HomeMy WebLinkAbout2051 ARENAL RD; ; 85-336-4; PermitDECLARATIONS OWNERIBUILDER CONTRACTOR 7- LENDER WORKER'SCOMPENSATION -1 I
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Whlte ~ inspector Green - (1) Finance 12) Uata Process. Yellow - Assessor Pink - Apptnaril Gold ~ Temporary File u
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PLAN CHECK NUMBER: _. - DATE: 12-15-86
PROJECT NAME: La Casta Hotel
ADDRESS 2051 Aranoi Rd
PROJECT NO.: UNIT NUMBER: PHASE NO.:
TYPE OF UNIT 16 Ilotel Units NUMBER OF UNITS 16
CONTACT PERSON:
CONTACT TELEPHONE
dl devt
INSPECTED BY: TI
INSPECTED BY
U
INSPECTED
DATE INSPECTED: 6M67
DATE INSPECTED
DATE INSPECTED:
APPROVED
APPROVED __
APPROVED -
DISAPPROVED ___
DISAPPROVED __
DISAPPROVED __
COMMENTS:
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Rev. 1W WHITE Suspense GREEN: Enginwring CANARY Utiilties PINK Plannlng GOLD Fire
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FINAL BUILDING INSPECTYON
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PLAN CHECK NUMBER: - 4 DATE: 12-15-86
PROJECT NAME La Costa Hotel
ADDRESS: 2051 Ard Rd
PROJECT NO.: UNIT NUMBER: PHASE NO.:
TYPE OF UNIT 16 li-a NUMBER OF UNITS 16
CONTACT PERSON:
CONTACT TELEPHONE:
INSPECTED DATE BY INSPECTED /4-/7- $'6 DISAPPROVED __
INSPECTED BY DATE INSPECTED APPROVED - DISAPPROVED -
BY INSPECTED DATE
INSPECTED APPROVED - DISAPPROVED -
Rm. 1188 WHITE Suspense GREEN: Enolneerlng CANARY Utllltles PINK Plannlnp GOLD
PLAN CHECK NUMBER: " DATE 12-15-86
PROJECT NAME: La CQsta Eotel
ADDRESS:
PROJECT NO.: UNIT NUMBER: PHASE NO.:
TYPE OF UNIT: Ih Hotel Units NUMBER OF UNITS 16
CONTACT PERSON:
CONTACT TELEPHONE
111 r t
INSPECTED
BY
DATE
INSPECTED APPROVED 1 DISAPPROVED -
INSPECTED DATE BY INSPECTED: APPROVED - DISAPPROVED - *
INSPECTED DATE BY: INSPECTED: APPROVED - DISAPPROVED -
Rev. 1/63 WHITE Suspense GREEN Englneedno CANARY Utilities PINK Planning GOLD: re
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111 1%1 Marnell Corrao Associates
Tony Mata
City of Carlsbad Project Number: 822
Illate: 3/4/86
We are forwarding you:& Herewith - Under Separate Cover
via:- Messenger X MaiVExpress ___ Air 1 Pick-up - Federal Express - Other
the following:- Prints __ Specifications - Sepia/Mylar x Other
These are: - For use on project __ Approved - Approved as noted __ Not approved __ To be revised and
resubmitted
Comments:
cc: Irv Bennett
__ For proposal/quotation
~ For your review and commeqt - For your approval __ For your files
__ At the request of __ Per your request
RECEIVED
MAR 61986
CITY OF CARLSBAD -~ ~ ~ Bullding Department
Marnell Corrao Associates
Mark W. Clark/ds
4495 SOUTH POLARIS AVENUE LAS VEGAS, NEVADA 89103 702-7349413
EBERHART & STONE, INC.
2211 E. Winston Road.SuI1e F*Anahelm. CA02806.71U001-01U
5205Avenid~Encinu.Suil~C~Cul~sd.CA92M8~1YUI-Ml6 '.:M EM0 ,, ., , : ,:, .. '
. ..., .. , ,. .. ,..... "_*., . . . . .,. . . ,. .
March 3, 1986
Mr. Mark Clark
c/o La Costa Hotel and Spa
2001 Arena1 Road
Carlsbad, CA 92008
Re: La Costa Hotel & Spa
MARNELL CORRAO ASSOCIATES
North Guest Units ,Plumbing
2566 Overland Avenue Suite 500 Los Angeles, Calilornia 90064
(213) 839-2291
Boston. Dallas. Denver, Los Angeles, New York City
Toronto. Vancouver Calgary Montreal.
Dear Mark:
I am in receipt of your letter of February 28, 1986 regarding the relationship of the plumbing lines parallel to bearing
have discussed the question with Dennis Saylor of Johnson
footings. Based on our telephone conversation Friday, I
Eberhart and Stone the soils engineer.
& Nielsen and Svend Nielsen. They in turn have talked to
Let me clarify the situation. The concern is not the fact '
of the footing, but that the trenching for the piping is that the plumbing line is within the 2 to 1 zone of influence
being done after the footing is placed. If the plumbing lines were installed and back filled before the trenching of the footing occurred, there would be no concern. It has been my experience that rough plumbing is installed in the ground before footings.
In regard to the condition that exists now in the field
The zone of influence of the footings shall be modified at buildings N-1, N-8 and N-7, please proceed as follows.
to a 1 to 1 slope per instruction from Eberhart and Stone.
At locations were the pipe trench would be below the 1 to
1 slope the trench may be back filled with slurry. Written notice of this will be forthcoming from Eberhart and Stone. In the meantime, Mr. Henry Kling of Eberhart and Stone is
at the job site. He is aware of the situation and is prepared to direct Marnell Corrao in the installation of the piping at buildings N-1, N-8 and N-7.
rv .^i" "" .~-.ll..
k Clark WZMH Gmup Inc. Architects 8 Planners
arch 3, 1986 RECEiVEO MfiR 0 4 1986 /
It is WZMH's recommendation that in the future the plumbing
trenching for the footings. lines be trenched, installed and back filled prior to
Yours truly, WZMH GROUP INC.
Barrey R%bles, AIA Vice- President
BR/nf
cc: Paul Barnard Rick Housden Robert Mathews Irwin Molasky Allard Roen
Les Vaughn
Irv Roston
Dennis Saylor Ken Kaino Jerry Dunaway Jim Castelluzzo
Mr. Stone (Eberhart & Stone) File
October 16, 1985
City of Carlsbad Department of Building & Safety 1200 Elm Avenue Carlsbad, CA 92008
WZMH Group Inc. Architects 8 Planners
2566 Overland Avenue Suite 500
90064 Los Angeles. California
(21 3) 839-2291
Denver. Los Angeles Boston. Dallas,
New Yolk City
Calgary. Montreal. Toronto. Vancouver
$63 I
Re: La Costa South (85-31-IV) & North Units (85-336)
Attention: Carter Darnel1
Dear Carter:
Enclosed are the latest sets (two sets each) of the North
and South Guest Units (dated 9120185 construction documents).
with Jim Gilshian of Esgil Corporation concerning the These drawings contain minor clarifications. We spoke
clarifications, and he felt that there would be no need for Esgil Corporation to review the drawings again.
When you have stamped the latest sets approved, please
drawings. contact Les Vaughn of La Costa (619-438-9111) to pick up
Yours truly,
WZMH GROUP INC.
Roy Beinett
Project Captain
RBInf
CC: Irv Roston Les Vaughn Jim Gilshian
Mark Clark Irv Bennett
Robert Mathews Barrey Robles
EBERHART 8 STONE, INC. DAN R. EBERHART. CEG
J GEOTECHNICAL CONSULTANTS GERALD L. STONE, RCE
2211 E.WINSTONROAD.SUlTEF*ANAHEIM.CA92806~(714)991-0163
5205AVENlDAENCINAS.SUlTEC~CARLSBAD,CA92008~(619)438-9416
W.O. 1308 & 1349 February 14. 1986
La Costa Hotel & Spa Costa Del Mar Road
Carlsbad, California 92008
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Attention: Mr. Irv Roston
Subject: Completion of rouqh grading, Northern Guest Units, Buildinqs N-1
through N-6, and N-8, La Costa hotel^& .. Spa, Carlsbad, Californi,a.
References: Geotechnical Investigation, Northern Guest Units, La Costa Resort Expansion, Carlsbad, California, by Eberhart & Stone, Inc., dated
April 19, 1985.
Grading Plans, La Costa HoteV'Expansion, Phase 3, by Rick Engineering Company, dated May '17, 1985.
Gentlemen: :
Rough grading has recently been completed for the subject building pads.
Grading was accomplished under the observation and testing of this firm in ,
Carlsbad Ordinance No. 8086. accordance with the recommendations or the referenced report and the City of
The foundation recommendations, as presented in the referenced report, remain
valid.
Should you have any questions, please call.
Respectfully submitted,
EBERHART & STONE, INC.
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and President
CEG 965
Distribution: (6) Addressee
~ ~~~
Vice President
CITY OF ,CARLSBAD .
DEVELQP, PROCa ISERV. DIV!
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RiCK ENGINEERING COMPANY I :'na":'%%Yk'&'~
365 SO. RANCHO SANTA FE ROAD SUITE 100
SAN MARCOS, CALIFORNIA 92069 619/744-4800
February 20, 1986
Mr. Gene Donovan
CITY OF CARLSBAD Engineering Department
Carlsbad, California 92008
1200 Elm Avenue
RE: LA COSTA HOTEL EXPANSION, PHASE 3, P.E. 2-85-12 (JOB NO. 8984-D) "
Dear Sir:
Please be* advised that we have reviewed the as-built grading for the building pads of this project, Buildings N-1 through N-8.
We find this as-built grading to be in substantial conformance to
the approved grading plan, Drawing No. 254-7.
RAS:mja-1
Sincerely, */a
Robert A. Stockton
RICK ENGINEERING COMPANY R.C.E. 33591
ESGIL CORPORATION
0320 CHESAPEt\KE DR.. SUITE 208
S,\N DIEGO, CA 92 I13
(6 19) 560- I468
.;$ .:> DATE : R/zz/?s5
JURISDICTION: CrnLSBf3D FILE COPY
PLAN CHECK NO: 95-33& "277- E UPS
PROJECT ADDRESS: & cos-
PROJECT NAME: /tGrdZr;s/ ON/?%
0 DESIGNER
... . The plans transmitted herewith have been corrected where 0 necessary and substantially comply with the jurisdiction's
building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- '$D cies identified kiF23d are resolved and checked by building department staff.
0
0
0
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The plans transmitted herewith have significant deficiencies
and resubmitted for a complete recheck.
identified on the enclosed check list and should be corrected
The check list transmitted herewith is the jurisdiction's
copy for your information. The plans are being held at
Esgil Corp. until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the
jurisdiction to return to the applicant contact person.
The applicant's copy of the check list has been sent to:
@@G 92d65
02 25 6 OP- 0' - GAL/<. 9&q
Esqil staff did not advise the applicant contact person that plan check has been completed.
Esgil staff did advise applicant that the plan check has
been completed .Jerson contacted: ~%,v,v~=;rT-
Date contac dh/Z?/S"a, ~ Telephone #@HI 83? 229/
BY : ES'GIL CORPORATION ENCL :
ESGIL CORPORATION
9320 CHESAPEAKE DR.. SUITE 208
SAN VIEGO, CA 92123
(6 ID) 560 I468
DATE : P/~/PS" APPLICANT
JURISDICTION: (7rrKLLSL3/9/-7
PLAN CHECK NO: 85-3Z -L- i= copy
PROJECT ADDRESS:
&RP;;;Ms
& CkJh 0 DESIGNER
PROJECT NAME: donffi I/du,f;s
0
D
0
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0
0
The plans transmitted herewith have been corrected where
necessary and substantially comply with the jurisdiction's building codes.
with the jurisdiction's building codes when minor deficien- The plans transmitted herewith will substantially comply
checked by building department staff. cies identified are resolved and
The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is the jurisdiction's
Esgil Corp. until corrected plans are submitted for recheck. copy for your information. The plans are being held at
The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person.
The applicant's copy of the check list has been sent to:
ROY l3cs;un/g~ WZMU CStnooD,
257 6 OvEeem A&-, su/7c" gw. hLOs &?&ZGs , C@L/X 9-G Esgil staff did not advise the applicant contact person that
plan check has been completed.
Esgil staff did advise applicant that the plan check has been completed. Person contacted:
Date contacted: Telephone X
REMARKS :
BY:+ *
EqIL CORPORATION ENCL: hf
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2-3305
.. 1- Rwuird Handrai
St.intays
(j) hndrails. SCC. 2-3305.
yhy handroil8 on both aid.~?
Scme people do not have canplete we of both orma or hands. They therefore wuld ~1% the handmil on one @ids going up the ntuim and on the other .ids going &un the atuirs.
Unit in Group R. Division 1 or 3 Occupancies may have one
EXCEPTION No. 2:' Stairways serving one individual dwelling
handrail, except that such stairways open on one or both sides shall have handrails provided on the open side or sides. EXCEPTION NO. 3: Private stairways 30-in (762.0 nun) or less in height may have handrails on one side only.
A. Handrails shall be 30-in to 34-in (762.0 to 863.6 ;rm) above the nosing of the treads. B. Handrails shall extend a minimum of i2-in (304.8 mn)
beyond the top nosing and 12-ln (304.8 mn) plus the tread width beyond the bottom nosing.
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2. Handrail Configuration.
~hi8 to w to be pretty Crtzdghtforwlrd. The rtensione are needed
are CnpZsteZy off the &ire. for thme folks who are a bit unstable to provide ktra until theif
C. Ends shall be returned or 'shall terminate in newel posts
D. Uhere the extension of the handrail in the direction of or safety teninals.
the stair run would create a hazard, the extension shall
Uhere the stairs are continuous from landing to landing, be made at right angles, on the face of a returning wall.
the inner rail shall be .continuous and need not extend out
E. Handrails projecting from a wall shall have a space of into the landing.
not less than 1' 1/2 -In (38.1 mn) between the wall and the handrail. F. The handgrip portion of handrails mall be not less man
cross-sectional dimension or the shape shall provide an 1 1/4 -in (31.75 m) nor more than &in (50.8 mn) in
equivalent sripping surface and shall have a smooth surface with no sharp comers.
-1 28-
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-* , 2-3305(j) 2. F. Cont'd . ... .*
um1m . no. 1: enforcing agency detennfnes that canpliance wl th any
In exlstlng Euilalngs nnen we
hardship. an exception to the physically handicapped requirement under 2-3305(j)2 would create an unreasonable
requirements may be granted den equivalent facilitation is
provided.
&n O. have it again. typic01 ezqtion that allow equivalent facilitation in dating buildings whom the gsneral rquinmmnte create an unreasonable hadhip (sea 2-422(c) for &finition of iuwasonable hordehip.
existing buildings when legal or physical constraints will not EXCEPTION NO. 2: These rqulatlons shall not apply in
allow cmpliance with these regulations or equivalent faclli tation without creating an unreasonable hardship. See Sectlon 2-105(b)llD.
And again the typic01 ezqtion wad throughout these regulations allaring e=anption fion this subsection whore legal or physical constraints create unreasonable hadship. IpprovaZ i. required by the enforcing agencies appeals boord.
Handrails ''
Figure 33-8
(X" - I 31.8 mm 50.1 mm 31.8 mm 1Y"min.
Fi& 33-9
1X" - I (X" lain. 31.8 mm $0.8 mm 38.1 mm
-1 29-
1X" - I 1%" 31.8 mm SO.# mm 38.1 mm
C
L
..". __ " ",. ". ." . . ~ :. . .. . , . . ".
2-3305
12- 304.8 mm -
12" 301.8 mm
In- Handnil -
31.1 mm 1%"
3a.l mm 1%"
U II 1
Landing
Stair Handrails
..
-1 30-
. 2-3305(r) . ., .... .. . ..
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2;
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W
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U W
U W
(r) Striping for the Vlsually Inprired. The upper approach and the
contrasting color at least 2-in (50.8 mm) wide placed parallel to lower tread of each stair shall be marked by a strip of clearly
and not more than I-in (25.4 mn) from the nose of the step or
material that is at least as slip-resistant as the other treads of landing to alert the visually impaired. The strip shall be of
Uhere stairways occur outside a building, the upper approach and all the stair.
treads shall be marked by a strip of clearly contrasting color at least 2-in (50.8. mn) wide and placed parallel to and not more than I-in (25.4 mm) frm the nose of the step or landing to alert the visually impaired. The strip shall be of a material that is at least as slip resistant as the other treads of the stair. A painted strip shall be acceotable.
Stair crtriping for the vicrwrlty *ired!
2% plrtiolly sighted vi2 1 k aZdsd by this rsgulatwn that will mll t?&r attention to crtairs.
mrpoting is inetal2ed. CPrpet ineta22era are abZe to put a contrasting The question has been awked about har you provide this strip &ere
co2or carpet in 08 prescdsd to met this roquiranent. The insta22ation
earn to wrk wll.
(5) Treads. Nosings and Risers. z
2
1. Treads.
m - A. All. tread surfaces shall be slfp-resistant. 6. Treads shall have smooth, rounded or chamfered exposed edges, and no abrupt edges at the nosing (lower front
2. )(asing.Nosing shall not project more than lV1/2 -in (38 mm)
3. Risers. Risers shall be sufficiently solid to prevent the
W
E edge).
Y U U w. past the face of the riser below.
Passage of objects larger than 1/4 -in (6.35 mn). - ..
Theno rsgulatwne help tho.. uho have only parti41 mbi2ity.
l% clocred riaer prevents getting a foot hung up vndPr the tread.
-1 31 -
kcas to Buildings ad Facilities kc. 2-Ul3. (a) Hotels. ktels. and Domitory Buildings or Canplexes. Hotels, motels and dormitory buildings or complexes shall provide access for
section. the physically handicapped in accordance with the jvovisions of this
canpliarlce with any regulation under this section would create an unreasonable hardship, an exception shall be granted when equivalent facilitation is provided. 1. Guest hs. Hotels, motels. and domitory buildings or canplexes shall have at least one guest room or donnitory room together with their sanitary facilities for eac3 25 or fraction
donitary roan for each 40 or fraction thereof provided over 100 thereof provided UP to 100 and one additional guest room or
that are accessible to and usable by the physically handicapped. m: See Section 2-1213(d). 2. Entry Ufdth, Every entry, opening or passage door opening into any area shall have a minimum clear and unobstructed opening of 32-in (812.8 mm) with the door positioned at an angle at 90 3. Public Room. Public and cannun use roms and similar areas frm its closed position.
shall be made accessible to the physically handicapped, subject to specific provisions Contained in other portions of these regulations. 4. Recrcltional Facilities.
provided including swimming pools they shall canply with Uhen recreational facilities are
units at least one and no less than one for every 25 of Such rccamdations providCd shall canply relative to accessible kitchen facilities with Subsection 2-1213(b) belaw;
EXCEPTION: Uhen the enforcing agency detetmines that
'1 subsections 2-611(b) and 2-1107(a). ..I 5. Kftchcns. Uhen acconmodations are provided with kitchen
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Vell. here's th. opening atatsmsnt. h you can see. these are the regulations that provide aCCe88ibiZiQ criteria for hotols, motels and domitory buildings or oonple+oe.
(a) Ezception: Rere ie rm emption that allows for equivalent facilitation to be provided when it is detemined that an unreasonable hrrrdship wuld be
definition of equivalent or of unreriaonable kudehip. created by complying with the letter of the law. See Chapter 4 for the
that hotels, motels and domitory buildings shall have four percent of their (a)l: Rere ie a section w get a lot of questions about. This section states
guest roan for each 40 or fmction thereof over 100. cOLm8 accessibk per these regulations kQ to 100 moms. and one additional
hotel, motel or domitory building canplezmust have entries, passage doom or (012: Relatiw to .Qwnbar 1 above this section requires that every mom in a
openings into any area providing a mininncm char vidth of 32 inches. This requirement not only affects the four percent w diecwsed in Item 1 but in fact the entire Formining portion of the building on accaesible levels. i
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2-1213(a) 5 cont'd.
(all: &creationaZ Pacilitiee. Recreational facilitieo uithin hotrlo. nwtsle and domitory hilding cap1-e are roquired to be acaesoible.
2-2223fb) to be prmided in accsseib2e hotel. mteZ, and domitory ME.
(0)s: Kitchens. Thie oection mZie acceseibZe kitchens a~ describrd in
1
@tving hdattons. AI I publicly funded living accomnodations. as defined, on accesslble floors and prlmary entrance floors constructed or approved for construction after the effective date of these regulations, shall cmply with the following provisions:
1. Parting. 2arking spaces shall caply with Section 2-7102 of this code. EXtEpTION NO. 1: Uhen the enforclng agency determines that canpliance with these building standards, hen applied t3 existing buildings. would create an unreasonable hardship, an exception shall be granted when quivalent facilitation is provided. EXCEPTION NO. 2: Uhen public sidmal ks, easements or other similar paths of travel fronting a !wilding. in which is located a "primary entrance". as defined under subsection 2-417(k). has a slope of greater than 15: gradient (1 in 6.67) the provisions of this section need not apply.
grade and the first dwt?lling unit nearest to grade of living UtEpTIC" NO. 3: When a primary entrance Is' above or below
effectively a story above or below grade, the provisions of this accanmodations consistiny of 5 or less units per building, is
section need not apply unless such dwelling unit is accessible by means of an elevator, ramp or, lift to and from a primary entrance. EXCEPTION NO. 4: In existlng buildings, these regulations shall not apply when legal or physical constraints will not allow canpliance with these regulations or equivalent facilitation without creating an unreasonable hardship. See Section 2-105(b)llD.
2. Kitchens. Kitchens shal I be deslgnia ana conscrucrca ro provide a minimum clear space of 60-In (1524 mn) between cabinet
a minimum clear space of 48-in (1219.2 mn) for a11 other kitchen fronts, countertops, or walls for all U-shaped kitchen areas, and
3. Countertsps. A minimum .. linear length of 30-In (762 mn) of designs .
countertop shall be provided for the kitchen sink and a minimum linear length of 30-in (762 mn) of cou,ntertop shall be.provided
repositioning to a minimum height of 26-in (711.2 mn). The sink for a work surface, both of which shall be designed to enable
cmponents. The base cabinets directly under sink and work and work surface my be a single Integral unit, or be separate
be removable to provide clearance for a wheelchair.. surface counter areas rhich are designed for repositioning shall.
-66-
,. ,.
'2-1213(b) 3 cont'd.
laofsture or food handling when a countertop is lowred. shall k The sides and back of adjacent cabfnets, whfch may kcae exposed to
uses. Finished flooring shall be installed on the floor beneath such Countertop. EXtEPTIffl: Stone, cultured stone and tiled count~rtops may be Used without meeting the repositioning requirements. 4.' Loher shelving. Lowr shelving and or drakr space shall be provided fn the kftchen at a heignt of no more than 48-in
5. Primr). Entnncas;' Every primary entrance and fndivfdudl (1219.2 m).
lfving accolnnodations shall be provided with a door buzzer, bell, chime or equivalent installatfon.
\ constructed of durable, nonabsorbent materials appropriate for such
6. Toilet Facilities. Toflet facilities shall c0mp:y with sybs.ctfon 2-1213(4) as modified for ifving accomnodations.
7. Living Aammdations. Lfvfng accmodations on primary entrance floors and other floors above or below served .by ramp, elevator, or special lift shall be made to canply with the above rquf rements.
IIQIE: See Section 3113(b) of Part 7, Tit!e 24, CAC. +;r rquirements applicable to special access (wneelchair) lifts.
(b): Living Accmmwoktbns. his section gets a tittle tricky. his section
occamrodatwns such 08 homing authorities. etc. Rotice that these w18 written by the State Architect's Office for publicly funded living
replatione apply to living accc¶mw&tions on accessible floors and prkq entmce froom.
kcsption I ,A,
faooilitntwn when it is &torntined that full Ecmplionce would be an
Run win w hove the ty;?ical .rceptwn thot alloos for equivalent
UnreaeoMble hardship. his esception applies to &sting buildings, be sure to look at the definition of unreaeonable krdship in Chapter 4.
Ezcsption 2
Bere w have the Tian Fmncieco" axaption. 'Recognising that the world isn't flat, this mception is prcvidod for those buildings developed on eteep sites that precludo the uee of theae accessibility regulations.
&caption 3
l'hb is amthen rtception darteloped for that portion of the world thot isn't
building need not qly. flat. If your p*ry entrance is only accessible by stairs, then tho
-67-
2-1213(b) 7 cont'd.
beptwn 4
Rem win we haw the typical eception that deals oith the problems of legal or physical conetmints in allcuing for a ccmplete etemption providing
R@quiPWntE for the appeals pmces8 is found in 2-105(bIllD. For those of aommence is mceived pan the enforcing mctho,rities appeals process.
you not wing an abstract of Title 24, you uill see there is m ezception five
unci for you cod0 aficionados you vi11 find that this is not a requirement of
OSA if you look at the Adoption Table.
(bl2: Kitchens. This section pmvidse the required accaseibility dimensions for disabled woks.
(bl3: Bore we ham one of the adaptability provisions for accessible living accarmdations. This section providss for an adjustable countertq at the kitchen sink area that mn bp lowred to accamwdate those were that are in ohoelchairs.
(c) Publicly Funded Dwellings. Publicly funded dwellings shall,
(d) Bathmans. 8athroas for hotels, motels, dormitories and
cmply with 2-1213(b) for living accmcdations.
living accmcdations shall cmply with the provisions of this subsection.
1. Bathmoa Entrance Doorways. shall have an 13-in (457.2 mn) clear space to the side of the Bathroa entrance doorways
strike edge of the aoor on the swing side of the door.
2. Shomr Canparmts. Where shower :mpartnents are proviced they shall confonn to the provisions of Section 2-1711(j)l. 3. Bathtubs. There shall be a minimum space 48-in (1219.2 mn) parallel by 30-in (762 nm) perpendicular to the side of a bathtub or bathtub-shower canbination to provide for the maneuvering of a wheelchair and transfer to and from the bathing facilities, which
4. Water Closets. The water closet shall conform to the may Include the maneuverable area under the lavatory.
. provisions of Section 5-1502 (Part 5 of Title 24). The water closet may be located in a space 36-in (914.4 mm) in clear width wlth 48-in (1219.2 on) of clear space provided in front of the
5.
water closet.' This space may include maneuverable space under a lavatory, arranged so as not to impede access. Doors shall not
Gnb Bars. brrtories. and kcutoria. infringe on the above clearances. Grab
lavatories. and accessories shall confonn to the provislons of bars,
subsections 2-1711 (h) and (i). EXCEPTIOW NO. 1: Hotel. motel. and donnitory bathroms beyond those specified in kction 2-1213(a) need not comply With the provision of this subsection provided a1.3 bathroan entrance doors have a clear opening width of 32-in (812.8 mn) and shall be either sliding doors or shall be hung to swing In the direction
Of egress frm the bathroa. EXCEPTION NO. 2: Living accannodations need not provide folding shower seats in shower compartments provided support backing Is installed to provide for future use of an adaptable unit. EXCEPTION NO. 3: Living accomnodations need not provide . a shower spray unit in bathtubs.
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-68-
Dater e/k Jurksdiction ceL523-
Prepared by I z Bldg. Dept.
VALUATION AND PLAN CHECK FEE [3 Esgil
PLAN CHECK NO. c.3 85- 336
BUILDING ADDRESS L9- 6k.n3 /I/aG*dA)/lf:
APPLICANT/CONTACT Pur &due+ PHONE NO, 213 -8wzZp/
BUILDING OCCUPANCY 'E4/ DESIGNER PHONE U
TYPE OF CONSTRUCTION CONTRACTOR PHONE 2 z
bP$ 7 \
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Fee Adjusted To Reflect OEnsrgy Regulations (Fee x 1.1)
OHendicapped Regulations (Fee x 1.065)
Building Permit Fee. S .. J
Plan Check Fee $ s
8/4/82
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PLAN CHECK NUMBER fJ'"33 L ADDRESS LA
PLANNING: TYPE OF STRUCTURE
fin 7d Uk'h- DATE 6/</d
L - ZONE:
.1.
SCHOOL FEES: SAN OIEGUITO '2,p ENCINITAS
CARLSBAD SAN MARCOS
% COVERAGE REQUrREO SETBAC
BUILDING HEIGHT
FENCEVWALLS
t - TWO CAR GARAGE /
E COIWENTS: ulu PIP
-0 ' 0 n REDEVELOPIIENT ATPXOYAL REQUIRED:* ..
o"z UD: 0 LANDSCAPE PLAN COMMENTS: '1 b\\%sh\b
52 [7 W- e= \.
ENVIRCWEMTAL REQUIRED ".
AODITIOHAL COMNENTS: "
PLANNING COMSSION RESOLUTION NO. 2366 "
A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF CARLSBAD, CALIFORNIA, APPROVING A
CONDITIONAL USE PERMIT TO EXPAND THE LA COSTA
HOTEL AND SPA ON PROPERTY GENERALLY LOCATED ON
THE EZST SIDE OF EL WINO REAL BETWEEN ARENAL
APPLICANT: EA CQBTA HOTEL AND SPA ROAD AND THE SAN MARCOS CREEK.
CASE NO: co9-258
6
City of Carlsbad and referred to the Planning Commission; and
WHEREAS, a verified application has been filed with the
a WHEREAS, said verified application constitutes a request
as provided by Title 21 of the Carlsbad Municipal Code; and
10 WHEREAS, pursuant to the provisions of the Municipal
l1
1984, hold a duly noticed public hearing to consider said l2
Code, the Planning Commission did, on the 10th day of Octobek,
application on property described as:
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Those porti.ons of Section 26 and 35 in Township 12 South,
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Rcnge 4 West, Sari Bernardino Meridian, in the City of
Carlsbad, in the County of San Diego, State of
WHEREAS, at said public hearing, upon hearing and 17
California, according to official plat thereof
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considering all testimony and arguments, if any, of all persons
desiring to be heard, said Commission considered all factors
relating to CUP-258.
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21 I/ NOW, THEREFORE, BE IT HEREBY RESOLVED by the Planning
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Commission of the City of Carlsbad as follows:
A) That the foregoing recitations are true and correct.
B) That based on the evidence presented at the public hearing, the Commission APPROVES CUP-258, based on the following findings and subject to the following conditions:
Findingst
1) The requested use is necessary or desirable for the
development of the community, is essentially in harmony with
the various elements and objectives of the general plan, and is not detrimental to existing uses or to uses specifically 28
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permitted in the zone in which the proposed use is to be located for the reasons stated in the staff report.
to accommodate the use for the reasons stated in the staff The site for the intended use is adequate in size and shape
report.
other features necessary to adjust the requested use to
All of the yards, setbacks. walls, fences, landscaping, and
provided and maintained. existing or permitted future uses in the neighborhood will be
properly handle all traffic generated by the daily use of the
The street system serving the proposed use is adequate to
strict traffic control.
facility and that major event traffic can be handled by
The project is consistent with all City public facility pol-
icies and ordinances since:
f)
The Planning Commission has, by inclusion of an
appropriate condition to this project, insured that the
project will not he approved unless the City Council finds
that sewer service is available to serve the project. In
addition, the Planning Commission has added a condition that building permits may not be issued for the project unless the City Engineer determines that sewer service is
available, an6 hilding cannot occur within the project unless sewer service remains available, and the Planning Commission is satisfied that the requirements of the public facilities element of the general plan have been met insofar as they apply to sewer service for this project.
will be required as conditions of approval. All necessary public improvements have been provided or
The applicant has agreed and is required by the inclusion of an appropriate condition to pay a public facilities
fee. Performance of that contract and payment of the fee will enable this body to find that public facilities will be available concurrent with need as required by the
general plan.
Assurances have been given that adequate sewer for the project will be provided by the Leucadia County Water
District.
This project will not cause any significant environmental
impacts and a Negative Declaration has been issued by the
by the Planning Commission on October 10, 1904.
Land Use Planning Manager on September 25, 1984 and approved
'C RES0 NO. 2366 -2-
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Condit-ions t
General
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Approval is granted for CUP-258, as shown on Exhibit 'A', and
'B', dated September 10, 1984, incorporated by reference and
on file in the Land Use Planning Office. Development shall
occur substantially as shown unless otherwise noted in these
conditions.
This project is approved upon the express condition that
building permits will not be issued for development of the
subject property unless the City Engineer determines that
sewer facilities are available at the time of application for
such sewer permits and will continue to be available until
time of occupancy.
This project is approved upon the express condition that the
applicant shall pay a public facilities fee as required by
City Council Policy No. 17, dated April 2, 1982, on file with the City Clerk and incorporated herein by reference, and
according to the agreement executed by the applicant for' payment of said fee, a copy of that agreement, dated July 23,
by reference. If said fee is not paid as promised, this.
1984, is on file with the City Clerk and incorporated herein
application will not be consistent with the General Plan and
approval for this project shall be void.
hpproval of this request shall not excuse compliance with all
ordinances in effect at time of building permit issuance. sections of the Zoning Ordinance and all other applicable City
Water shall be provided by the City of Carlsbad.
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6) The applicant shall prepare a detailed landscape and irriga-
Use Planning Manager prior to the issuance of building
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permits. 21
tion plan which shall be submitted to and approved by the Land
22\17) All parking lot trees shall be a minimum of 15 gallons in
"
All iandscaped areas shall be maintained in a healthy and 24 thriving condition, free from weeds, trash, and debris.
Any signs proposed for this development shall be designed in
conformance with the City's Sign Ordinance and shall require
review and approval of the Land Use Planning Manager prior to installation of such signs.
10) Trash receptacle areas shall be enclosed by a six-foot high 28 masonry wall with gates pursuant to City standards. Location
of said receptacles shall be approved by the Land Use Planning Manager.
PC RES0 NO. 2366 -3-
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All -roof appurtenances, including air conditioners, shall be
architecturally integrated and shielded from view and the
sound buffered from adjacent properties and streets, pursuant to Building Department Policy No. 80-6, to the satisfaction of
the Land Use Planning Manager and Building and Planning
Director.
Planning Manager on a yearly basis to determine if all
This conditional use permit shall be reviewed by the Land Use
conditions of this permit have been met and that the special
event uses as discussed in the staff report do not have a
the public health and welfare. If the Land Use Planning significant detrimental impact on surrounding properties or
Manager determines that the use has such significant adverse impacts, the manager shall recommend that the Planning Commission, after providing the permittee the opportunity to be heard, add additional conditions to mitigate the
any time after a public hearing, if it is found that the use significant adverse impacts. This permit may be revoked at
has a significant detrimental affect on surrounding land uses and the public's health and welfare, or the conditions *-sed
herein have not been met.
3) The developer shall obtain a Wmit prior to the commencement of my clearing or grading of the site.
4) 'zrior to issuance of a grading permit for grading within the &- 100 year flood plain the developer shall obtain a 8pecial uae
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permit.
The grading for this project is defined as .cantrollad grad-
ing'* by Section 11.06.170(a) of the Carlsbad Municipal Code.
Grading shall be performed under the observation of a civil engineer whose responsibility it shall be to coordinate site
inspection and testing to insure compliance of the work with
the approved grading plan, submit required reports to the City Engineer and verify compliance with Chapter 11.06 of the
Carlsbad Municipal Code.
IbC RES0 NO. 2366 -4-
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No grrdsng shall 0ccu-r outside the limits of the
project unless a letter of pemiesion is obtained from the
owners of the affected properties.
A separate grading plan shall be submitted and approved and a
separate grading permit issued for the borrow or disposal site
if located .within the city limits.
All slopes within this project shall be no steeper than 2:l.
Prior to hauling dirt or construction materials to any
proposed construction site within this project the developer shall submit to and receive approval from the City Engineer
for the proposed haul route. The developer shall comply with
with regards to the hauling operation. all conditions and requirements the City Engineer may impose
The developer shall exercise special care during the
construction phase of this project to prevent any off-site
siltation. The developer shall provide erosion control
measures and shall construct temporary desiltation/detention
basins of type, size and location as approved by the City
Engineer. The basins and erosion control measures shall be
constructed to the satisfaction of the' City Engineer prior to shown and specified on the'grading plan and shall be
the start of any other grading operations. Prior to the
removal of any bizins or facilities so constructed the area served shall be protected by additional drainage facilities,
slope erosion control measures and other methods required or approved by the City Engineer. The developer shall maintain the temporary basins and erosion control measures for a period
of time satisfactory to the City Engineer and shall guarantee
their maintenance and satisfactory performance through cash deposit and bonding in amounts and types suitable to the City
Engineer.
Additional drainage easements and drainage structures shall be
provided or installed as may be required by the County
Department of Sanitation and Flood Control or the City Engi-
neer.
The develoDer shall commission a me-2 Study of San Marc08
Creek that- considers the effect of the raised pads, roadway
and structures proposed by this project. The study' s form,
&p the City Engineer. Approval of any and all new raised pads,
,$. content and extent shall be of degree h quality to satisfy
'' contingent on the HEC-2 Study showing that no public
/roadway or structures proposed by this project shall be
facility, public lands, private facility or private lands
held by other than the developer will be damaged by a 100-
year (1%) storm.
////
///I -5-
Qirect access rights for all lots abutting Bl Camino Raal and
La Costa Avenue shall be waived. The
developer shall make an offer of dedication to the City for
all public streets and easements required by these conditions
made prior to issuance of any Building Permit for this
or shown on the Site Development Plan. The offer shall be
project. All land so offered shall be granted to the City
to the City. Streets that are already public are not required free and clear of all liens and encumbrances and without cost
to be rededicated. This includes full right-of-way requirements for El Camino Real and La Costa Avenue.
Improvements listed in this section shall be installed or
agreed to be installed by secured agreement by the developer
before the issuance of any building permit. The developer
shall obtain approval of the plans from the City Engineer and
pay all associated fees and performance guarantees prior to
issuance of any building permit. The developer shall install
prior to issuance of a Certificate of Occupancy or occupancy said improvements to the satisfaction of the City Engineer
of any portion of the project for any purpose. The improvements are:
a) El Camino Real tQ one-half width prime arterial street
parcel on which the project is located. The construction standards from Arenal Road to the southerly line of Me
of the mediar. shall be separately secured in a form
acceptable to the City Attorney and City Engineer and
Engineer. The median shall be designed such that traffic
shall be constructed at such time as required by the City
created by sporting events at La Costa Hotel can be accommodated subject to the approval of the City Engineer.
b) La Costa Avmue to one-half width secondary arterial street standards along the frontage of the parcel on
which the project is located.
The driveway width for the 70 space parking lot on Arenal
Road shall be reduced to 28 feet.
Unless a standard variance has been issued, no variance from
City Standards are authorized by virtue of approval of this
project plan.
The developer shall construct private street accesses to public streets in such a way as to clearly designate that the private streets are not a portion of the public street system.
The developer shall place a plaque-type sign with the legend,
"PRIVATE STREET BEYOND TBIS POINT, right to pass revocable to
. non-tenants at anytime" at the access point to private streets
from public streets. The script on the sign shown above shall be capital letters of a size and contrast such as to be
readable for a normally sighted person at a distance Of 20
feet. The provisions of this condition shall be nwt to the
Certificate of Occupancy for any portlon of this project. satiafaction of the city Engineer prior to issuance of a
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The -developer shall c&nply with all the rules, regulations and design requirements of the respective sewer and water agencies regard.i.ng services to the project.
The doeign of all private atreetm and drainage ayetams shall
be approved by the City Engineer prior to approval of the
shall conform to City of Carlsbad Standards based on R-value final map. 'The structural section of all private streets
tests. All private streets and drainage systems shall be
check and inspection fees shall be paid prior to approval of inspected by the city, and the standard improvement plan
the final map.
by the owner. All private streets and drainage system8 shall be maintained
All private driveways shall be kept clear of Frked vehicles at all times, and shall have posed "NO Parking/Yire Lane Tow
Away Zone" pursuant 'to Section 17.04.040, Carlsbad Municipal Code.
All plans, specifications, and supporting documents for -:the improvements of this project shall be signed and sealed by the Engineer in responsible charge of the work. Each sheet shall be signed and sealed, except that bound documents may be.
signed and sealed on their first page. Additionally the first sheet of each set of plans shall have the following certificate:
"DECLARATION OF RESPONSIBLE CHARGE"
project, that I have exercised responsible charge over the I hereby declare that I am the Engineer of Work for this
design of the project as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with current standards.
I understand that the check of project drawings and
only and does not relieve me, as Engineer of Work, of my
specifications by the City of Carlsbad is confined to a revier
responsibilities for project design. (Name, Address and Telephone of Engineering firm)
Finn:
Addreas I
City, St.. :
Telephone:
BY Date : (Name of Engineer)
R.C.E. NO. $
2 RES0 NO. 2366 -7-
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I) The aeveloper shall provide the city with a..mpmducible
mylar copy of the site plan as approved by the Planning JO Commisaion. The site plan shall reflect the conditions of approval by the city. The plan copy shall be submitted to the
City Engineer prior to .improvement plan submittal.
I) Prior to iaruance of any building permit for this
jL 6 annexation of the area shown within the boundaries of the
4 development, the Owner shall give written consent to the
c' site plan into the existing City of Carlsbad Street Lighting
and Landscaping District No. 1.
Lre Conditions
3
Prior to issuance of building permits, complete building
plans shall be submitted to and approved by the Fire
Department.
Additional public and/or on site fire hydrants shall be
provided if deemed necessary by the Fire Marshall.
The applicant shall submit two (2) copies of a site plan' showing locations of exi.sting and proposed fire hydrants and
on site roads and drives to the Fire Marshal for approval.
An all weather access road shall be maintained throughout
construction.
All required fire hydrants, water mains and appurtenances shall be operational prior to combustible building materials being located on the project site.
Proposed security gate systems shall be provided with "Knox" key operated override switch, as specified by the Fire De-
partment.
All private driveways shall be kept clear of parked vehicles
Away Zone" pursuant to Section 17.04.040, Carlsbad Muncipal at all times, and shall have posted "NO Parking/Fire Lane-Tow
Code.
All fire alarm systems, fire hydrants, extinguishing systems, automatic sprinklers, and other systems pertinent to the
project shall be submitted to the Fire Department for
approval prior to construction.
be sprinklered or have four-hour fire walls with no openings
Building exceeding 10,000 sq. ft. aggregatae floor area shall
therein which shall split the building into 10,000 sq.ft. (Or less) areas.
///
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C Res0 NO. 2366 -8-
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- PASSED, APPROVED AND ADOPTED at a regular meeting of the
'lanning Ccvmmission of the City of Carlsbad, California, held on
.he 10th day of October, 1984, by the following vote, to wit:
AYES : Chairman Rombotis, Commissioners Marcus, Schlehuber, McFadden, Smith and L'Heureux.
NOES : None.
ABSENT: Commissioner Farrow.
ABSTAIN : None.
ING COMMISSION
.TTEST:
tANP USE PLANNING MANAGER
'C RES0 NO. 2366 -9-
STRUCTURAL CALCULATIONS
for
NORTH GUEST UNITS
LA COSTA HOTEL & SPA
CARLSBAD, CA.
WZMH GROUP CALIFORNIA INC.
JOHNSON & NIELSEW ASSOC.
CONSULTING STRUCTURAL ENGINEERS
2112 BUSINESS CNTR. DR SUITE 140
IRVINE, CALIFORNIA 82715
17141 752-7383
JOHNSON & NIELSEN ASSOCIATES L# dUS 74 BY I/- J. CONSULTING STRUCTURAL ENGINEERS
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CALIFORNIA
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IRVINE. CALIFORNIA
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JOHNSON & NIELSEN ASSOCIATES JOB No. 83-20lG
consulting structural engineers BY DS '
2112 BUSINESS CENTER DRIVE DATE 7- /I- Rti
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structural engineers By D.S.
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CALIFORNIA
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JOHNSON & NIELSEN ASSOCIATES JOB NO.
consulting structural engineers BY D.S 0
21%2 BUSINESS CENTER DRIVE DATE 7-11-85
CALIFORNIA
(714) 782-7383 SH. "0,
JOHNSON & NIELSEN ASSOCIATES JOB No. -b
consulting structural engineers BY D.S.
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APPROXIMATE PILE DEPTHS
. Allowable Capacity, Kips Approximate Depth, feet
Building No. 2
34
48 5a
34 42 54
Building No. 3
36 53 64 77
-Lower Level (Reference elevation = 25.00 feet)
Upper Level (Reference elevation = 35.00 feet)
+32 ' T34 ' 757' Jj6. z4i
Lower Level (Reference elevation = 25.00 feet)
752 ' +49 I
>b,qZ ?X' - ' T54'
/
Upper Level (Reference elevation = 35.00 feet)
38 ' +55'
03 T60 - I
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EBERHART 8 STONE, INC.
GEOTECHNICAL CONSULTANTS
2211 E.WlNSTONROAD.SUlTEF~ANAHEIM.CA92806~(714)991-0163
5205AMNlDAENCINAS.SUl~C~CARLSEAD.CA92008.(619)438-9416
DAN R. EBERHART. CEG
GERALD L. STONE. RCE
Prepared For:
La Costa Hotel 81 Spa Costa Del Mar Road Carlsbad, California 92008
La Costa W.O. 1308
TABLE OF CONTENTS
TEXT -
REPORT ON INVESTIGATION
Proposed Grading ............................................. Page 2
Buildings N-1 through N-8
Proposed Construction and Loading ............................ Page 3
Buildings N-1 through N-8
Field Investigation and Subsurface Exploration ............... Page 3
Subsurface Conditions ........................................ Page 4
OPINIONS AND RECOMMENDATIONS
Geotechnical Parameters for Grading .......................... Page 5
Shrinkage and Subsidence
51 opes
Grading ...................................................... Page 5
Observation and Testing Clearing Ground Preparation
Fill Placement Imported Soi 1
Conventional Foundations ..................................... Page 7
Bearing Val ue Settlement and Load Influence
Foundation Embedment
Foundations Adjacent a Top-of-Slope Foundation Concrete Foundation Reinforcement
Conduits Adjacent Foundations Foundation Excavations
Drainage
Retaining Walls .............................................. Page 9
Free-standing Walls Restrained Walls
r EEERHART 1 STONE, INC.
La Costa W.O. 1308
TABLE OF CONTENTS
TEXT -
OPINIONS AND RECOMMENDATIONS (cont.)
Pile Foundations ............................................. Page 10
Allowable Pile Capacity
Lateral Pile Capacity
Lateral Soil Pressure Settlement
Trench Backfill .............................................. Page 12
Plan Review .................................................. Page 12
Sunary ...................................................... Page 13
APPENDIX
References ................................................... A-1
Description of Laboratory Tests .............................. A-2
Sumnary of Laboratory Test Results ........................... Table I
Allowable Pile Capacity ...................................... Plate 1
Unified Soil Classification .................................. Plate A
Boring Logs .................................................. Plates A-1 thru A-12 .
A-33 thru A-46 and
Standard Grading Specifications .............................. Pages 1 thru 6
Grading Detail ............................................... GO-4
Site Plans (pocket enclosures) ............................... Plates 2 and 3
Geologic Cross-Sections (pocket enclosure) ................... Plate 4
* EBERHART CL STONE, INC.
EBERHART 8 STONE, INC. DAN R. EBERHART. CEG
GEOTECHNICAL CONSULTANTS GERALD L. STONE, RCE
221 1 E. WINSTON ROAD. SUITE F 0 ANAHEIM, CA 92806 0 (714) 991 -0163 6353 EL CAMINO REAL, SUITE C 0 CARLSBAO. CA 92008 0 (714) 438-9416
W.O. 1308 August 26, 1985
Plan Check 885-336
La Costa Hotel and Spa
Carlsbad, California 92008
2100 Costa Del Mar Road
Attention: Mr. Irv Roston
Subject: Geotechnical Review of Plans for Northern Guest Units, La Costa
References: Geotechnical Investiaation. Northern Guest Units. La Costa Resort
Resort Expansion, Carlsbad, California.
Expansion, Carlsbad,-California, by Eberhart & Stone, Inc., dated April 19, 1985 (W.O. 1308).
, ~~ "~ ~ ~
Architectural Plans, Northern Guest Units, La Costa Hotel & Spa, by WZMH Group California, Inc., dated August 21, 1985.
Structural Engineering Plans, Northern Guest Units, La Costa Hotel
and Spa, by Johnson & Nielsen Associates, dated August 21, 1985.
Gentlemen:
The geotechnical aspects of the referenced architectural and structural engi- neering plans have been reviewed by this firm and are found to be in conformance
with the intentions of the referenced geotechnical report.
Should you have any questions, please call.
Respectfully submitted,
EBERHART & STONE, INC.
Dan R. Eberhart
CEG 965
President and
(/2&y
Ferald L. Stone
Vice President
RCE 32233
DRE:GLS:mab (3)
Distribution: (1) Addressee
(1) City of Carlsbad, Department of Building & Safety,
(1) WZMH Group California, Inc., Attention: Mr. Roy Bennett (1) Johnson & Nielsen Associates, Attention: Mr. Dennis Saylor
Attention: Mr. Carter Darnel1
La Costa -1- W.O. 1308
REPORT ON INVESTIGATION
presented herein is a report on this firm's geotechnical investigation for the
northern guest units at the La Costa Resort.
The purpose of this investigation was to determine the nature of the earth materials underlying the site in consideration of the proposed construction.
The scope of the investigation included the following:
Review of this firm's geologic and seismic investigation for the La
Costa resort expansion
Review of the revised progress plans and preliminary foundation plans for the northern guest units
Exploratory boring and trenching
Selective sampling
Preparation of the geologic map
Preparation of geologic cross-sections
Geotechnical evaluation
Foundation design parameters
O Preparation of this report
This report is based on the latest set of progress plans by the project archi-
tect, dated January 4, 1985, and preliminary foundation plans by the project
structural engineer, dated January 10, 1985. Elevations for pad grades are
based on the revised grades indicated in a memorandum by the project architect dated April 15, 1985.
This report is to be utilized by the project architect, structural engineer, and
civil engineer, in conjunction with the Geologic and Seismic Investigation for
the resort expansion, prepared by this firm, dated April 24, 1984.
r EBERHART I STONE, INC.
La Costa -2- W.O. 1308
PROPOSED GRADING
The plans indicate the following proposed grading.
Building N-1
The existing grade is proposed to be lowered 8 feet to 13 feet for the upper
level pad. The existing grade for the lower level pad is proposed to be lowered 10 feet to 18 feet.
Building N-2 and Building N-3
The existing grades are proposed to be lowered about 10 feet for Building N-2
and 5 feet for Building N-3. No fill is proposed within the building limits.
Building N-4
Minor cuts less than 1 foot, and fills less than 5 feet, are proposed for the
building pad.
Building N-5
Minor cuts and fills less than 2 feet are proposed for the building pad.
Building N-6
The existing grade is proposed to be lowered 1 foot to 5 feet for the building
pad.
Building N-7
Minor cuts and fills less than 1 foot are proposed for the building pad.
Building N-8
The existing grade is proposed to be lowered 5 feet to 12 feet for the building
pad.
EBERHART 8 STONE, INC.
La Costa -3- W.O. 1308
PROPOSED CONSTRUCTION AND LOADING
Building N-1
with a restrained retaining wall separating the two levels. Wall loads of 1.3 Building N-1 is a 2-level, 2- and 3-story, wood-framed, slab-on-grade structure
kips/foot to 4.5 kips/foot are proposed for continuous interior and perimeter strip footings. A lower-level slab-grade elevation of approximately 30, and an upper-level slab-grade elevation of approximately 40, are proposed.
Buildings N-2 and N-3
Buildings N-2 and N-3 are 2-level, 2- and 3-story wood-framed, raised-floor structures to be supported entirely by precast driven piles and grade beams. Anticipated allowable pile loads are 50 kips to 75 kips. For building N-2, a lower-level floor-grade elevation of approximately 25, and an upper-level floor- grade elevation of approximately 35, are proposed. For building N-3, a lower- level floor-grade elevation of approximately 27, and an upper-level floor-grade elevation of approximately 37, are proposed.
Buildings N-4. N-5 and N-6
Wall loads of 1.4 kips/foot to 2.4 kips/foot are proposed for continuous Buildings N-4, N-5 and N-6 are 2-story. wood-framed, slab-on-grade structures.
tion of approximately 45 is proposed. interior and perimeter strip footings. For these buildings, a slab-grade eleva-
Buildings N-7 and N-8
r
Buildings N-7 and N-8 are 2-story, wood-framed, slab-on-grade structures. Wall
and exterior strip footings. For these buildings, a slab-grade elevation of loads of 1.4 kips/foot to 2.4 kips/foot are proposed for continuous interior
approximately 50 is proposed.
FIELD INVESTIGATION AND SUBSURFACE EXPLORATION
The initial subsurface geotechnical conditions for the entire resort complex were explored during March and April, 1984, and were reported on in the Geologic and Seismic Investigation by this firm, dated April 24, 1984. During that exploration, six bucket-auger borings were excavated in the vicinity of the northern guest units.
EBERHART L STONE, INC.
La Costa -4- W.O. 1308
Additional subsurface exploration was performed in January and February, 1985,
three, 24-inch-diameter bucket-auger borings, ranging from 20 feet to 25 feet in in the vicinity of Buildings N-1, N-2 and N-3. This investigation consisted of
feet in depth. The additional subsurface investigation was necessary for the depth, and ten rotary-wash borings, 6-inch diameter, ranging from 25 feet to 60
evaluation of a deep foundation system for Buildings N-2 and N-3. Visual and tactile identifications were made of all materials encountered by this firm's project geologist. Relatively undisturbed ring samples were obtained at selected intervals. In addition, Standard Penetration Tests were performed at regular intervals to the depths explored. The locations of all the borings are shown on the enclosed Site Plans, Plates 2 and 3.
SUBSURFACE CONDITIONS
As presented in the bucket-auger Borings 1-6, and 17-19, and the rotary-wash borings RW-1 through RW-10, the northern guest units are underlain by fill and non-marine terrace deposits to elevations ranging from 30 to 39. Between these materials and the underlying bedrock, lagoon deposits ranging from 0 feet to 40 feet thick are present. Ground water and/or seepage was encountered in each boring, except for 8-4, 8-5, and B-19. Detailed descriptions of materials encountered are presented on the attached Boring logs.
map was prepared showing subsurface bedrock elevations. This geologic interpre-
Utilizing data obtained from the subsurface investigation, a structural contour
tation is shown on the enclosed Site Plans, Plates 2 and 3. Geologic cross- sections were constructed showing the proposed building locations (N-2 and N-31, ground water elevations, terrace deposits, lagoon deposits, and bedrock profiles.
c
r
EBERHART STONE, INC.
La Costa -5- W.O. 1308
OPINIONS AND RECOMMENDATIONS
Recommendations in this report are opinions based upon this firm's exploration,
laboratory testing, and professional judgment. Opinions and recommendations are applicable to the proposed construction under the purview of this report, and
should be incorporated into project design and construction practice.
the northern guest units provided that the recommendations and specifications Based on this investigation, the subject portion of the site may be utilized for
Grading should be conducted in accordance with local codes, this firm's standard presented herein are incorporated into design and construction practice.
grading specifications and the recomnendations within this report.
GEOTECHNICAL PARAMETERS FOR GRADING
Shrinkage and Subsidence
Based on the results of laboratory testing and evaluation of proposed grades, shrinkage of 10% is anticipated to occur in cut and overexcavation areas within existing fill and the upper five feet of terrace deposits. Subsidence in areas to receive fill is anticipated to be negligible.
Slopes
Cut and fill slopes should be constructed at a ratio of 2:l (horizonta1:vertical)
or flatter.
Adverse geologic conditions requiring slope stabilization are not anticipated
for cut slopes.
Fill slopes may be constructed from onsite excavated materials. Fill slopes should be keyed into firm materials. Details for fill keys are presented on Plate GD-4.
GRAD I NG
Observation and Testing
Prior to the start of grading, a meeting should be held at the site with the
owner, contractor, engineer, and geotechnical consultant to discuss the work
schedule and geotechnical aspects of grading.
Grading shall be accomplished under the full-time observation and testing of the
geotechnical consultant.
Clearing
Existing buildings, asphalt, concrete flatwork, planters, drain lines, and
landscaping should be cleared from the areas of construction and wasted from the
site.
EBERHART I STONE, INC.
La Costa
Ground Preparation
-6- W.O. 1308
Within the areas proposed for construction of the northern guest units, all existing fill and the upper portions of the terrace deposits and all lagoon
deposits are considered unsuitable in their present state for support of the
to firm underlying terrace deposits or bedrock will be required prior to place- proposed fill and/or structures. Therefore, overexcavation of these materials
ment of fill or construction of structures. Overexcavated soil, free of vegeta-
tion or other deleterious materials, may be reused as compacted fill up to 3
feet below bottoms of proposed footings.
The bottoms of overexcavated areas should be scarified to a depth of six inches, moisture-conditioned to near optimum, and compacted to 90% or more of the
laboratory maximum density.
paragraph. The recomnended depths of overexcavation are tentative and may vary
Specific overexcavation recmendations for beneath each building follow this
will be made during grading. Overexcavation for Building N-1 should extend a
depending on field conditions. Final determinations of overexcavation depths
minimum of ten feet beyond the building limits. Overexcavations for Buildings
N-4 through N-8 should extend a minimum of five feet beyond the building limits.
Buildin N-1: Overexcavate both the upper and lower building pads to elevation &
Buildings N-4, N-5, and N-6: Overexcavate the building pads to elevation 40.
Building N-7: Overexcavate the building pad to elevation 45.
Building N-8: Overexcavate the building pad to elevation 43.
Imported Soi 1
Imported soil should be utilized within the building pads from a depth of three feet below bottoms of foundations to slab grades. Imported granular soil
greater than 100 psf, an angle of internal friction higher than 30 degrees, and shall be approved by the geotechnical consultant and should have a cohesion
an expansion index less than 20. The proposed import source should be indicated to the goetechnical consultant with ample time for evaluation and testing of the
has been accompl i shed. proposed material. No import material should be brought to the site until this
EBERHART I STONE, INC.
La Costa
Fi 11 Placement
-7- W.O. 1308
Subsequent to ground preparation, fill placement of overexcavated soi 1 and approved imported soil may proceed. Fill should be placed in loose lifts restricted to about six inches in thickness. Each lift should be moisture- conditioned as needed to obtain near-optimum conditions, then compacted to 90% or more of the laboratory maximum density. Each lift should be treated in a like manner until the desired rough grades are achieved.
CONVENTIONAL FOUNDATIONS
The following recomnendations have been developed for the construction of the northern guest units, Buildings N-1, N-4, N-5, N-6, N-7, and N-8.
The buildings should be designed to resist seismic forces in accordance with the criteria contained in the 1982 Uniform Building Code for seismic zone 4.
Settlement and Load Influence
Based on subsurface exploration, the proposed plans? and load information, soft lagoon deposit materials that might be subject to significant long-term settle- ment lie below the depth of influence of the proposed loads, or will be overex- cavated (as is the case in Building N-1). The materials within the depth of influence of loading will consist of terrace deposits and compacted fill that are not considered subject to significant long-term settlement.
Under the proposed loading, total settlement is anticipated to be less than f-inch and differential settlement less than f-inch, most of which should occur during construction.
Bearing Value
underlying compressible materials that are first encountered at elevations of 30 In consideration of the proposed grading and structural loading and the
to 39, an allowable bearing value of 2500 pounds per square foot may be used for continuous wall footings or square pad column footings founded in compacted
wind or seismic loadings of short duration. imported soil. This value may be increased by one-third in consideration of
of 200 pounds per square foot, per foot of embedment, and a friction factor of In designing to resist horizontal soil loadings, a lateral bearing resistance
0.30 may be utilized for foundations embedded in compacted imported soil.
EBERHART STONE, INC.
La Costa -8- W.O. 1308
Foundation Embedment
mum embedments of 24 inches for continuous wall footings and square pad column
Due to overall site geotechnical conditions and the proposed construction, mini-
footings are recomnended.
Foundations Adjacent a Top-of-Slope
The bottom outer edge of foundations adjacent a top-of-slope should be set back
from the slope surface a horizontal distance of one-half the slope height under
may be limited to ten feet. consideration. The horizontal distance should not be less than five feet and
Foundation Concrete
Type 11 cement should be utilized in concrete for foundations.
Based on soluble sulfate content of the onsite and anticipated imported soils,
Foundation Reinforcement
The potential expansion of the soil at proposed foundation grade is required to be Cow. Reinforcement of foundations is recomnended due to seismic and overall site conditions. It is anticipated that reinforcement of foundations for struc-
tural pruposes will exceed the following minimum recommended reinforcement.
Footings should be reinforced with at least two No. 4 bars, one placed near the top and one near the bottom. Concrete slabs should be reinforced with 6-inch x
6-inch, #6 x 26 welded wire fabric.
A visqueen-type moisture barrier should be placed at grade below concrete floor
slabs and be overlain by a one-inch protective sand cover.
Foundation Excavations
Foundation excavations must be observed by the geotechnical consultant prior to
the placement of forms, reinforcement, and concrete, so that the foundation
bearing materials may be compared with those upon which the reconendations presented herein are based. If materials are found to be different than those
anticipated, some excavations may require deepening or other remedial action.
r
r EBERHART L STONE, INC.
La Costa -9- W.O. 1308
r Conduits Adjacent Foundations
ward from the edge of foundations. Conduits are not recommended beneath foundations or below a 1:l projection down-
Drainage
Positive drainage away from the perimeter footings of the buildings should be
provided.
RETAINING WALLS
The recommendations given for bearing value, embedment, concrete, reinforcement,
walls as well. The following soil parameters should be utilized in designing and set-back from slopes presented in the previous section apply to retaining
the proposed retaining walls, with California Class 2 permeable filter material as backfill. Native soils are not recommended for wall backfill.
Free-standing Walls
Backf i 11 Equivalent Fluid Pressure Condition (psf/ft.)
1 eve1 2:l
Restrained Walls
Backfill Condition
level 2: 1
30 43
Equivalent Fluid Pressure (psf/ft.)
50 70
The above values are considered applicable provided that free-draining backfill conditions are maintained. Wall backfill should be compacted to at least 90% of the laboratory maximum density in horizontal lifts restricted to about six inches in thickness. Backfill compaction should not take place until structural members have attained their required strength, per the recommendations of the structural engineer.
c EBERHART 8 STONE, INC.
La Costa -10- W.O. 1308
The use of heavy compaction equipment adjacent a retaining wall may produce
earth pressures, and/or lateral soil loading exceeding design parameters,
strains greater than those normally associated with the development of active
wall backfill placement and compaction.
resulting in excessive wall movement. Therefore, caution should be used during
Should backfill material other than that evaluated be used, testing of the
material and re-evaluation of the recomnendations presented herein will be
required.
A one-foot cap of native soil should be placed and compacted above the backfill
material for exterior walls.
PILE FOUNDATIONS
The following recommendations have been developed for the construction of the
northern guest units, Buildings N-2 and N-3.
The buildings should be designed to resist seismic forces in accordance with the
criteria contained in the 1982 Uniform Building Code for seismic zone 4.
A1 lowable Pi 1 e Capacity
Allowable pile capacities for Buildings N-2 and N-3, lower and upper levels, are presented on Plate 1. The allowable pile capacities given are based on a 14-inch-square precast concrete pile. Driven piles were selected, in con- sideration of the relatively shallow ground water condition, over a drilled and cast-in-place pier system.
The vertical load-carrying capacity of each pile is based on the end-bearing capacity and positive skin friction resistance obtained from embedment into the underlying bedrock material. Allowance for potential negative skin friction
generated from the overlying lagoon deposits has been utilized in the deter- mination of the allowable pile capacities. Negative skin friction would be generated from the downward drag of the soil surrounding the piles should the
ground water level subside.
EBERHART iL STONE. INC.
La Costa -11- W.O. 1308
L
The approximate pile depths required to produce the various allowable pile capa-
cities were referenced to elevation 25.00 feet for the lower levels and eleva-
would result in a decrease in allowable pile capacity. Reductions of allowable
tion 35.00 feet for the upper levels. Building elevations lower than indicated
pile capacities resulting from lowering the reference building elevations are as
follow:
BUILDING NUMBER
2
2
3
3
PILE CAPACITY, KIPS PER FOOT
REDUCTION IN ALLOWABLE
25.00 feet 2.5 kips per foot
35.00 feet 1.5 kips per foot
25.00 feet 2.5 kips per foot
35.00 feet 2.0 kips per foot
Verification of allowable pile capacities should be performed by a represen- tative of this firm. Verification should be based on pile tip depths and final
driving resistance. The appropriate dynamic pile driving formula and subsequent
make available to this firm information regarding the pile hammer to be utilized. driving resistance rate shall be determined by this firm. The contractor should
This information should include the type, rated energy, and manufacturer's spe-
cifications. The capability of the pile harmer selected should be able to
achieve pile capacities of at least 2 times the highest design allowable pile capacity. In consideration of the displacement of the soft, saturated soil
during pile driving, the top of each pile should be surveyed. After. driving
adjacent piles, each pile should be checked for possible uplift. To minimize
this potential, predrilling at the pile locations to a depth of 5 feet for the
lower building levels, and 10 feet for the upper building levels, may be
utilized.
Lateral Pi le Capacity
Lateral pile capacities, based on 14-inch-square concrete piles, in a fixed-head
condition are as follow:
LOCATION
MINIMUM LENGTH
OF PILE, FEET LATERAL CAPACITY, KIPS
Building No. 2
Lower Level :
Upper Level :
Building No. 3
Lower Level: Upper Level :
EBERHART 8 STONE, INC.
30 40
45 50
10
13
15 17
La Costa
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-12- W.O. 1308
Lateral Soi 1 Pressure
Additional lateral capacity may be provided by passive pressure against grade beams and pile caps. An allowable passive earth pressure of 250 pounds per
square foot. square foot per foot of depth may be used to a maximum of 2,500 pounds per
Settlement
The maximum anticipated settlement, independent of elastic deformation, of the driven piles is not expected to exceed i inch. In consideration of the poten-
manent surface loads, such as filled ground or slabs-on-grade, are not tially large settlements that could occur beneath Buildings N-2 and N-3, per-
recomnended.
If inches under Building N-3 and 1 inch under Building N-2. Settlement produced from an 8-foot reduction in ground water could be as much as
TRENCH BACKFILL
The backfill within all utility and pipeline trench.es should be compacted. Materials excavated from the trenches! and utilized for backfill, should be placed in horizontal lifts and mechanically compacted to 90% of the laboratory maximum density. Flooding or jetting of the backfill is not recomnended.
PLAN REVIEW
Upon completion of plans for construction, they should be submitted to the geotechnical consultant for review to determine their compliance with the intentions of this report.
L
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EBERHART STONE, INC.
La Costa -13- W.O. 1308
SUmARY
The opinions and reconendations presented in this report are based upon site conditions as they existed at the time of this firm's investigations, and further assume that the exploratory borings are representative of subsurface conditions throughout the site. Although not anticipated, materials adjacent and/or beneath those observed may have different characteristics. This firm's opinions
and reconendations are further based upon laboratory testing, experience with
imp1 ied.
similar projects, and professional judgment. No warranty is expressed nor
This report is subject to review by the controlling governmental body.
r Respectfully submitted,
EBERHART AND STONE,-INC. ,
Robert J. Glton Project Geologist
President
CEG 965
RJF:HFK:DRE:GLS:mab
EBERHART 8 STONE, INC.
Henry F, Kling
Project Engineer
Vice President RCE 32233
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La Costa
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EBERHART I STONE, INC.
W.O. 1308
APPENDIX
La Costa W.O. 1308
A-1
REFERENCES
Geologic and Seismic Investigation, La Costa Resort Expansion, Carlsbad, California, by this firm, dated April 24, 1984 (W.O. 1308).
Progress Architectural Plans, Northern Guest Units, by WZMH Group, Inc.,
dated January 4, 1985, and revised grades, dated April 15, 1985.
Preliminary Foundation Plans, Northern Guest Units, by Johnson & Nielsen
Associates, dated January 10, 1985.
- EBERHART STONE, INC.
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I
La Costa W.O. 1308
A-2
DESCRIPTION OF LABORATORY TESTS
Classification
Field classifications were verified in the laboratory by visual and tactile
identification. Soils have been classified in accordance with the Unified Soil
Classification System.
Moisture-Density
Moisture-density determinations were conducted on relatively undisturbed samples. The results are presented on the boring logs.
Maximum dry density and optimum moisture were determined in accordance with ASTM D1557-70 and are presented in Table I.
Direct Shear
Direct shear tests were conducted on relatively undisturbed and remolded
The rate of strain used was 0.05 in./min. The specimens were inundated for
samples. The samples were tested in brass rings with 2.5-inch inside diameters.
approximately 24 hours under normal loads and during shearing. The results are presented in Table I.
Potential Expansion
Determinations of potential soil expansion were made on representative samples
are presented in Table I. in accordance with ASCE Expansion Index Test (UBC Standard 29-2). The results
Sulfate Content
Determinations of soluble sulfate content were made on representative samples
California Method of Test No. 417A by Soil and Plant Laboratory, Inc., of Santa
and are presented in Table I. The tests were performed in accordance with
Ana.
Consolidation
Consolidation tests were conducted on relatively undisturbed samples. The samples were tested in a 2.5-inch diameter, one-inch high brass ring. A lever- matic consolidometer was used to induce increasing load increments, with water being added at existing overburden pressure. Selected samples were also tested, utilizing the same equipment, to determine the rate of consolidation
under proposed loading conditions.
I EBERHART (I STONE, INC.
60
50
40
30,
20
3 I c5d.l I
CONSISTENCY CLASSIFICATION
Granular Cohesive Bedrock Soil ' Soil
Loose Soft Soft
-
Medlum -Dense Fl.rm. Moderately I",
I Dense -;''Stiff ..
'' ~:.Hapd
~ : Hard Very Herd-
EBERHART a STONE INC.
GEOTECNNICAL CONSULTANTS
Y.O. 1308 IDA^: 4-19-85
Mgisture Condition ..
Dry
Damp
Moist
Very Moist
Wet
SP - Stan ard Penetration sarnder
R - Relatively Undisturbd sample
B - Bulk Sample
J'" Stabillred Groundwater
7 - Groundwater Seepage
- - Blow count for 6"
0 intervals -
12 - Blow count for If
Interval
BORING LOG NO. 8-1
102
95
IO0
.
Z Subrurface Condltlonr Clasrlflcatlon, color, rnolrture 0 tlahtness. etc Remarks
t t- I I
LI I
EBERHART s STONE, INC. '. b Plate A- 1
03
Est. Surface Elw: 392 Total Depth 30 RIg Type:&&&&?flr -/0"&
FIELD DESCRIPTION BY: mF
Surface Candltlons:
L
Subsurface Condltlonr Clasalflcatlon. color. molsture
tightness, etc. Remarks
I
EBERHART 8 STONE. INC. 0 Plate A-2
BORING LOG NO. 0-2
5
4
5
bo .
97
%
1
f5
9
12
5
25
r FIELD DESCRlPTlON BY:
BORING LOG NO. 8-2
Notes:
'.EBERHART 6 STONE, INC. Plat. A- 4
BORING LOG No. 83-3
9.7
39 i “F
Subsurface
“EBERHART. S STONE, [NC . .. . , Plate A- 5
FIELD DESCRIPTION
~~ ~~
Surface Condltlms:
0
-.EBERHART 6 STONE, INC. Plate A- 6
BORING LOG NO. B-4
Total Depth 33 RIg Type:-f /?MU -/&’d/#
FIELD DESCRIPTION BY: WF
Surface Condltlons:
iubwrface Condltlons: Classlflcatlon. color. rnolsture
tightness, etc. Remarks
- . EBERHART 6 STONE, INC. . .. .
. _, Plate A-7..
BORING LOG No.Mc~+J
6
FIELD DESCRIPTION
Surface Condltlons:
% U
0 e Subsurface Candltlons: Classlflcatlon. color, molsture tlghtness, etc. Remarks
tl
Notor:
'EBERHART 6 STONE, INC. PlateA-8 __
BORING LOG NO. a-5
h I W.O. 130s
CUmt / Project: R g- &lo,
Locatlon: -
Ed. Surface
Notes:
.EBERHART 6 STONE, .INC. . , . .. Plate A-9
t FIELD DESCRIPTION BY: RTC I
5urtace Candltlons:
Nater:
I
.EBERHART 6 STOWE, INC. : ’. Piatoh- 10
BORING LOG N0.B
- Est. Surface Eiw: -
107
.
95
- EBERHART E STONE, INC. ., . Plats A””
BORING LOG NO. *-6 (ch+;)
Est. Surface Elev: -
I
I
"
"
L
FIELD DESCRIPTION Bv: ,e.?..= I
Subsurface Condltlonr Classlflcatlon, color, molsture tightness, etc. Remarks
Notes:
.. .
- EBERHART S STONE. INC.. . Plate A-12
BORING LOG N0.E
Est. Surface Elev: -
RIP
"'
L
BORING LOG No.&
FIELD DESCRIPTION -. .
ce Conditions: I I 3 I
t f I
1
E
2 Subsurface Condltlons: Classltication, color. moisture
U
0
W tightness; etc. Remarks
tI I I t " ti I
tI I I
EBERHART 6 STONE, INC. Plate 4-34
BORING LOG No. /9
Est. Surfoce Eiev:q
7
c
n
0
1 3
1
-4
I
FIELD DESCRIPTION BY: Rw
i?
2 Subsurface Conditions Classlfication. color, moisture n
0
(3 tlohtness, etc Remarks
tt I - .~
tt I
t’
I
I
EBERHART & STONE. INC. Plate 4 435
BORING LOG NO. 4w-f
Location:
Est. Surface Elev: Total Depth 45 ' Rig Type: k&7btW u/&H
I
I
I 1 FIELD DESCRIPTION By: 3s
I Surface Condltions:
c) e Subsurface Condltlons: Classlflcotlon. color, moisture tightnessi etc. Remarks
tI I 1 tI I I
Notes:
EBERHART 6 STONE, INC. Plate 4-36
BORING LOG NO. fidd2
-. .. j
1
FIELD DESCRIPTION
Surface Condltlons:
BORING LOG No. R~N
I
FIELD DESCRIPTION BY: R?j
Surface Condltions:
J
E n E Subsurface Conditions: Classification. color. moisture
0
0 tightness, etc. Remarks
F/LL .I Sndw C& 9r-a e hrodm.
Notes: 17
EEERHART E STONE, INC. Plate 4-38
Est. Surface Elev:d it- - Total Depth 56' Rig 1ype:mEY b&CW
FIELD DESCRIPTION By: e
Surface Ccndltlanr:
5ubsurtoce Condltlons: Classltlcatlon, color, moisture
tightness, etc. Remarks
eomea vQrl/ deoa E 52 -&e+
I I
I I
Noter:
EBERHART E STONE, INC. Plate 4-39
BORING LOG No.
Est. Surface Elev: 3sf Total Depth 45' RIg Type: &m# ru'Rsc/
I t -
s"
0 E n e (3 -
FIELD DESCRIPTION BY: mF
Surface Condltlons:
Subsurface Condltlons: Classlflcatlon. color, moisture tlahtness: etc~ I Remarks
-
1
Noter:
EBERHART S STONE, INC. Plate .A440
BORING LOG NO. w-5
Est Surface Eiev: Zk -r Total hpth:27/ Rig Type: LLUA ,, 1
I
I
'7 95
FIELD DESCRIPTION By: ij 7;=
Surface Conditlons:
Subwrface Conditions Ciassiflcatlon. color, moisture
tightnessi etc. Remarks
I
I
Notes:
EBERHART E STONE, INC. Plate A 4
BORING LOG NO. w-6
Y
FIELD DESCRIPTION
3 Surface Condltlons:
Subsurface Conditions: Ckmlflcatlon, color. malsture tlahtness, etc~ I
ii
tI 1 I tI
Nates:
EBERHART 8 STONE, INC. Pktr 19-42
BORING LOG No. /a+7
4- 4
k
T ~ ~ ~~ ~~
FIELD DESCRIPTION BY: /aii
Surface Condltlons:
mil P‘AO
Subsurface Condltlons: Classlflcatlon, color, moisture tightness; etc. Remarks
FILL ,’ &LzNpa€D 6/Ad/,T-i /==,,a
D/UIL PAD
1
Notes:
EBERHART. E STONE, INC. Plate 4-43
BORING LOG NO. QWB
W.O. 1308
Client/ Project: /&A 6-&&4 &*&
Sheet- of 7 Date: /-sD -
Est. Surface Eiev: Total Depth a' Rig Type: flflf&?k' k&,q
I FIELD DESCRIPTION BY: &P
Surface Conditlons:
\
Notes:
EBERHART S STONE, INC. Plate H-'W
BORING LOG No. zu-9
jubsurface Condltlons: Classlflcatlon, color, molsture . Remarks tightness, etc.
Notes:
EBERHART E STONE,, INC. Plate 4-4
FIELD DESCRIPTION By:
Surface Conditlons:
Subsurface Conditions: Classlflcatlon, color, moisture tlahtness, etc Remarks
L
-1-
STANDARD GRADING SPECIFICATIONS
1 .o
2 .o
2.1
2.2
2.3
2.4
- 2.5
L 2.6
2.7
2.8
2.9
The specifications contained herein and the standard details attached
construction projects. Variance from these specifications will not be hereto represent minimum requirements for grading operations on
permitted unless specifically approved by the soil engineer. These recomnendations should not be considered to preclude more restrictive
requirements of the regulating agencies.
DEFINITION OF TERMS
BEDROCK - a relatively solid undisturbed or in-place rock existing at either the ground surface or beneath surficial deposits of soil.
geologist.
Bedrock will be identified in the field by the project engineering
ENGINEERED FILL - a fill of which the soil engineer or his represen-
tative during grading has made sufficient observations and taken suf-
ficient tests to enable him to conclude that the fill has been placed in substantial compliance with the governing specifications.
ENGINEERING GEOLOGIST - a geologist holding a valid certificate of registration in the specialty of engineering geology.
FILL - any deposits of soil, rock, soil-rock blends or other similar
materials placed by man.
.GOETECHNICAL CONSULTANT - the soil engineering and engineering geology consulting finn(s) retained to provide technical services for the pro- ject. For thepurpose of these specifications, observations by the soil
engineer and engineering geologist include those performed by persons employed by and responsible to the geotechnical consultant.
GRADING - any operation consisting of excavation, filling or combinations I
thereof.
IMPORTED OR BORROW MATERIAL - any fill material hauled to the project
site from off-site areas.
RELATIVE COMPACTION - the degree of compaction (expressed as a percen- tage) of dry density of a material as compared to the maximum dry den-
density shall be determined in accordance with ASTM method of test sity of the material. Unless otherwise specified, the maximum dry
D1557-70. 0
SOIL ENGINEER - a licensed civil engineer experienced in soil mechanics.
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3.0
3.1
3.2
3.3
3.4
4 .O
4.la
4.lb
4.2a
4.2b
4.3a
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SITE PREPARATION
Clearing and grubbing shall consist of the removing of all vegetation
otherwise’ deleterious natural materials from the areas to be graded. such as brush, grass, woods, stumps, trees, roots of trees and all
Clearing and grubbing shall extend to the outside of all proposed excavation and fill areas.
Demolition shall include removal of all buildings, structures, utilities and all other manmade surface and subsurface improvements from the areas
to be graded.
Trees, plants or manmade improvements not plannect to be removed or demo- lished shall be protected by the contractor from damage or injury.
All deleterious material generated during clearing, grubbing and demoli- tion operations shall be wasted from areas to be graded. All clearing, grubbing and demolition operations shall be performed under the observation of the soil engineer.
EXCAVATIONS
Unsuitable Materials: Material which is unsuitable shall be excavated as directed by the soil engineer. Unsuitable materials include, but may not be limited to dry, loose, soft, wet, compressible and non-engineered or otherwlse non-approved fill materials.
‘Material Identified by the soil engineer as unsatisfactory due to its moisture conditions shall be overexcavated, watered or dried as needed and thoroughly blended to a uniform near-optimum moisture condition prior to placement as compacted fi 11.
Site Protection: The contractor shall be responsible for the stability of all temporary excavations. Recomnendations by the soil engineer shall not be considered to preclude those requirements of the regulating agencies.
earthwork, excavations and grading to protect the work site from Precautions shall be taken during the performance of all site clearing
flooding, ponding or inundation by poor or improper surface drainage.
Temporary provisions should be made during the rainy season to ade-
work site. quately direct surface drainage from all sources away from and off the
Slopes: Unless otherwise recomnended by the geotechnical consultant and approved by the regulating agencies, permanent cut slopes shall not be steeper than 2:1 (horizontal to vertical).
-
-3-
4.3b
4.3c
4.3d
4.33
5 .o
5.1
r
5.2a
5.2b
otherwise unsuitable material, overexcavation and replacement of the
If excavations for cut slopes expose loose, significantly fractured or
unsuitable materials with a compacted stabilization fill will be
Unless otherwise specified by the soil engineer, stabilization fill required as directed by the soil engineer or engineering geologist.
construction shall conform to the requirements of Grading Detail GD-3.
All lot pad areas, including side-yard terraces, above stabilization fills or buttresses shall be overexcavated to provide for a minimum of
three feet of compacted fill over the entire pad area. Pad areas with both fill and cut materials exposed and pad areas containing both very
provide for a uniform compacted fill blanket a minimum of three feet in shallow (less than three feet) and deeper fill shall be overexcavated to
thickness. Cut areas exposing significantly varying material types shall also be overexcavated to provide for a minimum three-foot thick compacted fill blanket.
For cut slopes made in the direction of the prevailing drainage above
cut. The diversion swale configuration should conform to the applicable the cut, a diversion swale (brow ditch) should be provided at the top of
code requirements and should be reviewed by the soil engineer prior to
installation.
For pad areas created above cut or natural slopes, positive drainage
accomplished utilizing a berm and/or an appropriate pad gradient. shall be established away from the top of slope. This may be
'COMPACTED FILL
se" Com action: All fill materials shall be compacted as specified below or
otherwise specified, the minimum degree of compaction (relative compac- tion) shall be_90% of the laboratory maximum density.
Placement: Prior to placement of compacted fill, the ground surface approvedby the soil engineer shall be scarified, watered or dried as needed, thoroughly blended to achieve near-optimum moisture conditions, then thoroughly compacted to a minimum of 90% of the laboratory maximum
dry density.
Compacted .fill shall be placed in thin horizontal lifts not exceeding
eight inches in thickness prior to compaction. Each lift shall be
watered or dried as needed, thoroughly blended to achieve near-optimum moisture conditions, then thoroughly compacted by mechanical methods to
a minimum of 90% of the laboratory maximum dry density. Each lift shall be treated in a like manner until the desired finished grades are achieved.
y other methods specifically approved by the soil engineer. Unless
-4-
5.2~ When placing fill in horizontal lifts adjacent to areas sloping steeper than 5:l (horizontal to vertical), horizontal keys and vertical benches shall be excavated into the adjacent slope area. Keying and benching shall be sufficient to provide a minimum of three feet of vertical bench height within firm natural ground or approved compacted fill. All keys and benches shall be approved.by the soil engineer or engineering geolo- gist at the time of grading. No compacted fill shall be placed in an area subsequent to keying and benching until the area has been approved by the soil engineer or engineering geologist. Typical keying and benching details have been included on the accompanying Grading Details- GD-3, GD-4, and 60-5.
5.2d Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) will be created. When placing fill adjacent to a false slope, benching shall be conducted in the same manner as the above described. A minimum three-foot vertical bench shall be established within the adjacent approved compacted fill
placement of additional fill. Benching shall proceed in approximately (i.e., the material underlying the surface loose material) prior to
three-foot increments until the desired finished grades are achieved.
5.3a For field control purposes, "near-optimum" moisture shall be considered to mean optimum plus-or-minus two percent unless otherwise approved by the soil engineer at the time of grading.
5.3b -Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface of previously compacted fill shall be processed by scarification, watered or dried as needed, thoroughly blended to near-optimum moisture conditions, then recompacted to a minimum of 90% of the laboratory maximum dry density.
5.3~ Following a period of flooding, rainfall or overwatering by other means, no additional fill shall be placed until the existing ground surface is thoroughly scarified, aerated, overexcavated if directed by the soil
thoroughly compacted to a minimum of 90% of the laboratory maximum dry engineer, blended to achieve near-optimum moisture conditions, then
density.
5.4a Fill Material: Excavated onsite materials which are approved by the soil engineer may be utilized as compacted fill provided all trash, vegetation and other deleterious materials are removed prior to placement .
5.4b Where import materials are required for use onsite, the soil engineer shall be notified at least 72 hours in advance of importing in order to sample, test and approve or disapprove materials from proposed borrow
prior approval of the soil engineer.
sites. No import materials shall be delivered for use onsite without
-5-
5.4~ Rocks 12 inches in maximum dimension and smaller may be utilized within the compacted fill, provided they are placed in such a manner that
compacted to the minimum requirement over and around all rock. nesting of the rock is avoided. Fill shall be placed and thoroughly
5.4d Rocks greater than 12 inches, but less than 3 feet, maximum dimension (oversized rock) require special placement procedures if they are to be utilized within compacted fills.
5.4e Rocks greater than 3 feet should be broken down or disposed of offsite. Oversized rock should not be placed within the upper 10 feet of any fill and no closer than 15 feet to any slope face. Where practical, over- sized material should not be placed below areas where structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overexcavated or unyielding compacted fill or firm natural ground surface. Select native or imported granular soil (S.E.=30 or better) should be placed and/or thoroughly flooded over and around all windrowed rock, such that no voids remain. Windrows of oversized material should be staggered so that successive strata of oversized material are not in the same vertical plane. Details for oversized rock placement are presented on Grading Detail GO-6.
& regulating agency, compacted fill slopes shall be limited to a slope ratio of no steeper than 2:l (horizontal to vertical).
5.5a Slo es: Unless otherwise reconended by the soil engineer and approved
5.5b .All compacted fill slopes shall be overbuilt and cut back to grade exposing the firm compacted fill innercore. The actual amount of over- building may vary as field conditions dictate. If the desired results are not achieved, the existing slopes should be overexcavated and reconstructed. The degree of overbuilding shall be increased until the desired compacted slope surface condition is achieved. Care should be taken by the contractor to provide thorough mechanical compaction to the outer edge of the overbuilt slope surface. As fill slope construction proceeds, the slope surface shall be thoroughly backrolled with a sheepsfoot roller at vertical height intervals not exceeding four feet.
5.5~ Following the attainment of the desired slope height, the outer surface of overbuilt slopes should be cut back to a desired finished surface contour. Care should be taken by the contractor not to excavate beyond the desired finished slope surface.
5.5d In lieu of overbuilding and cutting back, alternative construction pro- cedures may be attempted where specifically approved by the soil engineer prior to grading. Prior to such approval, the contractor shall
dure he proposes to utilize. Within such a description, the following submit to the soil engineer a detailed written description of the proce-
guidelines may be included: Unless slopes are overfilled and cut back to grade, the outer faces of all fill slopes shall be backrolled uti-
tical slope height. Vibratory methods may be required. lizing a sheepsfoot roller at intervals not exceeding four feet of ver-
.
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-6-
During construction of the fill slopes, care should be taken to maintain near-optimum moisture conditions over the entire slope height. Following
thoroughly compacted utilizing a vibratory sheepsfoot.roller. Upon achievement of the desired slope height, the entire slope face should be
completion of the above procedures. the faces of all fill slopes should be grid-rolled over the entire slope height.with standard grid-rolling type of equipment. Prior to grid-rolling, care should be taken to main-
tain near-optimum moisture conditions.
5.5e Following slope construction in the manner described above, if the
filling and cutting back should be adopted. Completed slopes not required uniformly compacted fill slope condition is not achieved, over-
feet (horizontal) and replaced by the overfilling and cutting back pro-
approved by the soil engineer should be overexcavated a minimum of 12
cedure described above.
5.5f Where placement of fill above a natural slope or above a cut slope is
proposed, the fill slope configuration should conform to the applicable requirements as indicated on Grading Detail GD-4.
5.59 For pad areas above fill slopes, positive drainage shall be established away from the top of slope. This may be accomplished utilizing a berm and/or an appropriate pad gradient.
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TYPICAL FILL OVER NATURAL SLOPE
i' TYPICAL FILL OVER CUT SLOPE
.
GRADING DETAIL t I EBERHART a STONE INC. GEOTEPHNICAL CONSULTANTS
2211 EAST WINSTON ROAD.SUITE f .ANA"E,M,CA~,fORNlAS~~
STANDARD GRADING SPECIFICATIONS-
IPlATE GD-4
h
To: Leucudia County Water District
Mr. Carter Darnel1 P. 0. Box 2397
City of Carlsbad-Bldg Dept. Leucadia, Ca. 92024 1200 Elm Avenue (619) 753-0155 Carlsbad, CA 92008
UBJECT DATE
OLD v Sewer permit - La Costa Hotel 11-25-85 0.i.p. speedy reply message
Dear Carter,
Costa Hotel And Spa.
Enclosed is a copy of the sewer permit for the expansion of the La
Contact me at the District office if you require anything further.
Yours very truly,
LEUCADIA COUNTY WATER DISTRICT A
LEUGAL, I A COUNTY WATER D I STR I CT
APPLICATION FOR SEWER SERVICE
The application must be signed by the owner (or his representative) of the property
to be served. The total charges must be paid to the District at the time the application is
r::hitted.
APPLICANT MUST SUBMIT EVIDENCE OF BUILDING PERMIT WITHIN 60 DAYS.
OF THE SMER PERMIT. THE SEWER CONNECTION FEE LESS A ~$50 ADMINISTRA-
FAILURE To MAKE SUM SUBMITTAL WILL RESULT IN AUTOMATIC CANCELLATION
TIVE FEE WILL BE REFUNDED.
A six-month construction period shall be provided and sewer service charges for the bal-
ance of the fiscal year shall be collected at the time 0f:application for sewer permits.
Sewer service charges for subsequent fiscal years shall be collected on the tax roll in the
same manner as property taxes. If the six-month construction period extends into the sub-
sequent fiscal year, a prorated sewer service charge for that fiscal year shall be collected
on the tax roll in the same manner as property taxes. The full sewer service charges for all
subsequent years shall be collected on the tax roll in the same manner as property taxes.
There will be no additional fee or refund if service actually commences on a different date.
The prorated sewer service charge shall not be required in those applications for sewer
permits for subdivisions. Such applicants shall be required to notify the District, on
forms provided by the District, of escrow closings on individual properties within the
responsibility of the buyer.
subdivision. Sewer service charges shall commence upon close of escrow and will be the '. ...
If a serv+ce lateral is required, it will be installed by the Leucadia County Water
District. The service lateral is that part of the sewer system that extends from the main
collection line in the street (or easement) to the point in the street (at or near the
applicant's property line) where the service lateral is comected to the applicant's building
sewer. The applicant is responsible for the construction, at the applicant's expense, of
the sewer pipeline (building sewer) from the applicant's plumbing to the point in the street
(or easement) where a connection is made to the service lateral.
The connection of the applicant's building sewer to the service lateral shall be made
by the applicant at his expense. The connection must be made in conformity with the District'
specifications, rules and regulations; and
MAY BE USED BY THE APPLICANT. THE APPLICANT, OR HIS AVEiORIZED REPRESENTATIVE
IT MUST BE INSPECTED AND APPEOVED BY THE DISTRICT BEFORE THE SEWER SYSTEM
MUST NOTIFY THE DISTRICT AT THE TIME INSPECTION IS DESIRED. ANY CONNECTION
MADE TO THE SERVICE LATERAL OR COLLECTION LINE WITHOUT PRIOR APPIlOVAL AND
INSPECTION BY THE DISTRICT WILL BE CONSIDERED INVALID AND WILL NOT BE ACKNCWLEDGEC
The Inspection Deposit will be refunded upon the completion of satisfactory inspection of
the connection to the District's sewer system. The inspection deposit shall not apply in thos
cases in which the applicant has paid plan check and inspection fees for a subdivision.
OWNER'S NAME: La Costa Hotel & Spa CONNECTION FEE:
WILING ADDRESS: Costa Del Mar Road LATERAL SIZE: * EASEMENT: k?.uEdI
Carlsbad, CA 92008 EXTRA FOOTAGE-' @$/Fobt
PHONE NUMBER: 438-9111 EXTRA DEPTH: -@$ /Foot SERVICE ADDRESS: La Costa Hotel & S LATERAL FEE
LOT NUMBER: Pa
TRACT DESCRIPTION: PRORATED SEWER SERVICE FEE
TYPE OF BUILDING hotel expdlO. OF UNIT5283 PAID BY: CASH CHECK NO.=
"
INSPECTION DEPOSIT
ASSESSOR'S PARCEL NO: 216-123-0400 TOTAL I 826.745.
RECEIVED BY: -
The undersigned hereby agrees that the"above information given is correct and agrees to
..
~ns as stated.
P~UL -GRAHAM LA COSTA HOTEL AND SPA
. ., . ." .'
October 9, 1985
Date
#13350 supplem
VALIDATION
City of Cahsbad
CERTIFICATE OF OCCUPANCY
WlLDlNQ DEPARTMENT
1200 ELM W.5521 You are required by law to complete and return thls form to our office.
Address where Business Wiii be Conducted 2051 Arena1 Rd, Carlsbad, CA b) d %%a 85=336-4
Nameof Occupant La Costa Hotel & Spa
oCCUp~ntifdiflerenttramabove 2100 Costa del Mar, Carlsbad, CA name Phone Office 438-9111
Business Phone 438-9111
Address of Home Office of
LlUU c
Owner of Building
Type of Business hotel
Describe exact use of all porlions of each building and lot ho te 1
La Costa Hotel & Spa Address Carlsbad, CA
osta del Mar
Phone 438-9111
-
Previous use of Building n/a
Type of flammable or explosive liquids IO be used. if any none
I Certify that I have read the SlalementS contained in this appiicalion: lhal they are true and correct, and that I make this stalemen1 under penalty of perjury.
Dated thio 14th day of November , 19 86 In the Cily of Carlsbad, Stale 01 Callfornla
Signature of Applicant LA COSTA HOTEL AND SPA By: d, e I. Roston Authorized Sianature
FOR DEPARTMENTAL USE ONLY
I n
Signature 01 Buildlng Ofllclal
\ I
Whlte - Building Dapl. Yellow -Applicant Plnk - Flnnnce Gold - Fire Depl.