HomeMy WebLinkAbout1315 FLINT ST_ (2)
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RECLIVED
MAY' 1 o 19B3
lkgt. of &Bld do Si tY
s- ,
r )� foil ]-ngincering 'o-Civil Engineering o Ge%3logy • Testing
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Pri
N, PRfJ1�ryp BY:
SYs-IM GESICN- , -_ .
- California 6reo Tdc, Inc.
!eanufaet�'i,; "ild`ng 43094 Via Dos Pico$, !B
Bill &WKbart 1501i gallon septic `itnk 7emmla, CA 9M j
17350 grand Ave. 30 sQ. fx:rw lOO,gallc� (714) 676-278
` lake Eftinore. CA 92330 , ft. bottom+,50� area
3 ft.
FA.,,e_
��fG��"
RIVERCGJ r cPA�T IT OF 8L1
st�JtSlO't tnvla F v rAL =�t
' was 0166*M4GE DISPOSAL PLOT PLAN
2 and 3 of
-eel e• P.,rk c ��=Vision
of City of Lake Elsinore LEGM
r`
�.�m.:, P 1 h 1 t e ❑ Perc» Trench
r r. r Not jested
c 1•e o1 the
a�Pr NO. a
6S4"-12
- :f Gubl C
i idC ^:7 'tb:V?.
Y FEAs I - T
� 1f. 'sue • 'y, . " ^" 1;'
PUTIOr Or Las1 2 AND 3, BLOCK �P
_ NElIL9'S DIVISION Of
CIT16 OF LAKE ELSINORF��CALIFOMIIk _
pro
* i. 6SW06-12
1984
April I
IIPrepared for:
Vir. Bill Burkhart
R350 Grand Avenue
Lake Elsinore, California 97330
Prepared by:
CAL IFOR,`IIA GEQ TEK, INCOppOPAT'_D
43L`94 Via Dos Picos, Suite 8
Raacho California, California 92390
(714) 676-2782
sCALIFORHIA QrEO T- EK- NC. 1�+
Vfa lkis`Pic�S "Sine B:Ra�ndao CaRTi. CA 9e. 0 s(! 4)ti764782
April 18, 1984
Project N. 554N06-12
IKTRODUCTI ON
The feasibility of on-site sewage disposal on the subject property has been
determined. The work was authorized by Mr. Bill Burkhart and included:
(1) excavating one deep trench to determine the subsurface conditions,
(2) excavating six shallow trenches to determine Us percolation character-
istics, (3) performing the percolation tests, and (4) preparing this report
presenting the findings, system design, conclusions and recommendations.
1 Pl;jte 1 - Sewage Disposal Plot Plan (83-scale)
( Appendix A - Geotechnical Trenrh Log
Appendix B - Leach Line Test Data
trppendix C - Minimum Horizo%tal Separaticrns for Subsurfa�:e Sewage [i�sposal
ia
FINDINGS \
Pro
E�c+sed �eve�lknt
The lot is teinq devel the construction of a 2s1,000 s
. manufacturing Wilding.�b fp.r ,
Grading on the lot has createA a ad�� foot
is acres #a si;e. �laximm cats are 10 to 12 feet and omxi� ll depth t -
is apFroximateiy 7 feet, The proposed disposal area is on the faded
Site Cor_ditions g ded Pad.
The lot is approximate) '
!" near the corner of Si lve•-�and Flinte5tteets� Thg`�c;rieinald �s located
was relat*Yely flat gratualiy slop- toward the g ground surface
of approximately 6 percent. Arduai grasses cover the lot.
an avers e
t. 9 gradient
Subsurface Condi_iors
The earth materials encountered within our trench extavation revs
site to be underlain �- revealed
�__ gabe t The decomposed dec�cosed diorites and grbbros of the San Marco;-
s;-It omttled granite is c^mPrised of mebia�m Lroxn, medium grained
-_Y sand with little or 'cl clay.
_ Groundwater rwS not encountered during' (1 foot diataeter� .� g our investig,Ition ait►�ough one snail
P�-,die appeared after a fer, �r.+em:s and remained far u
minimum of 76 hours with � Chan
i.
of 15i fleet, the depth of C; -Chang it. was nc t observed t o a depth
materials -exposed in the test trvi?sti atonl• Oue four to the similarity of earth
testing. The coa',-se nature of the materials indi:atadcthehes were chosen it could be met. - the sandy soil criteria
a Pe;_-olation Test
The trenches ;re ,xcay. ted on March 23, 1984 by MSC Constr
Elsinore). The Lett notes *e uctors (Lake
were tested on March 27, i9&tre A111percoi�ationstQsed w
� p don March 26 and
ere su
undersignEd. The test data sheets are repr,odu_ea in AppendixiBear<dy
the rezvits are sumnar;zed below:
Test ir-t?rva11/ Material Percolatic•n .
No. T---`° Tested Rate ?� Leaching3! .
T Area
P 1 34-46 BEG —
`'i 1_ty Sand 13
TP 2 37. 49 Silty
BEE Sarn; -30
. � 6 20
TP 3 35-4> 2FG - Silty Sand �� 10
TP d 32-44-6,C, V i lty Sand ZS
8. 20
l� Depth below existing ground, inche:
r-nuces per inch (10 minute readings)
31 Squr,ra trLt Per 100 gallons of septic tank cap
aci�•f
\
f f
a 641105-12
Disposal System Design
'The test data indicate rates ranging from 6 to 13 minutes• per -inch. The
design rate was taken as the highest, for a design area of 30 square feet
per, 100 gallons of septic tank capacity.
The septic tank capacity for the proposed building anti use is 1500 gallons.
The de!;ign of leach line!- assumes a three foot wide trench at a depth of
=� three feet with one foot'of gravel beneath the pipe. The resulting area
is three square fleet per foot of trench length. The total length of leach
line french is:
;30) t, j = 450 sgLare feet or 150 linear feet
The '.Each line trenches cannot exceed M feet in length, and are spaced
seven feet on centers. the septic tank effluent is split by a distribution
box to flow evenly into each line. The total disposal area with the expcn-
i siorn area is shown on Plate 1.
i
I
4
' I
M
MCLUSIONS AND Rc.4 OWN)ATIONS
"inclusions _
=I- The use of on-site sewage disposal by ■eons of leach lines is ,geotech-
^ - nically feasibie.
2. _ Thy slope in the vicinity of the proposed leach lines is approximat(Ay
flat.
I. -Further granting is not anticipated in tha vicinity of the paaposed
Teaching area.
i4. The;e is sufficient space on the lot for the proposed development and
to support an individual sewage disposal system that will meet tho
current codes and standards of the Health Department.
5. The soils encountered durin our trenching were
with little or no clay. g g silty medium .,ands
' 6. Groundwater was encountered at a depth of ISJ feet; mottling was not
observed. The grez,ndwater table is not expected to encroach within
the current allowable limit set (arty by County and State requirements.
7. Tae percolation rates ranged from 6 to 13 minutes per-inch.
eRecommendations
1. The use of leach lines for on-site sewage disposal shall be permitted. �
2. The leach lines shall be installed as shown on Plate 1.
3. The development of appurtenant structures shall require Health Department
approval prier to issuance of building permits.
' 4. The disposal system design shall include: the foilowing:
Minimum
Septic Tank Leaching L :r9t.h of Cover Over
Capacity, gal Area, f*2 L; jc, ft Linea, ft
1500 450 150 �1.0
Respectfully submitted,
oQgpF ESS/q4,�!
Bruce R. Lee ����,��GC R �y
' RCE 23396 coo
t� n
w In
ERL/a 1
Distribution: AdJressee (4) * No. 23395
srq� C V11-
- 4 - EOFPA1.1
r_ -
Ct Burkhart
_ — ; Job Ho. 6S4►�o6- , ,
It to. MC Constructors
_ Type of Equlp. 5%2 We-9bckhoe
evation'
AN - 0 4A 000 c L.+t i� GEOTECHNICAL DESCRIPTION -
Gibar rc tj U j
i
`` �► n Logged By
GE
�- e► W s- o o Co 99
e. o cs v► Sampl ed By
SH ..SILTY SANQ," &y, loose medium tprown
medium to-coarse grained
10
damp, dark brown
Hoist
15 a small pool of water 1" deep
12" diameter at 15 feet
TOTAL DEM 151 FEE•r
No bedrock
No caving
r groundwater on 3/23 1 3/26/84
i-
^-�p`•'z, j�
• I '' ' FtMOLATION TEST DhTA
(LEACH LIKE / J� ,J;
' Test_ . Hobe Diame jam TP Y.
- 8' -Pit No.
Test Hole �, ' .ate 3/27/84-
D�th _ ;1 � ------
;.... / Technician N
Interval Tested ? i" t
Time 'Time Hl N2 �;N� N
G.
(hrs) (min) (;n,) (in.) (min/in)
08531. 3
30 7.0
0923 10 3
30 - 6.25
0953 ------~- 91/4 3
10 = 1.75
1003 4 3/4 3
1.5
1C '"
1013 --------� 4 1/2 3
10 1.0
1023 4 _ 3 G.5
-'� 1033 10 3 1r2 3
10 0.75
10�43 3 3/4 3
10 .� 0.75 13.3
1053 3 3/4
P
Comments:
Appendix No.
Project MCI. 6S4W06-�______ —R—i----
i
PER�COTI _TEST
Pit-No.
Test Hel e D i am"ar ------ i
T�!s f: Hol E� Depth 49" Date:
4 . %7echnician 41
Inti:rval, Tested 37 �-- -
_I7 A H R
Time - i7 nee H2 min/in)
(hrs) ,;,� (in.) (in.)
9.0
30 12 3-
y9�5 8.75
30 0955 —
------- 11 3/4
' lo '2.5
5 1/2
1015 ' '�
-_ 1.15
10
'1025 ------ 4 314 _1 -
10
1035 ---- 4 3/4 3
10 2.0
1045 5 — 5.7
10 1.75
1055 4 3/4
Cements:
Appendix No. _Liil
Pro;;ect No. 654W06-12
y,: - " -r.- -?•_- r t. (^�' .r..,'.„r Jar-cst : �9' e y `!
77
��
ICI rST"W1TA-
U-
s, pest Hole Diameter _ b� Pit Ilo. �AP 3
TestAulle Depth - e;7• \ Date`, .'t/27184 �
p oterval Tested ��to �� - Techn,iciat
Time \`A Time H1 HZ r .d H 1 R
(hrs) (min) (in.) 1an.) 1 (in.) f (,avinlin)
�•0 �•� b.25 • • 1�,�.
0928 9 3/4 3 1/2
30 5.5 "
0958 J 3 1/2 ---�
_ 10 — 1.75
1008 - 5 1/4 3 1/2
10 , 1.5
1018 5 3 1/2 -
10 _ 1.0
1028 4 1/2 3 1/2 — —�
10 — 1.25
1038 - 4 3/4 3 1/2 --
10 --�
1048 4 1/2 3 1/2
10 1.0 10..0
1058 4 1/2 — -�
;:_. .
rComments
Project No. ,_ 6S4u06-12 Appendix Ne.'. B i i i r„
IJ
�y _ _ ifs rM�t♦ t t.:r � �Y`_'f+�XL? -
No. �--
Test Hole. Diameter- 8 3/27184
Test li0e Depth - j
w; � Technician - = --
` 44
Jested
nter�raI , -
_ r N N A
Time L1 Time. ' 14V, _ 2 (in.) (min/
, 3 1/4 .
0900 17
6.25
30 9v-s2\
V)30 _ 6.0
30 9lA 31/4
1000 --- _ 275,�
10 3 1/4
- 1010 6 — 0
10 51/4 31/4
1020 US
l 10 4 1/2 3 1/4
1030 I--rr� 1.25
10 3 1/4
4 1/2
1040- --"�` 1.25
10 41/2 3 1/4
1050 --- -- 1.25 8.0
10 1 2
1100 4 /
f ' -
\Conments: ._.-----
----_'
Apperdix R
Project `!o.
i
Alt, _ , APPENDIX
l.INIMM JJMIZONTAL SEPARATIONS
;illSSURFACE SEWAGE DISPOSAL �
�..�_ ,1
M��nisuFR Horizontal Distance Septic "Disposal ' Seepage
In ,C1',ear Required From: Tank Field . Pit
1 c -ft., 8 ft 8 ft.
Building cir structures — —
Property line adjoining2 5 ft. 5 ft. 8 €t
private property '
Water supply yells 50 ft. 100 ft. 150 ft.
Streams 50 ft. 50 ft. 100 ft.
10 ft. --- 10 ft.
Large trees
Seepage pits or cesspools 5 frc. 5 ft. 12 ft.
Disposal field 5 ft.- 4 ft. 5 ft.
On site domestic water J 'ft. 5 ft 5 ft.
service line
Distribution box --- 5 ft. 5 ft.
Pressure public water main 10 ft.3 10 ft.3 10 ft.3
Flood plain/flooding 5 ft• 15 ft.5 15 ft.4
1. Including porches and steps, whether covered or un
covered, breezways.,
roofed porte-cochers, roofed patios, carports, covered walks, covered
driveways and similar structures or appurtenances.
2. System may go up to edge of property line adjoining public property if
no public watermains are within or anticipated within 25 feet of the pro-
perty line. A statement from the water district is required.
3. Preferably 25 feet.
00
4. No part of the absorptiov system shall be allured within 15 feet of a year flood plain or floodway. Also, the finishe grade io the absorption
on
system must be 12 inches above the limit of the 100 year of f;oc�d plain or
floodway to prevent ponding or standing water over the aisposal system.
Ci
` ,�� .11 ( {If' l'_ ; .,� ••S..v .,Y�i ` �'�,r t`t � o-tt R � .ft � X
t r � 1� ,` X. x- •i �: - \.F t t•. '.• S C � , •� �+�• Y s ..t, �tf•J• ��� kt 1-}-i-e! -.•� .• �1 , �i
...iee .f , ✓��.ir, �--rI � �" .. '�. ,+ •.:.s� � ` �� ��. +t %6ws rt l�-.,�9 � •� `� µy9 r �.��,
ia- � .t `+ _t z_- y •.. t1�M• '�' _>� _ _a_t. tt j'' .1.
• f ' ��� •_ / .:•.�,,.- - � ,_fir k`s. .� L-,�`--- ;� _ti- � f I�r yy� � � -
- + 1. r i '` � T � S� � �t T.L'�' �_-'f �"P'•�`� r,�{ `�C;`ib,�•`( !t l�� p�•'il�d, •�.li�
,I,_ - _:� tom. : A+�- i �� t�'�_ �-.•
I n1 r t sr: t-• �`t%,lr dr � F'. r=f � � ,;y.�t,�.,� `.
.' \ 1 A ,s::• tip:• .� , L ., A ..eZ
1
,fA�x.h�` •w-J .�.. _�,,t> ,a1 a. y.x .-
:�J1£�r,���
a t..�i7: �.�^��'.L' �- �-- ��?'-��s r �•H� -r'Gtt. `'+��,��.: ~'�t�.-'j''��� Jy} y`���
j�\^ _ ��'�a fi ___ �-,��r'. � ,- A\ b..-.:i .w�w+`.:.a-f�i✓r � - T ^ "4'�r :-'hao. r' -
5� 4 4 Via V163-Pieaos:State B.R.anciso .. :A'.323 0:(/la) lS-L782
Pr:►3ert No. 6SU06-10
April 19, 1984
TO; City of Lake Elsinore
130 South Main Street
Lake Elsinore, California 92330
4TTN: Mr: Loren Culp, City Engineer
!VBJECT: Preliminary Ceotechnical Investigation, Portion of Lots 1, 2 and 3,
Block .$9, Heald's Resubdivicion of the- City of Lake Elsinore
the subject lot, located on the northerly side of Flint Street, near Silver
Street, has been geotechnicaliy inspected to determine the need for a more
complete investigation. The site soils are generally dense silty medium-
hoarse sands with little cohesion. These are generally good foundation soil':.
;he lot is underlain ay rocks of the San Marcos gabbro formation, which in
':his area are decowposed diorites and gabbros. There is no surficial evidence
of expansive soils on the iot, nor are there any unusual materials which
require special foundation designs.
The grading plan indir,:,,t�rs that approximately 2000 cubic yards of excavation
and fill is required G) ,)rovide a graded pad. Most of the soil will be placed
as compacted fill on t e. pad.
RECOMMENDATIONS
1. Native soils place--. as structural fill on the pad shall. be compacted to
a minimum relativ=- U lflactiold of 90 percent in accordance with the pro-
visions of AS'-M L'1!i.:0 -78. f
2. All 12 inch b;/ 12 it ch pe-iwi-ter footings shoOd incorporate minimum rein-
for.ement with one ho. 4 rebar plated 3 inches from the bottom. For 15
inch by 1.8 inch foo- •rocs, the rein-,-orcement should be two No. 4 rebers,
orna placed 3 inches "ram the botton and on 3 inches from the top.
3. The soils from the i d,;acert sorrow area are suitable for fill within the
' strut extension. They are also s0ta.ble for fill beneath curb and
fiufter,.
s
'^:<L �'',_� ���„ {r� ,.�r� �� F Ff �a ��*:k-h.j - , � r t' r.�� 't }-��rSL - r� .. t -i �x,+�•� �'r.`..r}
i 1: ♦• �; _ y�7 �I_..`5V �Ya y. "}',-j�'�t�s:'k �.
! k �r -r ? F _-� 1'/ ", !s'i 'i. •�} '. '•�� .
' •'�n��ir rf� r.j�`
4. Th> -wort,Solis shali ,_ -�MmWted 'to-a minims relative tabpactibn �.
j -,--Of 190- berce�lt.-with:n the st t� section,and a sinism relati;e
of . _pew-cin;t below curb-and gu1%. The.,thickness uf' the 95 z action '
r aork 041�1- be a■inimmof fix inches_ per lit
5.. The-import soils frca-the adjacent'borrm a*ez are a suita_h>A !ntrr_ial
\� to be -used in lieu of processed class I?r'. base.`--ift `-�a i-ored for &l'V
they shal3 be3 coapaG4ed to a-miri� relative c F
sue-Faction of 95 percent.
- Respectfully\sO%itted,_
Bruce R. lee
RCE 23396
BRL/al
� Distribution: Addressee (1) �QRQFESStp
Butterfield Surveys, Inc. (1) Zk. AGE M.
Bill Burkhart (1) Q� G
oc
IV
CA
if OF CRL�E�,'
s
+y��.,• _ ,
r .►:�. p\ x �, t}� -tom .7.e,�i T. 4 0..tt.� E'� {� 1r" -'
� `�' '�-;-�.\'•>>j. � _ �':- ":�.��:� -Li-E S�J LAFta�U�?J� - ., � -_ C N ._ - _,..�_�..���
C r0RSTRLW--TI0N SURvty*'G
Cf
r
This is to`\verify that c n April ?.0, 1984 the
- pad ].ocation;\and el.evatj.on on a portion of
Lots 1, 2, and\3 "pf Blot �?9 of H'., _
Fesubdivi--ion of,tte City of Elsinore were
found to to in sut'st2atial conformance except
Nr -- ,one foot step down in
the Fad is graded fc
tbe building instead v "it-Wo. The lower step
down is a foot higher ':inn shop p on :the
grading plan.
1
Fred W. Crowe
LS 3698
DateC: 4-23-84
40 83-003 - burKhart (Flint Street)
PHONE v714:674-11431 J
PO SOX 1049.LAKE ELSNORE Cry 92:30-620 LvEST GRAH19-Y AVE
1
a'
?4 >c..J�; f 1. � F;R''Ri� '\; p.�. 4�}V'•y�'i}r.L -•' ��trsa
.l _ T.ZM!'illl.il,\Sli.trl
- _ ' - �-mod _ �-� F �'i'�. .� � - . � `,• ¢ 1 � .. l
•4` t�line �typ)
_ .�..
.r._
� 15OO,ga1.
to p •.�
expansion area l _ 13 • - _- es_._ ..
• `3".T —` �t;_/ 75' tip)
g Prllar �(r►� f� a.►t v,i.� .'sY��ac> --;\ rr
a _ _s•.i,.`'4`is.. ?.ry...=�'aw`�t .a•isr .-��:�o..�. Sao �..w--Y �T�
A �
SISTER GES10- pREAPREO By-
QYNER � --
Marvnfacturin�c{ Building California Ceo Tek, Inc.
Bill Burkhart. i50►1 acturn septic talc 43094 Via Dos Picof,, !B
1735O Grand Ave. 17o.es Temecula, CA 92390
Lake Elsinore, CA 92330 30 sq. €t. •P1,r jW.9a (719) 676-?.M
450 s4. ft. trotter: area
2 Linea, 3 Yt.. x 75 feet-
SEWAGE DISPOSAL PLOT PLAN
?ort i on of i_ots 1, 2 and 3 of
Nealdcs Resubdivi,sicn of-City of lake Elsinore LEGEND
❑ Perc. Trench
1 Not Tested
Plate 1
project s.F.z. 6SUO6-12
I
i
........... i
_-yam. �� A -.Y�:�.{. . ..f _►7I��`�'''3-� ®'_ \�'.1.;.^ " '...ti.aK�j. �,-.
Vi ''_�•� pi _ �, .- .:�` ,.�.._ M -.'�
WTI
•f, .1'�i Ips QR� 1 � .
j' 1BaALD'S-R yDfYIST i11
N�
THE CITYt� UIKE ELSINKs CALI�OR,1A
ji
pr
April
19,E 1984_ _
/ kvfa
L
Prepared for:
Mr. Bill Burkhart-
17350 Wand Avenue
Lake Elsinore, California 92330
Pr-epa red by:
CAIIFORMIA 6EO TEK, INCORPORATED
430% Via Dos Picos, Suite b
Rancho California. ..California 92390
(714) 616-7782
-V
-,v � j�✓
�y.A' -o-.•*- ��h yQa
Dos P Swt* 3» ar�c`4o Cdwmi ,CA 9E390.(7I4)67 6.2782.
r
April 19, 1984
Project No. 654WO6-11
INTRODUCTIO'tl
_ The compacted on-site and off-site fill has been tested for compliance with
applicable ipecifications. '''he work included- (1) inspecting the`clearin
and stripping, (2) testing the precompaction of the native soil, (3) testl"O
f the compaction of the fill soils, .4) testing the fill fclr the extension of
Flint Street, (5) determining the.waximum density of the various earth
materials, and (6) preparing this report presenting the 11ndings, conclusions
and recommendations.
Plate 1 - Test Location Plan
1'
I'
i
1p>: V i..� i lye * � # 1 ,•
\' -
.
Proposed Developotnt
The 24:-acre lot is .being developed for construction of a 2041 0-square foot-
nufact.�ring_buildi�g ' f
Site Condi6'"s =
The project ft,. located an the. northert side of Flint'Street, near Silver_
Street in the--'City of Lake Els.inor'i TWnatural gradient is=approximately,
six-percent toward theAorth.- .";lnnuai 'grasses and weeds sparsely covered
the site.
` Gradin •' 1, - - �
�
The grass and weeds were stripped and ►emoved from the site. The exposed
ratural ground in the area of the fill placement was scarified and precom-
` - pacted to a depth--of 6 to 9 inches. - The soils from the cut area are silty
�� sands with little or'a* clay. Grading for the pad was performed from March-- 6.
to Harch 15, 1984'with street grading completed by March 30, 19FA. The
,:ontractor was 'fob Edwnson (Elsinore) using a JD 760-A scraper and',,a 3500
gallon water truck.
Co!paction Testing
Quality assurance tests were performed in accordance with ASTI1 D1556-74 and
ASTM D2937-76. The laboratory maximum densities were performed in accordance
with ASTM D1557-78. A total of 10 tests were performed, with one failing area
defined. This area was subsequently reworked and retested with a passing
result. The test locations are shown on Plate 1 and the results are sumarized
below:
iTest 1/ Dry Density, cf Moisture, x Relative
Na. Location+ 7epth- Field max F e fd 1 Compaction, A
1 Pad 4.0 BFG 119.2 132.0 5.9 8.0 90
2 Pad 3.3 BFG 120.1 - 132.0 9.3 8.0 91
3 Pad 3.5 BFG 121.0 132.0 9. 1 8.0 92
A4 Pad 2.0 BFG 116.7 129.5 7.3 9.0 90
5 Pad 2.3 BFG 125.9 132.0 9.5 8.0 95
6 Pad 2.0 BFG 114.3 132.0 7.5 8.0 87
6A2-/ Pad 2.4 BFG 123.0 132.0 8.9 8.0 93
7 Pad 0.4 BFG 122.0 129.5 8.9 9.0 94
8 Pad 0.4 BFG 117.0 129.5 8.7 9.0 90
9 Street 1.4 BFG 123.9 129.5 8.9 9.0 -- �"
10 Street 1.5 BFG 120.8 129.5 7.3 =9.0 93
i/ BFG - Below finish grade to tenter- of te<A,, feet
2/ "A" denotes retest
CRC. \� �_�' t - Y• J, f �� I• -
RECOMI±S~SMDIt
C '�SI�IlIS;A11D TIt91S" 4
_ �Y 'artius" ons'
r `'Quality assura+ce=tests Mere. perfor ad in-Accordance kith the Sand Cone
Nethod, AST 1 D11 -14 and 'the Drive,Cylinder-method, ASTN D2397-T8-
�\
2. TWO maximum dens fty determinations were made in accordancelwith ASTN
D1557-78. �\ -
. gals have been compacted
--�3 The test results ndicate that the; eav�th
~ to the, followingaiigimuRo.relative compactions. -
On-Site brad
�4�1 required - um�p�jhRt average, 92.M
/ Al I. areas , q
Off-Site 6radina ;Flint `Street)
I
Subbase - 90% required - jinweighted ave�raye�= 94.5iy -
Recommendations
I, 1. All perimeter and ioadbearirg f5ootings shoj.,Id incorporate the following
reinforcement: --
12 x 12 footings - 1 pit. 4 bar, 3' from isottom
15 x 18 footings - 2fNo. 4 bars, one 3" from bottoo, one 3" from top
2. All rebar shall be lapped a minimum of 30 bar diameters.
1 3. Slab-on-grade concrete construction should be 4 inchesnorm al thictcnt-*..s
and should incorporate 6 x 6 NO. 10/N:o- 10 WWF, equal
e _
Respectfully submitted,
Bruce R. Lee
RCE 23356 .
-� QRp4 ESS/ A
BRL/al E !
Distribution: Addressee (6) �`c�,�Q� R' �F�nZ
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- TE7 LOCATION oiAM
Portion of !..ots 1, 2. s 3
Neald's Resubdivisi�x� o�` pity,of Lake :lsinar, - - -
Project No. 6SMM-1 i Plate 1