HomeMy WebLinkAboutTract Map 3929 Lot 247 Preliminary Soils & Foundation
Megaland Engineers & Associates
CIVIL ENGINEERS · PLANNERS. ARCHITECTS . SURVEYORS
/~,e S/6Nfj)
PREUMlNARY SOILS INVRSTIGATION AND
FOUNDATION RECOMMENDATIONS
A large, single-family residential building pad area, including access
driveway and parking area, located on Via Arboleda, Meadowview area,
Temeeula, California
Legal Description:
Lot 247, Tract 3929;
A.P.N.921-211-014
Site J.,oeation:
Via Arboleda
Temeeula, CA 92591
Owner/Applicant:
WZC Development
P. O. Box 18712
Beverly Hills, CA 90209-4711
(213) 801-0729
Job No. PSF04-208
May 4, 2004
28481 Rancho California Rd.. Suite. 201 . Temecula. CA 92590
Phone: (909) 699-4624 · Fax: (909) 695-5084 . E-mail: mega@ez2.net
\
TABLE OF CONTENTS
VICINITY MAP
INTRODUCTION....................................................................................................1
GENERAL,SITE CONDITIONS...........................................................................l
FIELD INVESTIGATION AND EXPLORATORY BORINGS ........................2
FAULT SYSTEMS ..................................................................................................2
SEISMICITY ...........................................................................................................2
LIQUEFACTION CRITERIA ...............................................................................3
GENERAL.LABORATORY TESTING P~OCEDURES...................................4
Maximum ,Density" DetermioatioQ.s..~..........................................................4
Expansion. Tests............................................................................................4
ALLOWABLE BEARING VALVES AND FOUNDATION DESIGN ..............5
ACTIVE EARTH PRESSURES FOR WALL DESIGN...........,..........................6
LATERAL RESISTANCE......................................................................................6
SETTLEMENT ANAL YSIS...................................................................................6
SITE CLEANUP AND COMPACTION OPERATIONS....................................7
COMPACTION SECTION DESIGNS..................................................................7
FOUNDATION DESIGN RECOMMENDATIONS............................................8
Soluble Sulfate Testing ....................................................~...........................8
Floor Slab Recommendations... ..................................................................8
Floor Slab Moisture Barrier .......................................................................8
Drainage Procedures....................................... .............................................9
Utility Trench BackfiU.................................................................................9
Foundation Recommendations ...................................................................9
CONCLUSIONS AND SUMMATION ..................................................................10
UNIFIED SOILS CLASSIFICATION SYSTEM.................................................ll
BORING LeG .........................................................................................................12
SEISMIC F AUL T ZONE MAP .............................................................................13
CONSOLIDATION TEST PRESSURE CURVE................................................14
MAXIMUM DENSITY CURW ............................................................................15
SULFATE 'FEST RESUL TS..................................................................................16
R-V ALUES ...............................................................................................................17
PLANS......................................................................................................... .............18
z..
-
,
PUt/iii/NARY ~
ICS S"rupY
"
\
\
,
\.
~t:>.p_ 2t08
.
..si
\~
'-L.
1Z-'- ---\
.'
/
j
i
'1
,
.,
J
.
/
. ~
. ~
.' .
---
~.--
..
'"
- 'J \ C. \ 't-.\ \-r-(
. M t...P ......
,
'~ .
J
,.)
. ~. '.
.3 .1
.~
Job No. PSF04-208
May 4, 2004
Page I
PRELIMINARY SOILS INVRSTIGATlON AND
FOlJNDA TION RECOMMENDATIONS
A large, single-family residential building pad area, including access
driveway and parking area, located on Via Arboleda, Meadowview area,
Temecula, California
Legal Description:
Lot 247, Tract 3929;
A.P.N.921-211-014
Via Arboleda
Temeeula, CA 92591
WZC Development
Site Location:
Owner/Applicant:
INTRODUCTION
At the request of owner, Walter Zeppieri, and in accordance with prevailing code
requirements, we have conducted a complete preliminary soils engineering feasibility
study to determine the structura1 properties and strength parameters of the existing soils
which will be involved in the grading operations to construct a large, single-family
building pad area.
All of our soils investigation was in complete accordance with the Uniform
Building Code, (Appendix Chapter 33) and in accordance with the city of Temecula
grading codes and standards.
GENERAl, SITE CONDITIONS
The project is somewhat elevated above Via Arboleda and slopes gently to the
south and west.
The entire lot is sparely vegetated with dried weeds and grass. The underlying
native soils consist of tan-brown coarse to fine sand and silt.
No evidence of imported soil or dwnping or any other contamination was
observed during the field inspection.
4
Job No. PSF04-208
May 4, 2004
Page 2
FIELD INVF.STIGA TION AND EXPLORATORY BORINGS
Two eight-inch borings were located in the building pad areas and several shallow
trenches were also located to provide undisturbed soil samples for laboratory analysis.
FA lJL T SYSTEMS
There is no evidence of any significant escarpments or ground distortion. Current
geologic information does not indicate any active faults on the property. The complete
building padwill be cut down into solid, undisturbed soil formations.
SEISMICITY
All of South em California is within a zone of seismic activity. Some of the
potentially active fault systems of significant size would be the Newport-Inglewood Fault,
which is at a considerable distance of about 30 rniles northwest along the Pacific Coast.
For this general area the most consistently active zone within a lOO-mile radius would
include the San Jacinto Fault Zone, and the closest main active fault would be the
southern extension of the Whittier-Elsinore Fault. The Chino Fault southern extension is
approximately 15 miles away and is considered to have a maximum magnitude of 7.5,
which would also apply to the Whittier Fault, which is more distant.
The overall area is considered to have a Richter magnitude of7.0. The possibility
of ground acceleration at this area would be approximately equal to the general Southern
California region. Past information indicates the probability of ground acceleration as
follows: (Page 3)
'S
Job No. PSF04-208
May 4, 2004
Page 3
Acceleration of Gravity
Probability of Ground Acceleration
Probability of
One Occurrence
Per 100 Years
0.05
0.10
0.15
0.20
0.30
0.35
95%
88%
65%
38%
20%
4%
Southern California is considered susceptible to a large earthquake, and design
should be in accordance with the Uniform Building Code, latest edition. The "Seismic
Risk Map of the United States" indicates that we are in Zone 4, which is described as
those areas within Zone 3 determined by their proximity to certain major fault systems to
be deemed Zone 4.
LIQUEFACTION CRITERIA
Soil liquefaction is caused by loss of soil strength, which is a result of increased
pore water pressures related to significant seismic activity. This phenomenon occurs
primarily in loose to somewhat dense cohesionless soils, which are located within a
groundwater zone. A rearrangement of the soil particles takes place, putting them into a
denser condition, which results in localized areas of settlement, sand boils and/or flow
failures.
The subject site will be cut down into solid, undisturbed well compacted soils
which will have adequate drainage both naturaIly and manmade for the fmal building pad.
The soil particles will be in a dense, well compacted condition. There will be no
groundwater surfaces remotely close to the building pad elevation, either permanent or
perched. Final drainage design will provide permanent and positive drainage flow away
C>
Job No. PSF04-208
May 4, 2004
Page 4
from all structures. Therefore, it is concluded that the subject building pad and the
proposed foundations will be considered to be nil with respect to liquefaction.
GENERAI,LARORA TORY TESTING PROCEDURES
Maximum Hensity Determinations
A bulk sample was procured, representing the typical soils that will be involved in
the excavation and grading procedures. Maximum density determinations were made in
accordance with A.S.T.M. Dl557-70T, modified to use 25 blows on each of five layers
with a 10-pound hammer falling 18 inches in a mold of 1/30 cubic foot volume.
Soil Type I: Tan-brown coarse to fme sand and silt with minor clay;
SM & SC according to the U.S.C.S.; Maximum Density 126.6 @
9.6% Optimum Moisture.
Expansion Tests
The results of expansion tests performed on the remolded samples of the typical
foundation soils, compacted to over 90% and set up to be equal to 50% saturation, and
then measured to full 100% saturation after a period of several days and until no further
expansion occurred in a 24-hour period in accordance with Table 29-C of the Uniform
Building Code, are as follows:
Expansion Test Resulb
Soil Type
Confining I,oad
Exp"n~ion Index
% Expansion
I
144 p.s.f.
15
1.5
All of the typical earth materials that will be involved in the grading operations
have low to nil expansive properties and will not present any structural foundation
problems with respect to soil moisture variations.
1
Job No. PSF04-208
May 4, 2004
Page 5
ALI,OWABLE BEARING VALUES AND FOUNDATION DESIGN
The typical earth materials on the site were procured for laboratory analysis and
based on saturated. direct shear tests, an allowable soil bearing pressure was determined.
The results of laboratory analysis and direct shear testing on the typical foundation soils
utilized a controlled rate of strain of .050 inch per minute under varying normal loads.
The test results calculated graphically to an angle of internal friction of 32 degrees with
120 p.s.f. available cohesion. Utilizing the Terzaghi Bearing Capacity Equation with a
factor of safety of 3.0, the following calculations have been determined:
Square or Continuous Footing.~
q = CNc + wDfNq + wBNw
= 150(20) + 100(1.0)14 + 100(0.5)12
= 3000 + 1400 + 600
= 5000 p.s.f. (ultimate)
q. = 1650 p.s.f. (allowable for square or continuous footings 12" wide
and 12" deep);
q. = 1750 p.s.f. (allowable for square or continuous footings 18" wide
and 12" deep);
q. = 1850 p.s.f. (allowable for square or continuous footings 24" wide
and 12" deep);
q. = 1950 p.s.f. (allowable for square or continuous footings 18" wide
and 18" deep).
q. = 2650 p.s.f. (allowable for square or continuous footings 24" wide
and 18" deep).
NOTE:
Allowable soil bearing pressures may be increased by a factor of one-third
when considering momentary wind and seismic loadings which are not
considered to act simultaneously and is in accordance with the Uniform
Building Code.
B
Job No. PSF04-208
May 4, 2004
Page 6
ACTIVE EARTH PRESSURES FOR WALL DESIGN
For design of retaining walls where native soils or comparable import soils are
utilized which are fine-grained and not clays, we recommend that active pressures be 35
p.c.f. equivalent fluid pressure where there is a level backfill against the retaining wall.
If a rising slope occurs behind the wall at a 2: I angle, then the active pressure
should be increased to 45 p.c.f. equivalent fluid pressure.
LATERAl, RESISTANCE
For determining lateral resistance and foundation design, passive pressures of 300
p.s.f. per foot of depth may be used, up to a maximum of 2400 p.s.f. A coefficient of
friction of 0.3 5 can be used for lateral resistance for all foundations making contact with
the approved building pad. If this value is used in conjunction with the passive pressure,
then the coefficient of friction may be left at 0.35, but the passive pressure should be
reduced to 225 p.s.f. per foot of depth.
The lateral resistance from coefficient of friction is determined by taking the
actual load of the building on the soils, times the foundation area, times the coefficient of
friction.
SETTLEMENT ANALYSIS
Consolidation testing was performed on an undisturbed soil sample which is
representative of the foundation soils in the general building pad area. The resulting
compression index (C.I.) detennined by laboratory testing of this undisturbed foundation
soil sample was 0.062.
Calculations indicate that under these soil conditions a single-story structure could
have 1.1 inches of total settlement, and a two-story structure would have 1.3 inches of
q
Job No. PSF04-208
May 4, 2004
Page 7
total settlement. These values would be based on no additional compaction being
undertaken and the total settlement that would occur, including that which takes place
during the actual construction of the building, plus all final settlement.
Afterthe compaction of the project area has been completed, the total settlement
which will result is 1/2 inch and the total differential settlement will be II 4 inch.
SITE CLE.NNUP AND COMPACTION OPERATIONS
The area to be graded must first be stripped clean of all vegetation and any
otherwise loose or deleterious materials.
In all areas where structuraI fills will be constructed, a minimum overexcavation
of 36 inches is recommended. The overexcavated soils should be thoroughly processed
and premixed to optimum moisture and recompacted in 6 to 8 inch lifts with constant
wheel and track rolling in multiple directions until 90% relative compaction test results
are attained.
COMPACTION SF.CTION DF.SIGNS
All fill and/or cut areas receiving concrete or asphaltic concrete surfacing must be
compacted to, a minimum 95% relative compaction using the existing native soils as the
subgrade.
All fill areas should otherwise be compacted to 90% relative compaction and all
building sites: bisected with daylite lines must be over-excavated a minimum of 3 feet and
extending 5 feet beyond the building perimeter.
\0
Job No. PSF04-208
May 4, 2004
Page 8
FOUNDATION DESIGN RECOMMENDATIONS
Soluble Sulfate Testing
The soluble sulfate p.p.m. content of fine sand and silt derived from decomposed
granitic bedrock is typically low to nil, and the use of standard strength concrete (2500
p.s.i.) is recommended.
Floor Slab Recommendations
Normal concrete floor slabs should be 4 inches in thickness (3-5/8"). The typical
soils are in the low expansive range; however, we would suggest that some minor
reinforcement be considered in the slabs, such as 6" x 6"-10/10 welded wire mesh. The
advantage of this is that it does eliminate the possibility of any minor cracking and
separations as sometimes occurs with heavy live loads. The original compacted building
pad area is adequate, but with the trenching of utility lines and the plumbing risers, there
is sometimes difficulty in getting uniform compaction throughout all areas.
Horizontal reinforcement of the slabs can be in the form of 6" x 6"-10/10 welded
wire mesh, or #3 bars be placed each way on centers between 18 inches and not more
than 24 inches.
Floor Slab Moisture Barrier
For all areas that will receive floor covering, or where any form of moisture or
dampness could result in an undesirable situation, the use of a moisture barrier such as a
6-mil visqueen-type membrane is recommended which is lapped or sealed at all joints.
For garage areas or sheds other than living quarters, the moisture barrier is considered
optional; however, it does serve a useful purpose. In all instances good drainage should
be maintained away from all structures.
\\
Job No. PSF04-208
May 4, 2004
Page 9
All of the polyethylene membranes should be protected with a few inches of sand
placed on top and below them for protection; it will also help in curing the cement when
the floor slabs are poured. All of the sand should be kept moist up to the time the
slabs are poured.
Drainage Procednres
The final building pad will be properly elevated and all drainage patterns will
most likely be directed toward the adjoining flood control channel. It is important that all
surface runoff be directed away from all building foundations.
Utility Trench Backfill
All utility trenches traversing the building pad and/or subgrade areas should be
backfilled with clean, sandy native soils that are moistened to optimum moisture and
compacted to a minimum 90% compaction value to insure against any subsequent
settlement in.these areas. For deep trenches, the pipes can be filled in by jetting so that
voids are eliminated. However, for the upper four feet we recommend that mechanical
tamping and/or wheelrolling be undertaken so that at least 90% compaction has been
attained and no subsequent settlement will occur over these areas.
Fonndation Recommendations
All of the trenches should be excavated into well compacted, non-expansive
equigranular soils. For adequate support we recommend that all single-story structures
have a minimum 12-inch deep footing and all two-story structures have at least an
18-inch deep footing. All continuous bearing footings should be reinforced with not less
\~
Job No. PSF04-208
May 4, 2004
Page 10
than one #4 steel bar in the top and one #4 steel bar in the bottom. We also strongly
recommend that afield inspection of the footing trenches be made prior to concrete
emplacement.
CONCLUSIONS AND SUMMATION
All of our field work, exploration, soil sampling, laboratory testing, and
engineering analysis have been conducted in complete accordance with the Uniform
Building Code and with accepted engineering techniques and prevailing grading and
engineering .code requirements.
We will remain available at this time for any additional soils information or any
clarification of the report that might be required. We will present a Final Report of
Compacted Fill for the remaining grading and compaction testing necessary to acquire a
building permit.
We appreciate this opportunity to be of service.
Respectfully submitted,
MEGALAND ENGINEERS & ASSOCIATES
€f-~. 0.- . {/~ ~
Soils Consultant R.C.E. 3611 7
\~
:VlJf Nt:f: PSF04";~e>8
COARSE
.-.GIlA'NED
SOILS.
- , ""'. .... 19" ..
_"',4L.6IIGt.
..... ,...200.....
,.../
rlNE
-"GlIJlINED
SOILS
,..... ...., to.....,
.......... .. SM&u.0I
. ... He 200 I","
,,",. .
. B at, F SoILS : PtIJ,..e:
5/4/04
M~JOll &;YISIONS
TYPICAL NAMES
GIlAYELS
IWoio _ 10" 01,
ce.N tfIIic1_ ., .
U""".....,,.
Nt.... It... It..'.'
CLEAN
GRAVEU
(L.... ~ .. I.... )
..., "......,. ........., ,......,.... M""",".
III1It .. .. '..... -
,... .,...... ......... . ......,..., M"hW.i.
"'"".. ,.......
. Htr. ........,. P"ft'II,............ ,............
GIlAVELs
WITH FINES
,'.......-..... '
..,-.
. tie,., ..'"~. ~'."'''''' "CflIr .".w...
.... ,.....Ii MWI. ........,. ....... ...... .,
.. ,.... " -
,SAHOS, ,__
...... ....","" .,
..,..".....it
$",AlUR "'*' ...
....4..... If"" . $.tHOS
, ,WITH ,iHES
. (.~..... ....
",....,
. .....,............... . ....i, ...." hit"
. . ,....
My ...... ........... .........
a.,., ..... ......a., .....1'.....
SILTS AND CLAYS
(l~.I_.' LISS '''''''.'0)
i...,.... -''''h ..... ...., ,,.. ...... NO ;.....
...,.. ~ '''''' ___ . c~ ..It.
~l"''''' ~,.,~. '.
~ d4'r' fIf... Iii ,...,~ .....,crt,:
.......ty ~. ~ d.,......, Ny......
.derl. . .
o,...c Nt.. ~ ......... ..., c..,. _ ...
. "'8'l'mt}
'-"-'lit "'''. M'n~...,.' . ~_.
,~.~ . It.t} -..,tt. ':f"tlC ...".
SILTS 'AND ClAYS
h......, I.~' "'u Ttlll 'f,.. 50.
~tc C......f PI..,. ....bclt}.'.. c.,..
O.,..,IC cterl 9f .......,... .. ...... ....hcrt' .
. -.,.rtIC !'"'' .
HIGHLr ORGAIj'C SOILS
...... ...;, .....,:, "'~" .....'..He ~h.
.oUNOU" ClASS"'CUIOHS: S...,. ~""t1""'(~.'",i'h.n .;...... p...u ..,. ...,.....,... ...
.,...,."""',..... t4 ..,.. ."""!"'.
I
JILT ~. ClIY
UNIFIED
P A' R TIC L 'E
5"'0
s z (
L f M IT,S
P'&V[l
""-'DO
",..-
conus
lOULO(OS
''''
......
)..;
t f C 'I' C ... a r
SOIL
CLASSIFICATION
SYSTEM
""t,.""".
,f,. LlI'I+/144 s..,). ('lpu,I,c.-o'tCrI S,..,.", c..c.-" "
1 ("1lfl..11, v S'""'T ''',",It.' w........~~ ,.,. )')~1
'~,I, ItItf't", I!" ''''''''H '.nl, 'MOl
/
-
\~
. DGCr~.L..;:)
TEST BORING LOG
TlJPe,&~NW~ BlkF50lLS
Job No:~()4-:2()8
. !JOR! JIG NO: L f?,/2
Soil litacrt pttonsH' Isc
a-.cr -
,
O'
.
.
. -~ 5'C
qJ/./ .
-:;.' 7'7 ~ ~ .
,
. :2.5
1if
r;)j
, 1M
.,$~
,,..
"
"
'.....
I:
'... .
,.c:~S
'...
Cl,
."
,1:1
,
It>
.
.
,
lzG
SOIL OESCRIPTION:
~/;'I-AFi1.JhnV" f; dqri-/-t7,.,:I~.m. .
cttitt~e;f) //;,.e s~nd dncls,11 w/~
. m/~"r cia y S/ze ~~"''''A.~ -r(ue
c.;~tls ~ 1Pt:JSI'1v C~I'1$t!)Hl::1{,7IV' .
(;fAd aP~M:::Y Z~ Hc20 AUoW.
:2,5"/lh doRm . C4$'v~/#~ nu.~5T-e/
7O-T6.R .5" :.. ..U. ., ,
./
/#.0 . /
r" / ,1
oJ. 0
.....
'-, I .. ~
:0. .
..:s " ~ ~..... ~
...u L ~ ..':.
.,...... :l
r . ..""' ~ i ~~l
" OJ ..~
'tloCl .. ..... \-:>
""1 0 .~ Q, I:
:0.'- 0: ~o ~...
L ~{. :g'-
'1:1
\Ii)
"-
.
~
E E E 0
I~ ,-
0. .lIl:: .lIl:: .lIl::
I~ .. g 10
E :.2 10 0 ~
)( :'0 ~ ...- ...- ~
.. ~
... :~ ...
I t'-l oS -
0 .... ,'" - 11 (]) s ~
I{ C ~ "3 c Iii
.. c :J o . +-'
::2 · as N" :I ..
Z ... as "," (]) 't
\Ii c Ij - ol! tT
I (l' W .. - .<::1 .. l:I
'" 'I! co( lD _.0 It) E 2:- ....
,~ CJ .!! .... 7a s: ~
I. .; 802
" ... ,.. .. 0 -
w .. :..I! . _E E ! -.J
:~ " ... - ~
c :c ::J o,!!
,~ -J .. :2 ~ '1;: .-
~ '" ~
0. 0. ~
.~ )( :... 02 H fa-
.. ~E
.. '''.!II 00 .!II
.. -.2 ...
f/) :.c II>> .
~ ,f/) .. 50 ~ tJ)
~ 0_ -
, 0
. .
.:.::.t~'.-:..c.__,~~~ ._" --- _ u
I~ - -
I~..
~._<
t/)
CD
c:
o
IN
CD
o
::;\
o
IC/)
.
....
m
CI)
Z
...
-
::1.
m
LL
CD
>
.-
:....
o
c(
. . - ~ /r \-.~--, " -~"it; ktV~ ~ · I
!t~ . "'/""~ ..Y\ _\, 1-K. \ ~.-J iJJf ./
~~r ,/ O~p-=-Q '-..,'~~ ~t"'ro;b\.\ ~ '~
- -- -- --- - -, (;~ ~ . '\ '- ,/ r r:\ ~ ~ ~~
.~ . ~ I- ' ~ " .-.... \ ~/::h'1"'y-
1\1 \ - ~\ ~r" , r:d (. - II t9- :;) /,. ., , X-
J ':~~ Irlli - -~, \ fttU, - J ~)'/:~
1()4&' .,.. 1.1. '-.-r A ~1"'-' ~I\::;// / /~" ~'t~r X
7 :\ . - - - [ " -'/ -" fl ~ / ( > ~ )-./
,~~ _'ti . I~)' . ~ ~.\ .;!"'t~ ~\\\/
'<Ie - /.. .,,;;; ~ u",' ~~ ,../'-;
~ ~ IV I ! ,A II.IL ~~ , .a. , ~, X " (JJ ~
}" __).' _ c- I ./ f- h ~ .n ...-rr I'" l "" ~ .-' "": --- \ \ l'
'J ...r, 11 I I't 1 \:il I' """''>-- }\
I- 1 '-' '. >- .. JT --,;:: ..).-.., t-...( / - ;.
} I- ~ ~, . ~:XC k..... \ r ~ t., .i'i ,'.,
W) ~ . I , t;t;~ ~ / .~;'
ililt:;; '~ gj I' f U\t ~~~~r --
"t..... '\......-. ~x''''' .
~.. .. . :-j;li~6. /~
'G . ...J'f( , ""'- W
e ..(... ~
~ ---I,r;, " 'i... ' ~ /..\tj. 1'0'" ,<.
, I"'p /i rr ~
-~... ">;...~:-JI
~~/ ...-, "'x
~;,.-.
/.
-
I-~
It-
r-t;
~.
,Yo ,It'....
. '
I
, )~
l"--lfn-
"';' -{Of;
~^" W-
i::. ;;~~
!l!f" ~: " _ roo.. /~ 1 ' ~
o vi ~ "l'.
',':" ~)W---./. [Ln!
, ,...,-:..~, :.'. ~ ~/ 'N f--1~
." _ ' .,- .~~~ :~4-~I"T';~~
'. '~> V~"Q---' ~ \~~'
~~~~)~~" ~. ~~,
/"-~\~ '-:. ~. I ~
.......-..:
. . / - " [Q\,J
('4' -;' " 'j:L' 'IYt-
/ ,'I~
" . , . // . ;,' /
~. / .,' .
/ .
) ,/ ...-1 ~,' ~g
& / ;' ~ ~~:.J-
~ "
-Z ~ .' . .~a
'<)'".' ~ii3
,,' -___. 1'_
.'~69r. .,' '--
"./ ~~~L91_ . ~r ~
,,'~ . ~
". ( ( ~
~\ l '<'--' ),,~ _
) ....
,.
'l=~ I I
1... f
J I. il:'~) ./~~
, ~~ i{llr"jr~ ( /
~:~~= ~ ~ ~~~
/. ..mr. ~L ..
L"'- /'-- r -t .- r ~
o )' '~').l
,t~' ..:.:
,~v "';_: '
~ !! :/.
~. ~~/,~<'
l.... -- ,
I~ / ,.
~.. . ,/( ~ ~
/ J- ~:.A
/"~i '
~. r: I
., ~
!
-J,t
.'
,p
.", 7f
~.J-( ~
)7~<
/
"
--.
I'
,J!
/
.' ".".,. 'tJ
~/
. / :
-'
,
,
.
~
--
>;
~
.;
.;.
So
c'
.
ih...
w -~
. ~ J~
i!i 0
~ v
~ .i
o -5
o C
L "
o
I
~8 ~~ ~- :
'N 20 ...:.~ I
^:::. ~~ v - I
.-
- I
.., I
f t_
;~
~ ~~
~~!
w .,.
l1.. ...;
g c~
~ 0-
~ i~
tJ) ~ ii
w ~ ~c
Q.. ",-eE
~ l.Il-3:
w ffi i1
..J .. U) .'
~ 0 a
o f ~
0: ~ v
0. 5 . l.:
5~ i fi ~8 ~~ 81> ~i
"" ~ ~I ~8 ,,;::! ~~ ~l"<~-S' ;;;~.
. :: viV1 B:g gg ggl~~ !Ill'
. - S'! 80~1="~.'
~ J:~ ^--;;)~ N~'~ '5;1
UJ i! riC ..: --....;.. 8- I
..J .I;. v'
l:D w a:: I
~ ~I
,.;
<-
0-
N
~ ~ ~ ~
^ ..., Y .2
~
C
~
C
.2
~
...
u g
~ '"
w
is .::
0 t 0
!.l% ... '" IE
'"~ g ... '5 ~
~_ a: g
~ 'S '0' .:;..
~~ ~ " '" '" '"
o~ :c ~ '5 '"
~ 0 :
~ ,;; '"
~ ~
~ i
5 to I
0 ~
I
I
,
~ I
it ~.
OW
E~ ~ ~ .>{ ~ Ji'. -'
..,
~
5
0
;
W
l>.
1:
w
o
0:
:>
o
'"
o
5i
'"
~
""
~
-
w
...
CD
:j!
L- VlNN N
~ N V,^ V ~
,f e; ~e;f; e;
~ i
~
~
!!i,.
lil f .
hq 00,,", '"
1 ~ r-:,..: .0 od
NVN V
'" 'l1 'l1 !'l1 'l1
E I
~
j
a ~
oS -ll
'0 .
~ Z
~ ;;
. 0
0 U
> '0
0 .
~.g ::: >.
c.'::
a ~>
'2 , E~
d , o u
ffe
::l:r - .
Q ~.R
,W ...
Uoo U ~ 0
~ . /:'
& 'G'" '0 ]0
iil~ 5 ~i!
< ..
it ~u 8- 00
U.-
.'e :02:-
= ~,:! ~ 00
..- :0 ~ ~>
0_ ~ e'~
lj-o oe
. . U U ~ .0
~i! ~~
-" 0 - .
n' 11 .J!-"
0~ . -..
=0 .:! ~-s
,I> <: ''0
...l! &~
!.!~
~~ < '" u
l:l'"
&
0
li.
<;-
~
.
2
u
'e
.
.~
.ll
'~
.
'2
e
o.
.il
.
U
..
.
:b'
a
U
t:
.
u
c
.
u
.~
U
,-
i!
.i
.8
1i
~ E
~ ~
D .
U .::
c .-
-l!
" 0 .
is. U'".'"
. U
~ ~
. ~
o .-
. ;;;
0'0'
'0 .
U 0
~~
~ 'a
~ ~
~ e
. ~
n 0
~ E
. E
a e
. 'g
9:.
o
~-"
. 15
Vl,Ef1
,-
..
Ql
",<:
...
,.:
,-
,-
,.<:
,'"
IU
1'<:
," .
;~
Ie
10
""
c
,S!
i
:::
_0
H
....... II
s-
~ 0
b1
-.-
,~
..
>>...
u:g
U
.~o
, BIlcFSOILS
;:h/~
.9
.~
I- .. ~ d(
~ ...
.-. - .>c
.........
"-
I ."
~ i,-, ~
. . (~ , ........ .....
a -- "'
1'0..
- - - 1-c."C .......
-
.-
, .
-r
C~/ - ".~ 7- &>.' 'I
~ , z:r:, :>.9 '?
0, 0"- :;z.
, ,
(..,.0
..ge.
.$)b
.e
. 'eo
.Q
.~
.80
o.12S
~
0.5 I 2
Pressure Ton'/SlJft.
4
a
'I
. CC.cl~t.lD'm().v ~
,
oSEnzrHBIT ../S'7lJreY .,. ,11' II
-,/(
srt'TU'IfE).IT- 2 S7aeYAfil '
aOba
""f
.2
~ .&.81 2
Pressure Ton./sq.ft.
4
. 8 10
20
Pro' ct PI'e#IHI4d ,Sci Is- S-lu~
W'ZC L?PtI'i-~lPmfl'
No. ~B'N'C:;;- .# 2 De - Ele", -:2. 0/ ". 5 "4-, '0
CO~SOLIDATlON TEST - PRESSURE CURVES \1
.
a&Fson.s
Pl'lflLNlHAllYlIOlL8_.CONPACTION~
. . . PI!IlCOl.A'I'IClft REPOIl'Dl
8"74_UHII'''''''l1..."CAII21191
fItfONECDOQt...,... .
,j'DI:1A14: ~~-2a9
/:J4ri-,' .s'/4./04
p.IS
SOIILSENGINEERING DATA
_ . Typical fill Materials.
I MAXIMUM :DENSITY CURVE
1
"
..
..A
d
'"
,f
Mofs tvre . Confent, in Per Cenf ~ Pry Weight
130
125
120
-
.~
c 115
,I.
\S\
~~
\~
\
c
..
.>.
.-
...
,-
'c
'e!
.~
. '"
:Q
110
\
lOCATION
&oring No. ..f
I
Depth, in fett ~.()
. .
_ _.. ..n~_"'"''
'SOll CLASSIfICATION
.-
MfTHOO Of COMPACTION
ASTM Stondord TeitMethod D-15.
... DiO_'., -W; 1130 ClI. It \rOf_
5 lo~. 2' "'OWl ,., ~,. .
lO lb. !IO-.., dropp.d .. iIlcllt.
OPTIMUM MO/STUn CONTENT, In Per Ctnt of Dry W.ight
MAXIMUM MY DENSITY,. In Pounds ,., Cubic foot
q,~
/2'-,'-
\2>
1
I
Iii
()
l"l
-\._1
.,'---
- ....-
/
.A -<-:~ ~
. . I
0-
-
.~
\f' II-
.. l- ~':..
'._~~-t~- NJ, ~
. .' OJ tQ
. -; ,.
--"'- ""R
~~;.~
~.
4..
\l
~
~
.ID...
"c:>ga~ ~/I\
.- ~ -. '-..
. . ..;-......A...... . ..\J....
, --0.
j [
~\\..\
~ ::Gt"
----+- t 1JI i:
I -. ~ ~ Ill.
\ ., ~l!Jl
---.... ':.~ '...l
~-
......."......."
Q ~- 1
0 ~ J
I
.- ~
" J .
uI 'i ,
~
a -(
~
:co. _
-
---
-
...
. () /------
.------
I
lIfi
o
~
t>l
ic--
ItO
I
/
(.
'J~~
:1ct~
() ltl
\)(*~
.r:
f
I
~.~.
. .
i
.\ ~
)
/""'"
----
\
/
( "
,VI
....()
I'
:tI
o
~
~,.__....:..
. , j(.' - '..
.g
" ':~~M
I "i
. ,I-
.... ~ ~
- ... .,.-
~
~
:~
,
i
-~
-. I~
I~~
1\\ \)
-o.~ ..~ - -
so
~ It.
.,....~ -:" ~ I' I'
. .
--
. --~ ~ ~ tJ~
. t.I '",
~~ ~~ .~~
019 . ~'.
:1:;. }. ~ .l}
tQ. . ; ~,:.
. .
l:( to \O~
, 'I .-'
\ rr1 I.
)~.
~ .'
~
. .
'M~galand Engineers & Associates
CIVIL ENGINEERS. PLANNERS · ARCHITECTS · SURVEYORS
PdLII!IIIA,QY S(JltS .s7Z/0Y
~cJ,M, ~~~ '208 -
.:vak S!-LC)4-
APPENDIX B
GENERAL EARTIlWORK AND GRADlNGSPFCIHCAlIONS
2P.
'GENERAL EARTHWORK AND GRADING SPECIFICATIONS
1.0 . I GENERAL INTENT
These speCiIi:ations present genemI pI'OCe(Ues and ~ for gracing and ElIII1I1Iwrk as sho\\n 00 lhe appI'(lI'ed gracing plans,
i1cItmgpreparation 0/ areas 10 be fi~ placemento/fI, iW>>a..tion 0/ Slbdrails, andexcavations. The reoommendationslXllllai1ed hlhe
geotachni:aJ rqlOrtareapartoflheearll1lwlkandgradingspeciflC8tiur lSandshalsupersedelhe pnMsjonsooolai1edhelWlafternlhecase
o/contlIct. Evaluatic:tJsperlamedbylhelXll'lSUlantd.li1glheC0U'S9o/gradngmayresuftn newrecommendalionsoflhegeola;fmi:aJRlpOIl.
2.0 ~ORK OBSEAVAnON AND TESTING
Prior 10 lhe oornmencement 0/ sra<lill. a qualified geotechri:aJ oonsuIIant (sois engi1eer and engD1eering ge%gfst, and 1hefr
Illp . 5 e .1<dIvas) shaD be employed forlhe pl.I1p06e 0/ obseIVing ElIII1I1Iwrk andtesti1g lhe fils for CO! .fom IBlICe Wilh lhe 19COl.1ITl8I1daIIoo 1$
0/ 1he geoW ,1iCaJ report and these speciIiI:laIiu. oll.
ltWII be nee a a 5 ary!hatlhe COIlSuIlanI prOYic/e adequale testi1g and observation so !hat he maydeletmile!hatlhe WOJkwas accomplished
i1sspecif"I9d./tshal be !he 1llSpOllSi)ifit00lhe conlJac1br kl BSliIsIlheconsullantand keep hin apprised 0/ WOJkscheWles and changes so
that he IllI;lY schellJIe his persa.1eI BCCllfdrVy. .
Itshal be lhe sole 1llSpOllSIliiIy0/!he ca llloaL' 10 provide ArIAqo oaI\l ~ and methods 10 accomptish lhe WOJk h lIlIXlrdallC9 Wilh
appIca~ lJIIIli1g codes or agency~, these speci/icatiu, Iil and lhe approvedgl1!li1g p/ans. If n lhe opinion rl1he COI1SUIanl,
~YCO!IdiIk..IS, such as quesIionablesoll. poormoislureCO!~,l1adequatecal~ ~ adYersev.llBlheI. elp., arelllSUlilJ h
a cpIIty of WOJk 1ess.1ha1 required h these speciIloatk..lS, !he consUImt will be llITlpllW8nld kl RljecI1he WOJk'and 19COl," ....t'1d !hat
consIruction be lOpped LIllI 1he COlIdlk,.1s are rec1Iied.
MaxiTun dydensi\yteslsusedlodelennhelhedegrgeolcompactionwiDbeperlamed nalXxl":I;,. lIkIWilh lheAmeri::an SoclelyolTesti'g
andMalerials,tesIs IlIlllhodASTM D 1557-78.
. 3.0 PREPARAOON OF AREAS TO BE FluED
3J a. i 'II Wld'GrubbIng: All brush, ~ I and d9bris shaI be FllI'IKMld or plied and llII1eMise <is!JOOed 0/.
. 3.2Proc B Sb~lg; TheElldsli1glJl'Ollldwhlchisdelermhedlobe...diSf....tu.yforSl4JllOrto/flshaI bescariliecllOamhil1lmdeplh0/6 i1ches.
. E"ldslill gRlIIld whk:h Is not ~ yshal be OYer excavaIed as specified i1!he folIowi1g section.
ScaIiIL4.. shalCOI1Ii1ue L11111he soils are brokandown and free 0/ large clay ~ or clods and lrIli the YoI:lIki1g suface Is reasooabIy
U1form and fnle 0/ l.Ile\Ien feaIures which YoOLtl ilhilll U1IIorm ClllI'TlpllCllo.
. uOverexamdlon: Soft,dy, spongy,~orolhelwiseLl1Slilablegoll1d, exlSI Ki'lglOsuchadeplhthallhesufaceplO( J Hi 19
c:anncl ArlAqI "IlelY ~ 1he CllIldIioI ~ shaI be OYer excavaIed down 10 firm golI1d, approyad by!he. consUIant.
3A"""ConciIIonIng: Overexcavaledand pi 0( J 5! ad soisshal bewalered, died-back, bIellded, and'ormixed, as reqtiredloallah
a U1lam moIsIlre CllOtIlnl near Oplhll.m.
,3.5Aecomp..cuon:Overexcavaledandprocessedsoisv.t1ichhawbeen properlymixedand~COt KitiOllfldshalbel9COl.~
10 a millmtm relaINa lXlIllpdon 0/ 90 poo:ent. .
3.6 Benching: Where fills are 10 be placed 00 lJI'OlIld Wilh slopes sleeperthan 5: 1 (horiZDnlaJ 10 verUcaJ lrils),lhegrotlldshal be slepjlo.d
or bermecl. The lowest bench shaI be a mnl1lm 0115 feel wide, shaI be at least 2 feet deep. shaD expose firm material, and shill be
IIppIO\I9d by 1he consultant Other benches shaI be excavated h linn material for a mhil1lm wk:llh 0/ 4 feet. GIOU'ld sIoprlg fIaIler 1han 5
: 1 stiaI be benched or 0IheMise OYer excavated \\hen considered ~ary by lhe consuIlart
3.7 ApJll:OV8l: All areas 10 receive iii, including processedareas, removal areas and toe-oI-liU benches shall beapprtMld bylheooosultant
prklrbfi!l p/acernenl. _ _ ______
"2-\
4.0 RLL MATERIAL
4.1 General: Material to be placed as fill shall be fiee d organic ri1aIIer and other deleterious subsIances, and shaD be approved by the
COI1Stllant! SolIs of poor gradaIioI ~ expansion, orslrenglhcharacteristk:s shall be placed n areas deslgllIIedbyconsullanl orshal be mixed
wiIh other soils to serve as saIIstaclory,fiD maIeriaL '
4.2 OversIze: OversIze material defi1e!:f as rock, orolher Irredl.dlIe maI9riaI wiIh a maximum tinension grealerlhan 12 i1ches, ~ not
bebuiedorplacednfills; lI1less the~ maIeriaJs, anddsposaJ meIhods are specifIcaIIyapprovedbytheoOnsullant. Oversizedsposaf
opeIaliollSl~be Sld11ha1 nesli1g oI,oversIzB material ooes notOOctJ', and such Ihat the 0\/IlISlze material is comp/eIeIySUll'Ol.llded by
c:ornpacIed ordensllled lID. 0Yersize rnaI9riaI shall not be placedwilhil10feetverticallyof finish gradeorwithilthe Ringe d fuIu& utiJities or
lIldergrtu1d consIru:lIon, lI1Iess specifically approIIlld by the const.<<ant.
4.31npX1: If iTlpcx1ilg d 11 maIeIiaI is I8QUiad for gadng, the inport ma1eriaI shaI moolthe ~ d Sectioo 4. 1.
5.0 RLl PLACEMENT AND COMPACTlON
5JFllLlfts:ApproYed1lmaterialshaDbllpB;edilareasJlllP8lecltorece/llefiD n near-horizon1alla}m;note>a:oedi'Ill6lnchesncompacted
, lhlcmess The ooosUlantmay ~ lhi:ksrlifts IIesIilg ~ I1e grali1g procecires are Sld11hat AIiAql-CXlI'~ Is IlehJ
achIevodwiIH Ills d graaIBr!hk;m.T. Each la)'arshal bespreadfNl1!tiandshall be\horou!l1lYmbced 1bilJ.....e.u ,gtoallai1lJ1ilormlly
d maIeriaI md moistIn i1 each Ia)'ar.
~ FIll MoIslIn: FlIayers at a moisture Content less 11m oplinun shall be waIered and mixed, and wet fillayers shall be asratad by
scarIicatlOI. or shall be bIended,wiIh dier maIeriaI. MoIslImalndtion and rnixill 01 fill layers shall contilUe lI11Ithe II maIIlI1aIls at a '
U'liIIlIm moisIIIe conIenl or near oplinun.
5.3 COli Ipl"f 11011 01 FD: ASIrx each layer has been fMri'/spread. moIsllre CXlI idlklIllld, and mixed, it shaD be LIIifonnIyCXll..pacIad to m
I!lssthan 90 percenld maxinum aydElnsly. Compaction equpnentshall beadeqt ll'Ielysizad andshal beellher spec/IlcaI)tde6Vledfor
sol con 1pIItIIoI, or 01 pI'O\IllIl reIiaI:iIiIy, to eftki" Illy acti6w fie speciIied degee d CXlI,IplIClioI L
SA FII Slopes' Qlmpaction d slopes shall be acoo.,lpIIshed. in adcIIion to normal compacli1g procedures. by bacIdiIi III 01 slopes wiIh
'sheepsfootrollers~..c.",r"" d&d2to3feeti1l1a1lMdiongail,orbyolhermelhods~sati&rildayl8!ds.At1heCOlI~1
, CI gadng. the reIaIIv8 CllI'TIpIIClb I 01 the slope oUt to lhe slope face shall be at 1eas190 peralI'It.
5.5 Compac:lion TeslIng: F1eklileslS 11) check 1heil moIsl1I"e Md degee d oompaclfon wiD be peIformed by1he consUIanl. The location
andfn1quency'd1eslS shaI be at the COf1$lJIalt's ds....A. L In genllIlll. lhe 1eslS wi be taken at an i1lervaI not exoeedIIll2 feet i1 vertk:aI
rise anc:b" 1:0C1) ctbk: yards d embankment.
, f.O SUBCRAIN INSTALLAlION
SUxtai1lWS\lmS.I~ shaI be i$IIIad n approvadlJOllldloccnorm lotheapproxinatB afgYnenl anddalalsshaAnon the plans
or~tj,eSlbfan locationormaterfalsshalnotbechangedormocifiedwilhoul1heapproY8ldtheconsUlanl. TheCXll1SUllr1l,hc1NlMlr,
maY~"' "" III Shd ~ approval, OOidchanges i1 Slbi'ail1i1e, grade ormaIsriaL All st.txi'ai1s shoukl be SUY8'JlllIfor1i1eand grade
lifter hrlaIatlon, a&I:&uIicIent line shaW be aIovvlid for1he stne'JS, prior 10 COI, dl KlIIC9l119I1l d flIlng CNer the slMai1s.
1,:J..-
7.0 EXCAVATION
:ElccavaticfI and cut sIopeswil be examined lMi1g \,18di1g.1f directed bythecxnsullant, flI1herexcavation orrNer excavalIon and reIimng of
cut areas shaI be performed. ancVor remediaJ gracing of cut slqles shaH be performed. Where fiI.over~ slopes are to be graded, lIlIess
othetWlse appItMld, the cut portion of the slope shaD made and appmYed bylhe cons\Jlant JI'iorto placement of materfaJs forconslrldion
01 the iii portion of the slope.
8.0 TRENCH BACKFILL
8.1 SupervIsIon: Trsnch excavations for the utIily pfJes shaI be backfiJIed lIlder engi1eeri1g SlpWision.
8.2P1peZone:Aflerlheulilily~has beenlllid, 1hespacell1derand8l'lltJldthe~shaB bebackfiledwilhcleansandorapprovedglllJ'MJlar
$0110 aldeplh 0/ at Ieasl onefootrNerthelop ofthe~ The sand backfill shaIJ be lJ1iformlyjelled i1lo place befOl8 the controlled backli
. Is pIa:ed over the sand.
&3F111rn-ne.lL TheonsilemateriaJs,orothersoisapprovedbytheenglneer, shalbewateredandmixedasN'CeSSarypriortoplacement
il ills fMKthe sand bacldI.
8.4 Compaction: The lXlnIroIIed ~ shaI be oompacledlO alleasl90 percent 0/ the maxim.mlaboratClydensllyas deIenni1edby1he
ASTM COl,IplIdioI. method descriPed aboIIe.
$.5Observld1onllldTesIIng: Fielddensi~lesllllnik .spe..tio..o/thebackfilprocecUesshalbemadebylhesoUllllQi'llllll cbt1gbacldlilg
tloseetlalthe propermoisUecontenlandlJ1iform..o.. op..cliur. isbei1g mai1Iailed. Thero dracloI shaIIprovIdeleslholes andexploraloly
pfts as reqUred by the soli engineer 10 enable sampIi'v and lasli1g.
't?:>