1997-4928 G
Street Address
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Category
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Serial #
/Pm 96-0;//.
Name
Description
Year
Plan ck. #
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WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
PHONE: (760) 746-3553
FAX: (760) 746-4912
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34/,?-'
423 HALE AVENUE
ESCoNoloo. CALIFORNIA 92029
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April 27, 1999
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Mr. Jim Castle
2890 Lone Jack Road
Encinitas, Ca. 92024
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Project:
Our Job No. 99-19
Castle Residence
2890 Lone Jack Road
Encinitas, California
Subject:
Final Report of Compaction Testing
Mr. Castle:
In accordance with your request, we have provided testing services during placement of
backfill into the slope north of the driveway and adjacent retaining wall at the above referenced
project We also observed and verified the cleanout and the placement of%-inch rock and
drainage fabric behind the westerly retaining wall. Our services were performed from March 9,
1999 through April 12, 1999. In summary, our scope of services consisted of the following:
. Observation of placement of rock and fabric,
. Performing in-place density tests in slope backfill placed and compacted at
the site, and
. Preparing this report of compaction testing.
"
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Castle Residence
April 27, 1999
Our Job No. 99-19
Page 2
The field density tests were performed in accordance with ASTM D1556-90, the sand
cone method, The reported relative compaction is defined as the ratio of the field dry density to
the laboratory maximum dry density.
The laboratory compaction tests used in calculating the relative compaction of the field
density tests were performed on representative bulk samples of on-site soil material in
accordance with ASTM D1557-91. Both field density and laboratory compaction test results are
presented on the following pages.
The test locations were selected to yield a representative sampling of the compacted soil
material. The results are indicative of only those areas tested.
We are responsible only for the accuracy of our test results, Although our test results did
not reveal obvious deficiencies, we do not guarantee the contractor's work, nor do the services
performed by our firm relieve the contractor of responsibility in the event of subsequently
discovered defects in the contractor's work.
Respectfully submitted,
Distribution:
(2) Addressee
Attachments:
Test Results
DEZ:dg
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
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Castle Residence
April 27, 1999
Our Job No. 99-19
Page 3
Laboratorv Compaction Test Results
Soil
Description
Maximum
Dry
Density
(pcfl
Optimum
Moisture
Content
('Yo)
Gray, Clayey, Silty Sand
113.0
14.4
Slope Backfill
Field Densitv Test Results
Field Field Maximum
Test Re- Ht of Moisture Dry Dry Relative
Date Test Test Location Fill Content Density Density Compaction
1999 No. of No. of Test (F eeO ('Yo) (pcfl ( pcfl ('Yo)
3-31 1 Slope North of +2.0 17.0 102.7 113.0 90.9
Driveway &
Retaining Wall
2 Slope North of +4.0 16.8 103.1 113.0 91.2
Driveway &
Retaining Wall
3 Slope North of +5.0 16.5 103.4 113.0 91.5
Driveway &
Retaining Wall
4-12 4 Slope North of +8.0 19.5 103.5 113.0 91.6
Driveway &
Retaining Wall
5 Slope North of +6.0 19.0 103.0 113.0 91.1
Driveway &
Retaining Wall
WESTERN
SOIL AND FOUNDATION ENGINEERING, INC.
ALPINE ENGINEERING
P. O. Box 2155
Alpine. California 91903
Engineer (619) 445-2024
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.
CIVIL ENGINEERING
SOIL ENGINEERING
Surveying
Subdivisions
Technical Assistance
(619 445-4700
Mr. Gregory J. Castle, AlA
ARCHITECT
117 N. Acacia Avenue
Solana Beach, California 92075
California Civ' r RCE 27697
10) rn @ rn 0 W ~ ~l
lnJE 2 ~ IWi
ENGINEERING SERVICES I
CITY OF ENCINITAS '
Subject: Report of site preparation, grading and compaction of fills.
APN 264-152.03.Lone Jack Road
Encinitas, California
Dear Mr. Castle:
Pursuant to your request, we have completed tests, inspections and
analysis required for certification of site preparation, grading and
compaction of fills at the subject address. The work reported consists of
on-site excavation and recompaction, cut/fill operations and levelling for
a residential building site. A "Report of Soil Investigation" was prepared
for the project by Scenic Coast Building Sciences and was dated July 3,
1996.
All trash and debris have been removed from the areas to be graded and
the site prepared and graded in accordance with our recommendations
after review of the Scenic Coast Report. Keys were properly cut and
topsoils recompacted under our surveillance.
Laboratory tests performed in accordance with ASTM test method 0-1557
indicate a maximum dry density of 108.0 pcf and optimum moisture of
16.0 % for the representative soils compacted on' the site. Bearing soils on
the site consist of stony clays with an Expansion Index of 82 @ 144.7
psf. The Unified Classification is (CL)/(ML).
As the grading progressed, compaction procedures were observed and
tests were made in accordance with ASTM test method 0-1556. Results of
these tests are presented on Page "A" and their approximate locations are
shown on Figure NO.1.
Thu, Jan 29, 1998
-2674-
1
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.
Based on the results of tests and observations, I hereby certify that all
fills placed on the property have been compacted to within 90 percent of
maximum dry density. The site has been properly prepared and graded and
is suitable for its intended use.
RECOMMENDATIONS
1. All recommendations set out in the Scenic Coast report are
applicable to the as-graded building site. Foundations and structure slabs
should be designed and constructed in strict accord with those
recommendations.
2. Any foundations located within seven feet of the face of
fill slopes should extend. to a depth where the bottom is at least seven
feet horizontally from the face. (IE: Seven Feet to Daylight)
3. Finish grade the site after structures and other
improvements are installed such that surface waters are directed away
from building foundations and fill slopes. Thence, via surface swales
andlor underground drains, toward and into approved drainage ways.
If you should have any questions after reviewing this report, please do not
hesitate to call. We appreciate this opportunity to provide our
professional services.
Si nee rely
Alpine Engineering
WMB/ocl
Attachments
~ff~,~?/!: az,u~
Wallace M, Beron, RCE 27697
Thu, Jan 29, 1998
-2674-
2
.
.
Lone Jack Road
Compaction/Inspection Report Continued:
[P~@l~ [jfj~[jfj
TABLE OF FIELD DENSITY TEST RESULTS
Test Depth Field Field Laboratory Relative
No ot Moisture Density Density Compaction
Fill (& dry wt) (pet) (pet) (% Lab Den)
---- ----- -------- ------ --------- ---------
1. 2' Key 15.8 98.6 108.0 91.30
2. 3' Key 16.2 97.3 108.0 90.09
3. 4' 16.1 99.6 108.0 92.22
4. 3' 15.8 100.6 108.0 93.15
5. 4' 16.3 100.5 108.0 93.06
6. 2' 16.3 99.8 108.0 92.41
7. 2' 16.0 100.1 108.0 92.69
8. 3' 15.8 99.4 108.0 92.04
9. 2' 15.9 101.6 108.0 94.07
Thu, Jan 29, 1998
-2674-
3
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Field Technician Report
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Alpine Engineering
Field/Laboratory, Testing! Analyses
974 Bremen Way, Alpine, CA, 91901
(619)
445.4700
DA)7::.?=?/?.?
Figure NO'L
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July 14, 1997
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City of Encinitas
Engineering Department
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HYDROLOGY EVALUATION FOR THE CASTLE RESIDENCE
PARCEL 2 OF 96-041 TPM - CITY OF ENCINITAS
RE:
Gentlemen:
Please allow this letter to serve as a hydrology evaluation for
the subject residential grading plan. Based on our experience
with this project and the Ranchview Estates subdivision, which is
directly west of this site, it is obvious that the drainage for
this site is basically the site itself, or approximately 1.5
acres. Assuming rural drainage design, it is conservatively
estimated that the 100 year storm over this site is approximately
3.0 CFS.
The grading plan proposes to cut down a portion of the top of
this site and "restore" some of the original slope in the front
of the proposed residence. The entire site is basically at the
top of an existing hill in Olivenhain and has no other drainage
entering into the lot, as it is the highest elevation in the
immediate area. The site drainage will be handled by sheet flow,
swales, berms and a couple of area drains. Ul timately , the
drainage will flow towards its current location, i.e., Lone Jack
Road.
Based on our direct observations and the proposed grading plan,
we respectively request your acceptance of our hydrology evalua-
tion for this project. Should you have any questions or com-
ments, please feel free to contact this office or respond, as
such, with plan check comments.
I
Logan, R.C.E. 3972~
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Figure No. /
TECHNICAL ANAL YSIS
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Scenic Coast Sciences
974 Bremen Way, Alpine, CA 9'901
RCE 7193
445.4700
DATE
9'/5'0/97
Figure No I
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Single Family
Residential Construction
2894 Lone Jack Road
Olivenhain, California
Owner
Mr. Gergory J. Castle, AlA
117 N. Acacia Avenue
Solana Beach, California 92075
794-0850
Architect
Mr. Gergory J. Castle, AlA
117 N. Acacia Avenue
Solana Beach, California 92075
794-0850
Scenic Coast File No.
(2674)
I" ",,, n 7
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California Civil Engineers RCE 7193, RCE 29704
SCENIC COAST BUILDING SCIENCES
974 Bremen Way
Alpine, California 91901
(619) 445-4700
I Soil Sampling
Testing
Compaction Control
Foundation/Slab Inspections
'S~ENIC COAST BUILrG SCIENCES .
974 Bremen Way w. M. Hubbard, RCE 7193
Alpine, California 91901 Dennis J. Sloan, RCE 29704
(619) 445-4700 Owen C. "Carl" Lemons, 8'086215
I Soil Sampling
Testing
Compaction Control
Foundation/Slab Inspections
Mr. Gergory J. Castle, AlA
117 N. Acacia Avenue
Solana Beach, California 92075
Subject: Report of Soil Investigation
2894 Lone Jack Road
Olivenhain, California
Dear Mr. Castle:
Pursuant to your request, we have completed a soil investigation at the
subject address. The findings and recommendations of our investigation
are presented in the attached report.
From a soil engineering standpoint, we find the site suitable for the
intended improvements, provided the project is designed and developed in
strict accord with the recommendations of the attached report.
If you should have any questions after reviewing the report,
hesitate to call. We appreciate this opportunity to
professional services.
please do not
provide our
Sincerely:
Scenic Coast Building Sciences
1}), :h. 0? / 1/} - ;}
~------~~------
W. M, Hubbard, RCE 7193
WMH/ocl
cc: (3) Submitted
Wed, Jul 3, 1996
-2674-
Page 1
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TABLE OF CONTENTS
CONT ENTS-DESCRIPTION
PAGE
I nt ro due ti 0 n - -- -- -- -- - -- -- - -- - - -- - -- -- -- - - - -- -- -- -- - - - - -- - - -- _ _ _ _ _ _ _ __ _ _ _ __ _ __ _ _ _ _ _ __ 1
Site 0 escrl pI ion --- -------- -- ---- --- ------ -- ------ --- -- -- -___ __ __ ____ ____.__ ____ _. __.. __ 1
Proj ect Oeser i pt io n -- --- --- ----- --. --- --- - ---- -. --- ---- - --- --- ..- __ __ _ ___ __ _. _ ___ __ __ ___ 1
Scope of Investigation --------.------------------------.---_.__.______________________ 2
Site So i Is - - --- -- -- - -- - - -- -- -- -- - - - -- - - - --- - - - -- --- -- ---- ---- _ ___ __ _ _ __ _ _ __ _. _ _ _ _ _ _ _ ___ _ 2
Eng i nee ri n g Properties - --- -------- - _______________h - - -- -____.________ _ _ .___ ____________ 2
Sol I H aza rds - --- -- --. ---- - -- --- -. -- - --.. - -- -- ---- -- -- - -- -- - --___ __ _. _ __ _____ _ __ __. __ __ _ 3
S i I e Sui la bi I ity ---- ------------- ---- - ---- - -- ----- -- -- --- -- - ---- __ _ __._. ____ _ ____ __ _____. 3
Recommendations
3-4
Site Preparation and Grading Special Provisions ------------------------_______________.__ 3
Ea rth quake R equ i remen ts - ------- - - -------- ---- ------- - ---------_ - ____. _ _ ____ __ _______ __ 3
F ou nd ati 0 nand Slab Desig n ----- ---- --- -- ------ ----------- .----_ _____ __ _ ___ _ ____ _____ __ 3 _ 4
Th e F 0 u nd at io n Syste m --- -- -- --- -- ------.----- --- -- -. ---.-- --- -._ ___._ ___ __ _ _ ___ __ __ 3
Desi g n 0 f F 0 u nd a ti 0 ns ----- - --- -- ___h____ -- ---- -.__ __._ _________. __ __. __ h__ __ ___ __ __ 4
On Grade Concrete Structure Slabs -------.------------------------..______________.__ 4
Fi n i sh Grad i ng -- --- -- -- ----- ----- ------- --- -- ----- ---- ---- - --_ .____._ __ __ __ __ ___ _ __ __ __ 4
NOTE
The following Figures 1- 12, Appendix "A" and Appendix "B"
Are attached hereto and by reference made a part hereof.
CONT ENTS-D ESe RI PTlON
Site Conditions and Approximate Test Pit locations-----------------__________
log of Underground Exploration Typical Profile ______________________________
in - P I a ce De n si ty Tests ___ __ __ _ _ __ _ _ ___ ___ ___ _ __ _ ___ ___ __ _____ ___ _ _ _ _ ___ ___
She a r Sum ma ry ---- -_ _ __________ _____ ______________ _____ _______ __ ________
Proving Ring in place Bearing Value .._______________________._______________
Grain Size Analysis and Atterburg limits ___________..___..___.______________
Ex pa n s ion T est Res u Its -_ ____ __ _ ___ __ _ __ _ __..__ __.. __ ___ __ ___ _ __ __.. __ _____
laboratory Compaction Tests Moisture/Density _____.___________________..___
Technical Analyses
Active and Passive Pressures ___.__________________________________________
So i I Bea ri n g P ressu res _____ ___ _ ____ __ ___ ____ _____ __ __ _____ ____ __ __ _ _______
General Information
AASHO Soil Classification
Unified Soil Classification
Approximate Interrelationships
C hart -.. - - - -..---. --- --- _ ___ _ ___ ___. _ __.__. _____
Ch art ---- ------ --- --_______ ___ _ __ ____.._ ___ _____
of Soil Classifications __..__....__________._.
~
Figure NO.1
Figure NO.2
Figure NO.3
Figure No.4
Figure No.5
Figure NO.6
Figure NO.7
Figure No.8
Figure NO.9
Figure No.9
Figure No. 10
Figure No. 11
Figure No. 12
Appendix "A"
Investigation and Test Procedures --.------------.-----.-------.--_.__________ Pages 1-5
Appendix "B"
Recommended Grading Specification-General Provisions ------------------_.____ Pages 1-8
Wed, Jul 3, 1996
-2674-
Contents
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REPORT OF
SOIL INVESTIGATION
Single Family
Residential Development
2849 Lone Jack Road
Olivenhain, California
Introduction:
Presented herein are the results of our soil investigation completed for
the subject project. The purpose of the investigation was to classify and
analyze the affected soils, identify potential soil hazards, determine site
suitability, develop criteria for design of foundations, and develop
recommendations for site preparation and grading, design of seismic
response, design of foundation systems, and finish grading of the project.
Site Description:
The site consists of an irregular shaped residential parcel located on a
private drive off Lone Jack Road in the Olivenhain Community of the
County of Encinitas. The property is in a more-or-Iess natural state
except for a driveway which services the Parcel to the north. The terrain
is moderate to steep sloping south and southeasterly. A field technician
plat of the property at the time of our investigation is presented as
Figure NO.1.
Project Description:
A residential building site is to be developed on the moderate terrain
along the westerly portion of the parcel. The site will be constructed
through on-site cut/fill operations and levelling. Development of the
property will include appurtenant off-street parking and landscaping.
Wed, Jul 3, 1996
-2674-
1
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Scope of Investigation:
This investigation consisted of surface inspection, subsurface
explorations, field and laboratory testing, and analysis of field and
laboratory data.
The maximum depth of influence of the proposed development was judged
and two hand-dug pits advanced in the area of the building site. in
addition, six proving ring penetrometer probes for in- situ bearing
capacity were completed in the building area. In-place density and shear
strength tests were completed in the field and samples were extracted
for laboratory analyses. (See Figures 1-5 for field tests & 6-8 for
laboratory tests)
Investigation and test procedures are outlined in Appendix "A" consisting
of 5 pages attached hereto. Tests results and analyses are presented in
attached Figures 1-10. (See Table of Contents)
Site Soils:
The soils encountered on the site consist of dark-brown clay over olive-
yellow soft shale. (See "Typical Profile"-Figure No.2)
Engineering Properties:
Tests and analyses of the prevailing foundation soils indicate the
following engineering properties:
Origin
Fig. 6
Fig. 6
Fig. 4
Fig. 4
Fig. 8
Fig. 8
Fig. 7
Fig. 2
Fig. 6
Fig. 9
Fig. 9
Judged
Judged
Soil Enaineering Propertv
Liquid Limit
Plasticity Index
Angle of Internal Friction
Apparent Cohesion
Maximum Dry Density
Optimum Moisture
Expansion Index
Unified Classification
AASHO Classification
Active Soil Pressure
Passive Soil Pressure
Active Pressure-Restrained Condition
Coefficient of Friction-Soil/Concrete
Wed, Jul 3, 1996
-2674-
56%
37%
22 deg.
550 psf
108.0 pcf
16.0 %
92 @ 144.7 psf
(CH)
A-7-6 (24)
49 pcf
237 pcf
52.0 pcf
0.50 X Dead Load
2
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,
.
.
Soii investigation Continued:
Soil Hazards:
No evidence of potential landslide, subsidence, faulting, liquefaction, or
other soil hazard was detected on the site.
Site Suitability:
The site is stable and, with strict adherence to the recommendations
which conclude this report, will be suitable for its intended use.
RECOMMENDATIONS
Site Preparation and grading:
Prepare and grade the site in accordance with Appendix "B"
(Recommended Grading Specification - General Provisions), consisting of
8 pages, and the following special provisions:
Loose compressible surface soils under structural fills and/or should be
excavated and recompacted as directed by our field technician during
grading operations. Keys under fills should extend into firm bearing strata
and step up the slope as the fill construction advances. The surfaces
exposed after excavations should be scarified and moisture conditioned
prior to compaction operations.
The earthquake requirements set forth in Chapters 23 and 25 of the
USC will be safe for use in the design of structures on the project.
Foundation and Slab Design:
The foundation systems should extend a minimum 18 inches
below the lowest adjacent grade for single story structures and
24 inches for two story. Each should be reinforced with a
minimum of one No. 5 bar near the bottom and one near the top.
Wed, Jul 3, 1996
-2674-
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Foundation and Slab Design Continued:
Design of foundations should incorporate maximum soil
bearing pressures of 2000 psf and 2500 psf for continuous and
spread foundations respectively as determined by proving ring
penetrometer tests performed on undisturbed site bearing soils
(See Figure No.5) and by analysis in (Figure No.9) .
On grade concrete structure slabs, should be a
minimum of 4 inches thick, cast over 4 inches of clean sand
with a moisture barrier and reinforced with 6"X6"-6ga/6ga
WWM or No.4 bars at 20 inches on center in each direction.
Finish grade the site, after structures and other improvements are
installed, such that surface waters are directed away from building
foundations a distance of five feet. Thence, via surface swales and/or
underground drains, toward and into approved drainage ways.
Wed, Jul 3, 1996
-2674-
4
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974 Bremen Way, Alpine, CA, 91901 (619) 445.4700 Figure No, ,:(
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{p, 12 \ ..T;.. -PL/-?C~ ~I/ IT
4-
Scenic Coast Laboratory
974 Bremen Way, Alpine, CA, 91901 (61 9)
~~~h/~~
445.4700 Figure NO,3
Figure No. _4:.
$I?Mt7C.C: l)~cl1r;oll
-;;<
'T:3-- --- --'-~-;--r- -- T'i ,--~-r-~, I I ' i I
· -, ,-1_" DIIl;eC71z:gpJ{/lflfStl~Ilf?. -pMM'.?;;__c~~_ ----rl
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, ' .'.; I I ': '; I
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r-~-e-- -;"- " ," I ii, ': ,-T I
r-~. --i,-' '.,' !, -j--i---,i-t-j..-f - '- mlm(!_I'__~' -- --r ---;-- --H, --hit,' -+- -T--
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4-
Scenic Coast Laboratory
974 Bremen Way, Alpine, CA, 91901 (619)
DATE
--~a_Y'1'?
445-4700 Figure NO,4
PROVIN@ RING PR-02~
SER IAL NO. 24482
CAPACITY 250.00
CALIBRATION DATE 01
.
POUNDS
SEP 1994
5
.
X (POUNDS) ~ . 330910274~ * Y (DIVISIONS) + . 78930237~4
COC/lT/CJ/'.
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200 * 67 68 68 68 69 69 69 70 ~ 70
210 * 71 71 71 ~ qp 72 73 73 74
220 * 74 74 75 76 76 76 77
230 * 77 78 78 78 79 79 80 80 80
240 * 81 81 81 82 82 82 83 83 83 84
250 * 84 cW 85 85 85 86 86 86 87 87
260 * 87 88 88 89 89 89 90 90 90
270 * 91 91 92 92 92 93 93 93 94
280 * 94 94 95 95 95 96 96 @ 97
290 * 97 98 98 98 99 99 ~ 100 100
300 * 101 101 101 102 102 102 1 3 103 103 104
310 * 104 104 105 105 105 106 106 106 107 107
320 * 107 108 108 ~ 109 109 109 109 110 110
330 * 110 III III 1 1 112 112 112 113 113 113
340 * 114 114 114 15 115 115 116 116 116 117
350 * 117 117 118 118 118 119 119 119 120 120
360 * 120 121 121 121 122 122 122 123 123 123
370 * 124 124 124 125 125 125 126 126 126 127
380 * 127 127 128 128 128 129 129 129 130 130
390 * 130 131 131 131 132 132 132 133 133 133
400 * 134 134 134 135 135 135 136 136 136 137
14- Scenic Coast Laboratory D~ /.;?<;;-/<? r:;
974 Bremen Way. AIOlne. CA 91901 1619 ) 44".~7nn cl0uro ~'f"'.~
'--'.::~:::...~...:.._..,-._.~.._.-. .:.,:'-~-_::~~--
4-
Figure No. c:;
GRAIN SIZE ANALYSIS AND ATTE~8URG LIMITS
SA~PLE rp-I-I
6"
4"
3"
2"
J.::"
1 2
r/1
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-- > I:l /606/0
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0
a:
0
>- .001mm 3'-1 9'c
J:
LIQUID LI~IT
6~
PLASTIC L1~IT
PLASTICITY INDEX
3'7
Scenic Coast Laboratory
H- 'l-c.C;?4)
(ell)
97' Bremen Way. A:p,re. CA G'GO' (619)
~bc
445.4700 Figure r~oc;::;
EXPANSION
SAMPLE
CONDITIOII
PASSINC ;:"i
VERT. DISPLACEMENT I
CONSTANT
NOR.'1AJ~ 5TH E55
EXPANS IO~ : \)::lEX
4-
Figure No. .2.
TEST RESULTS
Scenic Coast Laboratory
974 Bremen Way. Alpine. CA. 91901 (619)
rP- /-/
R~M"GO'!CJ
OV4<10;?/eO
oop6
9' ::< II
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445.4700 Figure No.
Figure No.
'6
TeCHNICAL ANALYSIS
NI.":
c.:=?s 1/ c=:
c /.:? '2-/9't; 5'.:7 ..../';;/ e
Sbeet Nu.ber:
Simple Identificltion;
Tr-/-!
Olte:
1110
\ 1\
\ \
1\- U SllIlple No.
~ SO" -I-L v/ .
\ \ 1\
\ \ Cy~.
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\ \ lpPIr&nt Fricti
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2.70
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- rxK1
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COoITERT. ~ f\ ~
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130
120
110
100
IlO
100
10 20 30
LAOOIUTORY CCH'ACTI(Jf mr
'10
U&OHTORY CllWACTlOIl
TUT ~rTlIOO: ASTll 1>-1557-
4-
Scenic Coast Laboratory
974 Bremen Way, Alpine, CA. 91901 (619)
DATA FOR CURVES
2 3
<9Jl
35'8
y Oe,l/S'/ry
A//~/S ru~C
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TEST DA TA
2
3
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00 ."\C,le. 0
IflC GRAVITY
AIR YOIDS CVRVES
DATE/,/
?/;;;'/?C
445-4700 Figure No. ~
Figure No. 9'
TECHNICAL ANALYSIS
#C7/vC: ~cS SVP G
i? ;; i1:: ; 'Y( /-$/;'1 &.. .~ ;7$-<1-
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4-
Scenic Coast Building
974 Bremen Way, Alpine, CA. 91901
RCE 7193
RCE 29704
445.4700
DATE.
?/p/r?
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974 Bremen Way, Alpine, CA. 91901
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RCE 7193
RCE 29704
445-4700
DA Tlj A
z: ?: '?C
Figure No,..L'Q
;
UNIFIa, SOIL CLASSIFICATION .ART
,
-"
SOIL DESCRIPTION
COARSE-GRAINED
More lhln hill 01 mllerlllll Ilrger lhln I No. 200 .Ieve
GRAVELS, CLEAN GRAVELS
More than half of coarse fraction is larger than
No.4 sieve size, bul smaller than 3"
GW Well-graded gravels, gravel and sand mix-
tures. little or no fines.
GRAVELS WITH FINES
(appreciable amount)
GP Poorly graded gravels, gravel and sand mix-
tures, little or no fines.
GM Silty gravels, poorly graded gravel-sand-silt
mixtures.
GC Clay gravels, poorly graded gravel-sand-silt
mixtures.
SANDS. CLeAN SANDS
More than half of coarse fraction is smaller than a
NO.4 sieve.
SW Well-graded sand, gravelly sands. little or no
no fines.
SP Poorly graded sands, gravelly sands. little or
no fines.
SANDS WITH FINES
(appreciable amount)
SM Silty sands, poorly graded. sand and silty
mixtures.
SC Clayey sands, poorly graded sand and clay
mixtures.
FINE-GRAINED
More thin hill of mllerllll. InIIUer thin I No. 200 .Ieve
SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour,
sandy silt and clayey-silt sand mixtures with
a slight plasticity.
Liquid Limit Less Than 50 CL Inorganic clays of low to medium plasticity,
gravelly clays, sandy clays, silty clays, clean
clays.
OL Organic silts and organic silty clays of low
plasticity.
MH Inorganic silts. micaceous or diatomaceous
fine sandy or silty soils, elastic silts.
Liquid Limit Greater Than 50 CH Inorganic clays of high plasticity, fat clays.
OH Organic clays of medium to high plasticity.
HIGHL Y ORGANIC SOILS PT Peat and other highly organic soils.
.
4-
Scenic Coast Building
974 Bremen Wav, Alolne, CA 91901
RCE 7193
RCE 29704
445.d7n0
DAT7/"A>~
>=iO''''O ~"O'..lL
_..._,_~.,,~,,_ ,.. _. ...~__.'u'.
"
.
.
.._~--..;..
2
3
.
.
Unified Soif CJollificatlon (2) , , i '_1..:
Corps of Envin"'1,
Otpor1",.nl 0# thl Army, ond ! I
au,.ou .f Reclomatlon
, I I 1 I
~ I
,
AASHO Soil Classification (3) i
8",r.." .f !'..,blle Road. I I 1 - -
-
I I I I III - - -
- - , - -
-
-
-
- -
Federol Aviation Agency I
e=
Soil Clanification ''') j S
I I I I r I
-
-
-
-
-
- I
-
I Reli.tane. Value-II ('I , i I,
,
.b I sol !
20 30 SS' 60 70i , 80 1 8S
, , I I I , I i
,10 ! Modulul of Subgrode Reaction-Jr, psi per In.(6)
'150i I , 1200 I 2S0 300 '00 SOO 6001 700 80
, 1 I I I I , I "
i karing Value, psi (7) I I ! I
I (3~.,1' 2:omOIO' r'O'O'3~.1"1 dOr":~;onl I
10 SO I 60 70
i I I I I , I I I ,
: C~lifor"ia aearinS Ratio-CBR i I I I
,
5 6 7 8 9 10
15
20 25 30
'0 so 60 70 80 90 100
o
\
3
.
5 6 7 8 9 10
IS
20 2S 30
40 50 60708090100
1'1 'or the bode idla, I.. O. J. Port", "Fo,mdOlion, f.. FI..ibl, P'.....m.""." H1ehwoy I'''arm IOG.d
'ro'~;"lil 0/,,,- T.....n/y.IKorld AIl/'lIol M..'ing, 194'2, Vol. '22, pogu 100.136.
I'll "Choroe,,,illl,, of $QU GrOllpl Plrtgi..i"g '0 loodl o..d Air/i.ldl." ,I.pp."dl... I. ft,. U..ifi.d Soil Clollificolio..
SY'f."" U.S. A,,,,y Corp. 01 E..il....n. Ttch..icol M,"'olo..d",,,, 3."7. 1953.
(31 "Clonificolioll of Hiih....o". 5",bQrOd. Mol"ioh," High_ay I".arch loord I'r("..di..gl 0' ,,.. r""tfl'y.fjf'h
Anllo,lal M",;...... 1945, Vol. 25. paQ" 376.392.
(4) Ajl~I' I'g"illg, U,S. O.pat........ of Com",,,c.. F.dtrol A"io"o.. Ai.ney, May 1941. pOi" 11.16. fill.
"'al.d "'''''i "01",,, QI"... ," FAA 0.';11" MO"1I<71 fa, Airparl 1'0".,..."".
l~l F, N. H".."" "A N..... Approach for Po"........ OIlIQ"," EIl,.;"..,;n; N,wl.~tcO'd. Vol. 141. No, 2. J",ly I.
194&. pOQ" 134.139."" faCIal "".d i.. ColifQlnio Slobolo"','.r M.,I'Iod of O"iQ",
(6) S.. T. A. Middl.brook, o"d G. e. 1.,lrom, "Soil Till! lor O.liQ" 01 .11".0". PO"."'."I1." HiQh.oy III.o.eh
loord I'rocHdi"ll" 0' Ih. r""."'Y.lltCond Allttl,lol MM/ing, 1942. Vol. 22. pog. 1 ~2.. i, factor III.d ill WtI'trQoord',
o"olylil for d"ilii" 01 ConCI.t. po".",..."
l71 $.. "'''.IIC. (61. POll' I....
Approximate Interrelationships of soli classlflcatlons
and bearing values.
I
,
.~
4-
Scenic Coast Building
974 Bremen Way, Alcine, CA.. 91901
RCE 7193
RCE 29704
445.4700
DA TYo?/9>G
Figure No,,&,
..."...,..- "-r-_"_"_.
.. --'"'--..~-~------._--_.
. APPENDIX "A" .
INVESTIGATION AND TEST PROCEDURES
1. Surface Inspection and Subsurface Explorations:
1.1 Surface Inspections are conducted by our senior field technician
under the direction of a California Registered Civil Engineer (engineer).
The purpose of the inspection is to: (1) identify and classify the soil
formations on and/or affecting the site; (2) identify existing or potential
soil hazards; (3) identify disturbances in the natural formation such as
man-made fills, subsurface installations and so on; (4) select the
locations where exploratory excavations are to be made; and (5) determine
the minimum depths to which the excavations should extend and
recommend the equipment to be used.
Note: Judgements incorporating special site conditions and/or the
type and design loads of proposed structure foundations are
made by the engineer.
1.2 "Subsurface Explorations" consist of trench excavations, hand dug
open pits and/or borings extended beyond the depths of influence by the
grading or foundation system. Undisturbed or bag samples are transported
to the laboratory for tests and analysis. In-place shear strength, density,
moisture and bearing tests are made in undisturbed strata as directed by
the engineer. All open excavations are backfilled immediately to eliminate
potential hazards.
2. Field and Laboratory Testing:
Field and laboratory tests are performed in accordance with generally
accepted (A.S.T.M.) or (AASHTO) test methods or other procedures set out
by the engineer. Brief descriptions of the tests performed are presented
below:
2.1 In-Place Field Moisture and Density:
Field moisture and density of the soil mass is determined by applying the
current applicable provisions of ASTM test method 0-1556 (Sand Cone). In
particular, the sampling procedure consists of:
a. Leveling a portion of the surface to be tested.
Scenic Coast Building Sciences
1
. APPENDIX "A" .
INVESTIGATION AND TEST PROCEDURES
Fie/d Moisture and Density Continued:
b. Seating a special base plate approximately 12 inches square
with a 6.5 inch diameter hole and seating ring.
c. Removing 5 to S pounds of soil through the hole without
disturbing the remaining soil mass.
d. Determining the volume of the hole by filling it with
calibrated sand of known density through a special cone seated
on the plate. The weight of sand in the hole is determined by
the weight loss from a measured amount filling the hole.
e. Weighing the soil removed from the hole and thus determining
the in-place density of the soil strata.
f. Moisture is found by drying a sample of the removed soil in an
oven or by calcium carbide chemical analysis. (Speedy
Moisture Tester)
2.1.1 Alternate in-place field density tests:
This method employs an Eley CN-940 Volumeter with a 1.12" Ld. (2S.4 mm)
X 2.75" (69.S mm) cylinder, piston stem marked 0-30 cc and vernier scale
which reads to 0.05 cc. A density sample is taken by pressing the cylinder
laterally or vertically into undisturbed strata with the stem all the way
back. The volume is then set at 30.00 cm3, the extruded portion trimmed
and the device plus sample accurately weighed. The results are converted
to Pounds/Cu. Ft.
2.2 Proving Ring Penetrometer Tests:
A CN.970 Proving Ring Penetrometer with a 30 degree cone point designed
with an equivalent base area of 1 Square Inch is used to determine the
bearing pressures the soil mass will support. The proving ring is
calibrated and accompanied by a chart converting the dial readings to
pounds/square foot up to 250 psf. Actual bearing capacities of undisturbed
strata and/or in-place compacted fill can be determined by direct
measurement in the field. Safety factors related to the uniformity of the
soil mass and experience are applied to the actual capacities by the
engineer to find safe bearing pressures to be incorporated into the
design of foundations on the project.
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. APPENDIX "A" .
INVESTIGATION AND TEST PROCEDURES
2.3 In-place Shear Tests:
The CL.600A Trovane Shear Device is used in the field to obtain shear
strengths of undisturbed natural strata or compacted fill. The vane driver
has a dial scale which is modified to read shear in tons/square foot while
a uniform normal stress is applied.
2.4 Atterberg Limits:
The "Atterberg Limits" are measured by the water content that
corresponds to the boundaries between several arbitrary states of
consistency progressing from liquid to solid. These limits tests are
performed on that portion of the material passing a No. 4 sieve.
a.The liquid limit is the water content in percent dry weight at which
the soil first shows a small but definite shearing strength with a
reduction in water content. In reverse direction, it is the water content at
which the soil mass just starts to become liquid.
b. The plastic limit is the water content at which the soil mass ceases
to be plastic and becomes brittle or crumbly when rolled into threads one.
eighth inch in diameter. The plastic limit is always lower than the liquid
limit.
c. The plasticity index is the numerical difference between the liquid
limit and the plastic limit and represents the range of moisture over
which the soil is plastic. The plasticity index, in combination with the
liquid limit, indicates the sensitivity of soils to changes in moisture
content. Relationships of the plasticity index to strength and expansive
properties of soils are well established.
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. APPENDIX "A" .
INVESTIGATION AND TEST PROCEDURES
2.5 Mechanical Analysis:
The mechanical (Sieve) analysis consists of the process of passing a
representative sample through a system of sieves each with progressively
smaller openings from 6 inches at the top to #200 at the bottom.
Hydrometry is often used to determine grain sizes within that portion
passing the #200 sieve. By weighing the total sample and subsequently
the amount retained on each sieve the portion, or percentage, of the
sample passing each is determined. Data from a mechanical is used to
develop a "gradation curve" (percent finer curve) which shows the partical
size distribution. Relationships between the gradation of soils and their
engineering properties are used to evaluate stability, resistance to
erosion or scour, compactibility, shearing resistance and bearing capacity.
2.6 Direct Shear Laboratory Tests:
Direct shear laboratory tests are performed to determine the failure
envelope based on yeald shear strength. The shear box was designed to
accommodate a sample having diameters of 2.375 inches or 2.5 inches and
a height of 1.0 inch. Samples are tested at different vertical loads and
saturated moisture contents. The Shear stress is applied at a constant
rate of strain of approximately 0.05 inches per minute.
When direct shear tests are determined necessary by the engineer
representative samples are transported to a more complete laboratory for
testing. results of shear tests are used to determine, active, passive and
soil bearing pressures through the use of the Rankine and Terzaghi
equations.
2.7 Expansion Index Test:
An expansion index test is performed on remolded representative samples
of soils likely to influence the projects foundation system. A sample
passing the #4 sieve is brought to optimum moisture content, then dried
at a constant temperature of 230 deg. F. for at least 12 hours or until the
moisture remains constant. The specimen is then compacted in a 4-inch
diameter mold in two equal layers by means of a tamper, then trimmed to
a final height of one inch, and brought to a saturation of approximately
50%.
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. APPENDIX "A" .
INVESTIGATION AND TEST PROCEDURES
2.7 Expansion Index Continued:
The specimen is placed in a consolidometer with porous stones at the top
and bottom, a total normal load of 12,63 pounds (144.7 psf) is applied and
the sample is allowed to consolidate for a period of 10 minutes. The
sample is allowed to become saturated and the change in vertical
movement is recorded until the rate of expansion becomes nominal. The
Expansion Index is reported as the total vertical displacement times the
fraction of the sample passing the #4 sieve times 1000.
The expansion index is used to classify the soil in accordance with
Section 2904 (b) of the Uniform Building Code. Special design
consideration is required for structure foundations located on, or within
three feet, of soils with an expansion index greater that 20.
2.8 Density/Moisture Relationship:
The maximum dry density and optimum moisture content (the proctor) of
soils represented on the site are determined in the laboratory in
accordance with ASTM Standard Test 0-1557-91, Method A. Field moisture
and densities are compared with the appropriate density/moisture test to
judge the density and suitability of soils intended to support structures.
Note:
Results of all tests, findings and analyses are presented in the text of the
report attached hereto.
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APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION-GENERAL PROVISIONS
1. GENERAL:
The site shall be prepared and graded in accordance with this
specification; the approved grading plans; applicable Sections of Chapters
29 and 70 of the Uniform Building Code; Codes, ordinances and policies of
the Governing Agency; and, recommendations of the attached "Report of
Soil Investigation".
1.1 Intent:lt is the intent of this specification to establish the level of
control and set out the minimum standards for clearing and grubbing,
preparing natural soils, processing fill soils, placing and compacting fills
and grading the project. This specification is a part of the "Report of Soil
Investigation" (herein after referred to as Report) and shall be used in
conjunction with it. Notwithstanding the recommendations of the "Report",
deviation from this specification will not be permitted except
when modified in writing by Scenic Coast Building Sciences.
2. DEFINITIONS: For the purposes of this specification the definitions
listed hereafter shall be construed as specified in this specification.
Bedrock is in-place solid rock.
Bench is a relatively level step excavated into earth material on
which fill is to be placed.
Borrow is earth material acquired from an off-site location for use
in grading on a site.
Civil Engineer shall mean a professional engineer registered in the
state of California to practice in the field of civil works. The term Civil
Engineer (herein after referred to as Civil Engineer) is the person
responsible for preparation of the approved grading plans.
Civil Engineering shall mean the application of the knowledge of
the forces of nature, principals of mechanics and the properties of
materials to the evaluation, design and construction of civil works for the
beneficial uses of mankind.
Compaction is the densification of soils by mechanical means.
Earth Material is any rock, natural soil or fill and/or any
combination thereof.
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APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION-GENERAL PROVISIONS
DEFINITIONS CONTINUED:
Earthwork includes all site preparation, grading and compaction
operations.
Erosion is the wearing away of the ground surface as a result of the
movement of wind, water andlor ice.
Excavation is the mechanical removal of earth material.
Fill is the deposit of earth material placed by artificial means.
Grade shall mean the vertical location of the ground surface.
Existing Grade is the grade prior to grading.
Rough Grade is the stage at which the grade approximately conforms
to the approved plan.
Finish Grade is the final grade of the site which conforms to the
approved plan.
Grading is any excavating or filling or combination thereof.
Key is a designed compacted fill placed in a trench excavated in earth
material beneath the toe of a proposed fill slope.
Report is the "Report of Geotechnical Investigation" of which this
specification is a part.
Site is any lot or parcel of land or contiguous combination thereof,
under the same ownership, where grading is performed or permitted.
Slope is an inclined ground surface the inclination of which is
expressed as a ratio of horizontal distance to vertical distance.
Soil is naturally occurring superficial deposits overlying bedrock.
Site Engineer shall mean a civil engineer experienced and
knowledgeable in the practice of soils engineering. For purposes of this
specification the term Site Engineer shall mean Scenic Coast Building
Sciences.
Site Technician shall mean a soil technician judged to be qualified
by the Site Engineer to perform tests and observations and log the results.
Soils Engineering shall mean the application of the principals of
soil mechanics in the investigation, evaluation and design of civil works
involving the use of earth materials and the inspection and testing of the
construction thereof.
Terrace is a relatively level step constructed in the face of a graded
slope surface for drainage and maintenance purposes.
Unsuitable soil is soil which in the opinion of the site engineer is
not competent to support other soil, fill, or structures or to satisfactorily
perform the other functions for which the soil is intended
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APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION-GENERAL PROVISIONS
3. SUBSURFACE CONDITIONS: Borings, trenches and test pit
investigations have been made at available locations defined by the Site
Engineer. Records and/or results of these investigations are set out in the
"Report". The information obtained from these excavations applies only to
conditions encountered at their locations and to the depth to which they
were made. It shall be the responsibility for the contractor to examine the
site personally and to conduct such additional investigations as he may
deem necessary for planning and execution of work. The contractor shall
inform the Site Engineer immediately if any conditions not described in
the "Report" are encountered.
4. HAZARDS: Whenever the Site Engineer determines that any existing
excavation or embankment or fill on private property has become a hazard
to life and limb,or endangers property, or adversely affects the safety,
use or stability of the land the governing agency, owner, civil engineer,
and contractor shall be notified.
5. QUALITY CONTROL:
5.1 Site Engineer's Responsibility: The site engineer's area of
responsibility shall include, but need not be limited to, responsible charge
of the inspections and approvals concerning the preparation of ground to
receive fills, testing for required compaction, stability of all finish
slopes and the design of buttress fills, where required, and incorporating
data acquired during the earthwork operations and/or supplied by the
"Report".
The site engineer will analyze the results of tests and observations made
by the site technician, exercise engineering judgement and make all
decisions related to suitability and acceptability of earthwork operations.
The site engineer will prepare a written "Report of Site Preparation,
Grading and Compaction of Fills", This report will include locations and
elevations of field density tests, summaries of field and laboratory tests
and other substantiating data and comments on any changes made during
grading and their effect on the recommendations made in the "Report". He
shall provide approval as to the adequacy of the site for its intended use.
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APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION-GENERAL PROVISIONS
QUALITY CONTROL CONTINUED:
5.2 Contractor's Responsibility: It shall be the responsibility of the
contractor to to assist the site engineer and keep him apprised of work
schedules and any conditions which do not appear to have been defined in
the "Report". Compliance with governing codes, grading the land to the
lines and grades shown on the approved plans and compacting the soils to
specified densities are the sole responsibility of the contractor.
5.3 Test Methods:
Optimum moisture and maximum dry density shall be determined in
accordance with ASTM test method 01557-91 which uses 25 blows of a 10
pound ram mer falling 18 inches on each of 5 layers in a 4 inch diameter
1/30 cubic foot cylindrical mold.
In-place field density shall be determined in accordance with ASTM
test method 01556 (sand cone & 6 1/2" field density plate).
Proving Ring Penetrometer tests shall be conducted by the site
technician and used to judge the uniformity, compaction and stability of
the soil mass.
5.4 Location and Elevation of Field Density Tests: Field density
tests shall be taken for approximately each layer of fill, but not to exceed
two feet in vertical height between tests. Field density tests may be
taken at intervals of 6 inches in elevation gain if required by the site
engineer. The location of tests in plan shall so spaced as to give the best
possible coverage and shall be taken no farther apart than 100 feet. Tests
shall be taken on corner and terrace lots for each two feet of elevation
gain. The site engineer may take additional tests as necessary to check on
the uniformity of compaction. Where sheepsfoot rollers are used, the tests
shall be taken in the compacted material below the disturbed surface.
Additional layers of fill shall not be spread until the site engineer has
determined that the specified density has been reached to the current
elevation.
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APPENDIX "8"
RECOMMENDED GRADING SPECIFICATION-GENERAL PROVISIONS
QUALITY CONTROL CONTINUED:
5.5 Inspection/Surveillance:
Sufficient inspection and surveillance by the site technician shall be
maintained during the earthwork operations to assure compliance with
this specification.
6. SITE PREPARATION:
6.1 Clearing and Grubbing: Within the areas to be graded, all trees,
brush, stumps, logs and roots shall be removed and legally disposed of.
6.2 Stripping: Stripping, if required in the "Report" or grading plans,
shall be conducted on all excavation and fill areas. Topsoils shall be
removed to a minimum depth of one foot and shall be stockpiled for use in
finish grading. Any artificial fill or rubbish, organic or other deleterious
material encountered in the stripping operation shall be removed to its
full depth and legally disposed of.
6.3 Preparation of ground: The ground surface shall be prepared to
receive fill by removing vegetation, noncomplying fill, topsoil and other
unsuitable materials to the depths directed by the site engineer,
scarifying to provide a bond with the new fill and, where slopes are
steeper than five to one, by benching into sound bedrock or other
competent material as determined by the site engineer. A key shall be
constructed at the toe of the fill. Where fill is to be placed over a cut, the
bench under the toe of fill shall be at least 10 feet wide but the cut must
be made prior to placing fill and approved by the site engineer as a
suitable foundation for fill.
6.4 Fill Material: Detrimental amounts of organic material shall not be
permitted in fills. Except as permitted by the site engineer, no rock or
similar irreducible material with a maximum dimension greater that 12
inches shall be buried or placed in fills.
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APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION-GENERAL PROVISIONS
SITE PREPARA TlON CONTINUED:
6.5 Buried Structures: Any abandoned buried structures and utilities
encountered during grading operations shall be totally removed. The
resulting depressions shall be backfilled with suitable material placed
and compacted in accordance with this specification. This includes, but is
not limited to, septic tanks, fuel tanks, sewer lines, leach lines, storm
drains and water lines. Abandoned water wells shall be backfilled and
capped as directed by the site engineer.
7. PLACING AND COMPACTING FILLS
7.1 Source: To the extent practicable, all suitable on-site cut materials
shall be used to construct the fills. If cut quantities are insufficient to
bring the site to plan grade levels borrow materials must be approved by
the site engineer before transporting them to the site.
7.2 Sequence of Operations: Filling shall begin in the lowest section
of the area. Fill shall be spread in layers as hereinafter specified. The
surface of each layer shall be approximately horizontal but will be
provided with sufficient longitudinal and transverse slope to provide for
runoff of surface water from every point. Filling shall be conducted so
that no obstruction to drainage is created at any time. Dewatering
facilities, if any, shall be continuously maintained in effective operating
condition.
7.3 Layer Construction: Fill shall be spread in approximately horizontal
layers measuring 10 inches in thickness prior to compaction. Each layer of
fill shall be inspected prior to compaction. All visible roots, vegetation,
or debris shall be removed. Stones larger that 12 inches shall be removed
or broken. The water content of each layer shall be determined to be
suitable for compaction or shall be brought to a suitable condition by
measures hereinafter described. Material incorporated in the fill which is
not in satisfactory condition shall be subject to rejection and removal at
the contractor's expense.
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APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION-GENERAL PROVISIONS
PLACING AND COMPACTING FILLS CONTINUED:
7.4 Fill Slopes: Fill slopes shall be compacted by means of sheepsfoot
rollers or other suitable equipment. In addition, fill slopes at ratios of
two to one or flatter, should be track rolled. Steeper fill slopes shall be
over-built and cut-back to finish contours. Slope compaction shall result
in all fill material six or more inches inward from the finish face of the
slope having a relative compaction of at least 90 % of maximum dry
density. Compaction on the slopes shall continue until the site engineer is
satisfied that they will be stable.
7.5 Compaction: All fills placed on the site and all backfill of removed
topsoils, trenches and retaining walls shall be compacted to within 90%
of maximum dry density. If the percentage compaction at any point is
found to be unacceptable, additional compaction with or without
modification of the field moisture content as directed, shall be performed
and a second moisture-density determination made. This procedure shall
be repeated until satisfactory compaction is obtained.
7.5.1 Equipment: The contractor shall describe the type or types of
compaction equipment which he proposes to furnish for use under the
contract. If in the opinion of the site engineer, any proposed type is
considered unsuitable or inadequate, the contractor shall be required to
select and furnish an alternate approved type or demonstrate by field trial
conducted at his own expense that the originally proposed type will
perform in a satisfactory manner.
7.5.2 Moisture Content: Compaction shall be performed only when the
fill material is in an approved condition of moisture content. In the
absence of a specific waiver of these provisions, the approved condition
shall be in the range of 2% less to 1 % more than the optimum moisture
content established by laboratory analysis.
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APPENDIX "B"
RECOMMENDED GRADING SPECIFICATION-GENERAL PROVISIONS
Moisture Content Continued:
The contractor shall furnish equipment for modifying the moisture content
of the fill material and at times when the moisture content is not within
the specified range, shall operate such equipment so as to achieve the
necessary correction with minimum loss of time. The addition of water
shall be accomplished by methods which will distribute the added water
evenly and in a controlled manner over the fill. Reduction of the water
content shall be accomplished by methods which are effective for
promoting aeration of the fill material.
8. TRANSITION LOTS:
Where transitions between cut and fill occur within a proposed building
pad, the cut portion shall be over-excavated a minimum of one foot below
the bottom of proposed foundations and recompacted as heretofore
specified.
9. PROTECTION OF FILL DURING CONSTRUCTION:
Despite the provisions of other sections of this specification, layer
placement and thickness shall be so controlled that no ponding of water
can occur on any working surface. This shall be accomplished however,
without at any time exceeding the specified maximum layer thickness.
Grading operations shall be performed so as to insure unobstructed run-
off at all times from every point on the working surface.
10. SEASONAL LIMITS:
No fill material shall be placed, spread or rolled if weather conditions
increase the moisture content above permissible limits. When the work is
interrupted by rain, fill operations shall not be resumed until field tests
by the site engineer indicate that the moisture content and density of fill
are as previously specified.
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