HomeMy WebLinkAbout17413-3 WOODCREST DR_ 296-89 (29) 17413-3 WOODCREST PC# 296-99 29/32
F
r i
1 110r1 AANNiO 1l0d1 AANNiO _+ 110r1 AAr11N
.. ! 1�i H111Y11L1011 \
•I
fYr1AgN1 ii m iYr1A■som 111 1111 --
BUM
suave � G riwMlvf � MIMMI■MII
ot�Y^AtaN^ e z os■Y^AtaNn z
N suave me F W oa W i11rNM me ` F%MS WOO
F °
.• U001/11111p1■r I W b o i AAwlso MM
f O W ANnoo A "
A■00 Al■ p >e
W o
'ro'e n • rows a a u■nwiww�o °o
"Avolu•.Ovia a NaAw�l>tNsv�o y p ,�
L \ b 00 0 O W
•O t _ e y bo Q y r
( 4 a of 0
IT+.rT ~ • ay+ OIL
I . c to �,0 W m 1 a° 0. m
1_ a Q N a C! Iw d a o
w
W o ,�, z p y s° IL 0 .0 3 s
>y W tt 0
~ i "�7I u w Z W.
• = s L T v O / •• C f \ 7 /
DO C N
to IL
u 4 L M `• d• i O •C O F• •�IL
, 6 •u F.O•i /
oYY m z s th
ou
u N1
f • p o
Z = ° . . . w - x 1
\ o °a °w°
s Leo m W -0 � c u,aw �+ 0 / / 10 10 OD
c� >•...� of z u d c w c v u 10. a.°o
.w y r 43
w O J1 W •C a, O w.. u T V1 �, . ' /\ •1. 1+ k Ij 7. w
�- �N W ~LA•+ y N m V r�C..yi C S C �y� •. N j� w W to '•
v 9 Or Y W SL � a0 O N C a 0 6 4 1°.•p "' I .� 1 C •Q O
I ! 7 .� 0. COJ I ... C (7 C J C F I w �I N q N Go ~
_ A V I Y u tl O =' S [•" 1' ..•w 7 L•..T Y 'O W s C7 .+ aC D ►. Z
R! C u to w Go
Y H Z L
a •' uy=WW z co%n u m O Do 000D
, mO y • a• A F m C w ce•n an w
i.i o
6 co
J
•� i
IIj _ �`8kay J
� � oW o s
1 +
rNovember 2, 1988 Project No: 10121-02 T November 2, 1988 Project No: 10121-02 November 2, 1988 Project No: 10121-02
Report No: 8-0397 -- Report No: 8-0397 Report No: 8-0397
Page No: 17 Page No: 18 Page No: 19
interior continuous footings should consist 5. Floor Slabs slab subgrade to reduce lateral moisture
r of a minimum of two No. 4 reinforcing bars, r transfer.
placed one at the top and one at the bottom Living and garage area concrete slabs should i
of the footing. be at least 4-inches nominal thickness. Slab subgrade soils should not be allowed to
A garage door rode beam should be poured Slabs should be underlain by a capillary dry out prior to placement of concrete.
( g 9 9 P break consisting of at least 4-inches of
beneath the garage door opening and clean sand or gravel. A suitable moisture 7. Pre-Soaking D9neath Floor slabs
reinforced as for the continuous footings. barrier consisting of 6 mil visqueen
The grade beam should be founded a minimum of - should overlay the capillary break, and Slab subgrade soils should be presoaked to 5%
18 inches below the lowest adjacent finished should, in turn, be overlain by at least i- above optimum moisture content to a depth of
subgrade with reinforcement consisting of inch of sand to decrease concrete curing at least 18 inches. The moisture content of
No. 4 reinforcing bars, one placed at the _ problems. Slab reinforcement should consist ? these subgrade soils should be confirmed
[ top and one at the bottom of the footing. of 6 x 6 - 10/10 welded wire mesh. E immediately prior to placing visqueen.
Planters adjacent to the building should be 6. Post-Tensioned Foundation System 8.7 Building and wall Setbacks
�- avoided unless they are lined and water is
allowed to drain to a suitable discharge As an alternative to the foundation and slab Analysis of the on-site bedrock materials indicates
point away from structure. recommendations above, a post-tensioned slab that fill derived from bedrock units will be generally
y y silts and clays with expansion potentials in the medium
2. Soil Bearinc Pressure and foundation system may be considered for
the proposed residential structures. In range.
general, the post-tensioned system provides a
Footings may be designed for an allowable more rigid slab that, when properly designed, For residential buildings, we therefore recommend the
[ dead-plus-live load bearing pressure of 1,500 is expected to perform satisfactorily as a l following horizontal setback from the top of the slope
pof, with a 338 increase for short-term wind _ face:
foundation on expansive soils. Post-
or trenches, footings should extend below a tensioned slabs and footings should be
(= one-to-one plane projected upward from the designed by the Structural Engineer in
l .� Setback - Vertical Height of SiQpe /lt1
inside bottom corner of the trench.
accordance with the procedures of the Post- 2
Tensioning Institute for slabs on soils with
3. Settlement
f= a medium expansion potential. = Minim, Recommended Setback - 5'
t If footings are sized for the recommended - Living area slabs should be at least five Maximum Recommended Setback - 150
bearing pressures, the total and differential inches thick, post-tensioned and underlain by
�- settlements between adjacent similarly loaded a ten-mil polyethylene moisture barrier j The intent of this recommendation is to provide for
columns are not expected to exceed one-half ._ placed on grade, plus a minimum of two inches appropriate foundation bearing conditions for
inch. of sand between the slab and moisture significant structures. For minor masonry walls, near
barrier. The vapor barrier should be lapped { the top of slope, it is our opinion that the minimum 5-
_ 4. Lateral Load Resistance
and sealed at the joints and around any ! foot horizontal distance from the bottom of the footing
breaks, such as openings for utility to the slope face recommendation may be adopted without
Lateral loads against buildings may be conduits. The vapor barrier should be T increase. Maintenance of this minimum separation
l_ resisted by friction between the bottom of underlain by a capillary break of 4-inches of A generally provides for a foundation embedment below the
footings and the supporting soils. An - clean sand or gravel. Garage slabs should be surface zone susceptible to significant seasonal
allowable friction coefficient of 0.40 is post-tensioned, have a minimum thickness of r weathering. Founding walls on well-compacted fill
�- recommended. Alternatively, an allowable five inches, and to avoid moisture problems soils, providing drainage adjacent to walls and proper
lateral bearing pressure equal to an _ in the garage, we recommend that the garage backfilling of walls, will enhance the performance of
equivalent fluid weight of 350 pounds per slab be underlain by the by the vapor barrier walls and other structural elements constructed in
cubic foot acting against the footings may be and capillary break previously recommended. F close proximity to a slope face. All foundation
I_ used, provided the footings are poured tight Post-tensioned slabs should have a I designs under the influence of these recommendations
should be forwarded to the Geotechnical Consultant for
thickened edge around the perimeter of the
against undisturbed soils. �-f slab to a minimum depth of 12 inches below review and comment.-�
l_
_ pwwow
y Z
1/0�1 AINMM I _� UOM1 AlU
!I
, \ 11<!sw Asom W H!!iYnllrlow
h
�� FD � Z
` m a
r
[ � IA�iAMOI�i � •� 11�1gM01O! � �•• � .
AteAMM! •, Aw10O A" ILUM MO1� •�
i• 1�/IOIMMtl1O on�V;11/R'lYlO /
FF /
s
� O
/ m u W
Q I i
loor
a a • / a
.~a .7 F kn to
N A
3 x Y
O tT W / u W is
ro a
o ti o o 110,
11
N i
Y W `�' / O F m o W. u p;
a0 / 'n O I fn to p. W O Y u
O t"3 N N
Ld
a A. L q Y•.+ lM� N N1 �/
C t6 W Dw Z O _ F. _ OI , G. I N W T 6 Z Z
Z O DO M Z 1=/1 _
y °° a, I E o a o w
a0+ N a to 0 0 0 N .. a °Y' a s
w 'O L <V h �O -- Z q Go
w ..� 'Y N •Y I O - w V N.Ci W
C pp w OD Z Z x Y a, to t0 w Y t0 Y _ •r Ot 1. 0 N N
y DD O dL C U u C - O O- C / i M 00 Z 04 Z O
l+f a 'O'WO O a 'L O N O .q C� tCO w w N In •'07 Q
yy0 Go O W yy /
[- WO•� CN7 I h_O h 'mC~Oi LaaO.uO L. J aO H 'CC 'O II tmT �a•�• W�0ggZw0Z O I _ O N•LOto Fw9 {y
v
10 oOgo
OO • w AW t O L to N F N �
N Ot O Ad 2
n a) U Y
w � 0 co
3ZfA
to 0
DI zzZV
_
VO1 to.7.0 W "7 •
Id o o a
ri
h
T
November 2, 1988 Project No: 10121-02
Report No: 8-0397
Page No: 20
- APPENDIZ A l
APPENDIZ 8
9.0 LIMITATIONB OF BEVIEA RIEU ENCEB
80860RFAC8 EaPLORATiON
Our geotechnical review was performed using the degree of
care and skill ordinarily exercised, under similar 1
1. Engel, Rene, 1959, Geology of the Lake Elsinore Quadrangle,
'- g
circumstances, by reputable geotechnical engineers and California; California Division of Mines and Geology
geologists practicing in this or similar localities. No Bulletin 146.
other warranty, expressed or implied, is made as to the " '
I 2. Geo Inc., March 19, e7, Summary and Compilation of
conclusions and professional advice in this report. Geotechnical Data Canyon Lake Hills Parcel, City of Lake -�
As in most projects, conditions revealed by excavation may Elsinore, Riverside County, California"; W.O. 552-OC.
vary from preliminary findings. If this occurs, the changed
conditions must be evaluated by the Geotechnical Consultant 3. Leighton and Associates, April 28, 1982, "Grading Plan
and designs adjusted, original designs confirmed, or Review Report, Tentative Tract 17413....City of Lake
alternate designs recommended. Elsinore, Riverside County, California ; Project No.
1810625-03.
4. Leighton and Associates, September 28, 1982, "Preliminary I
The opportunity to be of service is appreciated. If you have any Geotechnical Review of Revised Conceptual Development Plan,
questions, please call. - Canyon Lake Hills, City of Elsinore, Riverside County,
.. California"; Project No. 1810625-03.
Very truly yours,
�oLJ.;� 5. Leighton and Associates, April 6, 1984, "Geotechnical Review
STONEY-MILLER CONSULTANTS, INC. �� �� �l�y� of Revised Grading Plan of Portion of Tentative Tract 17413,
9 Canyon Lake Hills, City of Elsinore, Riverside County,
; e wa.E"7 California"; Project No. 1810625-03.
ry F Stoney, C.E.G. 9 8 i h 1 M 1 G E. l��7 +t 6. Weber, Jr., F. H., May 1977, "Seismic Hazards Related to k
.rinq pal Prin ipal r9 IECH9- �p Geologic Factors, Elsinore and Chino Faul„.Zones,
rE OF cn Its _ Northwestern Riverside County, California"; California
JPH:GFS:jz Division of Mines and Geology, Operations File Report
OFR 77-4LA.
Attachments: Appendix A, References _
l_ Appendix 8, Subsurface Exploration 7. Stoney-Miller Consultant, Inc., June 15, 1988, "Geotechnical j
Appendix C, Seismic Refraction Survey review of Grading Plans, Tract 17413, Assessment District t
Appendix D, Typical Grading Details Roadways, Lake Elsinore, California."
f Geotechnical Maps, Plates 1 and 2 T
I_ Geotechnical Cross-Sections, Plate 3 1
LDistribution: Addressee (2)Hunsaker and Associates (4)
Homestead Field Office (2)
l_ .I
•� I
r
i
Ir0r1 AArMM 1/0�1 AAINIM �ra�Aar•
T
510M N MOM
�IMJ�IMMI z �WIJ�MIM — 111J�NM11
11M1IS IIMG .. ILwM 111M ■bMM 1fIM
Awm �/ SNOW
Mw
y'7•f'll
1 �s Lcc
O
C 3 O r O 1 O D •
cc
¢ 0) O W ci° Ti a
t- a W \�\ C touz / m 0 >. us
/
►• Z ;I 0 ? t0 / VV a W i
cn
to
w0
°o to s \\ # x
C i i a 0.
o �, 01 "
u a) u n ..+ .••�L - AjI •.-� W
t4'O 3 Y T 00 W i / _ T,
(I 6 u � N
l_ eegpp ~
00. 1'Oi•n M Z )` \ O C'i W60 C1' P.,
..
f owW 9
N to01 i d m 10 C I I u, Z / OD W cc.9 b LM a r
A co U u W W _ pp /0 W i J �1 Q
— 1.- d z z •.ui a U W 6 030 n
!1I L O TN �\ ij bLy Z W i 4b Z Z
l_ N d O• .0 W•O W W \\ (n u o+ w u ►O. {a7 Aj y Ot w u Wp0
0. O N OD •�•"X n RVIY � \ .� .- 1 O N C •0 'L N 7 O N T 10+ Z N
I- c� .d w O S w 2 Chi ►• o m e N a y l+ co r� m.0 �o o
t1 Go p aD �O y p
Il L d 10•+.eC i Z Z N W O u 0�0 W O .T W Obi LD
O u•.Ni d .T
t N u 'O 1. 0 -- u 1+i C•.� Z Z t N u 4 L•0
m CA ai ti i °1 A.i O w
O
+
'I r,
(A0d)AAGNBO IlOd)AMN30 1lOO AININBO
1
W 1111 Bunalon W m BY"1BIOM1
� s s
G ounvB I'WRve rA Z
i O OH JIIONfI
OMWIIBNINn GUMABN)N" ` I 11
N 1 �
I OL1
BLMIVB mea g Bldllve Me � 1 �Wy DUN" me � v
H
Illl� M01B1 C ul IlAMMOO MOl/) Z.
1 IlMAt�MOl/1 !
� z c s _
Na vall�isvio 9.06" ' \ / NOUVOIAMOVIO
N011v011MBv1O Q
Y � > .•.• s � ._ T b �•
010
L q1 H p0 d Aj
F O \ ~ O y ..Or A \ 'r
Y d t` u > M I
41
�j d
a010 tW+ 10+ '" m ur w d i \ W m s Us
.. w o•o � � U � � a _4
rn cc
w IV g O c 0Yi i0 Or 0: N �O O W C
o a�i IV
3 W � .a -o d s m a
w
_ W d s s o 'U a V w i o
FZM
s Q
tj W 010 p \ p i C „a a0 p ..Ci
L g •O O ,. r co41
T W
p t0 u ��•• � g. .a T '• AC i
p{a77 $ 10 ?L ►ro.d O C W 00 7+
m 00 d (^ _r 10 G Cp L 07 N
sw
,y ..a L B ..Yi Y1.u _ in
ww vv o � _ y ova10i i4 u e u � o m
.rut OD
O c Y 7 'L OD y ... 3 N _ 'C W 'W v . •O of n
000 co co 6 g i p�
O C Yp.Ti Z U 0~0 O i�'41 Z. Z
1,01
r X L Cf 3 cs
IV
d OdWec b 41 Z I 01 1 •,r 04 m Onc
m.+ u 0 Y W O I .,a I d 'OO w 1 w OIn nO� •.� O Oz yJ 1 wN �O s [+ 4YN1 .�.� um dDyu > 000 Ov toif. M 00 �w , ,� _ O �O ••� d V a > O d L ,^ O G O Y �0 c N 00 a
,, cY! N C Y ►. 'd,q Z. J -� •� N a0+ W •l. 7. J
C O O O •O 'O mq 0 = G F 0~0 Iq r1 w A W �l
o in n w1 ib fi/ ~ Iil s Yl
• ( � � O W O � � H J D W I � � ➢ F � C W O
. . .. ..... ,i, _ .. ... . . ., s_ .......... ... ... . .:.�, ..►mow