.6 110,7 III 93.8
118 210 17.6 109.4 III 92.7
119 211 18.0 108.0 III 91.5
120 11/12/96 205 15. 1 112.6 III 95.4
PROJECT NO. CE-5307
PLATE NO. TWO (page 3)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST#: DATE. HORZ- VERT. FIELD DRY DENS UY SillL. PERCENT
~ L.OC..... MOIST LB. ICU. FT. T.Y£K COMPACTION
121 11/12/96 See 207 19.6 108.0 III 91. 5
122 " Plate 208 18.3 110.7 III 93.8
123 One 209 19.8 107.5 III 90.9
124 218 16.8 115.7 IV 94.2
125 220 18.2 113.3 IV 92.3
126 221 15.0 116.2 IV 94.6
127 11/15/96 203 17.2 114.7 VI 93.9
128 205 15.8 114.3 VI 93.6
129 204 15.3 115.5 VI 94.6
130 206 14.7 116. 1 VI 95.1
131 213 16.6 114.7 IV 93.4
132 " 214 15.0 113.3 IV 92.3
133 11/18/96 208 17.8 110. 1 VI 90.2
134 210 16.6 111.9 VI 91.7
135 211 16.8 110.5 VI 90.5
136 207 17.7 112.6 VI 92.3
137 209 15.4 111. 4 VI 91.2
138 210 . 16.6 111. 7 VI 91.5
139 11/19/96 " 213 16.8 112.3 VI 92.0
140 215 17.4 ' 113.5 VI 93.0
141 214 15. 1 111. 6 VI 91.4
142 216 14.7 114.5 VI 93.8
143 11/20/96 215 17.7 110.5 VI 90_5
144 216 17.3 112.7 VI 92.3
145 217 15.6 112.9 VI 92.5
146 219 17.8 110.8 VI 90.8
147 11/26/96 220 14.9 118.4 VI 97.0
148 222 17.6 115.7 VI 94.8
149 221 18.9 111. 1 VI 91. 0
150 223 17.5 113.4 VI 92.9
151 11/27 /96 225 17.5 113.2 VI 92.7
152 227 15.3 115.6 IV 94.7
153 226 17.8 110.2 VI 90.3
154 228 19. 1 110. 1 VI 90.2
155 12/02/96 223 17.3 112.7 VI 92.3
156 225 15.2 114.4 VI 93.7
157 227 18. 1 111.7 VI 91.5
158 12/03/96 228 15.9 113.4 VI 92.9
159 229 16.4 112.2 VI 91.9
160 225 14.7 116.1 VI 95.1
161 227 18.3 112.8 VI 92.4
PROJECT NO - CE-5307
PLATE NO. TWO (page 4)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TESTIt DATE. HilliZ.... VERT - FIELD DRY DENSITY SillL. PERCENT
LOC.... LQG..... MOIST LB. /CU - FT - IYfK COMPACT lOti
162 12/04/96 See 229 16.3 110.4 VI 90.4
163 " Plate 231 17.8 111. 7 VI 91. 5
164 One 233 14.5 113.7 VI 93.1
165 12/05/96 231 17.4 112.2 VI 91.9
166 230 18.0 113.4 VI 92.9
167 232 16.6 115.4 VI 94.5
168 12/09/96 257RFG 11. 3 114.3 VII 97.9
169 " 257RFG 11. 4 110.4 VII 94.5
170 257RFG 13.6 112.7 VII 96.5
171 12/13/96 233 17.7 116.1 VIII 91.7
172 234 18.2 118.0 VIII 92.2
173 232 17.4 117.8 VIII 92.0
174 233 16.2 123.7 VIII 96.6
175 199 18.2 112.3 VI 92.0
176 201 16.2 113.6 VI 93.0
177 12/16/96 202 18.3 109.0 III 92.3
178 204 17.6 111. 3 VI 91.5
179 206 16.5 114.6 VI 93.8
180 208 17.0 112. 1 VI 91.8
181 204 16.8 116.0 VI 95.0
182 12/17 /96 208 15. 1 113. 1 VI 92.6
183 210 18.0 114.7 VI 93.9
184 212 18. 1 112.3 VI 91.9
185 207 16.9 115.6 VI 94.6
1.86 214 16.7 113.5 VI 92.9
187 209 15.0 114.0 VI 93.3
188 12/18/96 216 15. 1 116.3 VI 95.2
189 218 16.7 112. 1 VI 91.8
190 220 15.1 113. 1 VI 92.6
191 12/19/96 222 14.9 113.0 VI 92.5
192 12/23/96 207 17.3 110.7 III 93.8
193 209 15.9 111. 4 III 94.4
194 211 16.1 112.7 III 95.5
195 213 18.6 115.0 IV 93.6
196 215 19.2 114. 1 IV 92.8
197 273 16.3 115.7 IX 95.2
198 275 17.4 114.0 IX 93.8
199 270 15.7 113.5 IX 93.4
200 12/26/96 216 18.2 111.6 IV 90.9
201 218 17.2 113.6 IV 92.5
PROJECT NO- CE-5307
PLATE NO. TWO (page 5)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. YElIT---. FIELD DRY DENSITY SQI1 PERCENT
LOCa... LQh. MOIST LB. ICU- FT - TIll COMPACTION
202 12/26/96 See 215 16.3 115.4 IV 94.0
203 " Plate 217 19.3 107.7 III 91. 3
204 One 277 17.2 113.3 IX 93.3
,205 279 16. 1 115.0 IX 94.7
206 280 15.4 114.4 IX 94.2
207 271 15.0 116.3 IX 95.7
208 273 17.7 112.7 IX 92.8
209 12/27 /96 230 15.7 114.9 IV 93.6
210 " 232 15.3 113.6 IV 92.5
211 218 17.0 109.4 III 92.7
212 220 18.3 110.2 III 93.3
213 210 16.2 109.0 III 92.3
214 212 17.7 108.7 III 92.1
215 12/30/96 281 17.7 111. 4 IX 91. 7
216 283 16.6 112.9 IX 92.9
217 282 15.7 112.7 IX 92.8
218 284 16.9 113.4 IX 93.3
219 285 15.3 114.0 IX 93.8
220 . '" 217 16.2 114.8 V¡ 94.0
, 221 219 16.7 112.9 VI 92.4
222 213 17.2 113.4 VI 92.6
223 215 16.3 115.6 VI 94.6
224 12/31/96 217 16.7 115.6 VI 94.7
225 " 219 17.7 113.1 VI 92.6
226 222 17.5 113.4 VI 92.9
227 224 14.7 118.4 VI 97.0
228 318 15.7 113.0 IX 93.0
229 320 15.4 111.4 IX 91. 7
230 322 16.3 112.6 IX 92.7
231 288 19..3 112.6 IX 92.7
232 291 19.7 110.9 IX 91.3
233 01/02/97 217 18.6 111.2 III 94.2
234 219 19.2 113.3 III 96.0
235 221 17.5 111. 0 III 94.1
236 227 16.2 110.7 III 93.8
237 229 16.6 112.4 VI 92.1
238 230 15.3 113.6 VI 93.0
239 223 15.0 112.2 VI 91.9
240 225 14.9 115.2 VI 94.3
241 293 15.2 113.7 IX 93.6
PROJECT NO- CE-5307
PLATE NO. TWO (page 6)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ. VERT. FIELD DRY DENSITY SQl1. PERCENT
I&C...... I&C...... MOIST L B. / CU. IT..... I:œK COMPACTION
242 01/02/97 See 295 14.3 115.4 IX 95.0
243 " Plate 297 14.7 114.7 IX 94.4
244 01/06/97 One 223 16.7 112.3 VI 92.0
245 " " 225 15.8 113.0 VI 92.5
246 227 17.7 111. 4 VI 91. 2
247 294 16.8 114. 1 X 90.0
248 296 14. 1 116.3 X 91.7
249 287 15.7 114.5 X 90.2
250 289 14.6 115.7 X 91.2
251 01/07/97 226 15.3 118.2 VI 96.8
252 228 16.8 115.7 VI 94.7
253 229 15.4 111. 0 VI 90.9
254 230 17.3 112.6 VI 92.3
255 232 18.6 111. 4 VI 91.2
256 290 17.0 114.7 X 90.4
257 292 15.2 114.5 X 90.2
258 298 16.4 116.0 X 91.4
259 ,,' 299 13..2 117.3 X 92.5
260 01/08/97 " 234 14.7' 112.3 VI 92.0
261 236 17.4 110.7 VI 90.7
262 238 14.5 114.4 VI 93.7
263 240 18.3 111. 4 VI 91. 2
264 242 17.0 113.7 VI 93.1
265 01/09/97 233 12.8 117.7 VIII 92.0
266 234 13.6 118.5 VIII 92.8
267 278 18.3 110.4 III 93.6
268 280 16.2 112.7 III 95.5
269 288 15.3 113. 1 III 95.8
270 290 15.9 110.7 III' 93.8
271 302 17.8 114.7 X 90.4
272 303 17.4 115.0 X 90.6
273 324 15.4 109.3 III 92.6
274 01/10/97 304 13.7 114.5 X 90.3
275 301 14.6 116.3 X 91.7
276 302 15.2 115,3 X 90.9
277 292 16.7 112.6 III 95.4
278 294 17.3 111. 4 III 94.4
279 01/15/97 270 16.2 113.7 VI 93.1
280 272 14.3 114.5 VI 93.8
281 273 14.4 115.9 VI 94.9
PROJECT NO- CE-5307
PLATE NO. TWO (page 7)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST:It DAIE HORZ. VERT - EIE1J2 DRY DENSITY SQlJ¿ PERCENT
L.QC...... L.QC...... MOIST. LB. ICU_FT. InK COMPACTION
282 01/16/97 See 275 16.3 111. 7 VI 91.5
283 "' Plate 277 15.9 113.0 VI 92.5
284 One 252 17.3 114.0 IX 93.8
285 "' 254 18.2 110.7 IX 91. 1
286 01/17 /97 244 16.4 113.7 IX 93.6
287 246 17.3 115.4 IX 95.0
288 245 18. 1 111.7 IX 91. 9
289 247 18.4 110.4 IX 90.9
290 01/21/97 246 16. 1 112.5 IX 92.6
291 01/22/97 230 18.4 116.5 IX 95.8
292 238 15.9 109.7 IX 90.2
293 235 18. 1 114.6 IX 94.3
294 248 18.7 110.2 IX 90.6
295 232 18. 1 112.5 IX 92.5
296 01/24/97 220 19,5 110.2 IX 90.6
297 234 18.1 111. 1 IX 91. 4
298 224 17.6 113.7 IX 93.6
299 226 15.4: 112.4 IX 92.5
300 01/29/97 ,", 250 17.6 113.8 IX 93.7
301 337 15.4 115.0 IX 94.7
302 336 17.7 112.4 IX 92.5
303 01/30/97 338 14.7 117. 1 VI 95.9
304 336 16.2 115.3 VI 94.9
305 338 13.6 120.1 IX 98.8
306 336 16.5 114.0 IX 93.8
307 02/01/97 228 14.7 113.7 VI 93.1
308 229 16.2 112.0 VI 91.7
309 234 17.3 111. 4 VI 91. 2
310 236 13.4 115.3 VI 94.4
311 340 13.3 116.2 VI 95.2
312 342 13.8 115.7 VI 94.8
313 02/04/97 229 15.9 118.2 XI 95.7
314 228 16.1 117.0 XI 94.7
315 229 16.6 115.0 XI 93.1
316 228 17.4 114.6 XI 92.8
317 228 13.7 119.5 XI 96.8
318 223 18.6 112.3 XI 90.9
319 225 17.9 113.7 XI 92.1
320 227 15.6 115.2 XI 93.3
321 244 16.0 116.4 XI 94.3
PROJECT NO- CE-5307
PLATE NO- TWO (page 8)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF 'tEST RESULTS
TESTtt DATE. BORZ - VERT. FIELD DRY DENS UY' SQIL. PERCENT
L.Qh. LQG..... MOIST. LB./CU.FT. T.IT.E. COMPACTNH
322 02/04/97 See 242 16.7 113.9 XI 92.2
323 " Plate 244 17.6 113.0 XI 91.5
324 One 252 16.2 110.7 VI 90.7
325 254 17.3 112.0 VI 91. 7
326 02/05/97 302 20.9 108.2 XIII 94.4
327 304 18.8 110.4 XIII 96.3
328 306 17.3 105.6 XIII 92.1
329 294 15.9 118.0 XII 90.1
330 296 17.3 119.2 XII 91. 1
331 305 12.1 119.4 XII 91. 2
332 306 13.8 120.3 XII 91.9
333 308 14.9 119.6 XII 91. 6
334 02/06/97 329 14.3 110.2 XIII 96.2
3:35 331 19.6 105.7 XIII 92.2
336 333 20.4 104.9 XIII 91.5
337 308 13.8 119.7 XII 91. 4
338 310 12.7 122.3 XII 93.4
339 312 11. 9 124.3 .XII 95.0
340 302 15.6' 121.7 XII 93.0
341 296' 14.4 120.8 XII 92.3
342 298 16.6 119.9 XII 91.6
343 02/07 /97 332 19.7 111. 3 XIII 97.1
344 334 15.6 112.4 XIII 98. 1
345 336 17.6 106.7 XIII 93.1
346 335 20.7 103.3 XIII 90. 1
347 3.36 15.6 108.2 XIII 94.4
348 333 20.4 104.6 XIII 91.3
349 335 19.7 107.4 XIII 93.7
350 02 / 10 /97 335 16.8 118.7 XII 90.7
351 336 17.3 119.6 XII 91. 4
352 335 19.4 106.5 XIII 93.0
353 336 15.3 119.0 XII 90.9
354 334 15.7 122.6 XII 93.7
355 294 16.7 116.7 XIV 96.0
356 296 13.7 118.2 XIV 97.3
357 304 14.9 117.8 XIV 97.0
358 233 14,2 117.9 VIII 92. 1
359 235RFG 12.9 107.7 VII 92.2
360 233 13.2 118.6 VIII 92.7
361 235RFG 13.8 106.0 VII 90.8
PROJECT NO- CE-5307
PLATE NO TWO (page 9)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. HORZ - VERT. FIELD DRY DENSITY s.o.l1 :eE.RCENT
LQh. ~ MOIST LB- lCD_FT. TYH COMPACTION.
362 02/11/97 See 337 15.6 117.9 XII 90.1
363 " Plate 338 14.7 118.3 XII 90.4
364 One 337 15.3 118.7 XII 90.7
365 3.37 14.4 119.7 XII 91.4
366 307 16.9 114.9 X 90.6
367 308 17.4 114.5 X 90.3
368 310 18.2 114.4 X 90.2
369 290 17.3 112.2 XIV 92.3
370 292 16.6 113.6 XIV 93.5
371 02/12/97 335 12.2 118.4 X 93.4
372 336 13.8 114.7 X 90.5
373 " 338 14.6 118.9 X 93.8
374 280 14.0 118.8 X 93.7
37"5 02/13/97 299 11. 9 126.5 XII 96.7
376 298 12.6 124.0 XII 94.7
377 302 11. 4 123.2 XII 94.1
378 301 11. 9 121. 1 XII 95.2
379 308 13.4 122.6 XII 93.7
380 " 310 15.0 121.7 XII 93.0
381 311 12.0 . 124.9 XII 95.4
383 288 15.3 116.5 X 91. 1
384 290 14.0 123. 1 XII 94.0
385 292 13,7 122.6 XII 93.7
386 .338 14.7 127.8 XII 97.6
387 338 13.8 120.0 XII 91.7
388 335 12.2 123.7 XII 94.5
389 337 15.8 115.7 X 91.2
390 02/14/97 338 12.6 123.7 XII 94.5
391 338 13.4 112.2 XI 90.8
392 282 13.2 120.7 X 95.2
393 282 14.8 124.0 XII 96.0
394 02/18/97 294 20.5 110.3 XIV 90.8
395 276 16.6 116.3 XI 94.2
396 02/19/97 296 17.7 110.7 XIV 91. 1
397 264 18. 1 113.8 XI 92.1
398 247 17.3 114.2 XI 92.5
399 02/20/97 298 18.6 110.6 IX 91. 0
400 301 17.4 112.5 IX 92,4
401 302 19.0 112.9 IX 92.9
402 242 18.3 111. 7 VI 91.5
PROJECT NO- CE-5307
PLATE NO. TWO (page 10)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TES.T tJ: DATE IillB Z - ~.lIT-,- FIELD DRY..J2IDiS.ITY SillL. PERCENT
LQC.... IJl.h MOIST LB ICU- FT. TYPE. GQMPACTIOt{
403 02/20/97 See 243 17.6 112.2 VI 91.9
404 " Plate 242 16.3 118.7 VI 97.2
405 02/21/97 One 304 17.3 118.6 IX 97.6
406 .. " 306 16.6 115.4 IX 95.0
407 307 18.5 112.7 IX 92.8
408 268 17.7 108.3 III 91.8
409 270 16.9 109.6 III 92.9
410 02/24/97 258 18.9 112.0 XV 93.3
411 308 17.9 115.2 XI 93.3
412 260 17.6 110.8 XV 92.3
413 309 18.0 115.2 XI 93.3
414 310 17.2 116. 1 XI 94.0
415 310 15. 1 115.4 XI 93.4
416 02/25/97 308 14.4 116. 1 XI 94.0
417 :309 14.7 119.7 XI 97.0
418 307 16.3 114.6 XI 92.8
419 262 17.7 109.6 XV 91.3
420 263 17.3 108.2 XV 90.2
421' 239 14.4 112.7 XX 91.3
422 239 13.7 114.4 XI 92.6
423 02/26/97 251 11. 8 123.3 XII 94.2
424 256 13.4 122.2 XII 93.4
425 253 11. 1 129.0 XII 98.6
426 264 15.4 111.6 XV 93.0
4.27 262 16.2 112.0 XV 93.3
428 264 14.3 109.6 XV 91.3
429 02/28/97 268 17.2 113.4 XV 94.5
430 270 17.4 112.2 XV 93.5
431 272 18.2 110.7 XV 92.3
432 266 17.7 112.3 XV 93.6
433 268 18.6 110. 1 XV 91.8
434 267 19.3 109.6 XV 91.3
435 274 19.5 117.2 XV 97.6
436 275 14. 1 109.2 XV 91. 0
437 272 16. 1 117.0 XV 97.5
438 03/03/97 273 15.7 114.2 XV 95.2
439 272 17.2 113.6 XV 94.7
440 272 12.6 114.9 XV 95.8
441 274 15.7 113.0 XV 94.2
442 270 17.2 114,0 XV 95.0
PROJECT NO. CE-5307
PLATE NO TWO (page 11>
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST1 : DAIE. HORZ. VERT- FIELD ~ S.Q11. PERCENT.
I&C..... L.Qh. MOIST LB./CU_FT. InK COMPACTION
443 03/03/97 See 272 18.2 112.4 XV 93.7
444 " Plate 276 20.0 109.3 XV 91. 1
445 One 274 18.8 110.1 XV 91. 8
.446 276 18.5 111. 0 XV 92.5
447 03/04/97 281 18.2 110.2 XV 91.8
448 275 19.6 109.3 XV 91. 1
449 277 18.4 110.7 XV 92.3
450 282 17. 1 111. 1 XV 92.6
451 284 19.4 109.0 XV 90.8
452 277 14.4 115.2 XV 96.0
453 279 15.5 113.9 XV 94.9
454 03/05/97 245 13.7 120.9 XI 97.9
455 245 14.4 121.7 XI 98.5
456 246 15.6 119.2 XI 96.5
457 251 16.7 108.0 III 91.5
458 253 17.7 109.3 III 92.6
459 254 16.2 110.7 III 93.6
460 244 17.0 115.9 XI 93.8
461 03/06/97 221 18.2 109.4 XV 91.2
462 224 16.4 106.6 III 90.4
463 222 15.9 113.5 XV 94.5
464 03/07 /97 220 19.0 112.9 XVI 90.0
465 222 20.2 113.8 XVI 90.7
466 222 13.8 120.4 XVI 95.9
467 220 18.0 114.5 XVI 91.2
468 221 20.1 113.3 XVI 90.3
469 03/10/97 226 16.9 118.5 XVI 94.7
470 226 17.9 113.8 XVI 90.7
471 223 17.6 120.2 XVI 95.8
472 223 17.5 114.6 XVI 91.3
473 03/11/97 293 18. 1 110.7 XVII 92.6
474 295 16.4 112.6 XVII 94.2
475 295 15.5 113.4 XVII 94.9
476 297 15.0 115.4 XVII 96.6
477 216 20.7 111. 0 I 94.1
478 216 17.7 112.2 I 95.1
479 217 21.6 110.7 XV 92.3
480 03/12/97 217 15. 1 112.7 XV 93.9
481 219 15.4 114.9 XV 95.8
482 214 14.0 11.3.0 XV 94.1
PROJECT NO. CE-5307
PLATE NO. TWO (page 12)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TESTIt DATE. HORZ- YERL FIELD DRY.J)ENSITY WIL PERCENT
~ LO.G--- MOIST LB ICU_FT- TY£E. COMPACTION
483 03/12/97 See 222 15.3 113. 1 XV 94.3
484 " Plate 223 17. 1 106.2 III 90.0
485 03/13/97 One 250 16.5 113.9 XI 92.2
486 " " 252 18.2 111. 7 XI 90.4
487 253 17.3 115.4 XI 93.4
488 254 14.4 116.2 XI 94.1
489 220 16.7 109.2 XV 91. 0
490 222 19.4 106.2 III 90.1
491 221 21. 8 108.6 XV 90.5
492 03/14/97 232 15.7 115.4 XV 96.2
493 225 16.9 111. 6 XV 93.0
494 232 14.5 114.0 XV 95. 1
495 03/17 /97 293 18.4 108.7 XVII 91.7
496 299 20.3 110.6 XVII 92.6
497 03/18/97 282 16.9 123.7 XVI 98.6
498 281 14.8 121.5 XVI 96.8
499 282 16.6 122,2 XVI 97.4
500 274 15. 1 119.6 XVI 95.3
501 274 15.4 115.4 XVI 92.0
502 260 17.5 110.9 XVII 92.7
503 258 19.9 111.4 XVII 93.2
504 03/19/97 303 15. 1 112.3 XVII 93.9
505 03/20/97 306 17.6 111. 7 XVII 93.5
506 305 14.3 114.1 XVII 95.4
507 302 16.0 108.5 XVII 90.8
508 03/21/97 241 RFG 16. 1 110.6 VII 94.6
509 241 RFG 12. 1 108.6 VII 92.9
510 241 RFG 11. 3 110. 1 VII 94.3
511 03/24/97 305 16.4 112.7 XVII 94.3
512 303 17.9 108.8 XVII 91. 0
513 303 15.3 110.4 XVII 92.3
514 03/26/97 306 15.0 117.4 XVII 98.7
515 308 14.7 116.3 XVII 97.1
516 308 15.3 115.1 XVII 96.3
517 306 14. 1 116,5 XVII 97.5
518 03/27 /97 230 RFG 12.2 118.7 XVIII 97.5
519 248 RFG 09.6 111. 4 XVIII 91.6
520 340 RFG 10.2 110.5 XVIII 90.9
521 308 23.6 109.3 XVII 91.5
522 312 RFG 12.2 109.4 XVIII 90.0
PROJECT NO. CE-5307
PLATE NO TWO (page 13)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST~ DATE. HORZ. YERT - FIELD D.RY DEN.s.ITY SillL. :eERCENT
~ L.OC..... MOIST LB- /CU.F'L- T.ITE. GQMPACTION
523 03/28/97 See 310 13.5 121. 5 XVI 96.8
524 .. Plate 312 17. 1 114.2 XVI 91. 0
525 One 310 13.0 119.0 XVI 94.8
526 .. 312 17.7 113.1 XVI 90.2
527 03/31/97 284 14.2 120.8 XII 92.3
528 286 13.7 121.4 XII 92.7
529 283 14.7 119.6 XII 91. 4
530 282 13.0 121.7 XII 93.0
531 04/01/97 256 17, 1 112.7 XV 93.9
532 256 15.4 113.6 XV 94.7
533 257 13.7 111. 4 XV 92.8
534 276 13.5 112.6 XVII 94.2
535 275 13. 1 111. 1 XVII 92.9
536 283 16.2 110.7 XVII 92.6
537 308 17.0 109.4 XVII 91.5
538 310 15.4 113.0 XVII 94.6
539 04/03/97 277 RFG 10.6 117. 1 XVIII 96.4
540 " 277 " 11..~ 114.3 XVII 94.1
541 04/07 /97 ' .. 312 10.2 115.3 XVII 96.4
542 312 13.6 121.2 XVII 96.8
543 312 17.4 114.4 XVII 95.7
544 04/08/97 306 RFG 13.0 109.8 VII 94.0
545 306 /I 12.7 113.7 VII 97.3
546 224 16.1 113.5 XVII 95.0
547 225 13.4 112. 1 XVII 93.8
548 236 17.8 111. 3 XVII 93.1
549 237 16.3 109.4 XVII 91.5
550 04/09/97 238 16.5 108.3 XVII 90.6
551 238 18. 1 110. 1 XV1I 92.1
552 04/10/97 265 15.0 111. 7 IV 91. 0
553 267 17.7 109.4 III 92.7
554 268 14. 1 112.6 IV 91.7
555 270 16.2 111. 4 IV 90.7
556 271 13.6 110.7 IV 90. 1
557 04/11/97 273 16.7 108,6 III 97.0
558 275 17.4 109.4 III 92.7
559 274 15.4 112.6 IV 91.7
560 276 14.3 112.9 IV 92.0
561 275 17.3 113.7 IV 92.6
562 277 14.9 115.0 IV 93.6
PROJECT NO. CE-5307
PLATE NO. TWO ( page 14)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE HORZ- ~ FIELD DRY DENSITY SQ.IL. PERCENT
L.OC.... ~ MOIST LB. ICU. FT- TYEE COMPACTION
563 04/11/97 See 279 17.2 111. 6 IV 90.9
564 " Plate 280 18. 1 109.6 III 92.9
565 04/14/97 One 280 16.0 112.7 IV 91. 8
566 " .. 282 14.7 113.7 IV 92.6
567 04/15/97 283 13.5 117.2 IV 95.4
568 282 14.4 113.6 IV 92.5
569 04/16/97 303 14.9 111. 6 IV 90.9
570 " 305 15.8 112.4 IV 91.5
571 04/18/97 306 15.6 113.7 III 96.4
572 " 313RFG 09.8 113.3 XIX 94.0
57.3 313RFG 09.9 109.6 XIX 91. 0
574 237 15.3 114.4 XVII 95.7
575 04/22/97 309RFG 08.0 108.8 XIX 90.2
576 226RFG 15.3 113.0 XIX 93.7
577 224RFG 15.5 110.4 XIX 91. 7
578 308RFG 13.7 112.3 IV 91. 4
579 04/24.197 253 15.6 119.7 XX 90.7
580 254 14:;3 121. 2 XX 91. 8
581 257 16.2 119.0 XX 90.2
582 255 13.9 111. 8 IX 92.0
583 258 14.8 110.3 IX 90.8
584 257 15.6 112.4 IX 92.5
585 04/29/97 285 15.9 117.6 IX 96.8
586 286 16.3 115.4 IX 95.0
587 285 13.6 119.7 XX 90.7
588 257 12.7 121.2 XII 92.6
589 257 12.9 118.6 XII 90.6
590 05/08/97 256 16.8 115.4 XVII 96.6
591 " 258 17.3 112.0 XViI 93.7
592 259 17.4 113.4 XVII 94.9
593 258 16.6 114.4 XVI 91.2
594 260 13.7 115.3 XVI 91.9
595 05/09/97 261 18.2 109.9 XVII 92.0
596 " 263 17.3 111. 7 XVII 93.5
597 262 18.6 110.4 XVII 92.4
598 264 15.9 114.7 XVI 91. 4
599 265 16.8 112.9 XVI 90.0
600 05/12/97 267 18.6 114.4 XVII 95.7
601 268 18.8 113.7 XVI 90.6
602 269 19.5 110.2 XVII 92.2
603 271 16.8 113.5 XVII 95.0
PROJECT NO- CE-5307
PLATE NO- TWO (page 15)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TESTfI: DATE HORZ- VERT - FIELD DRY DENS ITY . SQ.IL PERCENT
LQC..... ~ MOIST LILLG.U-FT- T.Y£K COMPACTIilll
604 05/13/97 See 273 16.8 115.4 XVI 92.0
605 " Plate 275 13.4 117.7 XVI 93.8
606 One 256 . 1 <') 121. 6 XII 92.9
J.~.L.
607 " 257 11. 0 124.0 XII 94.7
608 286 13.2 122.8 XX 93.0
609 286 13.7 121.4 XX 92.0
610 05/14/97 277 16.8 116.7 XVI 93.0
611 279 17.4 112.9 XVI 90.0
612 05/15/97 280 15.0 114.3 XV 95.3
613 281 18.2 111. 1 XV 93.4
614 282 16.3 112.4 XV 93.7
615 05/16/97 281 15.6 113.0 XVI 90.0
616 283 13.0 115.4 XVI 92.0
617 282 13.7 116.8 XVI 93.1
618 282 17.3 114.2 XVI 91. 0
619 OS/20/97 247 15.2 112.8 IV 91.9
620 248 17.3 111.0 IV 90.4
621 247 14.2 113.4 IV 93.2
622 OS/21/97 281 17,7 110.6 . XV 92.2
623 " 282 16. 1 112.2 XV 93.5
624 241 14.6 114.6 IV 93.3
625 OS/27 /97 244 15.3 112.7 IV 91.8
626 246 14.2 115.4 IV 94.0
627 247 13.8 113.6 IV 92.5
628 247 12.2 114.4 IV 93.2
629 281 15.8 117.7 XVI 93.8
630 283 17.8 114. 1 XVI 90.9
631 283 18.2 112.6 XV 93.8
632 05/30/97 286 10.6 121.7 XX 92.2
633 286 11. 3 123.0 XX 93.2
634 286 11. 8 121.2 XX 91. 8
635 315RFG 12.8 109.6 XIX 91. 0
636 315RFG 13.7 110.2 XIX 91.5
637 315RFG 13. 1 112.0 XIX 92.9
638 06/26/97 288RFG 09.7 109.0 XIX 90.4
639 288RFG 08.6 109.9 XIX 91.2
640 288RFG 07.4 111. 7 XIX 92.7
641 259RFG 06.4 109.4 XIX 90.8
642 259RFG 07.4 112.2 XIX 93.1
643 259RFG 06.9 113.6 XIX 94.3
644 284RFG 07.9 111. 1 XIX 92.2
PROJECT NO. CE-5307
PLATE NO. TWO (page 16)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TEST# DATE. llilliZ...... VERT. ElE1J2 DRY DENSITY. Sill1. PERCENT
~ L.OC..... MOIST LB. ICU. FT. TITK CQMPACTION
645 06/26/97 See 284RFG 08.6 112. a XIX 92.9
646 .. Plate 284RFG 07.3 109.7 XIX 91. a
647 One 249RFG 08. a 112.7 XIX 93.5
648 249RFG 09.6 111. 6 XIX 92.6
649 249RFG 08.2 109.6 XIX 91. a
650 08/13/97 239RFG 05.2 110.7 VII 94.7
651 239RFG 06.3 107.0 VII 91.6
REMARKS: Tests tabulated and not shown on Plate No. One were
taken on other lots in the subdivision. This is a
partial report for Lot No. 19 only for the purpose of
obtaining a building permit.
Test No. 382 not available due to a field report numbering
error.
RFG = Rough Flnish Grade
PROJECT NO- CE-5307
PLATE NO. TWO (page 17)
NORTH COONTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
OPTIMUM MOISTURE/MAXIMUM DENSITY
SOIL DESCRIPTION TITE. MAX. DRY DENSITY OPTIMUM MOISTURE
nt/cu. ft.) (% dry wt)
Red Brown Clay I 118.0 14.7
Red Brown Gravelly-
Clay II 121.5 14.5
Orange-Brown C1ayey-
Gravel III 118.0 15.0
Orange-Red-Brown
Silty-Gravel1y-Clay IV 122.8 13.5
Yellow-Tan Fine
Clayey-Sand V 115.7 14.6
Yellow Brown Clayey-
Gravel VI 122.1 13.6
Light White-Beige
Silty Sand (Import) VII 116.8 13.2
Light Orange Brown
Silty Gravelly Clayey
Sand VIII 128.0 11. 2
Brown Red Silty
Gravelly Clay IX 121.5 13.7
Orange Brown Silty
Gravelly Clay X 126.8 11. 5
Brown Orange Silty
Gravelly Clay XI 123.5 13.3
Gray Brown Gravelly
Clay XII 130.9 10.6
Brown Sandy Clay XIII 114.6 15.1
Yellow Beige Clayey
Gravel XIV 121.5 13.8
PROJECT NO- CE-5307
PLATE NO. THREE (page 1)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
OPTIMUM MOISTURE/MAXIMUM DENSITY
SOIL DESCRIPTION TYEE. MAX. DRY DENSITY OPTIMUM MOISTURE
Clb/cu. ft.) (% dry wt)
Orange Brown Silty-
Clay XV 120.0 15.5
Orange Brown Silty-
Clayey Gravel XVI 125.5 12,0
Yellow Red Gravelly-
Clay XVII 119.5 14.0
Yellow Tan Silty-
Sand (Import) XVIII 121.5 11. 7
Beige Tan Silty-
Sand (Import) XIX 120.5 12.2
Gray Brown Gravelly-
Clayey-Sand XX 132.0 09.7
'EXPANSION POTENTIAL
SAMPLE NO. IV XII XVII
CONDITION Remold 90% Remold 90% Remold 90%
INITIAL MOISTURE (%) 12.7 10.7 13.5
AIR DRY MOISTURE (%) 08.9 07.0 06.8
FINAL MOISTURE (%) 23.3 21.7 25.0
FINAL DRY DENSITY (pcf) 110.5 117.8 107.6
LOAD (psf) 150 150 150
SWELL (%) 8.0 5.9 7.5
EXPANSION INDEX 80 59 75
SAMPLE NO,
DIRECT SHEAR
IV
XVII
CONDITION
ANGLE INTERNAL FRICTION
COHESION INTERCEPT (PCF)
Remold 9 O~~
17
300
Remold 90%
17
290
PROJECT NO. CE-5307
PLATE NO. THREE (page 2)
"
~ NORTH COUNTY
COMPACTION
ENGINEERING, INC.
Al Mayo
1772 Kettering
Irvine, CA 92714
ie i'
if-' ,
",j '.:" :-
May 6, 1997
Project No. CE-5307
MAY 12 1997
:;::
[f\K~¡i'li=EFi¡NC SLF1\i!CES
crrv 0;:: =:\~C:~~!Ti\':.:
Sutdect:
Partial Report of Certification of Compacted Fill Ground
Proposed Single Family Dwellings
Lot #"s 7, 8, 9, 20, & 21 of Wildflower Estates
Encinitas, California
Dear t1r. Mayo:
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 October 1, 1996
through April 22, 1997.
Briefly, our findings reveal filled groUnd has been compacted to a
minimum of riinety percent (90%). Therefore. we recommend
. construction continue as scheduled.
5.CQEE.
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 .K & S Engineering of San Diego,
California.
Grading operat.ions
California.
performed by Greg Whillock of
were
Vista,
Reference is made to the following previously submitted soils
reports prepared by our firm.
1). "Preliminary Soils Investigatio:n", Lot tt7, dated July
8, 1996 CCE-525U.
2). Preliminary Soils Investigation", Lot #8, dated July
8, 1996 (CE-5252).
:)). "Preliminary Soils Investigation", Lot #,9, dated July
12, 1996 (CE-5253),
P.O. BOX 302002 . ESCONDIDO, CA 92030
(619) 480-1116
..
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
May 6, 1997
Project No, CE-5307
Page 2
4). "Preliminary Soils Investigation", Lot #13, dated
February 22, 1996 (CE-5221).
5). "Preliminary Soils Investigation", Lot #20, dated May
3, 1996 (CE-5260).
6). "Preliminary Soils Investigation" Lot #21, dated May
14, 1996. (CE-526U.
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 level building
pads to accommodate the proposed single family dwellings. Should
the finished pads be altered in any way, we should be contacted to
provide additional recommendations,
The sites were graded in accordance with recommendations set forth
in dur previoctsly submitted reports.
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.
LAlID.RA1QRY TESTJ1\{G
Representative soil samples were collected and returned to the
laboratory for testing. The following tests were performed and are
tabulated on the attached Plate No. Three.
1.
2.
3,
Optimum Moisture/Maximum Density (ASTM D-1557)
Expansion Potential Test
Direct Shear (ASTM D-3080)
S.Q.L~
Native soils encountered were gravelly-clays, silty-clays, and
clayey-sands. Fill soils were imported and generated from the on-
site excavation.
The building sites contained a trans i tion from cut to fill,
However, cut areas located wi thin the building areas were over
excavated a minimum of 3 feet and brought to grade with compacted
soil. Over excavation was carried a minimum of 5 feet beyond
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
May 6, 1997
Project No, CE-5307
Page 3
exterior building perimeter. Hence, no consideration need be given
this characteristic.
Expansive soils were observed during grading and exist within 4
feet of finish grade. Therefore, special recommendations will be
necessary to reduce the probability of structure damage.
The keys were 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 scarafied. 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 resu1 ts 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.
RE.C-o..J1J1JlliJ2AT-ID~..ANJ) CQNCLUS ION£
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 eco-
nomically 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 of this report
with light groundcover (no gorilla iceplant) 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. '
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
May 6, 1997
Project No. CE-5307
Page 4
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 story, respectively, will
have an estimated allowable bearing value of 1500 lbs.
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.
5) Plumbing trenches should be backfilled with non-
expansive soil having a swell of less the 2% and a
minimum sand equivalent of 30. Backfill soils should be
inspected and compacted to a minimum of ninety percent
(90%).
6) Unless 'requested, recommendatipns. for future
improvements (additions, 'pools, recreational slabs,
additional gradirig, et,c.) were not included in' this
report. Prior to construction, we should be contacted to
update conditions and provide additional recommendations.
7) Expansive soils were observed during grading and exist
within 48 inches of finish grade. Therefore, foundations
should be constructed in accordance with Recommendation
6B2 or 6B3 of our "Preliminary Soils Investigation"
reports.
8) Clayey soils should not be allowed to dry prior to
placing concrete. They should be watered to insure they
are kept in a very moist condition or at a moisture
content exceeding optimum moisture content by a minimum
of five percent (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.
NORTH COUNTY
, COMPACTION
ENGINEERING, INC.
May 6, 1997
Project No. CE-5307
Page 5
llN~ERTAINTY AND LIMlIATlQN£
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 un-
feasible. 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 GAL-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-
~~~
ffonald K. Adams
President
Dale R.
Registered
Geotechnical
19393
000713
. ,'" .
RKA:kla
cc: (3 )
(2 )
Submitted
Filed
PROPOSED SINGLE FAMILY DWELLING
LOT #7, WILDFLOWER ESTATES
ENCINITAS, CALIFORNIA ---<1
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NORTH COCJNlY COMPACTION ENGINEERING, INC.
SOIL TESTING
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TEST LOCATION SKETCH
'PROJECT No. CE-5307
PLA TE No. ONE
NORTH COUNlY COMPACTION ENGINEERING, INC.
SOIL TESTING
PROPOSED SINGLE FAMILY DWELLING
LOT #8, WILDFLOWER ESTATES
ENCINITAS, CALIFORNIA
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TEST LOCATION SKETCH
. PROJECT No. CE-5307
PLA TE No. ONE-A
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PROPOSED SINGLE FAMILY DWELLING
LOT #9, WILDFLOWER ESTATES
ENCINITAS, CALIFORNIA
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SOIL TESTING
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. PROJECT No. CE-5307
PLA TE No. ONE-B
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING
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PROPOSED SINGLE FAMILY DWELLING
LOT #13, WILDFLOWER ESTATES
ENCINITAS, CALIFORNIA
No
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TEST LOCATION SKETCH
. PROJECT No. CE-5307
PLA TE No. ONE-C
NORTH COUNTY COMPACTION ENGINEERING, INC.
SOIL TESTING
PROPOSED SINGLE FAMILY DWELLING
LOT #20, WILDFLOWER ESTATES
ENCINITAS, CALIFORNIA
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SOIL TESTING
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PROPOSED SINGLE FAMILY DWELLING
LOT #21, WILDFLOWER ESTATES
ENCINITAS, CALIFORNIA
. .
TEST LOCATION SKETCH
. PROJECT No. CE-5307
PLA TE No.. ONE-E
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
1
2
.3
, 4
5
6
7
TES.Tlt 12ATK If 0 R Z .
~
10/08/96 See
" Plate
10/09/96 One
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9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
.30
31
"
10/10/96
,10/11/96
10/14/96
10/15/96
" r-,
.:¡¿
33
34
35
:36
37
38
39
40
10/16/96
TABULATION O~~Q~T£
VERT.
L.O..Q....
226
227
229
231
229
204
206
206
208
210
212
214
216
217
218
220
221
215
217
222
233
235
230
232
221
223
212
214
234
2.36
237
225
226
228
238
240
241
243
266
r¡~n
0::..00
FIELD 12RY DENSITJ[ SQlL PERCENT
MOIST LB./CU.FT. T~ COMPACIlQR
17.3
17,0
16.2
18,3
18.8
17. .3
16.7
19.3
18. 1
16. 1
19.3
16,5
17.3
18.2
17.7
19.6
17. 1
19.2
15.9
17.2
14,3
15.9
18.0
17.1
15.4
16,2
14.3
13.8
16.3
16.6
17.2
15.8
18. 1
17.3
17.8
18.0
15.4
18.3
18. 1
18.5
108,8
107.2
111. 1
109.1
108.0
108.9
110.9
112. 1
110. 1
114.2
106.4
112.8
109.7
107.8
109.2
107.0
110.0
108.5
112.2
109.2
117.2
111. 8
112.2
112.6
114.4
113.7
112.3
111. 2
111. 5
112.7
113.4
117.6
113. 1
111.6
111. 7
113,3
109. 1
106,9
109.2
107.0
PROJECT NO. CE-5307
PLATE NO. TWO (page 1)
I
I
I
I
I
T
J.
I
I
I
I
I
I
I
I
I
I
I
I
I,
I
II
II
II
II
II
II
I
I
II
II
II
~T
I .
~.L.
II
II
II
II
I
I
I
T
1.
92,2
90.8
94.2
92.5
91. 5
92.2
93.9
95.0
93.3
96.8
90.2
95.6
93,0
91. 4
92.5
90,7
93.2
92,0
95.1
92.5
96.4
92.0
92.3
92.7
94.2
93.6
95.2
94.3
91.8
92.8
93.4
:36.8
93.1
91. 8
91.9
93,3
92.4
90.6
92.5
90.7
NO RTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESUL"Ts.
'r.IDillt DATE. HORZ. VERT. E:.lE1J2 DRY DENSITY ~ PERCENT
~ LOC--- MQ.lSI LB- ICU.FT. TYEE OOMl:Am.illi
41 10/17 /96 See 270 16.2 115.4 III 97.8
42 " Plate 272 19. 1 110.0 III 93.2
43 One 245 20.2 109.0 III 92,4
44 " 247 18.0 110.8 III 93,9
45 242 18.7 108. 1 III 91.7
46 244 20.4 107. 1 III 90.8
47 10/18/96 245 17.0 11.5.8 II 95.3
48 24f; 16. b 113.7 II 93.6
49 249 17.3 112.8 II 92.9
50 250 15.7 112.6 II 92.7
51 247 18. 1 114.3 II 94. 1
52 274 18.2 109. 1 III 92,4
53 276 17.0 109.5 III 92.8
54 10/21/96 246 18, 1 111. 6 II 91. 9
55 247 17. a 111.1 II 91.4
56 249 16.2 112.5 III 95.3
57 251 15.7 113.6 III 96.3
58 " 252 15.3 116.4 II 95.8
59 10/23/96 " 253 18.3 112,4 IV 91. 5
60 255 17. 1. 111. 0 IV 90.4
61 255 15,4 113.9 IV 92.8
62 256 16.2 113, 1 IV 92, 1.
63 10/24/96 255 18.2 116.3 IV 94.7
64 256 16.!5 110.9 IV 90.3
65 254 17.4 112.7 IV 91.8
66 255 15.7 112,1 IV 91.3
67 10/25/96 255 17.3 110.9 IV 90.3
68 " 256 16.6 111.9 IV 91. 1
69 233 19.5 112. a IV 91.2
70 235 16.1 112.4 IV 91.5
71 238 15.0 114.2 IV 93.0
72 240 20.1 111. 4 IV 90.7
73 10/28/96 240 17.8 112. 1 I 95.0
74 " 242 19.3 109.4 I 92,7
75 243 19.6 110.7 I 93.8
76 242 18.0 109.6 I 92.9
77 244 20. 1 108.8 I 92.2
78 245 19.6 108.6 I 92.0
79 10/29/96 268 18.6 110,5 I 93.6
80 270 19.4 109.0 I 92.4
PROJECT NO. CE-5307
PLATE NO- TWO (page 2)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATXON OF TEST RESULTS
TEßTI1 DAT.E. HORZ - VERT. FIELD DRY DENS ITY' SQ.ß PERCENT
LOC...- LQC..... MQ.lSI LB- ICU_FT. :ri£E COMP ACLillli
81 10/29/96 See 272 18.5 109.8 III 93,1
82 " Plate 244 19.2 111.4 III 94.4
83 One 245 18.6 109.9 III 93.1
84 " 246 17.8 112.2 III 95, 1
85 10 /3 0 /96 274 19.3 103.0 I 91.5
86 " " 276 18.3 110.0 I 93.2
87 245 16.2 112. 1 III 95,0
88 247 17.6 109.7 III 93.0
89 10/31/96 247 16.4 111. '7 IV 91. 0
90 247 19.6 113.2 IV 92,2
91 247 17.0 113.4 IV 92.3
92 11/01/96 278 13.8 110.7 IV 90, 1
93 246 15,7 113,6 IV 92.5
94 247 16.3 112.4 IV 91. 5
95 254 15.0 111.7 IV 91. 0
96 255 18.6 112.8 IV 91.9
97 11/04/96 282 18.3 109.2 III 92.6
98 284 18.8 111. 8, .111 94.7
99 28~ 16.4 11.3.2 III 95.9
100 11/05/96 293 15.3 115.3 IV 93.9
101 295 16.4 114.6 IV 93.3
102 11/06/96 292 16.7 112.7 IV 91. 7
103 294 17.6 114.9 IV 93,5
104 297 16.6 113.4 IV 92.3
105 299 18.8 112.2 IV 91.4
106 11/08/96 218 19.7 112.5 IV 91. 6
107 " 220 17.3 114. a IV 92.8
108 11/07/96 215 19.6 112.2 IV 91. 4
109 217 16.8 114.6 IV 93.3
110 222 19.7 110.9 IV 90.3
111 11/11/96 219 14.6 115.4 IV 94.0
112 " 224 15.7 116,6 IV 95.0
113 11/12/96 201 18.6 106.0 V 91,6
114 203 16.5 110.8 V 95.8
115 204 14.6 111.7 V 96.5
116 206 17.7 107.3 V 92.7
117 208 18.6 110.7 III 93.8
118 210 17.6 109,4 III 92.7
119 211 18.0 108.0 III 91.5
120 11/12 /96 205 15. 1 112.6 III 95.4
PROJECT NO. CE-5307
PLATE NO- TWO (page 3)
I .
NORTH CO<JNTY
COMPACTION
ENGINEERING, INC.
TABULATION ~LIa
TESTtf: DATE BORZ. VERT. JUELJ2 DRY DENS lTY SQl1. PERCENT
L.OC..... L.O.C...... l'IOIST LB. ICU.FT. TY£E. ~
121 11/12/96 See 207 19.6 108.0 III 91. 5
122 " Plate 208 18.3 110.7 III 93.8
123 One 209 19.8 107.5 III 90.9
124 " 218 16.8 115.7 IV 94.2
125 220 18.2 113.3 IV 92.3
126 221 15.0 116.2 IV 94.6
127 11/15/96 203 17.2 114.7 VI 93,9
128 205 15.8 114.3 VI 93.6
129 204 15.3 115.':' VI 94.6
130 206 14.7 116. 1 VI 95. 1
131 213 16.6 114.7 IV 93.4
132 " 214 15.0 113.3 IV 92.3
133 11/18/96 208 17.8 110. 1 VI 90.2
134 210 16.6 111. 9 VI 91.7
135 211 16.8 110.5 VI 90.5
136 207 17.7 112.6 VI 92.3
137 209 15.4 111. 4 VI 91.2
138 210 . 16.6 111.7 VI 91. 5
139 11/19/96 " 213 16.8 112.3 VI 92.0
140 215 17.4 113.5 VI 93.0
141 214 15. 1. 111. 6 VI 91. 4
142 216 14.7 114.5 VI 93.8
143 11/20/96 215 17.7 110.5 VI 90.5
144 216 17.3 112.7 VI 92.3
145 217 15.6 112.9 VI 92.5
146 219 17.8 110.8 VI 90.8
147 11/26/96 220 14.9 118.4 VI 97.0
148 222 17.6 115.7 VI 94.8
149 221 18.9 111.1 VI 91.0
150 223 17.5 113.4 VI 92.9
151 11/27 /96 225 17.5 113.2 VI 92.7
152 227 15.3 115.6 IV 94,7
153 226 17.8 110.2 VI 90.3
154 228 19. 1 110. 1 VI 90.2
155 12/02/96 223 17.3 112.7 VI 92.3
156 225 15.2 114.4 VI 93.7
157 227 18. 1 111. 7 VI 91. 5
158 12/03/96 228 15.9 113.4 VI 92,9
159 229 16.4 112.2 VI 91.9
160 " 225 14.7 116.1 VI 95.1
161 227 18.3 112.8 VI 92.4
PROJECT NO. CE-5307
PLATE NO- TWO (page 4)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TESTA DA1'.K HilltZ..... YKJIT.... FIELD DRY DENSITY SQlL. PERCENT
~ hQh l1QIS.I LlLLC!LEJ'->.- 1TIE. GflMEAC-'I:NN
162 12/04/96 See 229 16.3 110.4 VI 90,4
163 " Plate 231 17.8 111. 7 VI 91.5
164 One 233 14.5 113.7 VI 93.1
165 12/05/96 " 231 17.4 112.2 VI 91.9
166 230 18.0 113.4 VI 92.9
167 232 16.6 115.4 VI 94.5
168 12/09/96 257RFG 11. 3 114,3 VII 97.9
169 257RFG 11. 4 110.4 VII 94.5
170 257RFG 13.6 112.7 VII 96.5
171 12/13/96 233 17.7 116. 1 VIII 91.7
172 234 18.2 118.0 VIII 92.2
173 232 17.4 117.8 VIII 92.0
174 233 16,2 123.7 VIII 96.6
175 199 18.2 112.3 VI 92.0
176 201 16.2 113.6 VI 93.0
177 12/16/96 202 18,3 109.0 III 92.3
178 204 17.6 111.3 VI 91.5
179 206 16,5 114.6 VI 93.8
180 208 17.0 112. 1 VI 91.8
181 204 16.8 116.0 VI 95,0
182 12/17 /96 208 15. 1 113. 1 VI 92.6
183 210 18.0 114.7 VI 93.9
184 212 18. 1 112.3 VI 91.9
185 " 207 16.9 115.6 VI 94.6
186 214 16.7 113,5 VI 92.9
187 209 15.0 114.0 VI 93.3
188 12/18/96 216 15. 1 116.3 VI 95.2
189 218 16.7 112. 1 VI 91.8
190 220 15. 1 113. 1 VI 92.6
191 12/19/96 222 14.9 113.0 VI 92.5
192 12/23/96 207 17.3 110.7 III 93.8
193 209 15.9 111. 4 III 94.4
194 211 16. 1 112.7 III 95.5
195 213 18.6 115.0 IV 93.6
196 215 19.2 114. 1 IV 92.8
197 273 16.3 115.7 IX 95.2
198 275 17.4 114.0 IX 93.8
199 270 15.7 113.5 IX 93.4
200 12/26/96 216 18.2 111.6 IV 90.9
201 218 17.2 113.6 IV 92.5
PROJECT NO. CE-5307
PLATE NO. TWO (page 5)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESUL~
TESJ. # DAn HORZ. VERT. liE112 J2RY..JÆ.lilSJn SQI1 PERCENT
L.O.G.... L.OC...- MOIS! LB. ICU. IrL... TTIE. COMPACTION
202 12/26/96 See 215 16.3 115.4 IV 94.0
203 " Plate 217 19.3 107,7 III 91. 3
204 One 277 17.2 113.3 IX 93.3
.205 279 16. 1 115.0 IX 94.7
206 280 15.4 114.4 IX 94.2
207 271 15.0 116.3 IX 95,7
208 273 17.7 112.7 IX 92.8
209 12/27 /96 230 15.7 114.9 IV 93.6
210 232 15.3 113.6 IV 92.5
211 218 17.0 109.4 III 92.7
212 220 18.3 110.2 III 93.3
213 210 16.2 109.0 III 92.3
214 212 17.7 108.7 III 92.1
215 12/30/96 281 17.7 111. 4 IX 91.7
216 283 16.6 112.9 IX 92.9
217 282 15.7 112.7 IX 92.8
218 284 16.9 113.4 IX 93.3
219 285 15.3 114.0 IX 93.8
220 '" 217 16.2 114.8 V¡ 94,0
221 219 16.7 112.9 VI 92.4
222 213 17.2 113.4 VI 92.6
223 215 16.:3 115.6 VI 94.6
224 12/31/96 217 16,7 115.6 VI 94.7
225 219 17.7 113. 1 VI 92.6
226 222 17.5 113.4 VI 92.9
227 224 14.7 118.4 VI 97,0
228 318 15.7 113.0 IX 93.0
229 320 15.4 111. 4 IX 91.7
230 322 16.3 112.6 IX 92.7
231 288 19.3 112.6 IX 92.7
232 291 19.7 110,9 IX 91.3
233 01/02/97 217 18.6 111. 2 III 94.2
234 219 19.2 113.3 III 96.0
235 221 17.5 111. o III 94.1
236 227 16.2 110.7 III 93.8
237 229 16.6 112.4 VI 92.1
238 230 15.3 113,6 VI 93.0
239 223 15.0 112.2 VI 91. 9
240 225 14,9 115.2 VI 94.3
241 293 15.2 113.7 IX 93.6
PROJECT NO. CE-5307
PLATE NO. TWO (page 6)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULI£
TES.T1t DATE. HORZ..... YElIT...- FIELD DRY DENSI1'.Y SQlL PERCEJIT.
we...... ~ MillS-! LB. /CU.FL.. TIn COMPACTION.
242 01/02/97 See 295 14.3 115.4 IX 95.0
243 " Plate 297 14.7 114.7 IX 94.4
244 0 1 /06/97 One 223 16.7 112.3 VI 92,0
245 " .. 225 15.8 113,0 VI 92,5
246 227 17.7 111. 4 VI 91.2
247 294 16.8 114. 1 X 90.0
248 296 14. 1 116.3 X 91.7
249 287 15.7 114.5 X 90.2
250 289 14.6 115,7 X 91.2
251 01/07/97 226 15.3 118.2 VI 96.8
252 228 16.8 115.7 VI 94.7
253 229 15.4 111.0 VI 90.9
254 230 17.3 112.6 VI 92.3
255 232 18.6 111. 4 VI 91. 2
256 290 17.0 114.7 X 90.4
257 292 15.2 114.5 X 90.2
258 298 16.4 116,0 X 91. 4
259 " 299 13.,2 117.3 X 92,5
260 01/08/97 " 234 14.7' 112.3 VI 92,0
261 236 17.4 110.7 VI 90.7
262 238 14.5 114.4 VI 93.7
263 240 18.3 111.4 VI 91. 2
264 242 17.0 113.7 VI 93. 1
265 01/09/97 233 12.8 117.7 VIII 92.0
266 " 234 13.6 118.5 VIII 92.8
267 278 18.3 110.4 III 93.6
268 280 16.2 112.7 III 95.5
269 288 15.3 113. 1 III 95.8
270 290 15,9 110.7 III' 93,8
271 302 17.8 114.7 X 90.4
272 303 17.4 115.0 X 90.6
273 324 15.4 109.3 III 92.6
274 01/10/97 304 13.7 114.5 X 90.3
275 301 14.6 116.3 X 91.7
276 302 15,2 115.3 X 90,9
277 292 16.7 112.6 III 95.4
278 294 17.3 111. 4 III 94.4
279 01/15/97 270 16.2 113.7 VI 93.1
280 272 14.3 114.5 VI 93,8
281 273 14.4 115,9 VI 94.9
PROJECT NO - CE-5307
PLATE NO. TWO (page 7)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
ÃABULA!lQN OF TEST RESULTS
T..E.S...TA DAT...K H.QRL VERT. FIELD DR Y D Ellli1ll Sill1. PERCENT
LOC...... I&C..- MOIST LB. ICU. FT. TY£E. COMPACTION
282 01/16/97 See 275 16.3 111. 7 VI 91.5
283 " Plate 277 15.9 113.0 VI 92.5
284 One 252 17.:3 114.0 IX 93.8
285 254 18.2 110.7 IX 91. 1
286 0 1 /17 /97 244 16.4 113,7 IX 93.6
287 246 17.3 115,4 IX 95.0
288 245 18. 1 111. 7 IX 91. 9
289 247 18.4 110.4 IX 90.9
2tìO 0 1/2 1/97 246 16, 1 112,5 IX 92.6
291 01/22/97 230 18.4 116.5 IX 95.8
292 238 15.9 109.7 IX 90.2
293 235 18, 1 114.6 IX 94.3
294 248 18.7 110.2 IX 90.6
295 232 18. 1 112.5 IX 92.5
296 01/24/97 220 19,5 110.2 IX 90.6
297 234 18.1 111. 1 IX 91.4
298 " 224 17.6 113.7 IX 93.6
299 226 15.4 112.4 IX 92.5
300 01/29/97 ." 250 17.6 113,8 IX 93.7
301 337 15.4 115.0 IX 94,7
302 336 17.7 112.4 IX 92.5
303 01/30 /97 338 14.7 117. 1 VI 95.9
304 336 16.2 115.3 VI 94.9
305 338 13.6 120.1 IX 98.8
306 336 16.5 114.0 IX 93.8
307 02/01/97 228 14.7 113.7 VI 93,1
308 229 16.2 112,0 VI 91.7
309 234 17.3 111.4 VI 91.2
310 236 13.4 115.3 VI 94.4
311 340 13.3 116.2 VI 95.2
312 342 13.8 115.7 VI 94.8
313 02/04/97 229 15.9 118,2 XI 95,7
314 228 16. 1 117.0 XI 94.7
315 229 16.6 115.0 XI 93.1
316 228 17.4 114.6 XI 92.8
317 228 13,7 119.5 XI 96.8
318 223 18.6 112,3 XI 90,9
319 " 225 17.9 113.7 XI 92. 1
320 227 15.6 115,2 XI 93,3
.321 244 16.0 116.4 XI 94.3
PROJECT NO- CE-5307
PLATE NO. 'l'WO (page 8)
I '
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TARULATION OF LEST RESULTS
TEST# DATE. ~- VERT. FIELD DRY DENS ITY, s.Q..I1. PERCE:tiT.
L.Oll.... ~ Mill.S.T. LB. /CU.FT->- T.YE.E COMPACTIDN
322 02/04/97 See 242 16.7 113.9 XI 92.2
323 " Plate 244 17.6 113.0 XI 91.5
324 One 252 16.2 110.7 VI 90.7
325 254 17.3 112.0 VI 91. 7
326 02/05/97 302 20.9 108.2 XIII 94.4
327 304 18.8 110,4 XIII 96.3
328 306 17.3 105,6 XIII 92.1
329 294 15.9 118.0 XII 90.1
330 296 17.3 119.2 XII 91. 1
331 305 12.1 119.4 XII 91.2
332 " 306 13.8 120.3 XII 91.9
333 308 14.9 119.6 XII 91. 6
334 02/06/97 329 14.3 110,2 XIII 96.2
3:35 331 19.6 105.7 XIII 92.2
336 333 20.4 104.9 XIII 91.5
337 308 13.8 119.7 XII 91. 4
338 310 12.7 122.3 XII 93.4
339 312 11. 9 124.3 ,XII 95.0
340 302 15.6' 121.7 XII 93.0
341 296' 14.4 120.8 XII 92.3
342 298 16.6 119.9 XII 91.6
343 02/07 /97 332 19.7 111. 3 XIII 97.1
344 334 15.6 112.4 XIII 98,1
345 336 17.6 106.7 XIII 93. 1
346 335 20.7 103.3 XIII 90. 1
347 336 15.6 108.2 XIII 94.4
348 333 20.4 104.6 XIII 91.3
349 .335 19.7 107.4 XIII 93.7
350 02/10/97 335 16.8 118.7 XII 90.7
351 .336 17,3 119.6 XII 91. 4
352 335 19.4 106.5 XIII 93.0
353 336 15,3 119.0 XII 90.9
354 334 15,7 122.6 XII 93.7
355 294 16.7 116.7 XIV 96.0
356 296 13.7 118.2 XIV 97.3
357 " 304 14.9 117.8 XIV 97.0
358 " 233 14.2 117.9 VIII 92. 1
359 235RFG 12.9 107.7 VII 92.2
360 233 13.2 118.6 VIII 92.7
361 235RFG 13.8 106.0 VII 90.8
PROJECT NO - CE-5307
PLATE NO TWO (page 9)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
IABQL!TrON OF TEST RESULTS
TEST# DATE. HORZ. YE~ FIELD DRY DENSITY Sill1. PERCENT
WC..... LQC..... MorSI LB. ICU.FT. T.Y£E. CaMP ACT lOli
362 02/11/97 See 337 15.6 117.9 XII 90.1
363 " Plate 338 14.7 118.3 XII 90,4
364 One 337 15.:3 118.7 XII 90.7
365 337 14.4 119.7 XII 91. 4
366 307 16.9 114.9 X 90.6
367 308 17.4 114.5 X 90.3
:368 310 18.2 114.4 X 90,2
369 290 17.3 112.2 XIV 92.3
370 292 it;. 6 113.6 XIV 93.5
371 02/12/97 335 12.2 118.4 X 93.4
372 336 13.8 114.7 X 90.5
373 '.' 338 14,6 118.9 X 93.8
374 280 14.0 118.8 X 93.7
375 02/13/97 299 11. 9 126.5 XII 96.7
376 298 12.6 124.0 XII 94.7
377 302 11. 4 123.2 XII 94.1
378 301 11. 9 121. 1 XII 95.2
379 " 308 13.4 122.6 XII 9:3.7
380 " 310 15.0 121.7 XII 93.0
381 311 12.0 124.9 XII 95.4
383 288 15.3 116.5 X 91. 1
384 290 14.0 123. 1 XII 94.0
:385 292 1.3.7 122.6 XII 93.7
.386 338 14.7 127.8 XII 97,6
387 338 13.8 120.0 XII 91.7
388 335 12.2 123.7 XII 94.5
389 337 15.8 115.7 X 91.2
390 02/14/97 338 12.6 123.7 XII 94.5
391 338 13.4 112.2 XI 90.8
392 282 13.2 120.7 X 95,2
393 282 14.8 124.0 XII 96.0
394 02/18/97 294 20.5 110.3 XIV 90.8
395 276 16.6 116.3 XI 94.2
396 02/19/97 296 17.7 110.7 XIV 91. 1
397 264 18. 1 113,8 XI 92.1
398 247 17.3 114.2 XI 92.5
399 02/20/97 298 18.6 110.6 IX 91. 0
400 301 17,4 112.5 IX 92.4
401 302 19.0 112.9 IX 92,9
402 242 18.3 111.7 VI 91.5
PROJECT NO- CE-5307
PLATE NO. TWO (page 10)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
IABDLAT1.QJLO F T EST RESULTS.
TESTIt DATE. HORZ. YKRL ElE1J2 DRY DENSITY S.QlL. £E.RGEl'IT.
LOC.... ~ 11..QlSI LB./CU.IT..... TYEE. GmœAC.I.ID.N
403 02/20/97 See 243 17,6 112.2 VI 91.9
404 " Plate 242 16.3 118.7 VI 97.2
405 02/21/97 One 304 17.3 118.6 IX 97.6
406 " " 306 16.6 115.4 IX 95.0
407 307 18.5 112.7 IX 92.8
408 268 17.7 108.3 III 91.8
409 270 16.9 109.6 III 92,9
410 02/24/97 258 18.9 112.0 XV 93.3
411 308 17.9 115.2 XI 93.3
412 260 17.6 110.8 XV 92.3
413 309 18.0 115.2 XI 93.3
414 310 17.2 116.1 XI 94.0
415 310 15. 1 115.4 XI 93.4
416 02/25/97 308 14.4 116. 1 XI 94.0
417 :309 14.7 119.7 XI 97.0
418 307 16.3 114.6 XI 92.8
419 262 17.7 109.6 XV 91.3
420 263 17,3 108.2 XV 90.2
421' 239 14.4 11" 7 YT 91. 3
......G. , Ú,J.
422 239 13.7 114.4 XI 92,6
423 02/26/97 251 11. 8 123.3 XII 94.2
424 256 13.4 122.2 XII 93.4
425 253 11. 1 129.0 XII 98.6
426 264 15.4 111. 6 XV 93.0
427 262 16.2 112.0 XV 93.3
428 264 14.3 109.6 XV 91.3
429 02/28/97 268 17.2 113.4 XV 94.5
430 " 270 17.4 112,2 XV 93,5
431 272 18.2 110.7 XV 92.3
432 266 17,7 112.3 XV 93.6
433 268 18.6 110. 1 XV 91.8
434 267 19.3 109.6 XV 91. 3
435 274 19.5 117.2 XV 97.6
436 27f5 14. 1 109,2 XV 91. 0
437 272 16. 1 117.0 XV 97.5
4:38 03/03/97 " 273 15.7 114,2 XV 95,2
439 272 17.2 113.6 XV 94.7
440 272 12.6 114.9 XV 95.8
441 274 15.7 113.0 XV 94.2
442 270 17.2 114.0 XV 95.0
PROJECT NO. CE-5301
PLATE NO TWO (page 11)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
TESTfl: DAn JIORZ - VERT. EIELD DB.L.DEHSlll SQl1. ~
I&C..... ~ MOIST L..B. ICU. FT. :I:YH ÇQMPACTION
443 03/03/97 See 272 18.2 112.4 XV 93,7
444 " Plate 276 20,0 109,3 XV 91. 1
445 One 274 18.8 110. 1 XV 91. 8
,446 " 276 18.5 111. a XV 92.5
447 03/04/97 281 18.2 110.2 XV 91. 8
448 275 19.6 109.3 XV 91. 1
449 277 18.4 110.7 XV 92.3
450 282 17. 1 111. 1 XV 92.6
451 " 284 19.4 109.0 XV 90.8
452 277 14.4 115.2 XV 96.0
453 279 15.5 113.9 XV 94.9
454 03/05/97 245 13.7 120.9 XI 97.9
455 245 14.4 121. 7 XI 98.5
456 246 15.6 119,2 XI 96.5
457 " 251 16.7 108.0 III 91.5
458 253 17.7 109.3 TTT 92.6
~-,-.L
459 254 16.2 110.7 III 93.6
460 244 17.0 115.9 XI 93.8
461 03/06/97 221 18.2 109.4 XV 91. 2
462 224 16.4 106.6 III 9(),4
463 222 15.9 113.5 XV 94.5
464 03/07 /97 220 19. a 112.9 XVI 90.0
465 222 20.2 113.8 XVI 90.7
466 222 13.8 120.4 XVI 95.9
467 220 18. o 114.5 XVI 91. 2
468 " 221 20.1 113,3 XVI 90,3
469 03/10/97 226 16.9 118.5 XVI 94.7
470 226 17.9 11.3,8 XVI 90,7
471 223 17.6 120,2 XVI 95,8
472 223 17.5 114.6 XVI 91.3
473 03/11/97 293 18.1 110.7 XVII 92.6
474 295 16.4 112.6 XVII 94,2
475 295 15.5 113.4 XVII 94.9
476 297 15.0 115.4 XVII 96,6
477 216 20.7 111. 0 I 94.1
478 " ' 216 17.7 112.2 I 95. 1
479 " 217 21. 6 110.7 XV 92,3
480 03/12/97 217 15. 1 112.7 XV 93.9
481 219 15.4 114.9 XV 95.8
482 214 14.0 113.0 XV 94.1
PROJECT NO. CE-5307
PLATE NO. TWO (page 12)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABD.LATlQN OF TEST RESULTS
T.E.S.n DATE. HORZ. ~ FIELD D.RL.DE. N SIT Y s.QlL PERCENT
L.OC.... ~ MOIST LB./CU.FT. TYH COMPACT Ulti.
483 03/12/97 See 222 15.3 113. 1 XV 94.3
484 " Plate 223 17. 1 106,2 III 90.0
485 03/13/97 One 250 16.5 113,9 XI 92,2
486 " " 252 18.2 111. 7 XI 90.4
487 253 17.3 115.4 XI 93.4
488 254 14.4 116.2 XI 94.1
489 220 16.7 109.2 XV 91. 0
490 222 19,4 106.2 III 90. 1
491 221 21.8 108.6 XV 90.5
492 03/14/97 232 15.7 115.4 XV 96.2
493 225 16,9 111.6 XV 93.0
494 232 14.5 114.0 XV 95,1
495 03/17 /97 293 18.4 108,7 XVII 91.7
496 299 20.3 110.6 XVII 92,6
497 03/18/97 282 16,9 123,7 XVI 98.6
498 " 281 14.8 121.5 XVI 96.8
499 282 16.6 122.2 XVI 97.4
500 274 15. 1 119.6 XVI 95,3
501 274 15.4 115.4 XVI 92.0
502 260 17.5 110.9 XVII 92.7
503 258 19.9 111. 4 XVII 93.2
504 03/19/97 303 15. 1 112.3 XVII 93,9
505 03/20/97 306 17.6 111. 7 XVII 93.5
506 .305 14.3 114.1 XVII 95.4
507 302 16.0 108.5 XVII 90.8
508 03/21/97 241 RFG 16. 1 110.6 VII 94.6
509 241 REG 12. 1 108.6 VII 92.9
510 241 REG 11. 3 110. 1 VII 94.3
511 03/24/97 305 16.4 112,7 XVII 94.3
512 303 17.9 108.8 XVII 91. 0
513 303 15.3 110.4 XVII 92.3
514 03/26/97 306 15.0 117.4 XVII 98.7
515 308 14.7 116.3 XVII 97.1
516 308 15.3 115.1 XVII 96,3
517 306 14. 1 116,5 XVII 97.5
518 03/27 /97 230 RFG 12.2 118.7 XVIII 97.5
519 248 RFG 09.6 111. 4 XVIII 91. 6
520 340 RFG 10.2 110.5 XVIII 90.9
521 308 23.6 109.3 XVII 91. 5
522 312 RFG 12.2 109.4 XVIII 90.0
PROJECT NO. CE-5307
PLATE NO TWO (page 13)
I .
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TAB.UL.ATJ:ON OF TEST RE£U1..'ffi
Tlill-Tlt DAT..E. IIDBZ.... YER'L E.IELJ2 J2RLDE1.i.s.IIT SQIL. fE.RkElIT
~ ~ l'J.Ql.SI LB. /CU~T-,- rœ& COMPACT Iilli
523 03/28/97 See 310 13.5 121.5 XVI 96.8
524 " Plate 312 17. 1 114.2 XVI 91. 0
525 One 310 13.0 119.0 XVI 94.8
526 " 312 17.7 113. 1 XVI 90.2
527 03/31/97 284 14.2 120.8 XII 92.3
528 286 13.7 121.4 XII 92.7
529 283 14.7 119.6 XII 91. 4
530 282 13.0 121.7 XII 93.0
531 04/01/97 256 17. 1 112.7 XV 93.9
532 256 15.4 113.6 XV 94.7
533 257 13.7 111.4 XV 92.8
5:34 276 13.5 112.6 XVII 94.2
535 275 13. 1 111.1 XVII 92,9
536 283 16.2 110.7 XVII 92.6
537 308 17.0 109.4 XVII 91.5
538 310 15.4 113,0 XVII 94.6
539 04/03/97 277 RFG 10.6 117; 1 XVIII 96,4
540 " 277 II 11..~ 114.3 XVII 94.1
541 04/07 /97 " 312 10.2 115,3 XVII 96.4
542 312 13.6 121.2 XVII 96.8
543 312 17 LI. 114.4 XVII a¡:: '7
.1., . ~ ',I\J. I
544 04/08/97 306 RFG 13.0 109.8 VII 94.0
545 306 1/ 12.7 113.7 VII 97.3
546 224 16. 1 113.5 XVII 95.0
547 225 13.4 112. 1 XVII 93.8
548 2.36 17.8 111. 3 XVII 93. 1
549 237 16.3 109.4 XVII 91.5
550 04/09/97 238 16.5 108.3 XVII 90.6
551 238 18.1 110. 1 XV1I 92.1
552 04/10/97 265 15.0 111.7 IV 91.0
553 267 17.7 109,4 III 92.7
554 268 14. 1 112.6 IV 91. 7
¡:::,.. r- 270 16.2 111. 4 IV 90.7
'-' ;).)
556 271 13.6 110.7 IV 90. 1
557 04/11/97 273 16.7 108.6 III 97.0
558 275 17.4 109.4 III 92.7
559 274 15.4 112.6 IV 91. 7
560 276 14.3 112.9 IV 92.0
561 275 17.3 113.7 IV 92.6
562 277 14.9 115.0 IV 93.6
PROJECT NO. CE-5307
PLATE NO. TWO ( page 14)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTa
TES.T # DATE. HORZ. YEB1'...- FIELD DRY DENSITY SillL. PERCENT.
~ L.O.C...- l1Q.lSI LB./CU.F'I'- TY£E CQMPACTIOti
563 04/11/97 See 279 17.2 111. 6 IV 90.9
564 " Plate 280 18. 1 109.6 III 92,9
565 04/14/97 One 280 16.0 112.7 IV 91. 8
566 " 282 14.7 113.7 IV 92.6
567 04/15/97 283 13.5 117.2 IV 95.4
568 282 14.4 113.6 IV 92.5
569 04/16/97 303 14.9 111. 6 IV 90.9
5'70 305 15,8 112,4 IV 91.5
571 04/18/97 306 15.6 113.7 III 96.4
572 3 13 RFG 09.8 113.3 XIX 94,0
573 313 II 09.9 109.6 XIX 91. 0
574 " 237 15.3 114.4 XVII 95,7
575 04/22/97 309 RFG 08.0 108.8 XIX 90.2
516 226 II. 15.3 113.0 XIX 93.7
577 224 II 15.5 110.4 XIX 91.7
578 308 If 13.7 112.3 IV 91. 4
REMARKS:
Tests tabulated and not shown on Plate No, One
were taken on other lots in the subdivision. This
is a partial report for Lot #'s 7,8, 9, 13, 20 &
21 only for the purpose of obtaining a building
permi t.
Test No. 382 not available due to a field report numbering
error -
RFG = Rough Finish Grade
PROJECT NO- CE-5307
PLATE NO. TWO (page 15)
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
~S1'-RES..u:Ilffi
OPTIMUM MOISTURE/MAXIMUM DENSITY
SOIL DESCRIPTlilll TYEE. MAX. DRY DENSITY OPTIMUM MOISTURE
(lb/cu.ft.) (% dry wt)
Red Brown Clay I 118.0 14.7
Red Brown Gravelly-
Clay II 121.5 14.5
Orange-Brown Clayey-
Gravel III 118.0 If). 0
Orange-Red-Brown
Silty-Gravelly-Clay IV 122.8 13.5
Yellow-Tan Fine
Clayey-Sand V 115.7 14,6
Yellow Brown Clayey-
Gravel VI 122. 1 13.6
Light White-Beige
Silty Sand (Import) VII 116,8 13.2
Light Orange Brown
Silty Gravelly Clayey
Sand VIII 128,0 11. 2
Brown Red Silty
Gravelly Clay IX 121.5 13.7
Orange Brown Silty
Gravelly Clay X 126.8 11. 5
Brown Orange Silty
Gravelly Clay XI 123.5 13.3
Gray Brown Gravelly
Clay XII 130.9 10.6
Brown Sandy Clay XIII 114.6 15, 1
Yellow Beige Clayey
Gravel XIV 121.5 13.8
PROJECT NO- CE-5307
PLATE NO. THREE (page 1)
, NORTH COUNTY
COMPACTION
ENGINEERING, INC.
-
'-
TABULATION OF TEST RESULT&
OPTIMUM MOISTURE/MAXIMUM DENSITY
SOIL I2EßCRIPTIQti
lYLE.
'I "
MAX,
NORTH COUNTY
COMPACTION
ENGINEERING, INC.
TABULATION OF TEST RESULTS
OPTIMUM MOISTURE/MAXIMUM DENSITY
-
SOIL DESCRIPTION T.YE..E. MAX. DRY DENSITY OPTIMUM MOISTURE
Ob/cu, ft.) (% dry wt)
Orange Brown Silty-
Clay XV 12 0.0 15.5
Orange Brown Sil ty-
Clayey Gravel XVI 125.5 12.0
Yellow Red Gravelly-
Clay XVII 119.5 14.0
Yellow Tan Silty-
Sand (Import) XVIII 121. 5 11. 7
Beige Tan Sil ty-
Sand XIX 120.5 12.2
Gray Brown Gravel1y-
Clayey-Sand XX 132.0 09.7
EXPANSION POTENTIAL
s.AtlE.~1L- XVI XVII XX
CONDITION Remold 90% Remold 90% Hemold 90%
INITIAL MOISTUHE (~O 11. 5 13.5 09.2
AIR DRY MOISTURE (%) 07,7 06.8 6.4
FINAL MOISTURE (%) 23.1 25.0 19.6
FINAL DRY DENSITY (pcf) 113.0 107.6 llB.S
LOAD (psf) 150 150 150
SWELL (%) 7.2 7.5 6.8
EXPANSION INDEX 72 75 68
SAMPLE NO.
CONDITION
ANGLE INTERNAL FRICTION
COHESION INTERCEPT (PCF)
DIRECT SHEAR
XVI
XVII
Remold 90%
22
200
Remold 90%
17
290
PROJECT NO- CE-5307
PLATE NO. THREE (page 2)