HomeMy WebLinkAbout2100 COSTA DEL MAR RD; LOBBY; 86-81; PermitCity of Carlsbad
1200 ELM. CARLSBAD, CA 92008 • TEL (619) 438 5525
MISCELLANEOUS
RECEIPT
Owner y -^-pZ, X* c
COMPLETE FOR PLAN CHECK ONLY
LEGAL DESCRIPTION
ASSESSORS PARCEL NO
DESCRIPTION OF WORK
PLAN ID NO
DESIGNER ADDRESS
PHONE
CONTACT PERSON JL, g^ )/&
MISCELLANEOUS FEE RECEIPT
• PLAN CHECK FEE_
VALUATION
°01 81° °° °° 8806
D DEMOLITION
D HOUSE MOVING.
PARKS AND RECREATION FEE._._
PUBLIC FACILITIES FEED
'D SCHOOL FEE DISTRICT.
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Carlsbad
Encimtas__..
San Diego ....
San Marcos.
CERTIFICATE OF OCCUPANCY.
n
D.
n_
n_
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TOTAL FEE
•WARNING PLAN CHECK FEES WHERE NO ACTION IS TAKEN BY THE
APPLICANT IN 180 DAYS AND NO BUILDING PERMIT IS ISSUED ARE
FORFEITED TO THE CITY
COMMENTS
/,' * ' * &y White — Applicant Yellow — File Pink — (1) Finance (2) Data Process Gold — Assessor
PLAN CHECK NUMBER * ADDRESS
LU
TYPE OF STRUCTURE
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SCHOOL FEES: SAN ,DIEGUITO_
CARL!SBAD
% COVERAGE
ZONE:
ENCINITAS
SAN MARCOS
REQUIRED S£T8ACKS
BUILDING HEIGHT_
FENCES/WALLS
TWO CAR GARAGE \
COMMENTS:
§ LI REDEVELOPMENT APPROVAL REQUIRED:
Lu f~~lce .3 I—I : ^=^
5§ LJ LANDSCAPE PLAN COMMENTS,^
LLJa:crc
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EKVIRC?;.ENTAL REQUIRED:
ADDITIONAL COMMENTS:
OK TO ISSUE:
***» *^-f. •i
DATE^y^A OK TO FINAL:
^ X
DATE:
*******<• v^x^w***** ***************
a:
LU2
ENGINEERING
P.F.F._
R.O.W:
LfGAL DESCRIPTION VERIFIED?
^IN LIEU _
IMPROVEMENTS:
A.P.N.
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E.D.U: ,no ftL^ve. -
SEWER:
LATERAL:DRIVEWAY:
2Qh- LU
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LU •—•ai •=>a: crO LUO Q£
GRADING PERMIT:
DRAINAGE: _
EASEMENTS:ADDITIONAL COMMENTS:
1 ' OK TO ISSUE:
ENGINEERING INSPECTION REQUIRED:
DATE;
PUBLIC VORKS INSPECTOR:,
FINAL OK: i DATE:
IF THIS ITEM IS NOT CHECKED, BUILDING DEPARTMENT WILL MAKE ALL INSPECTIONS
(DRIVEWAYS, CURB CUT,' DRAINAGE, ETC.)
ESGIL CORPORATION
9320 CIIESAI»I:AKC DR . SUITE 208
SAN DILGO. CA 92123
((> 1 i)) 5(><) 1 4(>«
DATE:
JURISDICTION:
PLAN CHECK NO'
PI APPLICANT'
qj J11RIS DI CTI0 ID
QPLAN CHECKER
QFILE COPY
QUPS
DESIGNER
PROJECT ADDRESS:V j
""^.PROJECT NAME: 7<?€~>r?o &t=l.
D
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The plans transmitted herewith have been corrected where
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-
cies identified are resolved and
checked by building department staff.
The plans transmitted herewith have significant deficiencies
identified on the enclosed check list and should be corrected
and resubmitted for a complete recheck.
The cneck 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.
<? 2 00£>
Esgil staff did not advise the applicant contact person that
plan check has been completed, •-i~~i£r- "•-^^ ••" •^-•^ —>•-•- '...''.-r*,
Esgil staff did advise applicant that the plan check has
been completed. Person contacted:
Date contacted:
REMARKS:
Telephone
vM NJI ') I l: M ' ' 4Jx^',</W
ESGIL CORPORATION
Lu I=Y
ENCL._CovZft. L<
'~'^G <. , C « v.i? <tco ^ 4-
has an assumed depth of about 5/S inch with assumed residual strength
and stiffness of 60 and 75 percent, respectively, of unaffected wood.
The second elevated temperature zone provides residual strength and stiffness
of approximately 80 and 90 percent, respectively. The fourth layer involves
the core of the wood member, which remains at normal room temperature
and thus is assumed to have full strength and stiffness capability
NRB-250 -2-
B. Design: 1. The fire-resistance rating in minutes of timber beams
and columns with a minimum nominal dimension of 6 inches is equal to-
Beams: (a) 2.54Zb £4-2 (b/dlj for beams which may be exposed
to fire on four side1:.
(b) 2.54Zb j_4-(b/d)j for beams which may be exposed
to fire on three sides.
Columns: (c) 2.54Zb [^-(d/bQ for columns which may be exposed
to fire on four sides,
(d) 2.54Zb {_3-(d/2bf] for columns which may be exposed
to fire on three Sides.
Where: b = the breadth (width) of a beam or larger side of a column
before exposure to fire, inches.
d = the depth of a beam or smaller sfde of a column before
exposure to fire, inches.
Z = load factor, based on Figure No. 1.
Figure No. 1 symbols:
K = the effective length factor as noted in Figure No. 2.
^--<—~ = the unsupported length of column, inches.
2. Formula (d) above applies only where the unexposed face represents
the smaller side of the column. If a column is recessed into a wall,
its full dimension shall be used for the purpose of these calculations.
3. Allowable loads on beams and columns are determined using design
values given in "Design Values for Wood Construction," a supplement
to the 1982 Edition, Naitonal Design Specification for Wood Construction.
4. Where minimum one-hour fire endurance is required, connectors and
fasteners must be protected from fire exposure by 1-1/2 inches of
wood, fire-rated gypsum board or any coating approved for a one-hour
rating. Typical details for commonly used fasteners and connectors
are shown m Figures Nos. 3 through 8.
IE. EVIDENCE SUBMITTED: 1. Paper entitled "Calculating the Fire-resistance
of Wood Beams," dated April, 1983 and issued by the National Forest Products
Association.
2. A series of reports of fire tests and articles establishing the validity
of a design procedure for one-hour fire-resistive construction as equivalent
to testing under AST?/! E-119 for exposed wood members. The justifying
data is bound into a presentation entitled, '-''References for Calculating
the Fire-resistance of Wood Beams," dated April, 1983 as issued by
the National Forest Products Association.
3. Reports on char rates.
IV. FINDINGS* TTtet the design method for one-hour fire-resistive exposed
wood members described in this report is an alternate method of determining
fire-resistive construction to that specified in the 1984 Basic/National
Building Code, the 1982 Standard Building Code and 1983 Amendments
and the 1982 Uniform Building Code, subject to the following conditions:
1. Wood members are limited to dimensions of 6-inch nominal or greater.
2. Connectors and fasteners relating to support of the member are protected
for equivalent fire-resistive construction.
3. Glued laminated timber beams utilize standard laminating combinations
except that a core lamination is removed, the tension zone is moved
inward, and the equivalent of an extra nominal 2-mch-thick outer
tension lamination is added.
This report is subject to re-examination in one year.
JN:db
, .NRB-250 ,.••'.*
1.6
NO,
FIGTOE 1. LOAD FACTOR
1.5
1.4
1.3
1.2 -
1.1 -
K AColumns e >11
and
All Beams
1.0 I
25 50 75
Load on Mcnsber aa Paocent of Allowabla
aoo
APPENDIX N, 1982 NDS
EFFECTIVE COLUMN LENGTH
-
Buckling modfi
Theoretical f^ viTue
Recommended design Kf
yvhen ideal conditions
appro ximited
End condition code
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Date Jur i s d 1 c t io n
Prepared byi
VALUATION AND PLAN CHECK FEE
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Esgil
PLAN CHECK NO.' <? 2
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COM ME N TS
8/A/82
'Jo» No CO*RJLliNO LhOlhtLM P**«
ri ., i^v
STRUCTURAL CALCULATIONS
FOR
ALTERATIONS TO KANCHO LA COSTA
HDT£L LOBBY
CONTENTS
ITEM SHEET N9
AND EXISTING &EAMS 10-
Ey./57'G StiEAR WALL AND NEW DOZ^ WALL 11-18
DESIGN DATA
LOCATION OF JOB "RANCHO LA COSTA , &«A/ &/EGO
BUILDING CODE l'/f^w U.&.C,
CLIENT ". ZANCI-IO LA COSTA COMSTgUCT/OM
STRUCTURAL ELEMENTS DESIGNED BY OTHERS
MATERIALS
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