HomeMy WebLinkAbout1751 BRUCE RD; ; 85-176; PermitDECLARATIONS WORKER'S COMPENSATION OWNERlBUlLDER CONTRACTOR r II 1- LENDER 71 ++; 1.i i I
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COMPk#k COR PLAN CHECK ONLY
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LEGAL bE@XIPTlON
MISCELLANEOUS FEE RECEIPT
PLAN CHECK FEE
0 HOUSE MOVING
0 PUBLIC FACILITIES FEE
0 SCHOOL FEE - DISTRICT
0 CERTIFICATE OF OCCUPAWY
n! t
K)SIFEI?ED TO THE CITY.
White - Applicant Yellow - File Pink - (
Y
DEVELOPMENTAL SERVICES
BUlL DIN G DE PAR TME N T
1200 ELM AVENUE CARLSBAD, CALIFORNIA 92008-1989
(619) 438-5525
10-4- 85
N. 0. M.
P. 0. Box 1041
Carlsbad, CA. 92008
Dear Sir:
Re: PC# 85-176 1751 Bruce Road
In answer to your request of 9-5-85 9 an
extension of 180 days has been granted to --
Section 304(c) of the 1979 Uniform Building Code prohibits any
further extension of time.
Building and Planning
MO : ky
-~E$ELOPMENTAL 1200 ELM AVENUE SERVICES CARLSBAD, CALIFORNIA 92008-1g9g
(619) 438-5525 - . .. BUILDING D €PA R TM EN T
J
85-176 Dated 4-1-85 To: . N. 0. M.
P. 0. Box 1041 1751 Bruce Rd. SFD
Carlsbad, CA. 92008 EXPIrnS: 10-1-85
Subject: Plan Check Expiration
Gur records indicace that you have nor 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:
See. 304(c) Expiration of Plan Check. Applications for which no permit is
issued within 180 days following the date of application shall expire by
limitation and plans submitted for checking may thereafter be returned to the
applicant or destroyed by the Building Official.
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. order to renew action on an application after expiration, the applicant shall
resubmit plans and pay a new plan check fee.
The Building Official may
In
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 ~ay be destroyed.
Signature Date
w-
If you have any questions, please contact the Carlsbad Building Department at
43 8-552 5
#? E E WED
;lly CARLSBI
C'17 .. C1985
€UMI~ Depeen
I r ."
FINAL BUILDING INSPECTION
PLAN CHECK NUMBER: 85-176 DATE: 7-25-86
PROJECT NAME:
ADDRESS: 1751 Bruce
PROJECT NO.: UNIT NUMBER: PHASE NO.:
TYPE OF UNIT: 1 NUMBER OF UNITS: SFD
CONTACT PERSON: Henry Tubbs
CONTACT TELEPHONE: 434-7173
INSPECTED: ?/k/d APPROVED #? DISAPPROVED ~
INSPECTED " DATE BY: INSPECTED: APPROVED ~ DISAPPROVED ___
INSPECTED DATE
BY: INSPECTED APPROVED - DISAPPROVED ~
; ALL DEPARTMENTS
COMMENTS: . , .. I
ALL DEPARTMENTS
.
c
i
Rev. 1/86 WHITE Suspense GREEN: Engineering CANARY Utilities PINK: Planning GOLD: Fire f
FINAL BUILDING INSPECTION
PLAN CHECK NUMBER: 85-176 DATE: 7- 2 5- 86
PROJECT NAME
ADDRESS: 1751 Bruce
PROJECT NO.: UNIT NUMBER: t PHASE NO.:
1 NUMBER OF UNIT,S: SFD TYPE OF UNIT:
CONTACT PERSON: Henry Tubbrs
CONTACT TELEPHONE: 434-7173
INSPECTED DATE ./
By: INSPECTED: APPROVED ~ DISAPP
INSPECTED DATE BY: INSPECTED: APPROVED DISAPPROVED -
ALL DEPARTWITS
_. COMMENTS:
Rev. im6 WHITE Suspense GREEN: Engineering CANARY: Utilities PINK: Pkrinlng GOLD Fire
/'
-_ CORRECTION NOTICE
APPROVED PLANS SHALL BE ON JOB SITE
BUILDING
FOUNDATION
0 REINFORCING STEEL
0 MASONRY
0 GROUT-GUNITE
0 FLOOR AND CEILING FRAME ?) &%A B7 7 fiCc 7
0 SHEATHING a,
0 FRAME
0 EXTERIOR LATH
0 INSULATION
0 INTERIOR LATH OR DRYWALL .I) No7-c4 D& FLL JST &m-w-z
PLUMBING *f,, em
0 UNDERGROUND PLUMBING
0 ROUGH PLUMBING
0 TOP OUT PLUMBING
0 SEWER AND PUCO.
0 TUB OR SHOWER PAN
0 UNDERGROUND WATER ./) MaK ~o~sf&%dG- .wddd4/;plt
0 GASTEST
0 WATER HEATER
ELECTRICAL d
TEMPORARY SERVICE
0 ELECTRIC UNDERGROUND
0 ROUGH ELECTRIC
0 POOL BONDING
0 ELECTRIC SERVICE
0 UPPER GROUND
3
MISCELLANEOUS
0 PLENUM AND DUCTS
0 COMBUSTION AIR
CONDITIONED AIR SYSTEMS
0 SOLAR
0 GRADING
0 POOL
0 PATIO
0 SIGN
0 OTHER
d-
/ 4.3 -& TIME: d- 1
DATE:
INSPECTOR 4
B U I LDI NG INSPECTION D EPARTM ENT
Nofe: fi!al Inspection Required
. PHONE - 438-5525
----________________------------ __-_________________-----------
- _-__ CORRECTION NOTICE -
APPROVED PLANS SHALL BE ON JOB SITE
BUILDING
0 FOUNDATION
0 REINFORCING STEEL
0 MASONRY
0 FLOOR AND CEILING FRAME
GROUT-GUNITE
0 SHEATHING
0 FRAME
0 EXTERIOR LATH
0 INSULATION
0 INTERIOR LATH OR DRYWALL
u
PLUMBING
0 UNDERGROUND PLUMBING
UNDERGROUND WATER
0 ROUGH PLUMBING
0 TOP OUT PLUMBING
0 SEWER AND PUCO.
0 TUB OR SHOWER PAN
0 GASTEST
0 WATER HEATER
0 TEMPORARY SERVICE
ELECTRIC UNDERGROUND
0 ROUGH ELECTRIC
0 POOL BONDING
0 ELECTRIC SERVICE
0 UPPER GROUND
0 G.F.I.
0 SMOKE DETECTOR
MISCELLANEOUS
0 PLENUM AND DUCTS
COMBUSTION AIR
0 CONDITIONED AIR SYSTEMS
0 SOLAR
0 GRADING
0 POOL
0 PATIO
0 SIGN
0 OTHER
TIME:
DATE:
INSPECTOR
CITY OF CARLSBAD
BUI LDlNG INSPECTION DEPARTMENT
. PHONE - 438-5525
Note: Final Inspection Required
~~~ . --- ~ ______-_-___--------~
DATE : d/z5/25-- n JURISDICTION fi PLAN CHECKER JURISDICTION: FILE COPY U PLAN CHECK NO: c95-/7/s - z;35 0 UPS
PROJECT ADDRESS: /75/ BQULG a, *d a% 0 DESIGNER
/ PROJECT NAME:
The plans transmitted herewith have been corrected where
necessary and substantially con?ply with the jurisdiction's
building codes.
The
with
cies
chec
The
iden
plans
the j
ident
ked by
plans
tif ied
ping departanent staff. A
!!!?-list and shou
lly compl nor defic
re resolv
t def icie
Id be cor
Y 'inen-
,ed and
ncies
rected
and resubmitted for a ccmplete recheck.
The check list transmitted herewith is the jurisdiction's
copy for your information. The plans are being held at Esgil Corp. until corrected plaris are submitted for recheck.
The applicant's copy of the check list is enclosed for the
jurisdiction to return to the applicant contact person.
The applicant's copy of the check list has been sent to:
0
Esgil staff did not advise the applicant contact person that
plan check has been completed.
Esgil staff - did advise applicant that the plan check has
been completed. Person contacted:
Date contacted: Telephone 3
REMARKS :
ENCL :
c
-.
1. the building pai vas prepared in accor-
2. the utility trenches have been oraocrlv
dance wieh the soils report:
c - -r --- backfilled and compacted, and:
and reznforcemcnc comply vith tne soils report and approved plan.'
3. the foundation excavations. Cormrnq
f
t I I
0
I
0
ESGIL CORPORATION
9320 CHESAPEAKE DR.. SUlTE 208
SAN DIEGO. CA 92 123
(619) 5601468
DATE: d/z/.35-
J uR 1 sD 1 c TI 0;: c-Ls Be- rn FILE COPY
DESIGNER
PLAN CHECK NO: 85-/7& -z- 0 UPS
PROJECT ADDRESS: /75/ fi/2ffiE
The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply
with the jurisdiction's building codes, when minor deficien- cies identified on the enclosed check list are resolved and
checked by building department staff.
The plans transmitted herewith have major deficiencies identified on the enclosed check.list and should be corrected
and resubmitted for a complete recheck.
0
0
0
The check list transmitted herewith is the jurisdiction's copy for your information. The plans are being held at Esgil Corp.'until corrected plans are submitted for recheck.
The applicants copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. -.
The applicant's copy of the check list has been sent to:
Esgil staff did not advise the applicant contact person that plan check has been completed.
Esgil staff - did advise applicant that the plan check has been completed. Person contacted:
Date contacted: Telephone X
BY:
ESC L CORPORATION \
_. .
Form 31584
...
~l'APPLIcANT COPY
Citp of Cartsba'b
- ~- Plan check is limitod to technical'&qufrannta contained in the Uniform Building Code, Oniform Plumbing Code, Uniform #~ch.nical Code, National Ilrctrical Code and state lawa regulating u10rg.r conremation, noise attonution and amsa for tho hndiupped. The plan check is basod on rogulations enforcod by the Building Ifupoction Department. You MY hve other COrr.CriOM based on law .ad ordinance. enforcd by thr Planning Department, tnginaering Dop.M.lrt or other dep~rtaonts.
The item circled bela need clarification, modification or change. te be satisfied before the plans will br in conforman- with the cited codes and rogulations.
Per See. 301 (e), 1979 Uniform Building Code. tho approval of the plans does not pomft the vtolation ol any stater munty or city lau.
All circlod items hvm
*. .
Please nake alX corrections on the original tracinga and subait tu0 nmu #eta of printar and any original plan sets that MY have hen r urned to u the jurisdiction. tea Buo &$!c
ne%: to 8ach circled iter, the sheet of
the plana upon which each correction on
XndIcate on plana the nsr ol the 1.0.1 owner and (uw of paraon responsible lor the preparation &f the plans. Soc. lO2fb)
0 CITY COPY 0 PLAN CHECKER COPY
Submit fully dimn8ioned plot plan dram
of all existing and propoaed structures on the lot. Identify property lines and show lot dimnsions .nd all eas~nta. Show location ol all cut or LLII slopos and approximate finiah floor elovationr lor a11 stNCtUIe0 and ahow elWationS at
to rCA10 shainq loution SASO, and J
.t(
J
/
a11 tornor*- I=. 1021bl7.
tdicate distance r- onter-liru of str& or alley to proporty line and distance lra curh to proporty Uno. Soc. IOZ(b)7
?lans. rp.cifications and calculations ahall
anpinoor or architect. (California ~us.i?rss Md Profesaions Code)
b. 1ign.d by 4 CalifOMia Stat. 1i-d
0. CtRY PROTfZTIOl
ItaXls closrr thn I foot to pmporty litus ahall bo one-hour fire-rated conatruetion, Iuvr no openinga, and shall h.vo 30 inch
1,000 quare feet on my floor. Ihble I-A
Projoctions. including eavei, ky not utend more thu 12 inchma into the 3 foot secb.dc from tho property line. See. 1710 and Soc. SOl(b) ,
Projoctfons. including eavos.rh.11 bo oao- hour fir-reairtiva construction, huvy timbor or of non-combustible material if they project into the 1' setback area fm the property line. Soc. 1710
Show location of pxmanently vired &oh )r. detector. See. 1210
c. RO(YI SIZES, LIGKT. mxuz~oris AND wrHo
parJp0tS when th0 building floor aru UC..d.
.J S.C. 1709(.1 ..
9-
Ono room aut contain a minimum of 1SO square leot of superliefa1 floor area. kc. 1207(bI
Aabitable rOo(11, other than kitchens, sh.11 contain at least 70 square feet of floor area. See. 1207tb)
window area aust k at least 1/10 of the floor area and a minimum of 10 square feet per See. 12071 1. Appears to be defleiont in sPna43. 6R*2.
f u(
d/ 0 nablo windw.area rust.be 1/20 of the fEor area and a minimum of s square feet. In bathroou. laundry rooms and similar rooms. Minimum is 1.) sq.ft. ISec.12OSla)
One-half of all roquired window area wit be opmnrble in U-L -7 , , BE
?rovide mchanlcal ventilation capable ol providinq five air changes pw hour In hthroora, water closet cmpart~nts, laundry rooms and similar r- 11 requlred windas are not providrd. See. 110S1a)
No habitable I-. other than # kitchen, aha11 bo leaa than 7'0' In any dlmnsion. Ire. 1207IcJ
Shoo that Ceiling heiqht for habitable rooma la a minirur of 7.6..
/
see. lq7(a)
f
!
'b .. ... : ,; '; . .I .. .
Show ceiling height for laundry rooms, hallvays. corridors, and bathrooms is a minimum of 7'0". Sec. 1207(a)
compartments and 24' clearance in front of vater cloaet. Sac. 1711tb)
5. No cooking room shall be used for sleeping purpose., unlesa complying as an efficiency living unit. Sec. 1208
locations such as glass doors, glazing adjacent to such doors and glazing adjacent :o walking surfaces. Sec. 5406
(including window.) shall be tempered, laminated or approved plastic. Sec. 1711 (f)(g)
Sleeping roona ShAfl have a window or exterior door for emergency exit. height shall not exceed 44 The window must have an openable area Of at least 5.7 square feet with the minimum openable vidth 20' and the minimum openable height 24'. Sec. 1204
a required yard more than 2 inches for each foot of yard width if required windows open into the yard. Soc. 1206(d)
0. A mezzanine is an intermediate floor and may not have a floor area exceeding 33 1/3 percent of the total floor area in the room below, and the mezzanine floor must have a clear height of 7 feet, above and belov,and must have 65.B of the long side open to the room below.
mezzanine floor and is, by Building Code
4. Provide 30" clear width for vater closet /
1
t6
/
A*
1 1
. Specify safety 'glazing for glazing in hazardous
7. Glazing in shower and tub enclosures
Sill above the froor.
9. Eaves &nd cornices may not project into
1. The loft you show does not comply as a / definition, a story
D., EXITS, STAIRWAYS, AND RAILINGS 1 . Floors above the second story shall have not less than 2 exits. Sec. 3302(a)
Required exit doorways shall be not less than 36' in vidth and not less than 6'4' in height, and shall be capable of opening at least 90 degree?.
Provide 36' high protective railing for porches, balconies, and open sides of landing.. Maximum opening beeveen railings shall be lea. than 9'. Sec. 1716
Show how guardrail connection details are adequate to support 20 pounds per lineal foot at a right angle to the top rail. Table 234
Sac. 3303(e)
Provide stairway and landing details.
Sec. 3305(b) C (c)
a. Maximum rise 8" and minimum run is 9'.
b. Minimum head room ir 6'-6'.
E. Minimum width ia 30'.
5f Handrails shall ratisfy the following:
a. Provide handrail for stairways over 30" high when serving a single dwelling. Tftle 24. Sec. T25-22lb)
nosing of tread.. Sec. 3305(j)
have a space not less than 1 1/2' betweon the vall and the hSndrai1. The hand grip portLon of handrail shall be not less than 1 1/4' nor more than 2' in cross-sectional .dimension. Sec. 3305(j) (see attached)
b. Handrail shall be 30' to 34' above the
c. Handrail projecting from a wall shll
. Every stairway landing shall have a dimension, measured in the direction of travel, at least equal to the stairnay vidth. Sec. 3305(g)
A door may open over a stairway landing provided the door, in any position, does not reduce the clear area of the landing, in the direction of stairway travel, eo less than one-half the required vidth of the stairway. Sec. 3305fg)
3. A door may open inward at the top step of a stairway provided the top step is not more than 7 1/2" lover than the floor level. Sac. 3303(i)2
x
d
d
/ 4. Provide details of vinding stairway.
a. Uinimum tread is 6 inches at any point and minimum 9 inches at a point 12 inches from the side of the stairway.
b. Maximum rise is 9 inches.
c. Minimum vidth is 30 inches. Sac. 3305(d)
Provide spiral stairnay details:
a. Minimum run is 7 1/2 inches at a point from vhere the tread is the narrovest.
b. Maximum rise is 9 1/2 inches.
(see attached)
c. Minimum headroom is 6 feet 6 inches. Sac. 3305(f) (see attached)
Sprial stairways may not be used for required
400 sq. ft. Sec. 3305(f)
space of 26 inches beeveen the column and handrail. Sac. 3305(f)
Provide I. C.B. 0. Reasearch Report and Number for metal stairway, or submit plans and calculations and approved fabricator registered vith the Building Department or note that the stairway fabrication shall be done under special inspection per the approved fabrication plans. Sec. 306(a)4B and Sec. 306(f)
In buildings over 2 stories in height, provide 3/4 hour fire-rated assemblies for all openings in the exterior vall below or within 10 feet horizontally of an exterior stair- way. An exit balcony vith 2 separated stairways is exempt. Sec. 3305
the 3 foot setback from the property lines. Sac. 3305ln)
sb- exits when the area served is greater than
Spiral stairways must have a clear walking +-
P
Exterior stairways shall not project into
The walls and soffits of the enclosed useable space under interior stairs shall be protected on the enclosed side AS required for one-hour fire-resistive construction. Sec. 3305(m)
Xinimum construction specifications shall be made a part of the approved plans. (See attached)
d
J
C. ROOFING
Specify roof pitch.
Roof pitch is not adequate for roof type specified. Specify minimum pitch of
Specify roof material and application.
Specify I.C.B.O. approval number for roof materials not covered in UBC.
Specify roof slope for drainage or design to support accumulated water. Sec. 3207(a)
Show roof drains and overflow.. See. 3207(a)
Provide skylight details to show compliance with Sections 3401 and 5207 or provide ICE0 approval number.
Provide plastic roof panel details to show compliance with Section 5206 or provide IC80 number.
Show attic ventilation. Uinisum vent area is 1/150 of attic area or 1/300 of attice area if at least 5Ot of the required vent is at least 3 feet above ceiling joists. Sec. 3205(c)
8. WONRY #- Provide- fireplace construction details or note construction to be per attached fireplace standard drawing. Sac. 3707
Show 1 3/8* solid core relf-closing door for openinga between garage and dwelling. Sec. 503(d) . Garages are not permitted to open into '+ a room used for sleeping purposes. Sec. 1104
Openings between carport and residence require self-closing doors And stationary 9- window.. Sec. 1214 . Show garage framing section, size of header over garage opening, lateral cross bracing at place line and method of bracing garage front. Chapter 23 NOTE: Minimum plywood diaphragm ratio is 3 1/2 to 1 or 2'8'. Table 24-1
6. Doors between dwellings and attached garages may swing in either direction provided the difference in floor elevation between the dwelling and garage does not exceed 7 1/2 inches And provided the door is not used as the primary means of egress from the. building. .
If the difference in floor elevation exceeds 7 1/2 inches, or if the door is used as the primary means of egress from the building, additional steps or landing must be provided in accordance with stairway requirements, and the door must not swing over the depressed level. (see 3303(i)2 and 3305 (9).
Provide 18' raised platforms for any FAU, water heater. or any other device which may generate a flame or spark.
shall be installed behind raised platform(s) prior to framing platform.
19f
J
J
104. Note that Continuous fire wall protection
1. WONOATION REOUIRenENTS
119.
Show veneer support and connections comply with Sec. 3002. 4.5.6. and Sac. 2516(a) regarding ties and #9 wire in horizontal joints or note construction to be perattached sheets 30-1 or 30-2.
Show height and construction details of a11 masonry walls. Chapter 24
Note that cleanout openings shall bc'provided at the bottom of all cells to be grout filled over 4' in a single pour. Cleanout shall be sealed before grouting, after inspection. Sac. 2415
Show floor and roof connections to masonry walls. Connection shall resist 200 pounds per lineal foot or the actual design load, \
whichever is greater. Sac. 2310 t- 0 123.
Provide material specif ications for mortar, grout, masonry and reinforcing steel. Sec. 2403 \ 3 124.
Show how masonry house walls retaining earth are to be waterproofed. Provide detail.
Note that special inspection of the msonry will be required for
G. GAUGE AND CARPORTS
.Garage requires one-hour fire protection . on the garage side of walls and ceilings common to the dwelling. Table 5-8 Sec.S03(b)
.All elements supporting floor Above garage to have one-hour fire-resistive protection on the garage side. Sec. 503. Beams and posts, not within tho wall or ceiling con- struction, must comply with UBC, Table 43-A. be minimum 6' dimension beem and minimuu
2
Note on plans that"& soils engineer shall eva4uate any unanticipated uncompacted fill or expansive soil or other soi: problems disclosed during construction". Sec.306(a)12.
Submit soils classification determination by a licensed engineer or architect .based on observation, tests, borinqs, or excavations, and containing comments on the degree of expansiveness, compressibility and bearing value. Sac. 2905
Note on the plan the soils classification, whether or not the soil is expansive, and note the allowable bearing value. Sec. 2905
The foundation plan does not comply with the soil report recommendation for this project
Provide notes on the foundation plan listing the soils report recommendations for foundations. slab And building pad preparation.
Note on the foundation plan that "Prior to the Contractor requesting a Building Department foundation inspection, the soils engineer shall advise the Building Official in writing that: 1. the building pad was prepared in accor- dance with the soils report: 2. the utility trenches have been properly backfilled and compacted, And: 3. the foundation excavations, forming and reinforcement comply with the soils report and approved plan.'
Provide spread footings for concentrated lOAdS designed for 1,000 PSF soil bearing or per bearing value as determined by an engineer or architect. Chapter 29
Show height of a11 foundation walls. Chaptor 23
Shov height of retained earth on a11 foundation walls. Chapter 23
Show distance of foundation to edge of cut or fill slopea and shov steepnass and heights of cuts and fills. Chapter 29
Note on plans that vood shall be 6' above finish grade. Soc. 2417(c) 7.
Note on plans that surface water vi11 drain away from building and shov drainage pattorn and key elevations. Sec. 2905(f)
Dimension foundation per Table 29A.
TABLE NO. 29-A-FOUNOATIONS FOR STUO BEARING WAUS-MINIMUM REQUIREMENTS
TNIMNLSS OF FOUWOATION WALL WUYIER OF STOlltS
WIOTN OF foonm (Iachosl
TnlCXNEn Of fOOTlNc (IDCIeIJ
om OF IOUNDATIOW IELOW WANIM SURIACL Of CIOUNO
12
IS
18
6
7 a
12
18
24 1 I I I I I 1
SOTES:
foenrhclons shnll be u required in Sect1011 2907(a).
top of the fODliIIR .
Whe? uusd mmditionq.or fmrt c+itiau arc found. footings and
The mound under the door may be excavated 10 ;he elevation of the
Shov foundation sills to be pressure treated. or equal. Sec. 2517(c) 3.
Shov foundation bolt size and spacing. Sec. 2907ce)
Specify size, ICBO number and manufacturer of pove: driven pins. Show edge and end distance and spacing. Sec, 306(f)
Shov size, imbedinant and location of hold dovn anchors on foundation plan. Sac. 2312tf)
Note on plan that hold dovn anchors must be tied in place prior to foundation inspection. Sac. 2312(f)
Show adequate footings under all shear Malls. Sec. 231l(e)
Show stepped footings for slopes steeper than 1:lO. Soc. 2907(c)
Show minimum 18' clearance from grade to bottom of floor joists and minimum 12' clearance to bottom of girders. Sec. 2517
Show pier size, spacing and depth into undisturbed soil. Table 29-A
Shov minimum under floor access of L8"x 24'. Sac. 2517
Shov minimum under floor ventilation equal to 1 1/2 sq. ft. for each 25 lineal feet of exterior foundation vith openings as cloae to corners aa practicable to provide cross ventilation on at least tvo approximate- Ly opposite sides. Sec. 2517
Show a11 joiats, rafters, beams, and poats
Fir-Larch or better. All poats and beams 5' and thicker shall be No. 1 Grade Douglas Fir-Larch or better. (Table 25-A-1)
Shov wall bracing. Every exterior wood stud wall and main croas partition shall be braced at each end and at least every 25 feat of length vith 1x4 diagonal let-in brace or equivalent. Sec. 2518(gl5
r 2" to 4. thick to be No. 2 Grade Douglas
Not. C:OSS bridging or blocking. ?loor joists and rafters more than 12' in depth and spanning more than 8 feet shall be supported laterally by bridging at intervals not exceeding 8 feet. Sec. 2506(g)
Show blocking at ends and at supports of floor joists. and for rafters at exterior walls. Sec. 2506(q)
Show solid blocking at ridge line and at exterior walls on trussed roofs. Soc. 2506lg)
Show double joists. Floor joists shall be doubled under baariaq partitions running parallal with the joists. Sec. 25181d) 5
Show rafter ties. Rafter ties shall bo spaced not more than 4 feet on centor where raftorr and ceiling joists are not parallel. Sec. 251E(h)
Show rafter purlin braces to be not less than 45 de rear to the horizontal. Sac. ~518(9)
Show 1/2" minimum clearance betveen top plate of interior partitions and bottom chord of trusses. (To ensure loading will be as designed.)
Show double top plate with minimum 48' lap splice. Sac. 2518tq14 '
Show nailing will be in compliance vith Table 25-P.
Provide fire stops between stories, botmoon top story and roof space, at ceilings and floor levels in interior and exterior valls, in mansard roof or eyebrow so no concealed or furred space is greater than IO' horizontally or vertically, between stair stringers at top and bottom and betveen studs along and in line vith stair run adjoining stud valls and partitions, at perimeter ol sliding door pockets, betveen chimney and wood frame using metal or incombustibles for the fire stop and at other places that could afford passage of flame. Sec. 2517(f)
Shov stud size and spacing. .\taximum allow- able stud heights: 2"x4"9 16" is 14': 3'x4'&tnx6'@ 16"o.c. is 20'. Sec. 2518Ig)2
Note an A.I.T.C. Certificate of Compliance for glued laminated vood members shall be given to the Building Inspeczor prior to ereczion. Sec. 306(f)
Detail a11 post to beam and post to footing connections. Sec. 2517(c) 4
Specify nail size and spacing for all shear valls, floor and roof diaphragms. Indicate required blocking. Maintain maximum diaphragm dimension ratios. (Tables I,J,FI.
Show 3.~4' or 2"x6' studs in first story of three story building. Sec. 2518(f)
Provide trusa details and truss calculation8.
Provide roof framing plan. Sac. 302(a17
Provide framing sections through
Section 302fa) 7
Specify all header sizes for opening over 4' wide. Sec. 2518(g) 7
Provide calculationa for
Section 302la) 7
In area. subject to water splash and in exterior locations, wood columns and poata shall be supported by piers projecting
at leaat 2' above the finished gr8de and shall bear on a metal base plate or treated vood unleas tho columns or posts are foun- dation grade redwood or cedar. Sec. 2517(Cl4
-.-. .
'e. . ..
I.
.C .'
Shw location of attic access with minimun size 22' x 30'. Sec. 320s . Shw draft separation for attic areas in excess of 3,000 sq.ft. See. 3205
Shw draft separation.for space between dropped ceilings and floor above in excess of 1,000 sq.ft. See. 2517
ficarion index. Table 25-5
ridge as a beam. Sac. 2518 (h)
I,
. Specify plyvood grade and panel indenti-
. when roof pitch is less than 3:12, design
. Wood shear walls shall not b. used to resist horizontal forces contributed by masonry in buildings over one story in height. Sec. 2S16tb)
board and gypsum wallboard shall not be used in vertical diaphragms to resist forces imposed by masonry or concrete construction. Table 47-1 . If cripple wall studs are less than 14". framing shall be solid blocking. S.e.2518(g16
Cripple vall studs exceeding 4 €eet in height shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Sac. 2518(q)6
or other weather exposed areas, is exterior grade. Sac. 2517(g) 3
line on all exterior stud valls to be stuccoed. Sec. 4706(e)
Provide an approved waterproof building paper under wood siding. Sac. 1701(a)
Specify an approved flashing for exterior openings and parapet walls. Sec. 3208
Y
Gypsum lath and plaster, gypsum sheathing
access.
least one size larger than supported rafters. Sac. 2518(h) 3
and rafters.
. Ridges, hips, and valleys shall be at
9. Provide weal straps across ridge beam
J. MECHANICAL
All heating, ventilating, and cooling systems and appliances shall comply with the Uniform Me anical Code.
Show the size, location and type of a11 heating and cooling appliances or systems. . Show source of combustion air for furnace will comply vith Chaper 6. U.H.C. . Every dwellinq unit shall be provided with heating facilities capable of maintain- ing a room temperature of 70. F. at 3 feet above the floor in all habitable rooms. Shov basis for compliance. UBC Sec. 1211
3. Show minimum 30' deep unobstructed working space in front of furnace.
2d Note on olans.clearances to be
F # 3
wr manufac-
Show access to the attic or under floor furnace to ba minimum 30 inchea by 30 inches. Sec. 708 5 709 UUC
Note that passagevay to :he attic furnace shall be unobstructed and have continuous solid floorinq not Less than 24 inches wide. Sec 708 UUC . Show permanent electrical outlet and lighting fixture controlled by a witch for the attic furnace. Sec. 708 UHC . Shov details to comply with Sec:ion '109 for furnace under the floor, Section 708 for attic furnace. or Section 710 for roof or outside furnace.
Note on plan, gas vents and non-combustible piping passing through three floors or less shall be effectively draft stopped at each floor or ceiling. UBC Sac. 1706(aJ6
K. ELECFRICAL (National EIectrical Code)
All wiring shall comply vith the National Electrical Code. . Note on the plan the amperage of electrical 9 service. . If the electrical installation is more 9 can 200 amperes. show panel location and Provide a single line diagram and load calculations including: a. Wiring method employed. b. Sizes of all conductors, switcher, circuit breakers. fuses, and conduits.
E. Approximate length of service feeders. d. Provide plot plan showing services, all panel locations, circuit arrangement and load distribution on panel busses. e. Provide typical panel schedule(s1.
Dwellings require minimum 100 amp service.
Show location of all alectricaL receptacle$.
spacing is not adequate in #. Electrical receptacle locations and/or
. At least one receptacle shall be installed outdoors, in basements and attached garaqes, other than laundry OuthtS. Art. 210-25(b)
Show minimum dwelling~lighting (NEC 7 Art. 210-26(aJ and GFI'S in garage, baths and outdoors. NEC Art. 2LO-B(aI. fl Art. 250-81
. Note 'UFER' ground to be provided (NEC).
9. /- turers listing. Sac. 704 UUC -
- L. PLUUBING (Uniform Plumbinq Code)
All plumbing shall comply with the Unifrom ing Code.
Shov water heater size, type and location on plans. #. Show method of providing combustion air to fuel burning water heater. Sec. 1307
Fuel combustion water heater shall not be installed in bath or bedroom or in a closet opening into bath or bedroom. Sac. 1309 4. Provide adequate barrier to protect water heater from vehicle damage. Sec. 1310 -
2/5. Furnace shall not be installed under any fl
rtairuay. Sec. 704 Urn: #.
Furnace shall not be inStAl1ed in any bedroom. bathroom, closet, or in confined space with access only through such room, unless specified as direct vent appliance, enclosed furnace or electric heating appliance. Sac. 704 UUC 244.
Shw ICBO approval for prefab fireplace
and provide approved installation instructions at job site.
9. ldr.
Show T and P valve on water heater and show route of discharge line co exterior Sec. 1007(e)
Provide dryer vent to outside. UUC Sac. 1903
Note on che plan that hose bibbs and lawn sprinkler systems shall have approved backflow prevention devices. See. 1003
Shower stall shall accomodate a 30'circle and have a minimum floor area of 900 sq.in. UPC 9091d)
.. 281.
p
uc-
.w [st :NsUZAtTON I DUPtUtfll
3ha JetarlS Of duplex COmon iPartY1 and !:oor;:eilrno JSsumOkiaB EO ACniaV.
3 sound :ranamission <:ass (STC] racin9 in ...lis of 50 rl.eiblds ~n8 Jn CmWet tnnulacron class I I~CI racing on tlmr. csrLrng of $0 lircables.
shav nor pnmuaeron of A~~~~ILss Cor prpinq. 0Lmrtol dovtas. roc*ss.d eLn*Cs* ~.~~cuEs. soffits. or heacinp v~t~Lac~m(*
oc insular& co aULntau r.qurr.d sound eran~rasron rarinq. TtCl* 25
Prardo tnsularron in walls md cerl~~
~rvinq. ~r.4 it qaraqo us. IS nor eontrnl1.d by rmordenc t1Cl.e 2s.
TiC1* 25
..IUUSL duerr sna~~ br sma1.d. L~n.d*
to Ami- of 50 br- qu.9. and
PRRCI CWSERVATXONK ?!U- Red
NOW Stat. J4andAt.d R.gUlAtiM0 (Calif. -in. Code) kcam affectiva June 16, 1983 and require Uuc tho design satisfy one of the alternatfvr
A. 8. C. 1. 2. 3. 4 and AB 163). Tho law A~SO requires that many M~.~OY consdvacion items be ratistid.
enerqy p.ckag~S (See JCtaChed p.Cl.9-
la in 20- .
Copies of tlte Resfdonti81 horgy Conservation Ranucrl suy bo obuinod from: Publications Unit. California tnerqy Coamission. 1111 How Ave. ICI-50, Sacramento. California 9582s. (Tal. (9161 920-621611. California Buildlaq Officials also maintain A telephone 'hoeline' ktuomn 10100 I.& and moon and 1zOO P.H. to 4100 P.H. at 0161 456-3823.
the alternativm ensrpy padugm that
4, or A. 163 to shou corplianee. and provide ealculationo urd other dau, appropriate to that sel.c+ed p.c'u90.
the responsible designer should
'The design submitted sUb828ntially eonforms to the Energy Requlatione for Aesidmntial Buildings'.
Show the *R* value for the wlls and
wt8 that the insulation used shall comply with California QUAlity Standarda.
Note the insulation installer shall post a signed certificate, in a canspiciau place in the building, s.tating the insulation coaplios with Title 24, Chapter 2-53 and title 20, Chapter 2, Subchapter 4. Article 3.
Note doors And windows. including skyligM8. ktwoan conditionod and non-conditioned sp~ee shall be fully weatharstrippd.
Note on the framing plan that wather- stripping. crulkinq or sealants must be usod to limit filtration in the burldinp onvolope at the following loeationor htrrior joints around window8 and door frames: betweon wall sola platas and floors. and ~~.fwaon exc~cloc wall pAneIs; pen.rrarions in walls. coiling., and
AS lines: openings in attie f1ooc.r and ~ll ocher opening. in the buildiq enve 1 ow.
Note chat doors and windows to be corrifiod and l~oalrd A. complying with the Ulrrpl Regulations.
Mote fans oxhaustinp air to have back draft dupers.
ShW On the title Sh-t Of the plM01
US S.1OCt.d i.S. AI Be Ce 1, 2. 3,
A SCACOMOnC, On the Plan title sh-tr
Ceiling and ra1Jt.d AI....
floors for plwbrng, electricity. and 4
+a-
+.
Note a~ tho oxterior wall Ciroplaa 'tir-plaee tT~ve minim- SIX spuaro inches of Outside air: to have qlass or wtsl door eoverrng the ontire oponiw of the Cfroboxr to have tight-fitting daaper with readily accessible control and should not have a continuous burainq piloc light..
Note ducts shall comply with Chapter 10, 1976 Urn: and Shall b. tightly Se8l.d with UStiC or taw.
Note at the water heater loeatian Ontor heatar to have wrap of R-12 external insulation'.
Note. whore water heator is in uncwrditioad apace. the first fiw feet of oucl~t pip. to have 1-3 wrap.
Note ill olrculatinq hot water piwe in unconditioned sp8C.8 shall k insulaub.
Note thst all qas fir& haating and cooling appliances. showrs and taunts shall caply with the tnergy Cffichny Standard..
Sha. at bath and kitchen, that the general liqhtinq shall have an efficiuy of not less than 25 lwns per watt i.0. florescent.
Note that lexcopc heat pumps) shall have an aut-* themostat with uchaniu which un b. manually program4 eo automatically set back the thermostat set points for at least two poriods within 14 hours.
Shw tho size. typa and location of the space heating lor cooling) rystr and provide enerqy ulculations it a oufput OTU/Hr. axcoeds 4S.000 Unrflrr. output.
~OU ulu .d l0d.i for MU .al UC.~ beor arm on Stat0 J- lis&
Ourdoor pools YLU~ Losarl Cue1 hwtors rsqurro pool awrs AS ull A0 oaer onerpy ravraq dovtcms sue AS CL.. cL#&s. ~LC. ft0-L 406
wxsamms
Show A minimum 7' air space and flashing between planter md buildinp walls. See. tSl7(eJ
Specify material to be used under ehe shower tile. See. 1707(a)
Specify lath and plrrtar to comply with Chapter 47, uac.
Tvo 3/4' copper pipea must be installed from water heater location to convaniant location of futura solar' panels (City Ord.)
Provide sleeves (:oaf jacks) in roof for two future 3/4* copper piper ta cunvsnient Location of future solar panels (City Ord.1
Note :hat solar water pipinq is to be inrulated in aroas that ace aot hoaeed or coolad. (City Ord.)
haatinq or cooling systao
. 0 Building plans aro rubstantrally correct and coaplate.
BY:
0 Buildinq plans require major correetions and cocnplete plan rachack. by plan chock onpineor, is required. . BY1
0.t. I
you have any quostions regarding
this plan cheek, please call
at
you. at no ch?rqe. ii additional aesistance Ws wuld AI80 be pleasod to mot rith
neoded.
..
BUILDING PORTION
Date : Jurisdiction dm uo32Q
BUILDING AREA VALUATION VALUE
Prepa ed by: -la
Commercial
Residential
-
Res. or Corn.
Fire Sprinklers
VALUATION AND PLAN CHECK FEE
@
@
@ ’.
0 Bldg. Dept.
0 Esgil
PLAN CHEW NO. B5776 -r
BUILDING ADDRESS 175) BgOC4Fe*
APPLICANT/CONTAC T 3#15 PHONE NO. 7.9 3965-
BUILDING OCCUPANCY /2-3, DESIGNER PHONE
TYPE OF CONSTRUCTION UAf CONTRACTOR PHONE
Air Conditioning 1 I I I
I Total Value I r/6/ / 8/8
Fee Adjusted To Reflect OEnergy Regulations (Fee x 1.1)
OHandicapped Regulations (Fee x 1.065)
Building Permit Fee $ 5-s&3. O0 s
Plan Check Fee $ 38z’Zo $
COMMENTS;
8/4/02
- PLAN CHECK NUMBER /75/ &$&(e/ Ed OATE -
TYPE OF STRUCTURE .s'Fd - ZONE: w3 1
P LA" I NG :
5:
8%
2 CCFWENTS: 3 ---
' !$ 0 a REDEVELOPMNT ATFZOVAL REQUIRE --a A w 0 Id- i a=
gz up: 63 LANDSCAPE PLAN COMMENTS: I
ADDITlOPlRL COlYMENTS: ..
I
/KD/ - E.D.U: .-
-- EASEMENTS: ADD IT I ONAL COMMENTS : YII
- ua
O"' ua OK TO ISSUE: DATE : /d/di. &- -
* ENGINEERING INSPE _I--
PUBLIC FORKS INSPECTOR: -- - FINAL OK: DATE:
* IF THIS ITEM IS NOT CHECKED, BUILDING DEPARVIENT MILL MAKE ALL INSPECTiONS
(DRIVEWAYS, CURB CUT, DRAINAGE, ETC.)
.
bRIAN ShITh ENGINEERS, INC. Client: B.A. WORTHING, XNC. SHEET
Carlsbad, CA 92008 Carlsbad, CA 92008 OF
2656 State Street I?. 0. Box 1041 1
24
gA- / &f w’ Job No. 5889 March 12, 1385 E. Brian Smith RCE 13817 EhS:rai
Structural calculations for a
proposed residence - Bruce Road #3
5- (3.14 r-= 4244
v
=/
y= 34 27.3 = s/p
/
0 \= 6
24-
c I I I I
I ll I 30'
l3
SHEET
OF I4
24
TYPES OF SHEATHING A --- 1 x DIAG SHEAThING @
(4) (8)d @ BOUNDARIES UBC SEC. 2514 b
1/2" DRYWALL WITH 5d COOLER NAILS @ 7" O.C. EDGES AND
45' w/ (3) 8d NAILS ALONG STUDS
100. #/l. A --- FIELD (TABLE 47-1 UBC) A --- 5/8" DRYWALL WITH 6d COOLER NAILS @ 7" O.C. EDGES AND
FIELD (TABLE 47-1 UBC) 100. #/l. A --- 1/2" DRYWALL WITH 5d COOLER NAILS @ 4'' O.C. EDGES AND
FIELD (TABLE 47-1 UBC) 125. #/l.
5/8" DRYWALL WITH 6d COOLER NAILS @ 4" O.C. EDGES AND
FIELD (TABLE 47-1 UBC) 125. #/l. A --- 1/2" BLOCKED DRYWALL WITH 5d COOLER NAILS @ 4'' 0.C.
EDGES C FIELD (TABLE 47-1 UBC) 150. #/1. A --- 5/8" BLOCKED DRYWALL WITH 6d COOLER NAILS @ 4" O.C.
EDGES & FIELD (TABLE 47-1 UBC) 175. #/1. A --- 7/8" STUCCO OVER PAPER BACKED LATH w/16 GAUGE STAPLES
AT 6" O.C. AT TOP 6 BOTTOM PLATES, EDGE OF SHEAR WALL
AND ON FIELD (ICBO REPORT NO. 1823, MAY 1972)
OR (ICBO REPORT NO. 1318, FEBRUARY 1973) - 180. #/l. A --- 7/8" STUCCO OVER PAPER BACKED LATH w/16 GAUGE STAPLES
AT 3" O.C. AT TOP & BOTTOM PLATES, EDGE OF SHEAR WALL
AND 6" O.C,. ON FIELD (ICBO REPORT NO. 1823, MAY 1972)
OR (ICE0 REPORT NO. 1318, FEBR. 1973)180.#/1.
Q __- 3/8" STRUCTURAL I PLYWOOD WITH 8d NAILS AT 6" 0.C.
AT EDGES & 12" O.C. FIELD (TABLE 25K UBC) 276. #/1.
Q __- 3/8" STRUCTURAL I PLYWOOD WITH 8d NAILS AT 4" O.C.
AT EDGES & 12" O.C. FIELD (TABLE 25K UBC) 432.#/1.
Q _-- 3/8" STRUCTURAL I PLYWOOD WITH 8d NAILS AT 3" O.C.
AT EDGES & 12" O.C. FIELD (TABLE 25K UBC) 552. #/l. A --- 3/8" STRUCTURAL I PLYWOOD WITH 8d NAILS AT 2" 0.C.
AT EDGES & 12" O.C. FIELD (TABLE 25K UBC) 732. #/l.
Q -__ STRUCTURAL PLYWOOD WITH d NAILS AT O.C.
AT EDGES & 12" O.C. FIELD
REQUIRES MIN. 3" NOMINAL FRAMING MEMBERS
(TABLE 25K UBC)
ci
.--- 1: - I-
@!-
G
D
1 p1W M
-. - r
..
Isp.7' v- - G;Z~ U
24
c
I
RICHARD J. TOAL. RCE 14505
RAYMOND R. TOAL. RCE 16880
OLAV 9. MEUM L.S. 4384
TOAL ENGINEERING
CIVIL ENOINEERS, LAND PLANNERS AND LAND SURVEYORS
130 AVENIDA NAVARRO
SAN CLEMENTE. CALIFORNIA 92672
PHONE (714) 492-8586
P.O. BOX 3878
MAILING ADDRESS P.O. BOX 3878 SAN CLEMENTE, CALIFORNIA 92672
December 3, 1985
City of Carlsbad
1200 Elm Avenue
Carlsbad, CA 92008
Attention: City Engineer
Subject: Rough Grade Certification Project 2.8531
Drawing No. 258-4
JN 4938
Gentlemen:
Please be advised that. Lots 3, 7 & 8 being graded as part of
the subject project have been graded in substantial compliance with
the approved grading plan.
Veg truly yours,
uR&ymond R. Toal
RRT:bb
REPORT OF GEOTECHNICAL INVESTIGATION
. LOTS 3 AND 6-8, MAP 10870
BRUCE ROAD AND PARK DRIVE
CARLSBAD, CALIFORNIA
PREPARED FOR :
B. A. Worthing
Port Office Box 1041
Carl sbad, Cal i fornia
I
PREPARED BY:
Southern California Soil & Testing, Inc.
Post Office Box 20627
6280 Riverdal e Street
San Diego, Cal i fornia 92120
r
'.
"- ,
SOUTHERN CALIFORNIA SOIL AND TESTING. INC
. 6290 RIVERDALE ST. SAN DIEQO. CALIF. 92120 TELE 290-4321 P.0. BOX 20627 SAN DIEGO. CALIF. 37.120
74-831 VELlE WAY PALM OEBERT. CALIF. 92260 TELE 346-1079
678 ENTERPRISE ST. EBCONDIDO, CALIF. 92025 TELE 746-4544
June 6, 1985
€3. A. Northing Post Office Box 1041 Carl sbad, California 92008
SCS&T a521118 Report No. 1
SUBJECT: Report of Gebtechnical Investigation, Lots 3 and 6-8, Map 10870, Bruce Road and Park Drive, 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 recommendations.
The findings of this study indicate that the site is suitable for the proposed development provided the recommendations presented in the attached report are complied with.
If you have any questions after reviewing the findings and recommendations
contained in the attached report, please do not hesitate to contact this
office. This opportunity to be of professional service is sincerely appreciated.
Respectfully submitted, . SOUTHERN CALIFORNIA SOIL & TESTING, INC.
RRR:JRH:nr cc: (5) Submitted
( 1 ) SCS&T , Escondi do
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
TABLE OF CONTENTS
PAGE Introduction and Project Description ...................................... 1
Project Scope ............................................................. 1 Findings .................................................................. 2 Site Description ...................................................... 2 General Geology and Subsurface Conditions ............................. 3
Geologic Setting and Soil Description ............................ 3 Tectonic Setting ................................................. 3 Geologic Hazards ................................................. 4
Groundwater ...................................................... 5 Recommendations and Conclusions. .......................................... 5 Site Preparation ...................................................... 5
General .......................................................... 5 Surface Drainage .................................................. Earthwork ........................................................ 6 Foundations ............................................................... 6
General .......................................................... 6 Settlement Characteristics ....................................... 6
Expansive Characteristics ........................................ 6
General .......................................................... 7 Backfill ......................................................... 7 Bearing Pressure ................................................. 7 Passive Pressure ................................................. 7
Active Pressure .................................................. 7
Limitations ............................................................... 8 Review, Observation and Testing ....................................... 8
Time Limitations ...................................................... 9
Professional Standard ................................................. 9
Retaining Walls ........................................................... 7
Factor of Safety ................................................. 8
Uniformity of Conditions .............................................. 8 Change in Scope ....................................................... 9
Client's Responsibility .............................................. 10
Field Explorations ....................................................... .O Laboratory Testing ....................................................... 10
ATTACHMENTS
PLATES
Plate 1 Plot Plan
Plate 2 Subsurface Exploration Legend
Plate 3-7 Trench Logs
Plate 8 Direct Shear Test Results
Maximum Density and Optimum Moisture Content
APPEND I X
Recommended Grading Specirication and Special Provisions
SOUTHERN CALIFORNIA SOIL AND TESTING. INC.
6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 TELE 280-4321 P.O. BOX 20627 SAN DIEGO. CALIF. 91110
74-831 VELIE WAY PALM OEBERT. CALIF. 9~260 TELE 346-1076
678 ENTERPRISE ST. ESCONDIDO, CALIF. 92025 TBLE 746-4544
GEOTECHNICAL INVESTIGATION
LOTS 3 AND 6-8, MAP 10870
BRUCE RAOD AND PARK DRIVE
CARLSBAD, CALIFORNIA
INTRODUCTION AND PROJECT DESCRIPTION
This report presents the results of our geotechnical investigation for four
proposed residences which are to be located near the intersection of Bruce
Road Park Drive in the City of Carlsbad.
It is our understanding that some additional grading is proposed to develop
these sites but the maximum cuts and fills planned are generally in the
order of 10 feet or less in height. The site configuration and exploration
locations are shown on Plate No. 1.
PROJECT SCOPE
This 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. Spec,ifically, the intent of this analysis was to:
a) Explore the subsurface conditions to the depths influenced by the
proposed constructidn.
SOUTHERN CALIFORNIA SOIL AND TESTING, INC.
.
SCS&T 5521118 June 6, 1985 Page 2
Evaluate, by laboratory tests, the pertinent engineering
properties of the various strata which will influence the
development, including their bearing capacities, expansive
characteristics and settlement potential.
Define the general geology of the site including possible
geologic hazards which could have an effect on the site
development.
Develop s'oi 1 engineering criteria for site grading.
Determine potential construction difficulties and provide
recommendations concerning these problems.
Recommend an appropriate foundation system for the type of
structures anticipated and develop soil engineering design
criteria for the recommended foundation design.
FINDINGS
SITE DESCRIPTION
The project site consists of four lots within an existing subdivision east
of the intersection of Bruce Road and Park Drive in Carlsbad, California.
Lot 3 is located on a west to east trending ridge with a level pad on the
upper eastern portion of the lot which has been cut into the ridge. This
site slopes steeply to the northwest, west and southwest with elevations
ranging from approximately 50 feet to 90 feet (MSL). These slopes are in a
natural condition and vegetation consists of heavy growth of native brush,
plants and grasses. Lots 6, 7, and 8 consist of relatively level cut and
fill pads bounded.by approximately 4 feet to 30 feet high moderately Steep,
cut and fill slopes. Fill on these slopes ranges up to 7 feet high with a
slope ratio on the order of approximately 2:l (horizontal to vertical).
Elevations on these lots rang6 from 30 feet to 100 feet (MSL).
,
SCS&T 8521118 June 6, 1985 Page 3
GENERAL GEOLOGY AND SUBSURFACE CONDITIONS
GEOLOGIC SETTING AND SOIL DESCRIPTION: The subject site is located in the
Coastal Plains Physiographic Province of San Diego County and is underlain
by materials of sedimentary origin and some artifical fill. Lot 3 has been
cut into the Eocene Santiago Formation and associated topsoil which
consists of tan, humid, dense, silty sandstone and up to 1 foot of brown,
dry, loose silty sand respectively. Soil conditions as encountered in our
explorations on Lots '6, 7 and 8 were approximately 3 to 7 feet of
artificial fill consisting of brown to dark gray brown, humid to moist,
loose to medium dense silty sand. The fill was generally underlain by a
minimum of 4 feet of alluvium which consist of gray brown to dark gray
brown, moist, medium dense silty sand. On Lot 8 this alluvium was
underlain by a minimum of 2 feet of light tan, moist, medium dense very
friable sand. On the lower northwest pad area of Lot 7, three feet of
artifical fill was underlain by in excess of 7 feet of dark brown to gray
brown alluvium which was moist, medium dense, clayey sand.
TECTONIC SETTING: No evidence of faulting was noted during our surface
reconnaissance or in our exploratory trenches. A review of available
geologic literature reveals the presence of numerous minor northeast
trending faults in the Carlsbad vicinity of the site that are presently
classified as inactiye. The project site is located approximately 6 miles
east of the Rose Canyon Fault Zone. The Rose Canyon Fault Zone is a series
of northwest trending faults of Quaternary
as potentially active, rather than active according to the criteria of the
California Division of Mines and Geology. This classification is based on
the lack of the conclusive evidence to verify Holocene movement along this
fault zone.
age that is currently classified
It should be recognized that
by major, active fault zones
The nearest of these are the
miles to the northeast.
much of Southern Cal ifornia is characterized
that could possibly affect the subject site.
Elsinore Fault Zone, located approximately 24
SCS&T 8521118 June 6, 1985 Page 4
GEOLOGIC HAZARDS
The subject site can be ,considered to be relatively free of geologic
hazards. Potential hazards such as tusnamis, seiches, liquefaction, or
1 andsl i di ng shoul d be consi dered to be negl i gi bl e or nonexis tent.
The most likely major geologic hazard to affect the site is groundshaking
as a result of movement'along one of .the major active fault zones mentioned
previously. The maximum bedrock accelerations that would be attributed to
portion of
zed in the
a maximum probable earthquake
selected fault zones that cou
fol 1 owing tab1 e.
occurring along the nearest
d affect the site are summar
TABLE 1
Maximum Probable Maximum Bedrock
Fault Zone Classification Distance Earthquake Accel era t i on
Rose Canyon Potentially 6 miles 6.0 magnitude 0.359
El si nore Active 24 miles 7.3 magnitude 0.239
Active
Based on the current fault zane classification, and the maximum bedrock
accelerations capable of developing, it is recommended that the Coronado
Banks, Elsinore or San Clemente Fault Zones be considered the design
earthquake source for the subject development.
Although a maximum probable earthquake along the La Nacion and/or Rose
Canyon Fault Zones could conceivably produce ground motions considerably
stronger than those that would be attributed to the major, active fault
zones, it is our opinion that, due to the current classification of these
local fault zones as potentially active rather than active, they should not
be used as the design earthquake source for this project.
SCS&T 8521118 June 6, 1985 Page 5
Construction in accordance with the minimum standards of the Uniform
Building Code and the governing agencies should minimize potential damage
due to groundsha ki ng.
GROUNDWATER: No groundwater was encountered during our subsurface
exploration and we do not anticipate any major groundwater related
problems, either during or after construction. However, it should be
recognized that minor groundwater seepage problems may occur after
devel opement of a site- even where none were present before development.
These are usually minor phenomena and are often the result of an alteration
of the permeability charcteristics of the soil , an alteration in drainage
patterns and an increase in irrigation water. Based on the permeability
characteristics of the soil and anticipated usage of the development, it is
our opinion that any seepage problems which may occur will be minor in
extent. It is further our opinion that these problems can be most
effectively corrected on an individual basis if and when they develop.
RECOMMENDATIONS AND CONCLUSIONS
SITE PREPARATION
GENERAL: We recommend that the existing fill and loose native soils be
removed to firm natpral ground and be stockpiled for future use. Firm
natural gournd is defined as native soil which possesses an in-situ density
equal to or greater 85% of its maximum dry density. The soils exposed at
the base of these excavations should then be scarified 12 inches, be
moisture treated to at least 2% over optimum and densified to a minimum of
90% relative compaction. The stockpiled soils may then be replaced in
eight inch lifts, moisture conditioned and compacted as indicated above.
The horizontal limits of these recommendations should include the area
within a perimeter of 10 feet outside of each proposed structure and all
areas to receive additional fill and all slopes. Based on the findings of
this study, it is anticipated that the maximum depth of removal and
recompaction will be on the order of seven feet.
,
SCS&T 8521118 June 6, 1985 Page 6
SURFACE DRAINAGE: We recommend that a1 1 surface drainage be directed
away from the proposed structures and that ponding of water not be allowed
adjacent to the building foundations. It is further recommended that
drainage not be allowed to flow over the top of slopes.
EARTHWORK: A1 1 earthwork and grading contemplated for site preparation
should be accomplished in accordance with the attached Recommended Grading
Specifications and Special Provisions. All special site preparation
recommendations presented in the sections above will supersede those in the
standard Recommended 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 structures 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 D-1557-78, Method A or C.
FOUNDATIONS
GENERAL: It is our opinion that the proposed building may be supported
by shallow spread footings. All footings should be founded at least 12 or
18 inches below lowest adjacent finished grade for one or two story
structures, respectively. All footings should possess a minimum width of
12 inches. An allowable soil bearing pressure of 2000 psf may be used for
foundation design. We further recommend that all continuous footings :be
reinforced with at least one No. 4 bar top and bottom.
SETTLEMENT CHARACTERISTICS: The anticipated total and/or differential
settlements for the proposed structure may be considered to be within
tolerable limits provided the recommendations presented in this report are
fol 1 owed.
EXPANSIVE CHARACTERISTICS: The prevailing foundation soils were found to
be nondertimentally expansive and will not require special consideration
and/or design.
SCS&T 8521118 June 6, 1985 Page 7
RETAINING WALLS
GENERAL: It is our understanding that the retaining walls planned for
the site will be of masonry construction and that they will have a maximum
height on the order of 6 feet. All walls should have adequate weep holes
or a subdrain system to prevent a building 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.
BEARING PRESSURE: The foundation for the proposed walls may consist of
spread footings founded in the native soils or compacted fill. Footings
should extend through any loose topsoils and fill or the topsoils and fill
should be removed and be replaced as a compacted fill. Footings may be
designed for an allowable bearing pressure as previously recommended.
PASSIVE PRESSURE: The passive pressure for the prevailing soil
conditions may be considered to be 350 pounds per square foot per foot of
depth. This pressure may be increased one-third for seismic loading. The
coefficient of friction for concrete to soil may be assumed to be 0.55 for
the resistance to lateral movement. When combining frictional and passive
resistance, the latter should be reduced by one-third.
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 move at the top (unrestrained walls). For a 2:l backfill
condition, this design pressure should be increased to 55 pcf. These
pressures do not consider any surcharge other than the sloping backfill.
If any are anticipated this office should be contacted for the necessary
increase in soil pressure.
SCS&T 8521118 June 6, 1985 Page 8
FACTOR OF SAFETY: The above values, with the exception of the allowable
soil bearing pressure, 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
REVIEW, OBSERVATION AND TESTING
The recommendations presented in this report are contingent upon our review
of final plans and specifications. The 'soil engineer and engineering
geolgist should review and verify the compliance of the final grading plan
with this report and with Chapter 70 of the Uniform Building Code.
It is recommended that Southern California Soil & Testing, Inc. be retained
to provide continuous soil engineering services during the earthwork
operations. This is to observe compliance with the design concepts,
specifications or recommendations and to allow design changes in the event
that subsurface conditions differ from those anticipated prior to start of
construction.
UNIFORMITY OF CONDITIONS
I
The recommendations 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
locations and the assumption that the soil conditions do not deviate
apprecjably 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 unforseen 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
should be brought to the atte-ntion of the soils engineer so that he may
make modifications if necessary.
c
SCS&T 8521118 June 6, 1985 Page 9
CHANGE IN SCOPE
This office should be advised of any changes in the project scope or
proposed site grading so that it may be determined if the recommendations
contained herein are appropriate. This should be verified in writing or
modified by a written addendum.
TIME LIMITATIONS
The findings of this report are valid as of this date. Changes in the
condition of a property can, however, occur with the passage of time,
whether they be due to natural processes or the work of man on this or
adjacent properties. In addition, changes in the State-of-the-Art and/or
Government Codes may occur. Due to such changes, the findings of this
report may be invalidated wholly or in part by changes beyond our control.
Therefore, this report should not be relied upon after a period of two
years without a review by us verifying the suitability of the conclusions
and recommendations.
PROFESSIONAL STANDARD
In the performance of our professional services, we comply with that level
of care and skill ordinarily exercised by members of our profession
currently practicing, under similar conditions and in the same locality.
The client recognizes that subsurface conditions may vary from those
encountered at the locations where our borings, surveys, and explorations
are made, and that our data, interpretations, and recommendations are based
solely on the information obtained by us. We will be responsible for those
data, interpretations, and recommendations, but shall not be responsible
for the interpretations by others of the information developed. Our
services consist of professional consul tation and observation only, and no
warranty of any kind whatsoever, express or implied, is made or intended in
connection with the work performed or to be performed by us, or by our
proposal for consulting or other services, or by our furnishing of oral or
written reports or findings.
SCS&T 8521118
CLIENT'S RESPONSIBILITY
June 6, 1985 Page 10
It is the responsibility of B. A. Worthing, or his representatives to
ensure that the information and recommendatipns contained herein are
brought to the attention of the engineer and architect for the project and
incorporated into the project's plans and specifications. It is further
his responsibility to take the necessary measures to insure that the
contractor and his subcontractors carry out such recommendations during
construction.
FIELD EXPLORATIONS
Five subsurface explorations were made at the locations indicated on the
attached Plate Number 1 on May 24, 1985. These explorations consisted of
trenches dug by means of a backhoe. The field work was conducted under the
observation of our geology personnel.
The explorations were carefully logged when made. These logs are presented
on the following Plate Numbers 3 through 7. 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 presented. The density of granular materials is given as
either very loose, loose, medium dense, dense or very dense. The
consistency of silts or clays are 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.
LABORATORY TESTING
Laboratory tests were performed in accordance with the generally accepted
American Society for Testing and Materials (A.S.T.M.) test methods or
suggested procedures. A brjef description of the .tests performed is
presented bel ow:
SCS&T 8521118 June 6, 1985 Page 11
a) MOISTURE-DENSITY: Field moisture content and dry density were
determined for representative undisturbed 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 summarized in the trench
1 ogs.
b) CLASSIFICATION: Field classifications were verified in the
laboratory by visual examina.tion. The final soil
classifications are in accordance with the Unified Soil
C1 ass i f i ca ti on Sys tern .
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 inches per minute.
The results of these tests are presented on attached Plate
Number 8.'
d) 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 D-1557-78, Method A. The
results of these tests are presented on the attached Plate
No. 8.
LEGEND: '
TRENCH LOCATION
I . .-. .. . . __ . ..
0 80
SCALE
SOUTHERN CALlFORNlA 0 +>L> SOIL & TESTING, INC. 7-
DATE 6-7-85 RRR DY
lJoB No. 8 5 2 1 1 1 8 1 PLATE NO.l
r
E X P L. 0 RAT I 0 N
By RRR
JOB NO. 8521118
LEGEND
6-7-85 DATE
Plate No. 2
UNIFIED SOIL CLASSIFICATION CHART
SOIL DESCRIPTION GROUP SWOL nprcx :IA.WS
1. COhRSE GRAINED, More than half of materiAl is larqer than No. 200 sieve si:e. GX\VCLS CLEAN GRAVELS
More than half of
coarse fraction is larger than No. 4 sieve size but smaller than 3". GRAVELS WITII FINES
(Appreciable amount of fines)
s;Luos CLEAN -SANDS
More than half of coarse fraction is smaller than No. 4
sieve size. SANDS WITH FINES (Appreciable amount of fines)
11. FINE GRAINED, More than half of material is smaller
than No. 200 sieve size. SILTS AND CLAYS
Liquid Limit less than 50
SILTS WD CLAYS
Liquid Limit greater than 50
HIGHLY 0RGX:IIC SOILS
I
cw
CP
.CM
CC
sw
SP
SM
sc
NL
CL
OL
MH
CH
OH
PT
Well graded sravels, gravel- sand mixtures, little or no
fines. Poorly graded gravels, gravel sand mixtures, little OK no fines. Silty gravels, poorly graded
gravel-sand-silt mixtures. Clayey gravels, poorly graded gravel-sand, clay mixturqs.
Well graded sand,gtavelly sands, little or no fines.
Poorly graded sands, gravelly sands. little or no fines. Silty sands, poorly graded sand and silt mixtures. Clayey sands, poorly graded sand and clay mixtures.
,
Inorganic silts and very fine sands, rock flour, sanCy silt or clayey-silt-sand mixtures with sliqht plast- icity Inorgnnic clays of 104 to medium plasticity,gravelly clays, sandy clays,silty clays, lean clays. Organic silts and organic silty clays of lw plasticity Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Inorganic clays of high plasticity, fat clays. Organic clays oE medium to high plasticity.
Peat and other highly organic soils.
... * - Idater level at time of excavation or as indicated
US - Undisturbed, driven ring sample or tGbe sarnple
CK - Undisturbed chunk sarnple
BG - Bulk sample
SOUTHERN CALIFORNIA
SOIL & TESTING, INC.
l¶PFJO RIVERDALE BTAEET
BAN DIEOO. CALIFORNIA DPlPO
TRENCH NUMBER 1
ELEVATION -
u 0 DESCR lPTlO N
Brown, SILTY SAND
(fill)
Dry to
Humid
Loose
92.6 6.5 72 -
Light Brown, SILTY SAND
(Native-Topsoil/Alluvium
Humid Loose -
76 - - 98.7 7.5
Dark Gray Brown, SILTY SAND
(AI luvium)
Moist Med i urn
Dense
Light Tan, POORLY GRADED
SLIGHTLY SILTY SAND
Moist Medium
Dense
(Sandstone)
SUBSURFACE EXPLORATION LOG
JOB NUMBER:
SOUTHERN CALIFORNIA
SOIL & TESTIMG,INC.
-
W P 2.
W
J a.
4
v)
I -
CK
CK
BG
CK
BG
SM
TRENCH NUMBER 2
ELEVATION
DESCR I PT IO N
Dark Gray Brown, SILTY SAND
(fill)
Dark Brag Brown, SILTY SAND
(Native - Alluvium)
Humid
Moist
Loose
Medi um Dense to Dense
95.8
116.7
-
6.2
9.1
74
90
SOUTH ERN CALIFOR MIA
SOIL Q TESTING,IRIC.
SUBSURFACE EXPLORATION LOG
(DATE LOGGED: 5-24-85 LOGGED BY: G, s.
,
TRENCH NUMBER 3
ELEVATION
W a > t-
W -I P I
4
v) -
CK
CK
ain
a0 ux
a-
DESCR lPTlO N
a 0
SM Dark Bray Brown, SILTY SANt
(fill)
Humid to Moist Medi urn Dense
112.4
115.8
8.3
7.3
87 -
Gray Brown, SILTY SAND
(Native A1 1 uvi an)
Moist Med i urn Dense
Humid Yedium lense
Light Brown, SILTY SAND
8
Plate No. 5
SOUTHERN CALIFORNIA
SOIL & TESTING,INC.
1
SOUTHERN CALIFORNIA
SOIL 6; TESTING,JNC.
3
SUBSURFACE EXPLORATION LOG -
LOGGEDBY: G. s. DATE LOGGED: 5-24-85
JOB NUMBER: 8523118 Plate No. 6
I.
J
7
.o
W
> c
W
-I
a
a I U ln
CK
-
CK
. ..
CK
CK
CK
.II
SM
-
sc
TRENCH NUMBER 4
ELEVATION
DESCRIPTION
Brown, SILTY SAND
(fill)
Sray Brown, CLAYEY SAND
(Native-Alluvium)
I
Dry to Humid
Moist
Loose to
Med i urn Dense
Med i urn
Dense
2 wo >- -b cu 4:
WI =o u
s M
TRENCH NUMBER 5
ELEVATION
DESCRIPTION
Brown, SILTY SAND (Topsoi 1 )
Tan, SILTY SAND
( San t i ago Format i on)
I,
Humid
Loose
Dense
SOUTHERN CALIFORNIA A
SOlL 4% TESTIP(G,IPCIC. w SUBSURFACE EXPLORATION LOG I
LOGGEDBY: G s .. 5-24-85 I (DATE LOGGED:
8521118 I Plate No. 7 JOB NUMBER: I
DIRECT SHEAR TEST RESULTS
DESCRIPTION
~
SAMPLE
angle of cohesion
Internal intercept
friction (0) (4
T-1 @ - 2-4 -~
T-4 @ 3.5
BemoJ&&Lo 90%
Undisturbed
-
30 175
300 31 -
SAMPLE
MAXIMUM DENSITY and OPTIMUM MOISTURE CONTENT
maximum optimum
DESCRIPTION density moisture (4 content (%)
A METHOD ASTM 1557-78
Brown Silty Sand 129.1 9.5 T-1 8 2-4
I
ley RRR IDATE 6-6-85
IJOB NO. 8521118 I Plate No. 8
,
LOTS 3 AND 6-8,MAP 10870
RECOMMENDED 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 recommendations contained in the preliminary soil investigation report
and/or the attached Special Provisions are a part of the Recommended
Grading Specifications and shall supersede the provisions contained
hereinafter in the case of conflict. These specifications shall only be
used in conjunction with the soil report for which they are a part. No
deviation from these specifications will be allowed, except where specified
in the soil report or in other written communication 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 apprised 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 recommendations.
SCS&T 8521118 June 6, 1985 Appendix, Page 2
If, in the opinion of the Soil Engineer, substandard conditions are
encountered, such as; questionable or unsuitable soil, unacceptable
moisture content, inadequate compaction, adverse weather, etc., he will be
empowered to either to either stop construction until the conditions are
remedied or corrected or recommend 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. D-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.
Any abandoned buried structures encountered during grading operations must
be totally removed. All underground utilities 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, storm
SCS&T 8521118 June 6, 1985 Appendix, Page 3
drains and water lines. Any buried structures or utilities not to be
abandoned should be investigation by the Soil Engineer to determine if any
special recommendation will be necessary.
All water wells which will be abandoned should be backfilled and capped in
accordance to the requirements set forth in the Geotechnical Report. 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.
When the slope of the natural ground receiving fill exceeds 20% (5
horizontal units to 1 vertical unit), the original ground shall be stepped
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 hereinbefore for compacted natural
ground. Ground slopes flatter than 20% shall be benched when considered
necessary by the Soil Engineer.
I
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 recommendation contained in the preliminary soil
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 85% of its maximum dry density.
c
SCS&T 8521118 June 6, 1985 Appendix, Page 4
FILL MATERIAL
Materials 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.
The definition and disposition of oversized rocks, expansive and/or
detrimental soils are covered in the soils report or Special Provisions.
Expansive soils, soil’s 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.
PLACING AND COMPACTION 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 cantained in the preliminary soil 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 recommended in .the Special Provisions is
SCS&T 8521118 June 6, 1985 Appendix, Page 5
achieved. The maximum size and spacing of rock permitted in structural
fills and in non-structural fills is discussed in the soil 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
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
sui tab1 e equi pment. compaction by sheepsfoot roll ers 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.
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 satisfied that
the slopes will be sftable in regards to surficial stability.
Slope tests will be made by the Soils Engineer during construction of the
slopes to determine 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 communication from the Soil
Engineer in the form of a daily field report.
c
SCS8T 8521118 June 6, 1985 Appendix, Page 6
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 additional cost to the Owner or Soils Engineer.
CUT SLOPES
The Engineering Geologist shall inspect all 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 mi tigating measures and necessary.
Unless otherwise specified in the soil and geological report, no cut slopes
shall be excavated higher or steeper than that allowed by the ordinances of
the controlling governmental agency.
1
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.
,
.
SCS&T 8521118 June 6, 1985 Appendix, Page 7
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. Damage site conditions resulting from weather or acts of God
shall b repaired before acceptance of work.
RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS
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.
Detrimentally expansive soil is defined as soil which will swell more
than 3 percent against a pressure of 150 pounds per square foot from a
condition of 90 percent of maximum dry density and air dried moisture
content to saturation.
I
Oversized fill material is defined as rocks or lumps over 6 inches in
diameter. 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.