HomeMy WebLinkAboutCUP 139; St. Elizabeth Seton Catholic Church; Conditional Use Permit (CUP) (4)I
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PHILIP WLNKINO BLNTON CIIDlOCMT - CIVIL CNGINIIl
BENTON ENGINEERING, INC. B E, C. E 1 Sl E. D.
As*; 8 1977 APPLIED SOIL MECHANICS - FOUNDATIONS
6717 CONVOY COURT
SAN DISCO. CALIFORNIA 02tll HENORICK 8 MOCK ijRCHI_T_ECTS
August 3, 1977
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- Henrick & Mock Architects
3901 Adorns Avenuc
Son Dicgo, California 921 16 --- * .' b . i, .*
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Attention : Mr. John Mock .. ' . .. .._ RECEIVED
JULU 9 1993
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a. .,. . .- .-. . .
Project No. 77-8-2F
Depth to Bedrock Determination
Subjcct:
Lot 412, La Costa Meadow Unit 3
Carlsbad, California 1$&5",; ?f: I 2,; E. p-f-m
Dear Mr. Mock:
This is to present the results of a soils investigation conducted at the subjcct site in order
to determine the depth to bedrock formation at thc subject property. It is our understanding
that this information will be used for preparation of a grading plan at thc site.
In wdcr to determine the depth to the bedrock formation, two backhoe pits supplemented
by hand-augcr boringi werc cxplored at two suggested locations shown on the attached
Drcwing No. 1 entitled "Location of Exploration Sites". A continuous log of the soils
encountercd in the pits was rccordcd at the time of field exploration and is described below:
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Pit
NOS.
1
A p pr ox in; a tc
Elcvction of Depth Below
Existing Ground Existing Ground
Surface, Feet Surface, Fect Soils Description
533 .O
e
0 to 1.0
1.0 tO'4.5
4.5 to 5.0
5.0 and below
Siity clay with scattcrzd gravel ,
light brown, dry, loosc
Clayey fine to ncdium sand,
light brown, moist, firm
Fine sandy clay, moist, vcry firm
Rock, silty fine to rncdium sand of
sandstone origin, highly cemented,
light brown to orange color, moist,
. vcry firm
' *' n Project No. 77-8-2F . Hcnrick 8 Mock Architects -2-
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August 3, 1977
Appr oxima tc
Elevation of Depth Below
Pit Existing Ground Existing Ground
Nos. Surface, Feet . Surface, Feet Soils Description
2 531 .O 0 to 1.0 , Silty clay, light brown, dry, loose
1.0 to 5.0
5.0 to 6.5
6.5 to 14.0
14.0 and belaw Rock
Clayey fine to medium sand, 1igh;
brown, moist, firm
Silty clay, brown, moist, very firm
Silty clay, grey, rusty streaks,
moist, very firm
Two borings, Borings 5 and 11, were previously drilled in the vicinity of the site under our
Project No. 70-4-1F. Thc locations' of the two previous baings wcrc also shwm on the
attached Drawing No. 1. The soil logs of the.previous boring were attached at the end of
the report as Appendix A.
Conclusions
It is concl uded frm the results of field investigation that:
1 . Rock formation was encountered below depths of 5.0 and 14.0 feet, respectivcly, below
existing ground surface at Pits 1 and 2. This corresponds to elevations below Elevation
528.0 and 517.0 feet, rcspcctivcly, at Pits 1 and 2. In thz bo prcviarsly drillcd boring
locations, rock formation was encountered below Elcvation 538.0 and 51 1 .O feet,
respectivcly, at Borings 5 and 11. (See attached Appendk A)
2. The two test pits indicatcd that potcntially expansivc sandy clay, silty clay and clayey
fine to mcdium sand soils existing in the uppcr portion of the site. Therefore, future
building foundations and concrete slabs on gradc nced to be designed for an expansive
soil condition if these soils arc allmad to rcmain in thc uppcr 3.0 feet below final ground
surface, As an alternative, the propwzd grading at the site may be planned to overexcavate
thcsc cxpansive soils to a depth of 3.0 fcct bciav final ground surface under futurz building
and pavement areas and bc wplaced with a cmpactcd filled ground consisting of sclcct
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.. nonexpansivc soils.
Respectfully submitted,
BENTON ENGINEERING, INC.
/PX&G-- 5: H. Shu, C.61 Engincer 1
- R .C .E. 'No. 19913
Distr: (2) Addrcssec
DENTON CNG1NLCl)lNG. INC.
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APPENDIX A
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SOIL LOGS OF BORINGS 5 AND 11
AND iNCLUDED IN OUR SOILS REPORT
DRILLED UNDER PROJECT NO. 77-8-2F
DATED JUNE 15, 1970
DENTON LNGINELRING. INC.
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0 c
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-8 3
5
0
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0 2
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w I < 2
qpJ .. -. .... &. .. .,
- I El .....
+. - ..... 8R ..... ..... ;-::Gray VT; A Orange-
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9 .... I ..... ..... .....
I &iij-- f. .- - T.-I Li3h t Gray-Ai te, (Pockets) T.--:, f I>---; -- Scrze Claystor&
CLAYEY VERY
FINE TO FINE
SAND
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42.2
17 .?
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52.3
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12.1 'I :?1?.0~5.68
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11.2 I 126.917.50
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ROCK
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39.01 1
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9.7f111.6 I
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I 4 I 19.611G5.0
b .89
5 ,e6 -
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brown and Gray-vhite, i
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:_, Stightty Moist, Firm Pockets ;. - 7
)-cl--.1 - Silty Cloy, Very Firm at o
1 VERY FINE
. : SANDY CLAY
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3 _. - and Streaks of C-ray-vhite
Deph of 2.5 Felt j
1 5- .. Light Red-brown, Slightly i SILTY VE4Y f FINE SAND 2! -4 EAoirt, Very Firm
Orargc brown, Slisfitly Moist, VERY FINE
Very Firm, Hard Cemented _I SANDY SILT
i Light Olive gray With Red. 1 brown and Gray-white, Moist, i
Very Firm, Pockeh of Very
Fins Sady Clay I
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.. '- Ora,q?-brown, Siishtly Moist, i 7 i4-w Vcry Firm, Hard Cemented I
I ,-' Lqcr rO 14 Feet -\ I
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VE3Y FINE 13% - ~ ! - Light Olivesray, C'/itS 0ri-o-I
brown, Moist, Very iirm, - Scattered Rack Frqmmts
i SANDY CLAY 1 !
17 fi ,
-1 1 i I i
Too nony rock fqren% to test.
EENTON ENGINEERING. INC.
APPLIED SO:L MECHANICS - FOUNOATiOWS
c--- -. ---.-. -
1 6717 COhVOY COURT
SAM DsZGO. CALIFORNIA 92 I I1 ------ .7-
Car Istcd, Ca I i fcrnio
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D i: tributi m : (2 j Addressee
2 C4 :dr
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1
DZkTOM LNGINZCR!NG. 1NC.
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I INSERT "A"
6 /-..\ATE!? !ALS ANC TESTS
8
Fill
1.
backfill cnd ccmiralled fill under c!l tbildiss ?ads and paved crrcs: _._--
I __- . --.-. -.._
2. Only non-expanzive soils shcll be piaced in the vpper three feet below finished
grade within cnd t=, 5 feet '?.Driront=lIy outside t>e prspased bciiding c:tas.
Nan-expansive sails sholl cls~ be p!aced in the UFcr 12 iaches of svbsrcde in
pr3pDsed paved orpcs.
propmed finished Srade in buildiq area; and in rhe upper 12 incha beiow p:3-
posed subgrade in paved areas, these shouid be excavcted cnd be tepi5ci-d wiLh
pr3perly coznpcctea zm-expansive ssits.
Vi'kers expcnsiv? sails exist in fhe uppr :$:e= feet SC~OW
The fill soils placed in the proposed building ani paved creas shaII, wher!
uniformly car;.?atted t3 9C percDn: of msxir;lum cry density, hclve c sg'e LesrTn;
vc!ue of C: I*scjt 1,939 pwnds per square faot' fir one faot wide ksiing ?!cced
c? lecst me fact below the fino1 lawest cajccent compacted sr~dcd surfccz.
Non-expansive soils shc!! be defin2d cs the hc,,ins lesz than 3 F?-rce:it ex,xr6:;x
when molded
and aliowei to xtiirsfe under a bnit Ixd of 1SG paunds per squcri. faat.
92 percent a: naxir?c;m dr.~ den5iiy a: o?:impin r3isturs cmfe~~:
.. Select non-expcnslce soils ir?.ported to the site ShiI rect the obwe cr;::;ic znc
sl?ai: have no msre :>an 40 percent passing the Na. 2CO sieve, shcil hcve a: leas!
SG percent Finer than the No. 4 sieve, ohd sha!! contzir. na _sruvi Icrger thcr,
3 inchr?s.
Expansive materials found on the sits shofl 52 thorouc'nly mixed wi:h cf lecst 50 percrr.:
granular ncterial befare incorporatins In fills for lcndsccpe and other crecs mi 1occf:i
in the cbove described 2x2s under building pcds or paved areas.
Soils tests used to determine the deyte of canpcctim sksll be serfomid i:! scrorde~ce
with the follawing Americcn Society for Testing and :Aateric!s :est me~hods:
Density of Soil In-Place -ASTM 0-1556-64 or a?t;ravec! equivalent test.
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5 ITE GRAD (NG
(A)
(3) After clearing, the exijting,grDund shall be sccriFi2d t:, cr depth of 6 inches zs :X,Z:;.~C b;!
the Soils Engineer.
moistdre content and shall be compacted to at least 9C percent of zoxInu;;~ dr/ G)ezr;+.
Earth :hall be then excavated, moved, plcced cnd czTFct:.d in laytn not 12 exceed
The scarified soils shall be rnoi;tsned to withi3 2 pPrcer,i ai 3;tir:;::
. (6) - Continued
six (0) inches ir, ccnpacied thickness. Each layer hll be wctered t3 GpticiL,? rquire-
nents and compacted ta not,fess than nineby (90) percent of ~oxTrzum dry densliy i?
cccsrdcnce with ASTM Test Method D 1557. Compccfim si i'ne fill shcil then prac2ed
in :he specified msnner to the grades 3s shown on the cpproved plans.
(C) When the slqx rafi3 of the original 3rsc;nd ij steeper thcn five (5) horizwtal to we :':j
vertical, the original cpund shall be steped or benched. Ground slopes flatter fkm
five (5) ta me (1) verticcl :!-x!l be benthed when considered necesscry by !he 53ils
enginstr.
equipTen:.
less thcn 83 percent DF maximum dry density within 1.5 feet hcwizsntally Ir,sTdc- tlie
expsd s!o?e.
Fill slopes shall be csrpccted by means 3: sheepsfost nller Oi other svitz5!*
Slzpe coz?cctim sh311 be ccqti.?ued until he slopes arc s!ckl;, or.d n~?
Ficid density tsts sha!! be tgken when considered necessary by the s~I!s engineer ir,
occardanze v.*it!-i ASTM Test ).4e?hcd 3 15% or cpproved. equivclent test ar,d ha!! be
made mt exceedins
plcn, prwiding each layer is tested.
I VI
(2) feet in verjitz! height GR~ cpFraxinc!ely ea& 1C9 feet In
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BENTON ENGINEERING. INC.
APPLIEO SOIL MECKANiCS - FOUI$DATtONS
6717 CO1*VOY CCURT
SAN ,DIEGO CALIFORNIA 921: 1
I SO1LS ENG!NEER ING SERljlCES
Consul kition by Princlpcl Engineer ........................ ;. .
Principal Engineer (Review of Engineering Reports ..............
Registered Engineer and liesisfered Geslogist ..................
Fieid Engimer (Ou:=.idz California) ...........................
Field and Office Enginee; (non-registered) ....................
t reld Engineer (Losging and Sanpl Ing) ........................
Field Techniclan with Truck, Testing Equipent, ek. .........
Special Equipment ..........................................
Laborctory Technician .......................................
Draf:smcn ..................................................
Prepared In Office)
r.
(Inspection of Compaction of Filled Groundj
(Nuclear Moisfwe Density fJ,e?er TrDxIer 2401)
11 EXPERT TESTIMONY
Court Appearance ..........................................
Preparation for Court Appemance or .........................
Other Legal Proccedinp
111 DR I LLI N G
Drill Rig Rental ......... i.. ....................... S 45-00 to $ 55.OG pe; ilz2r"
Higher unit rates on that time requid o,'er 40 hours a week ad 07 H3lldc;rs cre
charged at an increase& rate equa! to cdiitioncl overtime pold io erzl~loyee;.
Outside of San Diego County, bo:h travzl cnd subsisbcnce ore chursed ai. cost.
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PROJZCT NO. 77- 8-2F
I
DRAWING No.
i BENTON ENGINEERING, INC.
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)ATE: 8-4 - 1977. OtCAVVN: rC.L.Green SCALE: !''=Z~'
LOCATION OF EXPLORATION SITES
PKOPOSEO CHUZCH SITE ;oUWWEST CORNER OF ALGA tWAD & EL FUERTE STKEET
CAKLSBAD, CALlFOmIA
LOT 412 OF LA COSTA MEADOWS UNIT N0.S 2-