HomeMy WebLinkAboutCT 72-34; RANCHO LA CUESTA; GEOLOGIC GRADING REPORT; 1976-11-03•
•
•
•
•
•
•
•
•
•
•
FINAL PROJECT GRADING REPORT
Tract 72-34 (Unit 2)
lots 45, 51-70 incl. & 84-90 incl.
in the City of Carlsbad, California
for
Newport Shore Builders
November 3, 1976
by
Pacific Soils Engineering
I rvine, California
•
•
•
•
•
•
•
•
•
•
•
PACIFIC SOiLS ENGINEERING. INC.
17921 SKY PARK CI'RCLE (SUITE G) IRVINE, CALIF. 92707
TELEPHONE: (714) 557-9450
Newport Shore Bui Iders
P.O. Box A
Hunti ngton Beach, CA. 92648
Attenfion:
Subject:
Gentlemen:
Mr. Mike Jager
Final Engineering Geologic Grading Report;
Tract 72-34, Lots 45, 51-70 incl., and 84-
90 incl., (Unit 2), in the City of Carlsbad,
California.
L.A. C9UNTY OFFICE
1402 W. 240th Street
Harbor' City, Ca. 90710
(213) 325-7272 or 775-6771
VENTURA COUNTY OFFICE
Post Office Box 75
Thousand Oaks, Ca. 9i360
(213) 889-9919
(805) 495-6513
November 3, 1976
Work Order 100236-A
This final geologic r.eport for the subject tract is submitted in accordance with th~ reqoirements
of the City of Carlsbad. Geologic data are plotted on the plan included with the companion
Project Grading Report.
. .
A buttress fill WaS required for support of the tear (northerly) slope of Lots 52 through 55.
Based on our inspection of geologic conditions of the site, the ·subject lots are satisfactory
for the intended use from a geologic point of view.
Respectfully submitted,
PACIFIC SOILS ENGINEERING, INC. Rev-iewed by:
,~(}).,~
REX P. KETTER, l President .
Dist: (10) Addressee
REL:RPK/scb
•
•
•
•
•
!,m~-m!i PACIFIC SC~LS ENGINEERING, INC •.
17921 SKY PARK CIRCLE (SUITE G) IRVINE, CALIF. 92707
TELEpHONE: (714) 557-9450
Newport Shores Builders '
P.O. Box A
Huntington Beach, CA 92648
Attention:
Subiech
Reference:
Gentlemen: .
Mr. Mike Jager
Project Soil Engineering Grading Report;
Tract 72-34, L9ts 45,51-70 incl., & 84-90 incl.
(Unit 2), in the City of Carlsbad, California
Preliminary Soil-Engineering and Engineering
Geologic Report and Engineering Geologic
and Soil Engineering Review of Grading Plan
for Tract No. 72-34, dated July 5, 1974 by
Pacific Soils Engineering, Inc. (W.O. 100236)
L..A. COUNTY OFF·ICE'
1402 W. 240th Str~et
Harbor City, Ca. 90:710
(213') 32~-7272.or 77~~67ii
VENTURA COUNTY .,OFFICE
Post Office 'Box 75
Thousand O.a\C,s, .a,a. 91360
,(213) 489,-99'19
(sosi 4~.5-65:13
Noy~tnQer. : 3, 1976
Work Order 100236
This Feport presents soil engineering data and test resu,lts pertaining to the placement of
• compacted earth fill on the subject property. Foundation criteria are also included in
this report for the subject residential Lots,45, 51-70 incl., and 84-90 incl.
• All fills, cu~ or processing of original ground under the purview of this report have been
•
•
•
'.
completed under our inspection or accepted by this firm, and are in compriance with F.H.A.
criteria and the Grading Code of the City of Carlsbad, Ca:lifornia. All work under our
purview was accomplished in accordance with the "Earthwork Specifications II, contained
in the above-referenced investigation report.
Completed work has' been ,~eviewed and is considered suitable for the construction now'
planned. All slopes are considered grossly and surficially stable and will remain so under
normal conditions. '
-0 ~
• November. 3, .1976
Work Order 100236A
Page 2
• Com.pacfion test results are presented in Table I, and approximate locations of tests are
-shown on the enclosed grading plan (2 sheets). Also shown on t~e plan <;Ire locafio~s Qf
tests taken in adjacent areas. These test results will be submitted in future grading reporn,
•
•
•
•
•
•
•
•
•
as these areas are completed, or have been submitted in previous reports.
Laboratory Standard: ASTM: D 1557-70T
Opt. Moist. Max. Dry Density %Swell*
Soil Type (%) (Ibs./cu.ft.) 650psf ASCE
D -Clayey Sand 12.5 118.0 'Oer ND .
E -Clay.ey Sand 13.5 115.5 NO 8
F -Clayey Sand 15.0 113.0 0.0 . NO
G -Sand 15.0 108.5 ND ND
H -Clayey Sand 15.5 111.5 NO 4
1..-.Sand 13.0 117 .. 0 NO . ND
J ... Clayey Sand 13.0 116.5 NO 1
K -Silty Sand 16.0 106.0 NO NO
L -Silty Sand 12.0. 120:5 ND: ND
* -Swell tests were remolded in a one-inch high ring to 90 percent relative compaction
utilizing material at optimum moisture for samples to be surcharged at 650 psf. Samples
were inundated for 24-hours and then amount' of swell was recorded. A5CE denotes in
accordance with ASCE Expansion Index Test. ND denotes not determined.
2.
Prior to the placement of compacted fill, the exposed natural surface was scariHed,
watered .as necessary and compacted in-place, suitable to receive fill. Where
neceSsary, alluvial mcterials in canyon swale bottoms were removed to either in,:"place
bedrock, or competent natura I soi Is.
Fill consisting of the above soils types was then placed in thin lifts, watered as
necessary and compacted in-place' to a minimum of 90 percent of the laboratory
standard utilizing tractor-drawn sheepsfoot 'type rollers and heavy earth moving
equipment. Each fill was treated in a like manner.
PACIFIC SOILS ENGINEERING, INC.
•
•
•
•
•
•
e'
•
•
•
I
•
November 3, 1976
Work Order 100236-A Page 3
3. Fill. placed on slope gradients steeper tha,n 5-horizQntal to I-vertical woskeyed and
benched into bedrock. The upper soils were stripped and/or benched out on the shal.lower
slopes in such a manner that all compacted fiU is in contact with intact bedrock or com-
petent soils.
,
4. All removals and excavating for canyon cleanouts .. and processing in preparing fill areas
were inspected and approved by this firm's representative prior to placement of any fill.
5. Compaction tests were taken for each one to two feet of fill placed. The max,imum
6.
7.
8.
vertical depth of fill placed is on the order of 19 feet on Lot 69 • The building pad
areas on Lots 51 through 62 are in cut. Random compaction tests performed at the
finished cut grade indicate a suitable compact finished grade.'
Based upon preliminary investigation and goologic inspection during grading, a I5-foot
base width compacted buttress fill was recommended and constructed for support of the
proposed cut slope at the rear (northerly) of Lots 52 through 55. The location and
approximate limits of this buttress fill is shown on the enclosed plans.,
The cut portion of transitional lots were over-excavated to a depth of 3O-inches and
replaced as a compacted fill to provid:e uniform bearing conditions. This WQS accompli$hed
on Lots 63 thru 65 iricl., 84,86,87 and 90 as 'indi~ated with a ·JC" on the enclosed plan.
Fill slopes were back-rolled as they were brought to grade ot approximate four-foot
intervals. At the completion of fill placement, the slope was, uniformly compacted by
track-rolling and finished by cutting and trimming back to the compacted core. Slope
PACIFIC SOILS ENGINEERI",G, I,NC.
•
•
•
•
•
•
•
•
•
•
•
November 3, 1976
Work Order 100236-A 'Page 4
9.
*
**
***
lO •
tests were made after completion of trimming. All slope densification·has been com-
plet~ and the slopes are considered stable under normal con,ditions.
Materials encountered in cut and utilized for compacted fill" ranged from non to
slightly expansive in nature.
A lot-b~-Iot evaluation of the soil conditions were conducted, with the subject residential
lots being considered to ~e very 'low in expansion, potential, according to Table 29-C of
the 1973 Uniform Building Code. Results of these expansion tests are as fonows:
Expansion Potential
Lot No.·s SOil Type* Index** Expansion*** (% Sand, Silt, Ciay)
51-62 I, L 20 Very Low' 73 16 11
45,63.,.70 ..
& 84-90 I, L 15 V~ry Low 76 14 10
Per .tabulation (page 2) compaction test soil' types, upper three feet
As determined in accordance with ASCE Expansion Potential Method; ND -not determined
Per Table 29-C of the 1973 Uniform Building Code
Design criteria for foundation and slabs-on-grade for the subject lots, are in Items 10 and
11 of this report.
The following criteria should be used in foundation design for the residential lots.
a) The recommended bearing value for both the interior and exterior footings is 1500
Ibs./sq.ft. having a minimum embedment depth of 12-inches and having a'minimum
width of 12-inches.
PACIFIC SOILS ENGINEERING, 'INC.
•
•
•
•
•
•
•
•
e·
•
,
November 3, 1976 .
Work Order 100236-A Page 5·
11.
b) A lateral bearing value of 300 Ibs.!sq.ft. per foot of depth of a maximum of 1500
Ibs./sq.ft. may be utilized. A lateral sliding coefficient of OAO maybe used in
design.
The above values may be increased one-third for short duration loads such as seismic'
and wind I'oads.
Footing and slab-on-grade reinforcement criteria
A summary of foundation requirements is presented on Plate A.
i I i
a) Compacted fill Lots 45, 63-70 incl., and 84-90 incl., are considered to be sHghtly
~'::''!''-=''''':''.('':~'':-~-;;'''--!-'_'~-::'{,.jU:;: __ ::.';:;'~_---"'.f:-~': "":.~ J....-~ ...... 'OOO::."'':'-..r .~. v;: .. --: ~-.: ,-.-.:-: ,..to;~.,., .... "
expansive (low) in nature and therefore the following criteria should be used for design:
J) All footings for the proposed structure shall have a minimum ~mbedment of 12-inches
below grade. Spread or isolated footings may be used.
__ All continiJo,usJ9.~ti.n9.~fs~£U, b~ :rji,!'l.f9.r~Wi,thJ.~.NQ~. _~,~[SL5>~
the bottom of the footing and one in the top.
-,... .. ~~-~, -~ .... --· ... '!-~:~_~;;~.;r:'i~ .. _ .. ,~ ... ~lt :C-ffi&"f'"":>."l'GlUJi¥iiSI'h.-r aa -",-••• ",~.-~ ....
2) All slabs-on-grade in living areas shall be reinforced with a minimum of six-inch
by six-inch, No. 10 by No. 10 welded wire mesh or equivelent positioned at mid-
height of the slabsi 12 by 12, W2.8 by W2.8 welded wire mesh is considered
equivalent reinforcement.
3) A minimum of 1O-mil polyvinyl membrane is required under all slabs-on-grade in
living areas. This membrane shall be covered by a minimum of one-inch of sand
to did in curing of the concrete.
PACIFIC scm .. s ENGINEERING •. INC.
•
•
•
•
•
•
•
•
•
•
•
November 3, 1976
Work Order l00236-A Page ,6
4) Sl~b subgradefor living areas and garage areas shall be moistene9 to"~t -least . -,
optimum moisture, to a depth of 12-lnches, prior to placing ,90hcrete.
5) No special treatment of the garage areas is required, except that the garage
slab should have a positive -separation from the stem wall.
/
b) Cut Lots 51-62 incl~, are considered to be non-expansive (very low) in nature and
lWtw:$ "f5QW;;&1,,~~ _
the following criteria should be used for design.
1) _All footings for the proposed structures shall have a minimum embedment of 12-
inches below grade. Sprea~ or isolated footings -may be used •
I .
Conti nuous footings
... -~ --~n't~'Iltio'A'"
__ (~~·~~T.~~(be~~~~J...
2) All slabs-on-grade in living areas shall be reinforced with a minimum of six-inch
by six-inch, No.1 0 by No. 10 welded wire mesh or equivalent positioned at the
mid-height of the slabs; 12 by 12, W2.8 by W2.8 welded wire mesh is considered
equivalent reinforcement.
3) A minimum of la-mil polyvinyl membrane is-required under all slabs-cm-:grade in
living areas. This membrane shall be covered by a J'!Iinimum of one-inch of sand
to aid in curing of the concrete.
4) Slab subgrade for living areas and garage areas shall be moistened to at least
optimum moisture, to a depth of 12-inches, prior to placing concrete.
PACIFIC SOILS I,5NGINEERING. I.NC.
•
•
•
•
•
•
•
•
•
e·
•
November 3, 1976
Work Order 100236-A ·Pag~.7
5) No. special treatment of the garcg.e area is required, except that the gara~e slab
should have a positive separation from the stem wall.
12 .• Utility trench backfill should be accomplish~ in accordance with the pr~vailing criteria
of the City of Carlsbad.
Respectfully submitted,
PACIFIC SOILS ENGINEERI NG, INC. Reviewed by:
~~. LANJSUP/R;£ 18431 . REXP. KETTER, Vic'e President' .
Dist: (10) Addressee
AJJ: RPK/scb
PACIFIC SOILS ENGINEERINGI, I.NC.
•
•
•
•
•
•
•
•
•
-<
•
•
November 3, 1976
Work Order 100236A
Date of Test
Test No.
10 8/76 507
10/15/76 593
594
595
596
597
10/29/76 738
739
740
741
742
743
744
745 '
746
747
748
10/30/76 749
750
751
, 752
753
754
755
756
757
758
759
760
10/31/76 76,1
762
763
764,
765
766
767
768
769
770
771 '
772
TABLE
lest Elev. Moisture Dry Density Re:latiye Soil
Location feet Ibs/cu. ft. Com: % 1-e
Mimosa Dr. 179,.0 17.6 100.2 9'2.0 G
Lot 55 ' 141.0 14.9 106.5 "9'1.0 I
Lot 53 156.0 13.0 110.0 94.0 I
Lot 54 153.0 13.0 107.3 9'1.0 I
lot 52 160.0 11.7 108.0 91.0 ' I
Lot 55 145.0 10.5 113.0 97.0 I SC
Lot 68 131.0 11.7 108.2 ' 92.0 I
Lot 69 130.0 12.4 109.0 93,.0 I
Lot 70 130.0 14.3 107.5 92.0 I
Lot 67 132.0 13.6 98.2 92.0 K
Lot 69 133.0 17.0 101.1 9.5.0 K SC
Lot 70 133.0 14.9 96.3 90.0 K SC
Lot 67 135.0 17.6 ' 97.0 91.0 K SC
Lot 84 127.0 15.6 98.7 93.0 J< SC
Lot 85 132.0 14.,9 95 .• 1 90.0 K
Lot 86 139.0 12.4 109.5 94.0 I
Lot 87 149.0 13.6 107.0 91.0 I
Lot 88 149.0 14.3 97.3 91.0 K
Lot 89 155.0 ' 15.6 96.0 9.0.0 K
Lot 84 130.0 17.0 99.2 93.0 K
Lot 85 135.0 1'4.9. 'lOO.S 94.0 K
Lot 86 142.0 14.3 ,98.0 92.0 K'
Lot 87 152.0 12.4 106.0 91.0 I
Lot 88 1.53.0 11.7 109.5 94.0 I
Lot 66 . 137.0 11.7 111.0 95.0 'J'
Lot 67 138.'0 13.0 108.3 93.0 I
Lot 68 134.0 11.1 108.0 92.0 I SC
Lot 69 136.0 14.3 107.5 92.0 I SC
Lot 70 l36.9 ]3.6 109.1 93.0 I SC
Lot 65 147.0 15.6 110.2 94.0 , SC
lot 64 156.0 10.5 111.0 95.0
"
SC
Lot 66 140.0 12.4 106.8 91.0 I SC
lot 67 140.0 12.4 108.0 92.0 I SC
Lot' 68 137.0 13.6 107.3 92.0 I, SC
Lot 66 143.0 13.0 110 • .0 94,.0 I
Lot 84 133,.0 14.3 ,109.0 93.0 I
Lot 85 138.0 15.6 107.5 92.0 ,
lot 86 145.0 13.0 111.3 95.0 ' ,
Lot 88 156.0 12.4 ' 106.0 '91.0 I
lot 89 158.0 14.9 109.2 '93~0 I
lot86 148.0 13.0 111.0 95.0 I
PACIFIC SOILS ENGINE~~I"'G, ,I~C.
•
•
•
•
•
e'
•
-.
November 3, 1976
, Table I Cont.
Work Order 100236A
11/1/76 773
774
775 '
776
777
778
779
780
781
782
783
784-
11/2/76 785
786
787
788
789
790 ,
791
792
793
794
795
796
797
798
799
800
801 ..
802
803
804
805
11/3/76 806
807
808
809S
810S
S Slope Test
Lot 45
Lot 45
Lot 63
Lot 63
Lot 64
Lot 60
Lot 59
Lot 58
Lot 65
Lot 65
Lot 55
Lot 45
Lot 45
Lot 65
Lot 66
Lot 66
Lot 67
~ot 57
Lot 68
Lot 68
Lot 69
Lot 69
Lot 89
Lot 90
Lot 90
Lot 89
Lot 89
Lot 88
Lot 87
Lot 86
lot 84-
Lot 85
Lot 85
Lot 61
Lot 53
Lot 58
Lot 53
Lot 55
' 173.0 13.6
176.0 14.9
160.0 14.3
162.7 '10.5
158.5 12.4
162.7 13.0
158.5 11.7
150.3 12.4
149.0 1-0.5
152.0 10.5
145.0 13.6
179.0 14.9
182.0 13.0
154.9 11.7
149.0 13.6
151.6 14.3
144.0 14.9
147.1 11.7
140.0 12.4
143.2 13.6
138.0 14.3
130.0 9.9
163.0 10.5
166.0 9.1
169.0 1.1.7,
161.0 13.0
164.5 10.5
149.7 9.-9
155.9 10.5
149.9 15.6
135.7 14.9
140.0 13.6
143.2 14.9
163.6 13.0
154.5 12.4-
150.3 11.7
158.0 lO.5 c. 146.5 12.4
SC Sand Cone Method; remaining rests by drive tube
106.1 90.0 .
109.2 93.0
110.3 ' 94-.0
107.0 91.0
108.7 93.0
,107.6 92.0
111.0 95.0
109.4-94.0
108.0 . 92.0
110.5 94.0
107.0 91.0
109.5 94.0
109.5 91.0
113.6 94.0
108.5 90.0
111.0 93.0
1-11 .5 93.0
115.3 96.0
108.0 90.0
108.0 90.0
112:5 93.0
114.0 95.0
109.2 91.0
116.0 96.0
113.6 94.0
109.7 91.0
114.0 95.0
109.0 90.0
111.4 92 .• 0
106.2 91.0
109.0 93.0
111.5 95.0
108.0 92.0
109.3 -93.0
106.5 91.0
1-08.0 92.0
110.3 92.0
109,.1 91.0
Areas failing to meet minimum compaction requirements we're reworked aAd retested. Only
passing tests are shown on the above table.
PACIFIC SOILS ENGINEERING, INC.
"
I SC
I SC
I SC
I SC
I SC
I
I
I
I
I
I
I
L
L
L
L
L
L
l SC
l SC
L SC
L
L
L
L
L
L
L
L SC
I· SC
I sC
I SC
I S.C
I. SC
I SC
I SC
l
l.
• @)
November 3, 1976
Work Order 100236A
• TASle II
Approximate-
Lot No. Depth -(feetL • ·45 -. 9
51 Cut
52 Cut
53 Cut
54 Cut. • 55 Cut
/ 56 Cut
57 Cut-
58 6
59 6 • 60 6
61 Cut-
62 Cut
63 3
64 3
• 65 8
66 15
67 18
68 18
69 19
70 18 • 84 11
85 11
86 11
87 8
88 11 • 89 10
90 7
•
•
• PACIFIC SOILS ENGiI\lEERING, INC.
'.
~7; PACIFIC SOILS E;NGH'JEERING, INC. SUMMARY OF FOUNDATION REQUIREME~ I[~Y' l"~i 17921 SKY PARK CIRCLE (SUITE G) IRVINE, CALIF. 92.714
TRACT NO. 72-34 . j> • ~~4 TELEPHONE: (714) S57·9450
-
FOOTiNG , POOTiNG
Depth Rei·nf. Slab. f-.Aoist. Depth Reinf. '. Slob Moisr t.
Lot . Ext. Int. Ext. Int. Reinf. Reg It • Lot Ext. Int. rt Ext. lnt~ ',: Reinf. Req!t •• -t; . . I 1 'D ;: 45 A A .L.Q....-......,rD_ ... r.~1 G J 88 A A , D. a G J
51 A A X X C; ) 89 A A [) D ~ , . G J
52 A A X X G J 90 A A .: .. .0--.:-: . ~.Q.~.\ G :J
53 A A X X G J
• 54 A A X X G J ..
.-
55 A A X X G J
56 A A X X G J ..
57 A A X X G J
58 A A. X X G J • ' 59 A A X X G J ..
60 A A X X G J
61 A A X X G J
62 A A X X G . J
63 A A j-o-~' "'-"0""1' G. J
I !. .. • 64 A A ! D D f'; G J
,65 A A .\ D D " G J j tl
66 A A ] D D )! " G J
67 A A i b D' g G J
68 A A I D D \: G J • 69 A A I D D 1 G J
70 A A I D D ! G J
84 A A I D D I G J
j t ...
85 A A D D G J ,
86 A A i D D .. I G J • 87 A .A ~ D D \ " G J co . , .
LEGEND
--
A-1211; B -1811; C -24" below lowest adjacent grade
'0 -One (1) No ~ 4 rebar at top and one (1) at bottom , • E-Two (2) No·. 4 rebors at top and two (2) at bottom
F-One (1) No.5 rebar at top and one (1) at bottom
G .... Six (6) inch by six (6) inch -No. 10 by No. 10 welded wire mesh, or equivalent.
.. 'H-Six (6)incb by six (6) inch -No.6 by No.6 welded wire mesh, or equivalent.
• I -No. rebors, -inches on center both ways.
J-A moisture content of optimum moisture required to a depth of 12-inches below slab. subgrade
K-Presaturation of slab subgrade required to 105 percent of optimom moisture to a depth of 12-inc·he
'Fr below slab subgrade.
L -SlaS subgrade moisture to be verified by the soil engi.nee~, prior to placement of visqueen and
• reinforcement.
X -NO SPECIAL REQUIREMENT .
NQte: lj Exterior footings for 2-story structures must have Q minimum embedment of l8-inches
below grade. ,
•• 2) Exterior footings for 3-story structures must have a mini~um embedment of 24-inche.s
below grade; interiors, l8-inches below grade. , ..
-I ,
PLATE /I A"
. .. ... .. -----