HomeMy WebLinkAbout2622 ARGONAUTA ST; ; 87-510; PermitDECLARATIONS
LENDER I 11 WORKER'SCOYPENSATION OWNERLlUlLDER CONTRACTOM II In
White - Inspector Green ~ (1) Flnance Yellow - Assessor Plnk ~ Applicant Gold temporary Flle
DEVELOPMENT PROCESSING SERVICES DIVISION
2075 LAS PALMAS DRIVE
CARLSBAD, CA 92009-4859 (619) 438-1161
MISCELLANEOUS FEE RECEIPT
Appllcant PIaasa Prlnt And Flll In Shaded Area Only
PLAN ID NO.
0024 09/23 0101 OfiHisc. 422.00
ADDRESS MAILING PLAN CHECK FEE
WITHIN 180 DAYS, PLAN CHECK FEES IF THE APPLICANT TAKES NO ACTION '
001-810-00-90-8821
. . . . . . - - - - - FEITED. CITY ZIP TEL.
STATE
I WILL ut run
~~ ~~ LICENSE NO. BUSINESS LICENSE NO.
SUBDIYWON ' COT@) I
LEGAL DESCRIPTIO'N 1 va OF HECK IF SUBMITTED:
, / 2 ENERGY CALCS
2 STRUCTURAL CALCS
I
SENT TO APPLICANT
DATE GIVEN/ DATE
APPLICANT'S SIGNATURE DATE
Whlte . Flle Yellow. Applicant Pink. Finance
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO. CA 92123
(619) -1468
DATE : - c /3. /a3
JURISDICTION: CARUPAD
I
FILE COPY
PLAN CHECK NO: 87 - 510 SET: &,L
PROJECT ADDRESS: 26u- &c;OnJWtA
-
PROJECT NAME: 93
48 The plans transmitted herewith have been corrected where necessary and substantially comply with the .jurisdiction's
building codes.
0 with the jurisdiction's building codes when minor deficien- The plans transmitted herewith will substantially comply
cies identified are resolved and
checked by building department staff.
0 identified on the enclosed check list and should be corrected
The plans transmitted herewith have significant deficiencies
and resubmitted for a complete recheck.
The check list transmitted herewith is for your information.
plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the
0 The plans are being held at Esgil Corp. until corrected
0 jurisdiction to return to the applicant contact person.
0 The applicant's copy of the check list has been sent to:
plan check has been completed. Esgil staff did not advise the applicant contact person that
been completed. Person contacted: Esgil staff did advise applicant that the plan check has
Date contacted: Telephone #
REMARKS :
Enclosures: ESmL -CORPORA'PTOM
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 200
SAN DIEGO. CA 92123
(6 1 0) 560- 1468
PLAN CHECK NO: 87- SJO SET: Z 1 ..I ."UPS .".
PROJECT ADDRESS: 4.CZ~dAu7h
PROJECT NAME: 5m
0 necessary and substantially comply with the jurisdiction's
The plans transmitted herewith have been corrected where
building codes.
The plans transmitted herewith will substantially comply 0 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
and resubmitted for a complete recheck.
The check list transmitted herewith is for your information.
plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the
0 identified on the enclosed check list and should be corrected
@ The plans are being held at Esgil Corp. until corrected
0 jurisdiction to return to the applicant contact person.
The applicant's copy of the check list has been sent to:
&I5 WmRd &.iC7 4 /hIdkM fiLLePonk , ~mfi 9~02s
'..-'
1-2 Esgil staff did advise applicant tha the plan check has been completed. Person contacted:, I /,I 0 /fl/')L?CCJ
plan check has been completed. Esgil staff did not advise the applicant contact person that
\ REMARKS :
By : -i
ESGIL CORPORAT~IN && Enclosures:
Plan check is limited to technical requirementi
contained in the Uniform Building Code, Uniform
Plumbing Code. Uniform Mechanical Code. National
conservation. noise attenuation and access for
Electrical Code and state laws regulating energy
regulationa enforced by the Building Inspection
the handicapped. The plan check is based on
Department. You may have other corrections
based on law and ordinances enforced by the
Planning Department, Engineering Department or
other departments.
modification or change. All circled items have
I
conformance with. the cited codes and regulations.
to be satisfied before the plans will be in
The items circled below need clarification,
the approval of the plans does not permit the
violation of any state, county or city law.
Per Sec. 303 (c), of the Unirorm Building Code,
I
I i
A. PLANS
1. Please make all correctiona on the original
tracings and submit two new sets of prints,
and any original plan acts that may have
been returned to you by the jurisdiction,
-
3.
-
next to ench clrclcd item, the shcct of
this sheet haa been made snd rcturn thia
the Phns upon bhich each correctlon on
check ahect with tho revised plans.
resolved from previous plan reviews.
The fallwing items have not been
The Original correction number has been
given for your reference. Please contact
me if You have any questions regarding
these items.
Date plana recsfved by plan Jlsckcr /-7-66
Date plan check cmplstsd /-/C-ffB bd
BY ALL.% AU&L
1 I
I
ESGIL CORPORATION
9320 CHESAPEAKE DR.. SUITE 708
SAX DIECO. Ci\ 92173
(6 19) 560.I468
PROJECT ADDRESS: -22 &i'CtYMJPI'JI/~
PROSECT NAME : SED
-~
The plans transmitted herewith have been corrected where
building codes..
necessary and substantially comply with the jurisdiction's
The plans transmitted herewith will substantially comply
with the jurisdiction's building codes when minor deficien-
cies identified checked by building department staff.
The plans transmitted herewith have significant deficiencies
and resubmitted for a complete recheck. identified on the enclosed check list and should be corrected
are resolved and
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 co y of the check list has been sent to: L"nxI.5 ERLunlfid 14%- 5. AL7JRAs &39 F%4F7PCOK I CffLiF&'d/& %ze
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: p~!&C-';1r>,?+P$
Date contacted: \d7 I In Telephone 8-723 - 0L49
REMARKS :
AaroxtEcrIm~ v slnas IAIUu Am"
Date plans received by jurisdiction:
PLwmlIMp
Plan check is limited to technical requiremMts
contained in the Uniform Euilding Code, Uniform
Plumbing Code, Uniform Mechanical Code, NatiOMl
Electrical Code and state laws regulating energy
handicapped. The plan check is ked on
conservation, noise attenuation and access for the
regulations enforced by the Building Inspection
Department. You may have other corrections based
on laws and ordinances by the Planning Department,
Engineering Department or other departments.
Resent California law mandates that residential
model codes:
construction comply with Title 24 and the following
1985 UBC (eff. 7/31/87)
1985 UPC (eff. 3/30/87)
1987 NEC (eff. 10/28/87)
1985 UMC (eff. 8/28/87)
lhe abve regulations apply to residantial
adopted by ordinance.
construction, regardless of the code editions
lhe circled items listed need clarification.
modification or cbanga. All items hve to be
with the cited codes and regulations. Per Sec.
satisfied before the plans will be in conformance
303(c), 1985 Uniform Building Code, the approval of
the plans does not permit the violation of any
state, county or city law.
To meed M the recheck urocess. note on this list
lor a cwv) where each correction item has baan
addressed Le.. ~lan sheet. specification. etc. Be
sure to enclose the marlred M list when YOU submit
the revised ulans.
Date plans received by Esgil Corporation:
7 4-87
Date initial plan check completed:
&7-S7 w. r4tr/=nl ANLC"
Applicant ContllCt petaon:
[ttm A/&?#d Telephone: 723 -0647
EJm: PAGKAllgBEImlclIm~AsPpIy;ILII~~m~"".
List No. 63, Carlsbad Single Family Dwelling and hrplex With All Supplements. (1985 WC)
- AdB
Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to:
Esgil Corporation, 9320 Chesapeake Drive, Suite 1208, SM Diego, California 92123, (619) 560-1468. (OIIIPL~TE ALL Puhu ReFt*d\)w Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to:
'he jurisdiction's building department.
Indicate on the Title Sheet of the plans, the name of the legal owner and name of person responsible for the preparation of the plans. Section 302(a)7.
Plans must be signed by the person responsible for their preparation.
Plans, specifications and calculations shall be signed by the California state licensed engineer or architect responsible for their preparation. Specify expiration date of license, (California Business and Professions ELBVEAII
Specify on the Title Sheet of the plans the gross floor area of each element of this project including dwelling, garage, carport, patio, deck and balcony. Section 302(c).
plans that this project shall comply with Title Provide a statmnt on the Title Sheet of the
24 and 1985 UBC. UHC and UFC and 1987 HBC.
Sutmit fully dimensioned plot plan drawn to scale showing location, size, and use of all existing and proposed structures on the lot. Identify property lines and show lot dimensions and all easeumts. Show location of all cut or fill slopes. Show finish floor elevations and show elevations of adiacent finish nrade.
z.dl5E rm 5
,Show drainage patterns- with minimMl slopes.
alley to property line and distance from Indicate distance from canter line of street or
property lines to proposed building. Section 302(c).
Show on the title sheet all structures, pools, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included." IF APfLILA6L.S
rn" i'
I"
I"
. walls closer than 3 feet to property lines
openings, and shall have 30 inch parapets when shall be one-hour rated construction, have no
the building floor area exceeds 1,000 square feet on any floor. (Table 5-A, Section 1709 (a)). . Projections, including eaves, may not extend more than 12 inches into the 3 foot setback
windows shall be not less UM 30 inches from fmm the property line. Eaves over required
the side and rear pr erty lines. Section 1710 and Section 504 (3 and (b).
. Plastic skylights shall not be installed within 8' of an exterior wall located where openings in such exterior wall are prohibited or required to be protected. Section 5207 (a) 7. f"
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. Projections, including eaves, shall be one- hour fire-resistive construction, heavy tbber or of noncombustible material if they project into the 3' setback area from the property line. Section 1710.
5
. Show location of permanently wired smoke detector, centrally located in corridor or area giving access to sleeping room or abve stair if sleeping room are on upper level. Section 1210.
A smoke detector shall be installed in the basement of dwelling units having a stairway which opens from the basement into the dwelling. Such detector shall be connected to a sounding device or other detector to provide an alarm which will be audible in the sleeping area. Section 1210.
Rrm SIZILS. LleLc. VRuJMnml rn GtAzIE
7. Habitable rwms, other than kitchens, shall
At least one room shall have not less than 120 contain at least 70 square feet of floor area.
Section 1207 (b). square feet of floor area.
. Window area mst be at least 1/10 of the floor area and a minh of 10 square feet per
. Sleeping rwp shall have a window or exterior
Section 1205 (a). Appears to be deficient in
door for emrgency exit. Sill height shall not exceed 44" above the floor. The window must have an openable area of at least 5.7 square feet with the minimum openable width
20" and the minh openabla height 24". Section 1204.
Openable window area in habitable rooms must be
square feet. In bathrooms, laundry rooms and 1/20 of the floor area and a minh of 5
similar rooms 1/20 of area is re uired and mink is 1.5 sq. ft. (Section 1205 ?a)).
At least 112 of the conmon wall must be open and have an opening not less than 25 sq. ft. if light and ventilation is being supplied from an adjacent ram. Section 1205 (a).
Required windows shall not open into a roofed porch unless the ceiling height is at least 7 feet, the longer side is at least 65% open, and the porch abuts a street, yard or court. Section 1205 (a).
Provide mechanical ventilation capable of providing five air changes per hour in bathrooms, water closet compartments, laundry rooms and similar moms if required openable
-fJ&/5tBwrz APtA BF M&XX ?Y?W windows m Mtpmided. Section 1205 (a).
No habitable mom, other than a kith, shall be less than 7'0" in any dimension. Section 1207 (c).
Show that ailin# height for habitable roms is a minimum of 7'6 . Section 1207 (a).
Show ceiling height for laundry moms, hallwys, corridors, and bathrooms is a minhnnn of 7'0'. Section 1207 (a).
Dimension on the plans the 30" clear width for water closet coqartmenta and 24" clearance in fmnt of water closet. Section 511 (a).
specify safety glazing for glazing in hazardous locations such M glass doors, glazing adjacent
surfaces. Section 5406. to such doors and glazing adjacent to WaWnE
Glazing, in the same wall plane M a door, must be safety glazing if within 12" of the door and less than 60" above the walking surface, unless the glazing is leaded or faceted glass. Section 540 (d) 6.W1~J0od 6 AmALflrfT-N
Glazing in shower and tub enclosures shall be tempered, laminated or approved plastic (including windows within 5 feet of tub or shower floor). Section 5406 (d) 5.
CrnIIL'1 L .J
f e
A mezzanine .is an intermediate floor and may not have a floor area exceeding 33 113 percent of the total floor area in the room below. The mezzanine floor nust have a clear height of 7 feet, above and below, and must have the long side open to the room below except for posts and protective walls or railings not exceeding 42" in height. Section 1716.
The loft you show does not comply M a mezzanine floor and is, by Uniform Building Code definition, a story. Section 1716.
Floors above the second story shall have not less than 2 exits. Occupied roofs may hve
OM exit if d occupied areas are less than 500 Square feet and 10ated M hi- than inrmediately above the second story. Section 3303 (a).
Required exit doorways shall be not less than
and shall be capable of opening at leart 90 36" in width and not less than 6'8" in height,
degrees. Saction 3304 (e).
Provide 36" high protective railing for porches, balconies, and open sides of stair landings. Openings betwfm railing shall be less UIM 6". Section 1711.
Show how guardrail connection details are adequate to support 20 pounds per lineal foot at a right angle to the top rail. Table 23-B.
Rovide stainay and landing details. Section 3306 (b) h (c).
a. Hawh rise is 7" and minimum run is
occupants, or serves an unoccupied roof, 11". b the stairs serves less than 10
mbimun. rise my be E" maximum and run 9"
b. Minb headroom is 6'6".
C. Minb width is 36".
handrails per Section 3306 (J), shall satisfy the following:
a. Rovide handrail for stairways with 4 or more risers.
b. Handrail shall be 30" to 34" above the nosing of treads.
e. The handgrip portion of handrail shall be not less than 1 114" nor more than 2" in cross-sectional dimension.
Bvery stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairway width. Such dimension need not exceed 36 inches. Section 3306 (g), 3304 (i).
A door may open inward at the top step of a stairway provided the top step is not more than 7 112" lower than the floor level. Section 3304 (h).
Provide details of winding stairway complying with Section 3306 (d):
a. Minimum tread is 6 inches at any pint and minimum 9 inches at a point 12 inches from where the treads are narrowest.
b. Maximum rise is 8 inches.
C. Minimum width is 36 inches.
Provide spiral stairway details, per Section 3306 (f):
a. Hinirrmm run is 7 1/2 inches meaaumd at a point 12 inches from where the treads are the narrowest.
b. Maximum rise is 9 112 inches.
E. Hinirrmm headroom is 6 feet 6 inches
d. The tread muat provide a clear walking arm measuaing at least 26 inches from the outer edge of the supporting colum to the inner edge of the handrail.
Spiral stairways may not be used for required exits when the area served is greater than 400 sq. ft. Section 3306 (f).
Provide I.C.B.O. Research Report and rmmbsr for metal stairway, or submit plans and calculations and approved fabricator registered with the building department or note that the stairway fabrication plans shall be submitted to and approved by the building official prior to installation.
P
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f f
. In buildings over 2 stories in height, provide
openings in the exterior wall below or witin 314 hour fire-rated assemblies for all
An exit balcony with 2 separated stairways is 10 feet horizontally of an exterior stairway.
exempt. Section 3306 (1).
Openings in exterior walls below or within 10 feet, measuied horizontally, of an exterior
assemblies having a Wee-fourths-hour fire stair shall be protected by self-closing fire
protection rating when the stair serves a floor level having openings in two or more floors below it. An exit balcony with two separated stairways is exempt. Section 3306 (I). . Exterior stairways shall not project into the 3 foot set- from the property lines. Section 3306 (n). . The walls and soffits of the enclosed usable space under interior stairs shall be protected on the enclosed side as required for one-hour fire-resistive construction. Section 3306
(m). . Within units, show that corridors have a
minimum width of 36 inches. Section 3305 (b).
. Roof slope is not adequate for roof type specified. Table 32-B; Section 3203 (h).
@ Specify roof material and application. Chsoter 32.
Specify I.C.B.O. or U.L. approval mber for roof materials not covered in U.B.C., e.&, tile, etc. Section 107. 5l ?
. The maximum slope for a fire retardant built- up roof, with rock or gravel surfacing, is 3 inches in 12 inches. Section 3203 (e) 2.
. The minimum slope for a fire retardant built- up roof, with cap sheet surfacing, is 112 inch in 12 inches. Section 3203 (e) 3.
. Specify minimum 1/4 inch per foot roof slope
water. Section 3207 (a), Section 2305 (f) and for drainage or design to support accumulated
Section 2511 (d) 6.
8111187 4
. Show roof drains and overflows. Section 3207. . Provide skylight details to show compliance with Sections 3401 and 5207 or provide I.C.B.O. approval -be+.
Plastic skylights must be separated from each other by at least 4 feet. Section 5207 (a) 6.
show attic ventilation. ninh vent area is 11150 of attic area or 11300 of attic area if at least 50% of the required vent is at least 3 feet above eave vents or cornice vents. Show required area and area provided. Section 3205 (c).
E!hscmx
Rovide fireplace construction details or note construction to be per attached fireplace standard drawing. Cha ter 37. f'LAiU lln9 DETRILS.
I %(duLJ7 fCi&Y W/I~&-?L& LAbr ,976 Oe 15d
~ll eleuents supporting floor abe garage, including walls supporting floor joists, mst . have one-hour fire-resistive protection on the garage side. Section 503 (b)
show 1 3/8" solid core self-closing door for openings between garage and dwelling. Section
503 (d).
Garages are not permitted to open into a room used for sleeping purposes. Section 1104.
h occupancy separation is not required between carport and residence, provided the earport is open on two or more sides end has no enclosed uses above. Section 503 (a) Exception 3.
Show garage freming sections, size of header
plate line, method bracinu RaraR9 front and
over garage opening, lateral cross bracing at
holddowns if required. Chapter 23. . Show anchored veneer support and connections -
attached to wood in Seismic Zones 3 and 4, $NOTE: Haxb shear panel ratio of height-to-
comply with Section 3006 (d)l and Section 2515 width is 3 1/2 to 1 Table 25-1.f'LYr)OW
(a). Show ties and 19 wire in horizontal Cr:, i=&2 SW\
joints. . Doors may open into the garage only if the . show height and construction details of all
floor or landing in the garage is not more than one inch lower than the door threshold.
masonry walls. Chapter 24. Section 3304 (h). . Note that clsanart openings shall be provided at the bottom of all cells to be grout filled
. Provide an 18" raised platform for any FAU,
in accordance with Table 24-6. Cleanouts shall
water heater, or other device in the garage which may generate a flame or spark. W
be sealed before grouting, after inspection. Section 508, UPC Section 1310 (a). . Show floor end roof connections to masonry walls. Connection shall resist 200 pounds per lineal foot or the actual design load, whichever is greater. Cross grain tension or bending in wood ledgers is not permitted.
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Per soils report, nota on the plan the soils classification, whether or not the soil is expensive and note the allowable bearing
Sectioz 2310 & 23lZ-(j)3A. value. Section 2905 (c). 166. Provide details for damp proofing the foundation walls, below finish grade, where useable space exists on the interior side of the walls. Section 1707 (a).
87. Show a minimum 2" air SDllCe and flaahinn /~ ~ &tween planter and bUilding*wellS. ~ ~~~~~~ ~.
Section 2516 (c) 7.
Garage requires one-hour fire protection on the garage side of walls and ceiling comn to the dwelling. Table 5-B, Section 503 (d).
. Ihe foundation plan does not comply with the + soils report recoxmadations for this project. Please review the report and modify design, notes and details as required to show compliance:
@ Provide notes on the foundation plan listing the soils report recoomendation for foundations, slab and building pad Preparation.
f, Provide a letter from the soils engineer confirming that the foundation plan, grading plan and specifications have been reviewed and that it has been determined that the reconmendations in the soils report are properly incorporated into the construction doclrments (when required by the soil report).
The soils report recomends excavations be reviewed by soils engineer. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation
building official in writing that: inspection, the soils engineer shall advise the
1. The building pad was prepared in accordance with the soils report,
2. The utility trenches have been properly backfilled and compacted, and
3. The foundation excavations. formings and
report and approved plan." reinforcements comply with the soils
. Show height of all foundation walls. Chapter
. Show height of retained earth on all foundation walls. Chapter 23.
If cut or fill slopes exist, show distance of -folmdation to edge of cut or fill slopes and
Chapter 29. show steepness and heights of cuts and fills.
Note on plans that wood shall be 6" rn-
above fkrish grade. Section 2907 (a).
Note on plans that surface water will drain away from building and show drabage pattern and key elevations. On graded sites, the top of any exterior foundation shall extend above the street gutter at point of discharge or the
plus 2 percent. Section 2905 (f), 2907 (d) 5. inlet to a drainage device a minirmrm of 12"
9. Dimension foundation per U.B.C. Table 29A:
2 1 6" 12" 12" 6" 8" 15" 18" 3 7" 10" 18" 24" 8"
*Foundations may support a roof in addition to the floors. Where only a roof is supported, use foundation for one floor.
, Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3.
Show foundation bolt size and spacing. Section 2907 (f) .
Specify size, I.C.B.O. number and manufacturer of power drlven pins. Show edge and end distances and spacing. Section 302 (c).
If required by structural calculations, show size, imbedment and location of hold down anchors on foundation plan. Section 2312 (E), 302 (c).
If hold downs ere required by calculations, note on plan that hold down anchors must be tied in place prior to foundation inspection.
Seetion 305 (e) 1.
Show adequate footings under all bearing walls and shear walls. Section 2907 (b).
Show on the plans stepped footings for slopes steeper than 1:lO. Section 2907 (c).
Show minh 18" clearance from grade to bottom of floor joists and minimum 12" clearance to bottom of girders. Section 2516 (c) 2.
undisturbed soil. Table 29-A. Show pier size, spacing and depth into
Snow minh underfloor access of 18" x 14". Section 2516 (c).
Show mhhm underfloor ventilation equal to 1
=ea. openinea shall be as close to corners rq. ft. for each 150 sq. ft. of underfloor
ventilation on at least two approxhtely as practicdble and shall provide cross
opposite sides. Section 2516 (c) 6.
be pressure treated per UBC Std. No. 25-12. Specify that posts embedded in concrete shall
Section 2516 (c) 1.
Show wall bracing. Every exterior wood stud wall and main cross partition shall be braced at each end at least evary 25 feet of length with 1 x 4 diagonal let-in braces or
equivalent. Section 2517 (g) 3.
Note cross bridging or blocking. Floor joists and rafters 12" or more in depth shall be
not exceeding 8 feet, unless both edges are supported laterally by bridging at intervals
held inline. Sec. 2506 (h), 2517 (a) 6.
Show blocking at ends and at Supports Of floor joists, rafters and trusses at exterior Walls. Section 2517 (d) 3, 2517 (h) 6.
Show double joists. Floor joists shall be doubled under partitions wing parallel with the Section 2517 (d) 5.
Bearing partitions, perpendicular to joists, shall not be offset from supporting girders, baas, walls or partitions, more than the depth of the joist. Section 2517 (d) 5.
Show rafter ties. Rafter ties shall be spaced not more than 4 feet on center and be just
ceiling joists are not parallel. Section 2517 above the ceiling joists, where rafters and
(h) 4-
Show rafter purlin braces to be not less than 45 degrees to the horizontal. Section 2517 (h) 5. 0 106 Show 1/2" minimm clearance between top plate
trusses. (To ensure loading will be as of interior partitions and bottom chord of - designed). &MU DETAIL^ % SEO-IMIL 0 splice. Section 2517 (g) 2. 107 show double top plate with minh 48" lap
1 8. Show nailing will be in compliance with Table 1 25-9.
show or note fire stops at the following locations per Section 2516 (f):
partitions, including furred apace', at In concealed spaces of stud walls and
the ceiling and floor levels and at 10 foot intervals along the length of the wall;
at all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings;
In concealed spaces &tween stair
and between studs along and inline with stringers at tbe top and bottom of the nm
the run of stairs if the walls under the stairs are unfinished; and
in openings around vents? pipes, ducts, chimneys, fireplaces and sunllar openings
and floor levels, with noncombustible vhich afford a passage for fire at celing
materials.
Show stud size and spacing. PLaXiap allovable
maw. 10'; Non-baaring: 2 x 4 w. 14 , 2 x 6 stud heights: Bearing wall: 2 x4 and, 2 x 6
maw. 20'. Table 25-R-3. ..
Studs supporting two floors, a roof and ceiling mst be 3 x 4 or 2 x 6 at 16" O.C.
Table 25-R-3.
Note on ~1:T.c. Certificate of Compliance for glued laminated wood members shall be given to the building inspector prior to installation.
Section 306 (f).
Detail all post-to-beam and post-to-footing connections and reference the detail to the plan. Section 2516 (m). 0- 114 Detail shear transfer connections. including mf and floor diaphrams, to shear walls.
..
Section 2513. IPJ~XIOL s~knidwk~w w mf and floor diaphrams, to shear walls; Section 2513. IPJ~XIOL s~knidwk~w @ specify nail size and spacing for all shear walls, floor and roof diaphr-. Indicate required blocking. Maintain mxh diaphragm dimension ratios. [Tables 25 I, J. K and Section 4 13 (a)]. shd ~~ILP MATH~~L~ hJfJ
Show 3" x 4" or 2" x 6" studs in first story NAILIN& hnEL(II& hoNb ~rhltc UtJgGf pE%7iiM
of three story building. Table 25-R-3. 0 117 Provide truss details end tr .x Calculations for this project. identification numbers on the I-.
ipecify truss
plan. Section 302~). f 1 8. Rovide mf fram plan and floor framing
lf. Provide framing sections thraugh
n Section 302 (c).
Provide calculations for main vertical end horizontal framing members and post footings. Section 302 (b).3 5,ze ,J<dbk.Ci -" I20
$2. Provide calculations for lateral loads, shear panels, shear transfer and related. Section 302 (b).
/
1
1 3. Show on the plans all structural requirements developed in the structural calculations. Section 302 (c). (See colrments below or at end. )
14. Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which
by concrete piers or metal pedestals projecting support penvrnent structures shall be supported
above floors unless approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4. 0
t f
125 Individual concrete or masonry piers shall project at least 8 inches above exposed ground unless the columns-or posts which they support are of approved wood of natural resistance to decay or treated wood is used. Section 2516 (c) 4.
1 6. show location of attic access with minima size 22" x 30". Section 3205.
11. Show draft separation for attic areas between
'/?" index. Table 25-N.
units in a duplex. Section 2516 (f). . Specify plywood grade and penel identification
. iihen roof pitch is less than 3:12, design ridge as a beam. Section 2517 (h).
'? 14" high, framing shall be solid blocking. . If foundation cripple wall studs are less than
Section 2517 (9) 4.
All heating, ventilating, and cooling Systems and applicances shall comply with the Uniform Mechanical Code.
1 7. Show the size, location and type of all
1 8. Show source of combustion air to furnace, per / Chapter 6, UMC.
/ heating and cooling appliances or systfm.9.
Every dwelling unit shall be provided with heating facilitites capable of maintaining a room temperature of 70 degrees F. at 3 feet above the floor in all habitable moms. show basis for compliance. UBC, Sec. 1211.
0
. show minimum 30" deep unobstructed working space in front of furnace. Section 505, UHC.
141 Note on plans, "clearances to be per manufacturer's listing." Section 504, UMC.
1 2. Furnace shall not be installed in any bedroom, f' bathroom or in a closet or confined space with access only through such room unless
furnace or electric heating applian, specified M direct vent applianc,. .lased
Section 704 UMC.
Show I.C.B.O. approval nmber ' .:cefab fireplace. . Show access to the attic or underfLur furnace to be minw 30 inches by 30 inches. Section 708 h 709 UMC.
0 132 Show plywood sheath- over exposed eaves, or
Section 2516 (i). other weather exposed areas, is exterior grade.
U3 Show a weep screed at the foundation plate line on all exterior stud walls to be stuccoed. Section 4706 (e).
4. Detail truss layout for 30" x 30" attic access, if required for equipment in the attic. 0 135 Ridges. hips, and valleys shall be at least one size larger than supported rafters. Section
2517 (h) 3-'jubrtl
1 6. In open beam construction, provide strap ties across the beams at the ridge support. Section ' 2501 (b).
1 5. Note that passageway to the attic furnace j shall be unobstructed and have continuous solid flooring not less than 24 inches wide. Section 708 UMC. ' fixture controlled by a switch for the attic 46. Show permMent electrical outlet and lighting
furnace. Section 708 UHC.
. Show details to comply with Sect .n 709 for furnace under the floor, or Secti . 710 for roof or outside furnace.
1 8. Note on plan: Cas vents and non-combustible
or less shall be effectively draft stopped at
UBC, Section 1706 (a) 6.
each floor or ceiling.
f piping, in walls, passing through three floors
9. Provide dryer vent to outside. W, Section 1903.
All wiring shall comply with the National Electrical Code.
service, the location of the service panel and 0. Show on the plan the amperage of the electrical
the location of MY sub-panels.
1. Show location of all electrical receptacles.
locations andlor spacing
0
0
0
153 Show at least one convenience outlet other than outlets for laundry, etc., outdoors,- and basements. NEC, Art. 210-52.
154 Note convenience outlets in bathrooms, kitchen counter top(s) within 6 feet of the kitchen sink, outdoors, and in RaraRes and basemmts
shall be GFI Drotected. NEC, Art. 210-8. (other than for laundry and slmilar equipment)
155 Note electrical system ground to be provided per NEC, Art. 250-81.
Show water heater size trpe and location on plans. UPC, Section*
slow souzce for providing combustion air to fuel water heater. If wall openings in an enclosure are used, at least one-half of the required opening area shall extend into the upper twelve hches of the enclosure and one- half within the lower twelve inches. UPC, Section 1307.
8. Fuel combustion water heater shall not be installed in bath or bedroom or in a closet opening into bath or bedroom. UPC, Section 1309. 0
0
159. Provide adequate barrier to protect water heater from vehicle damage. UPC, Section 1310.
0. Shar T and P valve on water heater and show route of discharge line to exterior. UPC, Section 1007 (e).
161. Note on the plan that hose bibbs and lawn
prevention devices. UPC, Section 1003(h) 6 sprinkler system shall have approved backflow
(i).
1 2. Show shower stall can accommodate a 30" circle f and has a minimum floor area of 1,024 sq. in. UPC 909 (d).
Show details of duplex cOmmOn (party) walls and floorlceiling assemblies to achieve a
of 50 decibels and M Impact Insulation Class Sound Transmission Class (STC) rating in WallS
(IIC) rating on floorlceiling of 50 decibels. Title 25. . Show how penetrations of assemblies for piping, electrical devices, recessed cabinets, bathtubs, soffits, or heating ventilating, or exhaust ducts shall be sealed, lined, or insulated to maintain required sound transmission rating. Title 25. . Provide insulation in walls and ceiling to
achieve STC of 50 between garage and living area if garage use is not controlled by resident. Title 25.
State regulations (California Mmin. Code) require that the design satisfy one of the attached alternative energy packages or suhpit calculations. The law also requires that many dtory conservation items be satisfied.
Ihe designer shall provide an Energy Certificate of Compliance imprinted on the plans. This Certificate shall indicate the
neeeded to comply with Orapter 2-53 of Title features and performance specifications
24. (1) The individual with overall responsibility for the design, & (2) The owner of the building or property shall sign the Certificate of Compliance. Title 20,
Compliance Certificate Form. Section 1403 (a) 2. A. See the attached
1 7. show on the plans the "R" value for the walls, ! floors, ceiling and related ares.
'? Glazing Schedule. . Show double glazing as per Energy Design, on
8111187 9
1dl I
1{2.
The plans are not in compliance with the energy conservation compliance package selected or design calculations provided. Show on plans conformance as follws:
Specify on the buil msndatory energy conservation requiremmts as all of the
Enerw Conservation Rea listed on the enclosure titled, "Mandatory uirements".
~ ~~
dinp DlW
1 3. Show the size, type, make, model and location t provide heat loss calculations if the output of the space heating (or cooling) system and
exceeds 45.000 BTuIHr.
7. See attached energy packages. +. Floor drains wt have auto-prime (city
146. Note exhaust fans Wnot be duetless type (City
policy).
policy).
New residential units mst be pre-plumbed for
Jack. mst be iMta1l.d" where the water heater future solar water heating. Note "two roof
is in the one story garage and directly below the mst south facing roof (City Ordinance No. 8093).
8. Note "two 314" copper pipes must be installed
location vhen the water heater is not in a one story garage and is not directly below the most south facing mof. (City Ordinance No. 8093).
to the most Convdent future solar pane1
All piping for pruent or future solar water
(city policy).
heating mst be insulated when in areas that
(LeB not heated Or Cooled by "1 mBM.
0. Incorporate the waterproofing details, on the f attached Policy 80-8, where interior living
wall( s) . space occurs below grade at the masonry
f information required by the attached 1 1. Show on the Title Sheet on the plans, the
@ All new residential buildings, including additions, require a soils report. Please
Developmtal Services Sheet 112383.
subit two copies.
d 3. Heavy timber framing, minimum 6" x 10" beams and mink 6" x 8" post, for the structural
between the garage and living area above, is beam and column supporting the fire separation
policy). acceptable if shown on the plans. (city
. UBC Adopting Otdinance 8792 requires Fire
18.04.230). &ow compliance with UBC Section 3203(e).
185 City Ordinance 9792 requires two parking spaceslunit with clear area of. ZO'xZO' i.e. no washing machines, etc. Show compliance. LLaOlW,
16. Please see additional corrections, or remarks, D~NT mncm t% WLT
on the following page.
0
? The City of Carlsbad has contracted with Esgil Corporation located at 9320 Cnesapeake Drive, Suite 208, San Diego, California 92123; telephone number
project. If you have any questions regarding these
of 6191560-1468, to perform the plan check for your
plan check items, please contact
k, AMFIJ AdId / /
at Esgil Corporation. If you have any questions regarding City Building permit procedures, please contact Carter Darnell at the City of Carlsbad, 1200 Elm Avenue., telephone 6191438-1161.
Thank You.
BRc1osures:
I
Dater IO-I-&Z CITY OF CARLSBAD
Prepared by! a Bldg. Dept.
L. P \ (kt\\ hlca VALUATION AND FMN CHECK FEE 0 Esgil
PLAN CHECK NO. Pa- TI0
BUILDING ADDRESS 7m .z Mf+%\AcTTA
AP?LICANT/CONTACT PHONE NO.
BUILDING OCCUPANCY E-3 / Ih -I DESTCNER PHONE
TYPE OF CONSTRUCTION d-d CONTRACTOR PHONE
Air Conditioninr 1 1 I Commercial e
Residential 1 I4
Res. or Comm. I
Fire Sorinklers
147 7LS To tal Value
c
Building Permit Foe S $ %la so
Plan Check Fee $ I 524. "07
Plans received by Esgil after July 31, 1987 shall have permit and
plan check fees calculated per 1985 UBC.
ENGINEERING CHECKLIST
Date: /O- 6 -87
Plan Check No. 87- S/ 0
Project Address: 2622 Item Incomplete - Needs
Your Action
1,2,3 Number in circle
indicates plancheck
number that deficiency
was identified
Site Plan
1. Provide a fully dimensioned site plan drawn to scale. Show: North
arrow, property linesnasements, existing and proposed eets, existing st-improvemelrra,rtgnr-ot-way
on Site Plan: Finish floor elevations, elevations of finish
$%*$di:i;sioned setbacks. - -
grade adjacent to building, existing topographical lines, -existing
and proposed SI ent (%I grade and drainage
tterns. .f& 1. 1 v
3. Provide legal description of property.
4. Provide assessor's parcel number.
PERMITS REQUIRED
Grading
5. Grading permit required. (Separate submittal to Engineerins
Department required for Grading Permit).
6. Grading plans in plan check PE ,?.67&7 .
7. Need the following completed prior to building permit issuance:
A. Grading plans signed.
B. Grading permit issued.
C. Grading completed.
D. Certification letter and compaction reports submitted.
E. Grading inspected and permit signed off by City Inspector.
8. Right-of-Wav Permit r ired for work in public right-of-wa)
etc).
(e.g., (driveway appro , sidewalk, connection to water main,
-"
9. Industrial Waste Permit application required. To be filled OU'
completely and returned to Development Processing.
FEES REQUIRED
10: Park-in-Lieu fees required.
Quadrant: , Fee Per Unit: , Total Fee: -
1 1. Traffic impact f rec+ujred.
Fee Per Unit: , Total Fee: 4t670 e .
1: 2. Bridge and Thoroughfare fee required.
Fee Per Unit: #530 , Total Fee: $kV?
3. Public facilities fee required.
4. Facilities management fee required. Fee
5. Additional EDU's required:
Sewer connection fee:
1
16. Sewer lateral required: ,(f%Jo
O.K. to issue: Date :
If you have any questions about any of the above items identified on this plan
check, pleese.se)(-.the Development Processing Department at 438-1161.
ddd
PLANNING CHECKLIST
Plan Check No. 87-510 Address Z&Z2 &@,worn
Type of Project and Use SFD
Zone R- I - /SO- Use Allowed? YES
Setback: Front = Side OK Rear &
Facilities Management Zone 6
School District: San Dieguito Encinitas
& No-
- -
Carlsbad San Marcos & -
Discretionary Action Required YES - NO Type -
Environmental Required YES 2 NO - /WW /+'dfl *&?//,e Q&uwa &J
Landscape Plan Required YES x NO -
Comments
Coastal Permit Required YES
Additional Comments
~ .. LC.; -,
.. - EVACUATION REPORT
Flllng Cnlcgory: FASTENEilS-Slccl Gum1 PIJICJ ,.'
JZ
".
-.. '.-
..
..
TADLE NO. I-ALLOWAOLE LOA0 IN POUNDS PEll SQUAllC INCH 01: PLATE CONTACT AIIEA
RAMONA LUMBER CO., JNC. . 414 - 11th STREET
RAMOPJA, CA 92065
' ((519) 783-1080
,n n
. , . . . - . .
,\
r
. ~-
. . ~.
LGT
a-
3 -7
/-
grn6.E
G'
4'
3'
s
3'
6'
Y'
6'
3'
Y'
3'
6'
ROOF RAF'TERS
BEAM WITH UNIFORM LOGDING
REAM LOCATION 1 - 4 - 6
L'f'*AN 1- W/LF v MA%. I.1
b 250
REQUIRED AREA
HEQU IRED SECT I ON
Rt IRED I (DL+LL) REPLJIRED I (LL ONLY)
7561 1125
= 11.942ll SO IN
=9
= 16.19921
= 19:4;923
BEAM WITH UNIFORM LOADING
BEAM LOCATION '2 -3 - 5 7
REOUIRED AREA
HEDUIRED SECTION
REQUIRED I (LL ONLY)
RE(3UIRED I (UL+LL)
BECIM WITH UNIFORM LOADING -
E.-. It:+,# I LOCATION 8
= 7.894737 SO IN
=4 A-zw yxd
= 5.759814
= 4.7998167
bEAM WITH UNIFOFiM LOAUING
BEAM LOCATION 14 - 5PAN L W/LF V MAX. i'l
b 1513 450 575
[;;EOUIfqED AREA
REQUIRED SECTION
REGU:[RED I (LL ONLY!
= 5.4
REQUIRED I iDL+LL)
= 9.719614
= 7.719614
= 7. 10526; SC IN
BEAM WITH UNIFORll LOADING
HEAM LOCkT ION 1.8 - I 9
. SPAN L W/LF V.
4 ;DEI ha)&?
rIc;x. M
600
HF- IIRED AREA = 9.473684 sa IN
KEL!UIRED SECTION
REOUIRED I (LL ONLY)
= 4.8
REOUIHED I (DL+LL)
= 7.199824
= 5.759814
4xY
YYY
END OF PROGRAM
P
20 XI'
A"AT
F:OOF
EXT. WALL
EXT. l4AL.L
EXT. WALL
FL.I:iCIR
O'lHER
I IJT. WAL.L
H ?:
I 9
4'
ld
0
CL:
0
CI
...............
... ...
" .- - -
" -
... ..
.-
I" WHLL i'10
r 7
1. 4
.. ,.I
0 FT
15
b
4
/+
13
0
0
.- .... - ............
"
r
. .-
i
r
G'
4l
3'
3
3'
6'
9'
6'
3'
Y'
3'
6'
1 ..
...I
-
.....
4
5
BEAM WITH UNIFaKM LOADING
BEAM LOCATION 1 - 4 - 6
SPAN L W/LF V mx. PI
6 250 750 1125
REOUIRED AREA
REOLJIRED SEC'TION =9
.= 11.84211 SO IN
RF~JIRED I (LL ONLY)
Rt AIRED I (DL+LL)
= 19:4;923
= 16.19921
BEAM WITH UNIFORM LOADING
BEAM LOCATION '2 -3 - 5 7
EEQUIRED AREA
f;!EDUIRED SECTION
F:EC?UIRED I (LL ONLY)
REQUIRED I (DL+LL)
BEFM WITH UNIFOHM LOADING
BEAM LOCATION 8
= 7.894737 SD IN
= 4.799807
= 5.759814
=4 J"2xy om 4x6
SPAN L W / L.F V MAX. M
6 640
REOUIFtED AREA = JQ. 315.77 so IN
RECIU I RED SECT I ilN - - 23. 04
REOUIRED I (Ll. ONLY)
F:E!!UIF:ED I (DL+Ll.)
= 48.57855
= 41.47G348
1920 2880
BF-A!I WITH UNIFOHM LOiiDINII;
KEUUIRED AREA
BEAM LJI TH UN I FORt'! LOAD I NG
LOCATION 9
SPAN L WiLF 0 MAX. M
7 640 750 7- , LO .-.
REIXJIRED AREA
HEUIJIRED SECTION
PED:J IRED I (DL+LL.)
liEC7UIRED I (LL 0NL.Y) = 6.074816
= 15.1571 Si2 IN - - 5.76
- - 5.18581
BEAM L.1 I TH UN I FORIN LflAD I NG
BEAM LOCATION 14
10
REWIRED SECTION = 5.4
REOUIHED I (LL OtdLY) = ?. 719614
F:ECIIJI RED I i DL+LL. ) = 9.719614
BEAM WITH IJNIFORM LOADING
HEAM L.OCAT ION la - I 9
. SPAN L W/LF V rwx. M
-4 X0B RI JIRED AREA
REQUIRED SECTION
REQUIRED I (LL ONLY)
= 4.8
REQUIRED I (DL+LL)
= 7.199824
6Q0
= 9.473684 sc! IN
600
= s.zwa14
BEAM 1JITt.i UNIFORM LOAD
REAM LOCATION la2 - fl
I NG
&-A+
EXT. WALL
EXT. WALL
EXT. WALL
FL.OOR
INT'. WALL
OTHER
TOTAL lJF:.pEF< LCjArjS
HT TG UPPER
EL! FCJFiCE.
EL! StiE4RiLF
LIPLIFT
ROOF
EL! St.iEAF:/LF
UPLIFT
4864 d
114Q #
540 44
0#
0#
0#
0 *l
6544 #
D.- D.f
ROOF
EX T. L4ALL
EXT. WALL
EXT. GJALL
FLOOR Iwr. LML.L.
OTHER
LIPPER LOADS
TOTAL.
1.i.r TO IJPPES
EO FORCE
EO SHEAR/LF
UPL I FT
H ;:
10
6
0
4
0
0
W
L
Ibi I"
- THEE LDS
WIND AREA
L
14 WALL NO
&? F'T
#PF
LBS
WALL NO
,-
G
EX'T. WALL
ROOF
EXT. WALL
EX'T. LJALL
I r,lT . LdAl..L
FLUOR
OTtiER
TIJ'TAL -
t+T TO UFF'ER
I.JFPER LOADS
EU FORCE
EO SHEAR/LF
UPLIFT
H :x
15
4
4
4
I?
0
a
I
fiOOF
EX.T. WALL
EXT. bJAL-L
EX'T. WALL
FL.I)OR
lIV1. WALL CI'.I't,ER
TO'rAL
UPPER LOAljS
EC! FORCE
EL! StiEAR/LF
LJPL I F'T
HT 'ro UPPER
EVALUATION REPORT Rcporl No. 121 1
April. IMS
flllng Cnlcgory: FASTENEflS-Slccl I;u~~cI Plalc3 ,-
..
RAMONA LUMBER CO., JNC.
414 - 11th STREET
RAMOM, CA 92065
' (619) 789-1080
..
"--------71/
llr . YI c
.. .
c
I ?.
? e L
REPORT OF
GEOTECHNICAL INVESTIGATION
LOT 726. LA COSTA
ARGONAUTA STREET
CARLSBAD. CALIFORNIA
PREPARED FOR:
Charter Service Corporation
6994 El Camino Real , Suite 202
Carl sbad. California 92008
PREPARED BY:
Southern California Sol1 6 Testing, Inc.
Post Office Box 20627
6280 Ri verdal e Street
San Diego, California 92120
October 21, 1987
Charter Service Corporation 6994 El Camino Real , Suite 202 Carlsbad, California 92008
SCS&T 8721162 Report No. 1
ATTENTION: Mr. John Millet
SUBJECT: Report of Geotechnical Investigation, Lot 726, La Costa, Argonauta Street, Carlsbad, California.
Gent1 emen :
In accordance with your request, we have completed a geotechnical
investigation for the proposed project. We are presenting herewith our
findings and recomnendations.
provided the recomnendations presented in the attached report are followed. In general, we found the site suitable for the proposed development
If you have any questions after reviewing the findings and reconmendations contained in the attached report, please do not hesitate to contact our
appreciated. office. This opportunity to be of professional service is sincerely
Respectfully submitted, SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
Charles H. Christian, R.C.E. ly22330 Curtis R. Burdett, C.E.G. #lo90
SOUTHERN CALIFORNIA SOIL AND TESTING, INC
.
.
.
.
.
I
.
.
.
.
.
.
.
TABLE OF CONTENTS . PAGE
Findings 2 Project Scope 2
Geologic Setting and Soil Description ............................ 3
Geologic Hazards 4 Groundwater 4
Introduction and Project Description ...................................... 1
Site Description ...................................................... 2 General Geology and Subsurface Conditions ............................. 3
Tectonic Setting ................................................. 3
General .......................................................... 4 Groundshaking .................................................... 4 Conclusions and Recomnendations ........................................... 5 General ............................................................... 5 Grading ............................................................... 5 Site Preparation ................................................. 5 Undercutting ..................................................... 6
............................................................. ..................................................................
...................................................... ......................................................
.................................................. .................................................. Expansive Soi 1 s 6
Import Material 6
Surface Drainage ................................................. 7 Earthwork ........................................................ 7 Proposed Slopes ....................................................... 7 General .......................................................... 7
Foundations 8 Temporary S1 opes 7
General .......................................................... 8 Reinforcement .................................................... 8 Concrete S1 abs.on.Grade .......................................... 8
Foundation Excavation Observation ................................ 8 Earth Retaining Structures ............................................ 9
Active Pressure 9
Passive Pressure 9
Backfill ......................................................... 9
Factor of Safety ................................................. 9 Limitations ............................................................... 9 Field Explorations ....................................................... 10 Laboratory Testing ....................................................... lg
................................................. ...........................................................
................................................. ..................................................
ATTACHlENTS
FIGURE
Figure No . 1 Site Vicinity Map . Follows Page 1 .
.
.
PLATES
Plate 2 Subsurface Exploration Legend Plate 1 Plot Plan
Plate 3-4 Trench Logs
APPENDIX
. Reconrnended Grading Specification and Special Provisions
.
GEOTECHNICAL INVESTIGATION
LOT 726, LA COSTA
ARGONAUTA STREET
CARLSBAD, CALIFORNIA
INTRODUCTION AND PROJECT DESCRIPTION
This report presents the results of our geotechnical investigation for the
proposed sing1 e family residence, to be located on Argonauta Street, in the
La Costa area of Carlsbad, California. The site location is shown on the
following Figure Nuaber 1.
It is our understanding that the site will be developed to receive a two-
story structure of wood frame construction. Shallow foundations and a
conventional slab-on-grade floor system are anticipated. Grading will
consist of importing fill to develop a level building pad on the sloping
terrain. It is anticipated that fill slopes will be constructed at a 2:l
(horizontal to vertical) inclination or flatter and extend to a maximum
height of about 27 feet.
To assist in the preparation of this report we have been provided with a
grading plan for La Costa Meadows Unit No. 4 prepared by Helaing
Engineering, Inc. dated October 12, 1987. The site configuration,
approximate topography and approxiaate locations of our subsurface
explorations are shown on Plate Number 1 of this report.
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
SOUTHERN CALIFORWA LOT 726
SOIL & TCSTIWQ, INC. BY: CHC DATE: 10-16-87
8721162 Figure 1
SCSBT 8721162 October 21, 1987 Page 2
PROJECT SCOPE
-.
The investigation consisted of: surface reconnaissance, subsurface - explorations, obtaining representative disturbed and undisturbed samples,
laboratory testing, analysis of the field and laboratory data, research of
- available geological literature pertaining to the site, and preparation of
this report. More specifically, the intent of this analysis was to:
C)
Explore the subsurface conditions to the depths influenced by the
proposed construction.
Evaluate, by laboratory tests, the pertinent engineering
properties of the various strata which will influence the
development, including their bearing capacities, expansive
characteristics, and settl elnent potential.
Describe the general geology at the site including possible
geologic hazards which could have an effect on the site
devel opment.
Develop soil engineering criteria for site grading and provide
design information regarding the stability of fill slopes.
Address potential construction difficulties and provide
recomnendations concerning these problems.
Recolllnend an appropriate foundation system for the type of
structure anticipated and develop soil engineering design
criteria for the recomended foundation design.
FINDINGS
SITE DESCRIPTION
The project site is a trapezium shaped lot that is located adjacent to and
north of Argonauta Street in the La Costa area of the City of Carlsbad. The
SCS(IT 8721162 October 21, 1987 Page 3
site is bounded on the west by a developed residential lot and on the north
and east by undeveloped lots. Dimensions at the site are approximately 175
feet of frontage along Argonauta Street and approximately 115 feet along
the rear with the depth ranging from approximately 185 feet to 215 feet.
The site slopes gently to moderately to the north with differences in
elevation from the front to the rear amounting to approximately 25 feet. No
structures currently occupy the site but a sewer and storm drain easement
exists along the northern and western property lines, respectively. The
site has recently been cleared of vegetation.
GENERAL GEOLOGY AND SUBSURFACE CONDITIONS
GEOLOGIC SETTING AND SOIL DESCRIPTION: The project site is located in the
Foothills Physiographic Province of San Diego County and is underlain by
Jurassic-age metavolcanic rock, associated topsoils and subsoils, and
artificial fill.
The bedrock at the site consists of the dark gray, dense to very dense,
fractured metavolcanic rock of the Jurassic-age Santiago Peak Volcanics.
The topsoil/subsoil horizon developed on the bedrock consists of
approximately one foot to three feet of brown, loose to medium dense, silty
sand topsoil underlain by one foot to two feet of reddish brown and
greenish brown, stiff, sandy clay subsoil. The artificial fill at the site
is associated with Argonauta Street and the existing storm drain and sewer
easements and consists of a few feet of brown to yellowish brown and
greenish brown, humid, medium dense, clayey sand.
TECTONIC SETTING: No faults are known to traverse the subject site and the
faults mapped in the La Costa area are generally classified as inactive.
However, it should be noted that much of Southern California, including the
San Diego, area is characterized by a series of Quaternary-age fault zones
which typically consist of several individual, en echelon faults that
generally strike in a northerly to northwesterly direction. Some of these
fault zones (and the individual faults within the zone) are classified as
active while others are classified as only potentially active according to
SCS(IT 8721162 October 21, 1987 Page 4
the criteria of the California Division of Mines and Geology. Active fault
zones are those which have shown conclusive evidence of faulting during the
Holocene Epoch (the most recent 11.000 years) while potentially active
fault zones have demonstrated movement during the Pleistocene Epoch (11,000
to two million years before the present) but no movement during Holocene
time.
Fault zones that could possibly affect the site include the Rose Canyon and
Coronado Banks to the west and the Elsinore and San Jacinto to the
northeast.
GROUNDWATER: Neither the groundwater table nor groundwater seepage
conditions were encountered in our subsurface explorations and no major
groundwater related problems are anticipated either during or after
construction. However, it should be recognized that minor groundwater
seepage problems may occur after development of a site even where none were
present before development. These are usually cosmetic phenomena and are
often associated with an increase in irrigation water, a change in
permeability characteristics on the on-site materials, and an alteration of
drainage patterns. Based on the results of our investigation, it is our
opinion that the likelihood of seepage phenomena of sufficient magnitude to
create nuisance problem is relatively low. It is further our opinion that
if any of these seepage conditions do occur, they can most effectively be
handled on an individual basis as they occur.
GEOLOGIC HAZARDS
GENERAL: The site is located in an area which is relatively free of
potential geologic hazards. Hazards such as tsunamis, seiches,
liquefaction, or landsliding should be considered negligible or
nonexistent.
GROUNDSHAKING: The most likely geologic hazard to affect the site is
groundshaking as a result of movement along one of the major, active fault
zones mentioned above. The maximum bedrock accelerations that would be
SCYT 8721162 October 21, 1987 Page 5
attributed to a maxinum probable earthquake occurring along the nearest
portion of selected fault zones that could affect the site are summarized
in the following table.
TABLE I
Maximum Probable Bedrock Design
Fault Zone Distance . Earthquake Acceleration Acceleration
Rose Canyon 8 miles 6.0 magnitude 0.28 g 0.18 g
Coronado Banks 24 miles 6.0 magnitude 0.10 g 0.07 g
El si nore 24 mi 1 es 7.3 magnitude 0.22 g 0.15 g
San Clemente 44 miles 7.8 magnitude 0.12 g 0.08 g
Earthquakes on the Rose Canyon or Coronado Banks Fault Zones are expected
to be relatively minor. Major seismic events are likely to be the result
of movement along the El sinore or San Jacinto Fault Zones.
CONCLUSIONS AND RECWENDATIONS
GENERAL
No geotechnical conditions were found which would preclude site development
as presently planned. The only geotechnical concerns at this point are: 1)
a relatively minor amount of existing fill near the front of the lot; 2)
possible difficulty in excavating the seven-foot-deep cut in the southeast
corner of the lot and the retaining wall footing excavation at that
location; 3) the one to three feet of topsoil; and 4) the expansion
characteristics of the topsoils. These conditions are addressed
hereinafter.
GRAD1 NG
SITE PREPARATION: Site preparation should begin with the removal of a1 1
existing debris, vegetation and deleterious matter in the cut and fill
SCS&T 8721162 October 21. 1987 Page 6
areas. All existing fills in the building pad and beneath proposed
retaining walls should be removed to firm formational soils. All topsoils
and subsoils in fill areas and building areas should be removed to firm
formational soils. Prior to placing any fill, a 12-foot-wide key should be
cut into the formational soils at the toe of the proposed slope. The key
should be sloped into the hillside at a ratio of 12 horizontal to 1
vertical. The formational soils should be benched into as the fill
increases in elevation such that the natural ground below the fill will be
stai r-stepped.
UNDERCUTTING: Although most of the building pad will be fill, a small
portion of the pad at the southeast corner will be cut. In order to not
found the structure on two dissimilar soils with entirely different
settlement characteristics, we recomnend that the cut portion of the pad be
undercut to a depth of three feet below finish grade for a distance of at
least five feet outside of the building. Further, due to the extreme
difficulty that we anticipate will be encountered in excavating the south
retaining wall footings, we recomnend that the area below the footing be
overexcavated to a depth equal to the depth of the footing or footing key,
[if one is planned), and the material so removed replaced with compacted
fill. This could result in cuts up to about nine feet below existing
natural grade. Although we believe this depth of cut can be made with heavy
construction equipment, it should be understood that it may be necessary to
blast to make this excavation.
IMPORT MATERIAL: All fill material imported should consist of granular
soils with less than 30% smaller than the No. 200 standard sieve size, no
more than 40% larger than 1/4-inch. and no material larger than 12 inches
in maximum size. The import should have an expansion index, as determined
by Uniform Building Code Standard 29-C, of less than 50. All import soil
should be approved by Southern California Soil and Testing, Inc. prior to
importing .
EXPANSIVE SOILS: The topsoils and subsoils at the site are classified as
moderately to highly expansive. These soils should not be allowed to exist
SCSBT 8721162 October 21, 1987 Page 7
or to be placed within three feet of finish grade. In addition, the
expansive soils should not be placed within 15 feet of the face of the fill
slope. The foundation recomnendations presented in the following sections
of this report take this recommendation into consideration.
SURFACE DRAINAGE: It is reconmended that all surface drainage be directed
away from the proposed structure and the top of slopes and, that ponding of
water not be allowed adjacent to the foundation.
EARTHWORK: All earthwork and grading contemplated for site preparation
should be accomplished in accordance with the attached Recomnended Grading
Specifications and Special Provisions. All special site preparation
recomnendations presented in the sections above will supersede those in the
Standard Recomnended Grading Specifications. All embankments, structural
fill and fill should be compacted to at least 90% relative compaction at or
slightly over optimum moisture content. Utility trench backfill within
five feet of the proposed structure and beneath asphalt pavements should be
compacted to a minimum of 90% of its maximum dry density. The maximum dry
density of each soil type should be determined in accordance with A. S.T.M.
Test Method 0-1557-78, Method A or C.
PROPOSED SLOPES
GENERAL: Proposed fill slopes will be constructed at a 2:l (horizontal to
vertical) inclination or flatter and extend to a maximum height of 27 feet.
This slope will be constructed of granular imported soils as specified
above. Therefore it is our opinion that the slope will possess an adequate
factor of safety with respect to deep seated rotational failure.
TEMPORARY SLOPES: Temporary slopes for retaining wall construction may be
constructed at an inclination of 0.5 horizontal unit to one vertical unit.
The aforementioned inclination should be started at the toe of the slope.
It is the contractor’s responsibility to provide for the safe support of
temporary excavations. No surcharge loads should be placed within a
distance from temporary excavations equal to its depth.
SCS&T 8721162 - October 21, 1987 Page 0
FOUNDATIONS
GENERAL: Based on the building pad being capped with at least three feet of
nondetrimentally expansive soil, it is our opinion that shallow foundations
may be utilized for the support of the proposed structure. The footings
should have a minimum depth of 18 inches. A minimum width of 12 inches and
18 inches is recommended for continuous and isolated footings,
respectively. A bearing capacity of 2000 psf may be assumed for said
footings. This bearing capacity may be increased by one-third when
considering wind and/or seismic forces.
REINFORCEMENT: Both exterior and interior continuous footings should be
reinforced with one X5 bar positioned near the bottom of the footing and
one X5 bar positioned near the top of the footing. This reinforcement is
based on soil characteristics and is not intended to be in lieu of
reinforcement necessary to satisfy structural considerations.
CONCRETE SLABS-ON-GRADE: Concrete slabs-on-grade should have a minimum
actual thickness of five inches and be underlain by a four-inch thick
blanket of clean, poorly graded coarse sand or crushed rock. The slab
should be reinforced with No. 3 reinforcing bars placed at 36 inches on
center each way. A four inch thick slab reinforced with 6"x6"-W1.4xW1.4
(6"x6'-10/10) welded wire mesh may be used in lieu of the above
recomnendations. However, care should be exercised during construction to
be certain that the mesh is properly placed approximately in the middle of
the slab. Where moisture sensitive floor coverings are planned, a visqueen
barrier should be placed on top of the sand or rock layer. A two-inch-thick
layer of clean sand should be placed over the visqueen to a1 1 ow proper
concrete curing.
FOUNDATION EXCAVATION OBSERVATION: We recommend that all foundation
excavations be observed prior to forming by a representative from this
office to ascertain that the minimum foundation depths recomended have
been achieved and that the soil conditions assumed are similar to those
encountered.
SCSElT 8721162 October 21, 1987 Page 9
EARTH RETAINING STRUCTURES
-.
PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions
a maximum of pressure of 2500 psf. The passive pressure may be increased
soil may be assumed to be 0.40 for the resistance to lateral movement.
When combining frictional and passive resistance, the latter should be
reduced by one-third.
- may be considered to be 350 pounds per square foot per foot of depth up to
- one-third for seismic loading. The coefficient of friction for concrete to
-
- ACTIVE PRESSURE: The active soil pressure for the design of earth
retaining structures with level backfills may be assumed to be equivalent
- to the pressure of a fluid weighing 35 pounds per cubic foot for walls free
to yield at the top (unrestrained walls). An additional 10 pounds per cubic
foot should be added to the aforementioned values when considering 2.0:l
(horizontal to vertical) sloping backfills. These values do not consider
any other surcharge loading. All earth retaining structures should have
adequate weep holes or a subdrain system to prevent the build-up of
hydrostatic pressure behind the wall.
BACKFILL: All backfill soils should be compacted to at least 90% relative
compaction. Expansive or clayey soils should not be used for backfill
material. The wall should not be backfilled until the masonry has reached
an adequate strength.
FACTOR OF SAFETY: The above values, with the exception of concrete to soils
friction coefficient do not include a factor of safety. Appropriate factors
of safety should be incorporated into the design to prevent the walls from
overturning and sliding.
LIMITATIONS
The recomnendations and opinions expressed in this report reflect our best
estimate of the project requirements based on an evaluation of the
subsurface soil conditions encountered at the subsurface exploration
SCST 8721162 October 21, 1987 Page 10
locations and the assumption that the soil conditions do not deviate
appreciably from those encountered. It should be recognized that the
performance of the foundations and/or cut and fill slopes may be influenced
by undisclosed or unforeseen variations in the soil conditions that may
occur in the intermediate and unexplored areas. Any unusual conditions not
-.
-
- covered in this report that may be encountered during site development
- make modifications if necessary. In addition, this office should be
should be brought to the attention of the soils engineer so that he may
advised of any changes in the project scope or proposed site grading so
that it may be determined if the recoinnendations contained herein are
appropriate. This should be verified in writing or modified by a written
addendum.
-
-
FIELD EXPLORATIONS
-
Four subsurface explorations were made at the locations indicated on the
attached Plate Number 1 on October 1. 1987. These explorations consisted of
trenches dug by means of a backhoe. The field work was conducted under the
observation of our engineering geology personnel.
-
-
The explorations were carefully logged when made. These logs are presented
on the following Plates Number 3 and 4. The soils are described in
accordance with the Unified Soils Classification System as illustrated on
-
- the attached simplified chart on Plate 2. In addition, a verbal textural
description, the wet color, the apparent moisture, and the density or
- consistency are provided. The density of granular soils is given as either
very loose, loose, medium dense, dense, or very dense. The consistency of
silts or clays is given as either very soft, soft, medium stiff, stiff,
very stiff, or hard.
Disturbed and undisturbed samples of typical and representative soils were
obtained and returned to the laboratory for testing.
-.
SCST 8721162 October 21, 1987
LABORATORY TESTING
Page 11
Laboratory tests were performed in accordance with the generally accepted
Pmerican Society for Testing and Materials (A.S.T.M.) test methods or
suggested procedures. A brief description of the tests performed is
presented bel ow:
a) CLASSIFICATION: Field classifications were verified in the
laboratory by visual examination. The final soil
classifications are in accordance with the Unified Soil
Classification System.
b) MOISTURE-DENSITY: Field moisture content and dry density were
determined for representative samples obtained. This
information was an aid to classification and permitted
recognition of variations in material consistency with depth.
The dry unit weight is determined in pounds per cubic foot, and
the field moisture content is determined as a percentage of the
soil's dry weight. The results are sumrized in the trench
1 ogs.
c) COMPACTION TEST: The maximum dry density and optimum moisture
content of typical soils were determined in the laboratory in
accordance with A.S.T.M. Standard Test 0-1557-78, Method A. The
results of these tests are presented below.
CWPACTION TEST RESULTS
Sampl e Number: T2 Q 2'-3'
Description: m/GM
Maximum Density: 116.0 psf
Optimum Moisture: 12.5 %
SCST 8721162 October 21, 1987 Page 12
d) EXPANSION INDEX TEST: An expansion index test on remolded
samples was performed on representative samples of soils likely
to be used as compacted fill. The test was performed on the
portion of the sample passing the X4 standard sieve. The sample
was brought to optimum moisture content then dried back to a
constant moisture content for 12 hours at 230 +/- 9 degrees
Fahrenheit. The specimen was then compacted in a
4-inch-diameter mold in two equal layers by means of a tamper,
then trimmed to a final height of 1 inch, and brought to a
saturation of approximately 5oX. The specimen was placed in a
consolidometer with porous stones at the top and bottom, a total
normal load of 12.63 pounds was placed (144.7 psf), and the
sample was allowed to consolidate for a period of 10 minutes.
The sample was all owed to become saturated, and the change in
vertical movement was recorded until the rate of expansion
became nominal. The expansion index test results is reported
below as the total vertical displacement times the fraction of
the sample passing the #4 sieve times 1000.
CLASSIFICATION OF EXPANSIVE SOIL
EXPANSION INDEX POTENTIAL EXPANSION
1-20 very low
21-50 1 ow
51-90 medium
91-130 high
Above 130 very high
EXPANSION INDM TEST RESULTS
Sample Number: T3 8 3'
Description: Sandy Clay ICL)
Initial Moisture: 13.9 %
Initial Density: 96.6 pcf
Final Moisture: 33.2 X
Expansion Index: 130
SCST 8721162 - October 21. 1987 Page 13
e) DIRECT SHEAR TESTS: Direct shear tests were performed to
determine the failure envelope based on yield shear strength.
The shear box was designed to accomodate a sample having
diameters of 2.375 inches or 2.50 inches and a height of 1.0
inch. Samples were tested at different vertical loads and a
saturated moisture content. The shear stress was applied at a
constant rate of strain of approximately 0.05 inch per minute.
The results of these tests are presented below.
DIRECT SHEAR TEST RESULTS
Sample Number: T2 B 2'-3'
Description: Remolded to 90%
Angle of Internal Friction: 36 degrees
Cohesion Intercept: 315 psf
SOUTHERN CALIFORNIA LOT 726
SOIL & TESTINQ,INC. BY: CHC DATE: 10-16-87
JOD NUYBIR: 87u Pu No. 1
SUBSURFACE EXPLORATION LEGEND
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES
. COARSE GRAINED, more than half of material is than No. 200 sieve s1ze. ;RAVELS CLEAN GRAVELS man half of GU
:oarse fraction is
,ieve size but arger than No. 4 GP
,mailer than 3". GRAVELS WITH FINES GM
of fines) (Appreciable amount GC
;ANDs CLEAN SANDS Ethan half of 'oarse fraction is .maller than NO. 4
SY
SP
iieve size. SANDS WITH FINES SM (Appreciable amount of fines) St
I. FINE GRAINED. more than half of material is smaller than No. 200 sieve sire. SILTS AND CLAYS ML
Liquid Limit CL less than 50
DL
SILTS AND CLAYS mi
Liquid Limit CH greater than 50 OH
HIGHLY ORGANIC SOILS PT
Well gradel Travels, gravel- sand mixtures, little or no
Poorly graded gravel 5, gravel fines.
fines. sand mixtures. little or no
gravel-sand-silt mixtures. Silty gravels, poorly graded
Clayey gravels, poorly graded gravel-sand, clay mixtures.
Well graded sand, gravelly
Poorly graded sands, gravelly sands, little or no fines.
sands, litile or no fines.
sand and silty mixtures. Silty sands, poorly graded
Clayey sands, poorly graded sand and clay mixtures.
fine sands. rock flour, sandy Inorganic silts and very
mixtures with slight plas- silt or clayey-silt-sand
ticity. Inorganic clays of low to
clays, sandy clays, silty medium plasticity, gravelly
clays, lean clays. Organic silts and organic silty clays or low plasticity. Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays of medium to high plasticity.
Peat and other highly organic soils.
7 - - Water level at time of excavation
or as indicated
US - Undisturbed, driven ring sample
CK - Undisturbed chunk sample
BG - Bulk sample
SP - Standard penetration sample
or tube sample
SOUTHERN CALIFORNIA Lot 726
SOIL & TLSTINO, INC. DATE: 10-21-87 nv: CHC
JOB NUMBER: 8721162 Plate No. 2
DESCRIPTION I I
FILL TO 3.5 FOOT I Dry to I Medium Brown/Yellow Brown/Green Humid I Dense
Brown, CLAYEY SAND
(Fill for Road) I
TOPSOIL, Brown to Light Red Brown, CLAYEY SILTY SAND Humid Dry to
SUBSOIL Green Brown,
SANDY CLAY Moist
METAVOLCANIC ROCK, Dark Yellow Brown, Soft to Hard Humid
Fractured Rock
Loose to Med i urn Dense
Stiff
Dense
Very
Dense
Refusal on Hard Rock
TRENCH NUMBER 2
TOPSOIL Very Porous, Brown Dry Loose
SILTY SAND
SUBSOIL, Yellow Brown, CLAYEY SAND
METAVOLCANIC ROCK Red to
Yellow Brown, SOFT ROCK
Moist Med i um Dense
Moist/ Dense
Humid
Verv
-
> I-
UI z- w-
-
0;:
a n
> - -
113.6
114.5
107.5
-
-
19.5
SOUTHERN CALIFORNIA
SOIL & TESTINO,INC.
.SUBSURFACE EXPLORATION LOG
LOGGED BY: DATE LOGGED: CB ”
JOB NUYBER: 8721162 Plate No. 3
TRENCH NUMBER 3
ELEVATION
DESCRIPTION
TOPSOIL, Brown, SILTY SAND
leathering Surface Very
Irregular, Hard Rock at Surface Adjacent to Trench
Loose
Moist Stiff 100.6 jUBS0IL Red Brown, SANDY :LAY
Humid 4ETAVOLCANIC ROCK Dark
iefusal
TRENCH NUMBER 4
TOPSOIL, Brown, SILTY SAND Loose
Moist Stiff SUBSOIL, Red Brown, SANDY
CLAY/CLAYING SAND
YETAVOLCANIC ROCK Dark
Ye1 low Brown, Soft to Hard
Humid Dense
Very
Dense
Refusal
.SUBSURFACE EXPLORATION LOG I SOUTHERN CALIFORNIA
SOIL & TESTING,INC.
8721162 I Plate No. 4 I
LOT 726, LA COSTA, ARGONAUTA STREET, CARLSBAD
RECMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS
GENERAL INTENT
The intent of these specifications is to establish procedures for clearing,
compacting natural ground, preparing areas to be filled, and placing and
compacting fill soils to the lines and grades shown on the accepted plans.
The recomnendations contained in the preliminary geotechnical investigation
report and/or the attached Special Provisions are a part of the Recomended
Grading Specifications and shall supersede the provisions contained
hereinafter in the case of conflict. These specifications shall only be
used in conjunction with the geotechnical report for which they are a part.
No deviation from these specifications will be allowed, except where
specified in the geotechnical soil report or in other written comunication
- signed by the Soil Engineer.
OBSERVATION AND TESTING -
Southern California Soil and Testing, Inc., shall be retained as the Soil
Engineer to observe and test the earthwork in accordance with these
specifications. It will be necessary that the Soil Engineer or his
-
- representative provide adequate observation so that he may provide an
opinion that the work was or was not accomplished as specified. It shall
- be the responsibility of the contractor to assist the soil engineer and to
keep him appraised of work schedules, changes and new information and data
so that he may provide these opinions. In the event that any unusual
conditions not covered by the special provisions or preliminary soil report
are encountered during the grading operations, the Soil Engineer shall be
contacted for further recomnendations.
-
If, in the opinion of the Soil Engineer, substandard conditions are
encountered, such as; questionable or unsuitable soil, unacceptable
SCST 8721162 October 21, 1987 Appendix, page 2
moisture content, inadequate compaction, adverse weather, etc.,
construction should be stopped until the conditions are remedied or
corrected or he shall recomnend rejection of this work.
Test methods used to determine the degree of compaction should be performed
in accordance with the following American Society for Testing and Materials
test methods:
Maximum Density & Optimum Moisture Content - A.S.T.M. D-1557-78.
Density of Soil In-Place - A.S.T.M. 0-1556-64 or A.S.T.M. D-2922.
All densities shall be expressed in terms of Relative Compaction as
determined by the foregoing A.S.T.M. testing procedures.
PREPARATION OF AREAS TO RECEIVE FILL
All vegetation, brush and debris derived from clearing operations
shall be removed, and legally disposed of. All areas disturbed by site
grading should be left in a neat and finished appearance, free from
unsightly debris.
After clearing or benching, the natural ground in areas to be filled shall
be scarified to a depth of 6 inches, brought to the proper moisture
content, compacted and tested for the minimum degree of compaction in the
Special Provisions or the recanmendation contained in the preliminary
geotechnical investigation report. All loose soils in excess of 6 inches
thick should be removed to firm natural ground which is defined as natural
soils which possesses an in-situ density of at least 90% of its maximum dry
density.
When the slope of the natural ground receiving fill exceeds 202 (5
horizontal units to 1 vertical unit), the original ground shall be stepped
SCST 8721162 October 21, 1987 Appendix, page 3
or benched. Benches shall be cut to a firm competent soil condition. The
lower bench shall be at least 10 feet wide or 1 1/2 times the the equipment
width which ever is greater and shall be sloped back into the hillside at a
gradient of not less than two (2) percent. All other benches should be at
least 6 feet wide. The horizontal portion of each bench shall be compacted
prior to receiving fill as specified herein for compacted natural ground.
Ground slopes flatter than 20% shall be benched when considered necessary
by the Soil Engineer.
Any abandoned buried structures encountered during grading operations mist
be totally removed. All underground uti1 ities to be abandoned beneath any
proposed structure should be removed from within 10 feet of the structure
and properly capped off. The resulting depressions from the above
described procedures should be backfilled with acceptable soil that is
compacted to the requirements of the Soil Engineer. This includes, but is
not limited to, septic tanks, fuel tanks, sewer lines or leach lines, stonn
drains and water lines. Any buried structures or utilities not to be
abandoned should be brought to the attention of the Soil Engineer so that
he may detennine if any special recomnendation will be necessary.
All water wells which will be abandoned should be backfilled and capped in
accordance to the requirements set forth by the Soil Engineer. The top of
the cap should be at least 4 feet below finish grade or 3 feet below the
bottom of footing whichever is greater. The type of cap will depend on the
diameter of the well and should be determined by the Soil Engineer and/or a
qualified Structural Engineer.
FILL MATERIAL
Materials to be placed in the fill shall be approved by the Soil Engineer
and shall be free of vegetable matter and other deleterious substances.
Granular soil shall contain sufficient fine material to fill the voids.
SCST 8721162 October 21, 1987 Appendix. page 4
The definition and disposition of oversized rocks, expansive and/or
detrimental soils are covered in the geotechnical report or Special
Provisions. Expansive soils, soils of poor gradation, or soils with low
strength characteristics may be thoroughly mixed with other soils to
provide satisfactory fill material, but only with the explicit consent of
the soil engineer. Any import material shall be approved by the Soil
Engineer before being brought to the site.
PLACIN6 AND CWPACTION OF FILL
Approved fill material shall be placed in areas prepared to receive fill in
layers not to exceed 6 inches in compacted thickness. Each layer shall
have a uniform moisture content in the range that will allow the compaction
effort to be efficiently applied to achieve the specified degree of
compaction. Each layer shall be uniformly compacted to a minimum specified
degree of compaction with equipment of adequate size to economically
compact the layer. Compaction equipment should either be specifically
designed for soil compaction or of proven reliability. The minimum degree
of compaction to be achieved is specified in either the Special Provisions
or the recommendations contained in the preliminary geotechnical
investigation report.
When the structural fill material includes rocks, no rocks will be allowed
to nest and all voids must be carefully filled with soil such that the
minimum degree of compaction recomnended in the Special Provisions is
achieved. The maximum size and spacing of rock pemitted in structural
fills and in non-structural fills is discussed in the geotechnical report,
when applicable.
Field observation and compaction tests to estimate the degree of compaction
of the fill will be taken by the Soil Engineer or his representative. The
location and frequency of the tests shall be at the Soil Engineer's
SCS8T 8721162 October 21, 1987 Appendix, page 5
discretion. When the compaction test indicates that a particular layer is
less than the required degree of compaction, the layer shall be reworked to
the satisfaction of the Soil Engineer and until the desired relative
compaction has been obtained.
Fill slopes shall be compacted by means of sheepsfoot rollers or other
suitable equipment. Compaction by sheepsfoot rollers shall be at vertical
intervals of not greater than four feet. In addition, fill slopes at
ratios of two horizontal to one vertical or flatter, should be trackrolled.
Steeper fill slopes shall be over-built and cut-back to finish contours
after the slope has been constructed. Slope compaction operations shall
result in all fill material six or more inches inward from the finished
face of the slope having a relative compaction of at least 90% of maximum
dry density or that specified in the Special Provisions section of this
specification. The compaction operation on the slopes shall be continued
until the Soil Engineer is of the opinion that the slopes will be stable in
regards to surficial stability.
Slope tests will be made by the Soils Engineer during construction of the
slopes to detennine if the required compaction is being achieved. Where
failing tests occur or other field problems arise, the Contractor will be
notified that day of such conditions by written comnunication from the Soil
Engineer or his representative in the fom of a daily field report.
If the method of achieving the required slope compaction selected by the
Contractor fails to produce the necessary results, the Contractor shall
rework or rebuild such slopes until the required degree of compaction is
obtained, at no cost to the Owner or Soils Engineer.
L
( R-8/87 1
SCSElT 8721162
CUT SLOPES
October 21, 1987 Appendix, page 6
The Engineering Geologist shall inspect cut slopes excavated in rock or
lithified formational material during the grading operations at intervals
determined at his discretion. If any conditions not anticipated in the
preliminary report such as perched water, seepage, lenticular or confined
strata of a potentially adverse nature, unfavorably inclined bedding,
joints or fault planes are encountered during grading, these conditions
shall be analyzed by the Engineering Geologist and Soil Engineer to
determine if mitigating measures are necessary.
Unless otherwise specified in the geotechnical report, no cut slopes shall
be excavated higher or steeper than that allowed by the ordinances of the
control 1 i ng governmental agency.
ENGINEERING OBSERVATION
Field observation by the Soil Engineer or his representative shall be made
during the filling and compacting operations so that he can express his
opinion regarding the conformance of the grading with acceptable standards
of practice. The presence of the Soil Engineer or his representative or
the observation and testing shall not release the Grading Contractor from
his duty to compact all fill material to the specified degree of
compaction.
SEASON LIMITS
Fill shall not be placed during unfavorable weather conditions. When work
is interrupted by heavy rain, filling operations shall not be resumed until
the proper moisture content and density of the fill materials can be
achieved. Damaged site conditions resulting from weather or acts of God
shall be repaired before acceptance of work.
SCSBT 8721162 October 21, 1987 Appendix, page 7
RECOMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS
RELATIVE COMPACTION: The minimum degree of compaction to be obtained in
compacting natural ground, in the compacted fill, and in the compacted
backfill shall be at least 90 percent. For street and parking lot
subgrade, the upper six inches should be compacted to at least 95% relative
compaction.
EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil
which has an expansion index of 50 or greater when tested in accordance
with the Uniform Building Code Standard 29-C.
OVERSIZED MATERIAL: Oversized fill material is generally defined herein as
rocks or lumps of soil over 6 inches in diameter. Oversize materials
should not be placed in fill unless recomnendations of placement of such
material is provided by the soils engineer. At least 40 percent of the fill
soils shall pass through a No. 4 U.S. Standard Sieve.
TRANSITION LOTS: Where transitions between cut and fill occur within the
proposed building pad, the cut portion should be undercut a minimum of one
foot below the base of the proposed footings and recompacted as structural
backfill. In certain cases that would be addressed in the geotechnical
report, special footing reinforcement or a combination of special footing
reinforcement and undercutting may be required.
I I I I I I I I I I I I I I
I I
I I
I
Lot 726 Reaidence
Carlsbad
Climate Zone #7
Chris Bachman, Designer
Title 24 Energy Calculations
Compliance Method - CALPAS. 3
September 16, 1987
Haynal i Company
350 E. Grand Ave, Ste. 204
Escondfdo CA 92025
(619) 743-5408 (714) 538-3673 .f
LEUCADIA COUNTY WATER DISTRICT
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 submitted.
APPLICANT MUST SUBMIT EVIDENCE OF BUILDING PERMIT WITHIN 60 DAYS. FAILURE TO MAKE SUCH
NECTION FEE LESS A $50 ADMINISTRATIVE FEE WILL BE REFUNDED.
SUBMITTAL WILL RESULT IN AUTOMATIC CANCELLATION OF THE SEWER PERMIT. THE SEWER CON-
A six-month construction period shall be provided and sewer service charges for the balance of the fiscal year
shall be collected on the tax roll in same manner as property taxes. If the six-month construction period extends
shall be collected at the time of application for sewer permits. Sewer service charges for subsequent fiscal years
into the subsequent 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 com-
mences on a different date.
Such applicants shall be required to notify the District, on forms provided by the District, of escrow closing on
The prorated sewer service charge shall not be required in those applications for sewer permits for subdivisions.
individual properties within the subdivision. Sewer service charges shall commence upon close of escrow and will
be the responsibility of the buyer.
lateral is that part of the sewer system that extends from the main collection line in the street (or easement) to the
If a service lateral is required, it will be installed by the LEUCADIA COUNTY WATER DISTRICT. The service
point in the street (at or near the applicant's property line) where the service lateral is connected to the applicant's
building sewer. The applicant is responsible for the construction, at the applicant's expense, of the sewer pipeline
to the service lateral.
(building sewer) from the applicant's plumbing to the point in the street (or easement) where a connection is made
expense. The connection must be made in conformity with the District's specifications, rules and regulations; and
The connection of the applicant's building sewer to the service lateral shall be made by the applicant at his
IT MUST BE INSPECTED AND APPROVED BY THE DISTRICT BEFORE THE SEWER SYSTEM MAY BE USED BY
THE APPLICANT. THE APPLICANT, OR HIS AUTHORIZED REPRESENTATIVE MUST NOTIFY THE DISTRICT AT
THE TIME INSPECTION IS DESIRED. ANY CONNECTION MADE TO THE SERVICE LATERAL OR COLLECTION
WILL NOT BE ACKNOWLEDGED.
LINE WITHOUT PRIOR APPROVAL AND INSPECTION BY THE DISTRICT WILL BE CONSIDERED INVALID AND
In the event unusual construction conditions occur, such as blasting, jack hammering hard rock, dewatering,
etc., the applicant shall be liable for any cost over and above the established charge.
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 those cases in which the applicant has paid
plan check and inspection fees for a subdivision.
OWNER'SNAME Charter Service Corp.
MAILINGADDRESS: 6994 El Camin0 Real
Carlsbad. Ca. 92009
SERVICE ADD
PHONE NUMB
ASSESSOR'SPARCELNO.: 71 5 - hm n7
TYPEOFBUILDING-NO./UNITSL
-
CONNECTION FEE: $ 2,500.00
LATERAL SIZE: 2 EASEMENT:
EXTRAFOOTAGE:A$/Foot
EXTRA DEPTH: A$/Foot
LATERAL FEE
INSPECTION DEPOSIT 50.00
PRORATED SEWER SERV. FEE 6 7.2 5
TOTAL 2.617.25
PAID BY: CASH CHECK#"
stated.
The undersigned hereby agrees that the above information given is correct and agrees to the conditions as
9-15-88 W.V.R. 18903 . Owner Signature Date Rec'd. By Account No.
Ref 15 S. PERMIT 1
2075 LAS PALMAS DRIVE
CARLSBAD. CA 92009-4859 (619) 438-1161
TELEPHONE
&itp of UCarls'bab
DEVELOPMENT PROCESSING
SERVICES
Date: October 4, 1988
T~: Chris Bachman PC#: 87-510
1455 S. Alturas #39
Fallbrook, CA 92028
Dated: 9/23/87
Subject: Plan Check Expiration
Dear Sir:
The plan check for your project at: 2622 Ar ta St
has become null and void due to limitation of timE 9/23/8~ .
The provisions of Section 304 (c) of the Uniform Building Code states:
Sec. 304 (c) Expiration of Plan Check. Applications for which
no permit is issued within 180 days followincl the date of aoDlication
shail expire by limitation and plans submitt& for checking'may
thereafter be returned to the applicant or destroyed by the
Building Official. The Building Official may extend the time for
action by the applicant for a period not exceeding 180 days upon
written request by the applicant showing that circumstances
beyond the control of the applicant have prevented action from
being taken. In order to renew action on an application after
expiration, the applicant shall resubmit plans and pay a new
plan check fee.
We will hold your plans for 10 days at our office for you to pick up, after
which time they will be destroyed.
If you have any questions, please contact the Carlsbad Building Department
at 438-1161.
MARTY ORENYAK
Building Official
M0:jb
2075 LAS PALMAS DRIVE
CARLSBAD, CA 92009-4859 (619) 438.1161
TELEPHONE
aitp of QLarIs’bab
DEVELOPMENT PROCESSING
SERVICES DIVISION DATE: September 2, 1988
TO: Chris Bachman
1455 S. .Alturas #39
PC#: 87-510 DATED: 9/23/87
Fallbrook, CA 92028
2622 Argonauta St
PLAN CHECK EXPIRATION
Our records indicate that you have not obtained your building permit for which
you filed an application on the date shown above.
The provisions of Section 304(c) of the Uniform Building Code state:
Section 304(c) Expiration of Plan Check. Application for which
no permit is issued within 180 days following the date of appli-
cation shall expire by limitation and plans submitted for checking
Official. The Building Official 3 extend the time for action by the
thereafter be returned to the applicant or destroyed by the Building
applicant for a period not exceeding 180 days upon written request
by the applicant showing that circumstances beyond the control of
the applicant have prevented action from being taken. In order
to renew action on an application after expiration, the applicant
shall resubmit plans and pay a new plan check fee.
For your convenience, please check the appropriate box below indicating your
intentions and return this letter to the address above.
Project abandoned. I will pick up plans in 10 days.
Signature: Date :
Project abandoned; plans may be destroyed.
Signature: Date:
Maximum 180-day time extension requested for the following reasons:
Date: Signature:
If you have any questions, please contact the Carlsbad Development Processing
Section at (619) 438-1161.
MARTIN ORENYAK
Building Official