HomeMy WebLinkAbout1805 OAK AVE; ; CB950120; Permitc: IOS
- - B U I L D IN G P E R M'I T Permit No: C6950120
.03/29/95 15:50 Project No: A9500155
Page 1 of 1 Development No
Job Address: 1805 OAK AV Suite: ii 1273 03/29/95 0001 01 02 Permit Type: RESIDENTAL ADD/ALT .- C-PRMT 5417.00 Parcel No: 205-080-78-00 Lot#: .
Valuation: 230,725.
Construction Type: VN
Occupancy Group: R3/M1 Reference#: . Status:. ISSUED
Description: DEMO 1278 ADD 1464 -+667 GAR Applied; 01/18/95
2742 SF TOTAL OF SFD . Apr/Issue: 03/29/95.
Entered By: PD
Appl/Ownr : PACKARD,GARTH
'
,619-72917447
2057 CHESTNUT
C?RLSBAD,CA' 92008'
Fees Required -%et.*
Fees 6 )11A 6 3 0
Adjustment 00 Trtal tht 00
Total Fees \ 709.00
Ba 1 an vli.r: 5,417 .00
Fee description /. . :1" ts \irçnit Ext fee Data
Building Permit f" f'7j /' \ 1098.00
714.00 Plan Check
Strong Fee
> 3 / 399
23. 00
7.00 PFFONXSF Other
*
99
BUILDING TOTAL •\. ;, L / .0 V;
' / 5832-.00
Enter "Y" for Plumb.nq Ise Fee\>. / -••"-/ 20.00 Y
Each 'Plumbing Fixtu'or.Tr Li > 20/ H 7.00 140.00
Each.-Building Sewer ICOR RATED, .15)0 15.00
Each Ins'tall/Repair Watel Li'rTe . -7f00 . 7.00 4 I i Each Water Heater an 01 'Ventj h> .'.. (4. /.00 7.00
Gas Piping System' .& /> ..,. 7.00 7.00
Each Vacuum Breaker : >.. 7.00 14.00
*PLUMBING TOTAL 210.00
Enter Y for Electric Issue Fee > . 10.00 Y
Single Phase Per AMP •. > 100 . . .25 '25.00
* ELECTRICAL TOTAL . :.' •, . 35.00
Enter 'Y" for Mechanical Issue Fee> . 15.00 Y
Install Furn/Ducts/Heat Pumps > . 1 9.00. 9.00.
EachInstàll Fireplace . - > 1 ... . 6.50 ..
Each Install/Reloc.Vent • > ' 4 , 4.50 • -1800
* MECHANICAL TOTAL • . ' . . • 49.00- -j, . -
[
I.ANCE
L APPROVAL
DATE7[O2S
CLE?fl
CITY OF 'CARLSBAD -
2075 Las Palmàs Dr., Carlsbad, CA 92009 (619) 438-116
C/0L74) PERMIT APPU4 TI
City of Carlsbad Building Department
2075 Las Patinas Dr., Carlsbad, CA 92009 (619) 438-1161
From List I (see back) give code of Permit-Type:
---------------------------------------------------------
For Residential Projects Only: From List 2 (see back) give
Code of Structure-Type:
Net Loss/Gain of Dwelling Units
PROJECT INFORMATION
PLAN CHECK NO. !~
ESTVAL STSO
PLAN cKDE ' /OO
VAUD. BY f -i-'
DATE 1-7
0351 01/18/95 0001 01 02
C-PRMT
FOR OFFICE USE ONLY
DESCRIPTION OF WORK
SQ. Fr. a74,2 # OF STORIES 2.... # OF BEDROOMS 4' # OF BATHROOMS1
icant WNTALT PFJVUN (Jr airent rrom appl
NAME (last.name first) ,-'4 C/PR4 4p,DDRESS 2O7 4edd,4vy'.
CITY b STATE ZIP CODE DAY TELEPHONE 9- 74,,a 7
NAME (last nance first), ADDRESS
CITY STATE ZIP CODE DAY TELEPHONE
5. PROPERTY OWNER
NAME (last name first) *C,&17f4 /9 UZ ADDRESS /f&S O't./
CflYCez4l-./S b STATE C4 ZIP CODE 9,2O(K DAY TELEPHONE 43 0 -/1 A 7
NAME (last name first) C_/C,4E) , (J7t7.f ft ADDRESS
CITY STATE ZIP CODE DAY TELEPHONE
STATE LIC. #_1j2 53,1 LICENSE CLASS CITY BUSINESS UC.
ULSI(iNtK NAME tiast name rirs) V,///—PTi AIJI)KLSS
CITY STATE ZIP CODE DAY TELEPHONE /T3/TATE UC. #
WORKERS' COMPENSATION
Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to sell-insure issued by the Director of Industrial
Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified
by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lob. C).
INSURANCE COMPANY POLICY NO. EXPIRATION DATE
Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner
so as to become subject to the Workers' Compensation Lows of California.
SIGNATURE DATE
OWNER-BUILDER DECLARATION
Uwner-Builder Declaration: 1 hereby affirm that! am exempt from the Contractor's License Law for the following reason:
I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or
offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Low does not apply to an owner of property who builds
or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended
or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden
of proving that he did not build or improve for the purpose of sale.).
I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions
Code: The Contractor's License Low does not apply to an owner of property who builds or improves thereon, and contracts for such projects
with contractor(s) licensed pursuant to the Contractor's License Law).
I am exempt under Section Business and Professions Code for this reason:
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish, or repair
any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the
provisions of the Contractor's License Low (Chapter 9, commencing with Section 7000 of Division 3 of the Business and Professions Code)
or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit
subjects the applicant to a civil penalty of not more than five hundred dollars [$500]).
SIGNATURE DATE
COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY:
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and
prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act?
DYES 13 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district?
DYES 0 N
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site?
DYES 0 N
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NCYF BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT
HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CX)N1110L DISTRICT.
WNSThUC!1ON LENDING AGENCY
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(1) Civil Code).
LENDER'S NAME LENDER'S ADDRESS
APP11CAN I CERI1NCA1IUN
I certify that I have read the application and state that the above information is correct. I agree to comply with all City ordinances and State laws
relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned property for inspection
purposes. I ALSO AGREE 10 SAVE INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY A(XRUE AGAINST SAID CITY IN CX)NSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations over 5,0" deep and demolition or construction of structures over 3 stories in height.
Expiration. Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the
building or work authorized by such permit is not commenced within 365 days from the date of such permit or if the building or work authorized by
such permit is suspended or abando
APPLICANTS SIGNATURE ,.
for a period of 180 days (Section 303(d) Uniform Building Code)
DATE:
WHITE: File YELLOW: Applicant PINK: Finance
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-
• CITY OF 'CARLSBAD . '• ',
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INSPECTION REQUEST
PERMIT# 6B950120 , FOR ,06/28/95. INSPECTOR AREA PD.
DESCRIPTION: DEMO 1278 ADD1464 + 667 GAR. . PLANCK# CB950120'
2742SF TOTAL-OF SFD - , " 0CC GRP R3/M1
TYPE: RAD , - ' , , . CONSTR. 'TYPE VN'
JOB ADDRESS,: 1805' OAK AV . , . STE.:, ' ' -LOT: '
APPLICANT: 'PACKARD,GARTH ' . PHONE: .619-729-7447 k
'CONTRACTOR: •' , . , . . . PHONE: .
OWNER: ' , .. .' PHONE:.
REMARKS: MW/GARTH .
'
,' ' . INSPECTO )Z_
SPECIAL INSTRUCT: .. ' . ' • -' " .
* -t
- . -
•_
TOTAL TIME
CD LVL,DESCRIPTION ",'
p
. "ACT COMMENTS .-.
19' ST Final Structural",, '' .•' /fl/.."
29 PL Final Pluthing'
. .. .
39" EL Final' Electrical - . •. ' .. .. ' L
49 ME Final Mechanical '.,. -.
" '_
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-,
-
INSPECTION HISTORY *****
4 ' . '•.-- . ..'
'
DATE 'DESCRIPTION' ' ''ACT INSP . ' COMMENTS'
051695 Interior Lath/Drywall AP PD
051695 Exterior Lath/Drywall' - ;AP PD-.*,'
051195 Rough' Combo : ' - AP ;PD
051195 Insulation - ' •-; '• APz PD . -, . '
050995- R'ough. Combo "-,: , AP PD
050595. Rough Combo-- • , -. . •' . 'CO PD •
050295 -Shear Panels/HD's -- H' AP'
'•
PD
050295 Roof/Reroof ' - AP 'PD
040695 FtgjFoundation/Piérs. . - AR' PD - -
• - 040395 -Undegroünd/UnderFloor ' AP PY -
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Ternecula, CA 92591
CLIENT Mc10 1 Job # 9i&-o - Date
Project Location: /905 - ciTractNo.
Grading Permit No: S Lot No.
Subject; :
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By
ENGINEERING FILE . WHITE FIELD FILE** YELLOW JOB SUPERINTENDENT 0 PINK
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE208
SAN DIEGO, CA 92123 .
(619) 560-1468
DATE: 3/8/95 .. * U ICANT
U JURISDICTION
JURISDICTION: Carlsbad . • . .: U PLAN REVIEWER:
U FILE
PLAN CHECK NO 95-120 SET II
PROJECT ADDRESS 1805 Oak Avenue 4
PROJECT NAME Packard SFD
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jUrisditiôn's building cOdes. . '
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor -deficiencies identified below are resolved and checked by building department staff.
The plans, transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected-and resubmitted, for a complete recheck. .
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person. . .. * .
The applicant's copy of the check list has been, sent to:
Esgil Corporation staff did not advise the applicant that the plan check has been completed
Esgil Corporation staff did'advise the applicant that the plan check has been completed.
Person contacted:
Date contacted: . . (by: ) 'C -; " '' *
Telephone #:. -. S
REMARKS: The owner or designer shall sign the form CF-i R at sheet 1. . . .
By: David Yao ..' S Enclosures:
Esgil Corporation
Lii GA . [] CM [] PC '2/28 ' ,' , -
*
trnsmtl.dot
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, cA 92123
(619) 560-1468
DATE: 2/1/95 =
01A ICTI
JURISDICTION: Carlsbad I : 0 PLAN REVIEWER
0 FILE
PLAN CHECK NO.: 95-120 ,-. SET: I
PROJECT ADDRESS: 1805 Oak Avenue
PROJECT NAME: Packard SFD
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 deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficienôies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Garth Packard
2057 Chestnut Avenue Carlsbad CA 92008
Esgil Corporation staff did not, advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted:
Date contacted: (by: ) Telephone #:
REMARKS:
By: David Yao . Enclosures:
Esgil Corporation . . .
GA fl CM LI PC 1/23 . trnsmtl.dot
Carlsbad 95-120
2/1/95
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK NO.: 95-120 JURISDICTION: Carlsbad
PROJECT ADDRESS 1805 Oak Avenue
FLOOR AREA: living 2742 sq.ft.. STORIES: 2
garage 667 sq.ft.
deck 75 sq.ft. HEIGHT: -19 ft.
patio 200 sq.ft.
REMARKS
DATE PLANS RECEIVED BY: ' DATE PLANS RECEIVED BY
JURISDICTION 1/18/95 ESGIL CORPORATION 1/23
DATE INITIAL PLAN REVIEW PLAN REVIEWER David Yao
1 COMPLETED:,2/1/95 '
FOREWORD (PLEASE READ)
This plan review is limited to the technical requirements contained in the Uniform Building Code,
Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws
regulating energy conservation, noise attenuation and access for the disabled. This plan: review
is based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinance,, by the Planning Department, Engineering Department, Fire
Department or other departments. Clearance from those departments may be required prior to
the issuance of a building permit
Present California law mandates that residential construction comply with Title 24 and the
following model codes 1991 UBC (effective 8/14/92), 1991 UPC (effective 8/14/92), 1991
UMC (effective 8/14/92) and 1990 NEC (effective 7/1/91)
The above regulations applyto residential construction, regardless of the code editions adopted
by ordinance.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (C),
1991 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
To speed up the recheck process,, please note on this list (0r a copy) where each
correction item has been addressed. i.e.. plan sheet number, specification section. etc.
Be sure to enclose the marked u list when you submit the revised Dlans.
LIST NO. 1, GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1991 UBC) r3forw.dot
Carlsbad 95-120
2/1/95,
Please make all corrections on the original tracings and submit two new sets of
prints, to: .. .
Esgil Corporation, 9320 Chesapeake Drive, Suite #208, San. Diego, CA 92123,
(619)560-1468.
All sheets of plans must be signed by-the person responsible for their
preparation (California Business and Professions Code)
3. Plans and calculations shall be signed by the California state licensed engineer
or architect where there are structural changes to existing buildings or structural
additions Please include the California license number, seal, date of license
. . expiration and date plans are signed. Business and Professions Code. (structural
calculations and plans)
4 Provide a statement on the Title Sheet of the plans that this project shall comply
with Title 24 and the 1991 UBC,'UMC and UPC and 1990 NEC.
. GENERAL RESIDENTIAL REQUIREMENTS
5 Note that the discharge point for exhaust air will be at least 3 feet from any
opening into the building Section 1205(c)
Show safety glazing in the following locations, per Section 5406(d):
a) Glazing greater than 9 square feet with the bottom edge less than 18"
above the floor and the top edge greater than 36" above the floor (unless
the glazing is more than 36" horizontally away from walking surfaces or if
a complying protective bar is installed) (french doors)
EXITS, STAIRWAYS, AND RAILINGS
Provide 36" high protective railing for porches, balconies, and open sides of stair
landings. Openings between railings shall be less than 4". The triangular,
openings formed by the riser, tread and bottom elements of a guardrail at a stair
shall be less than 6" Section 1712
8. 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
.
.
•
• • • ,. . ROOFING .
•
9 Specify roof slope
10. Specify I.C.B.O. or U.L. approval number for deck materials not covered in
U.B:C.,.e.g., tile, etc. Section 107; • •
Carlsbad 95-120 :
2/1/95
11 Specify minimum 1/4 inch per foot deck slope for drainage or design to support
accumulated water. Section 3207 (a) and Section 2305 (fl.
12 Note on the plans "Attic ventilation openings shall be covered with
.corrosion-resistant metal mesh With mesh openingspf 1/4-inOh in dimension."
Section 3205(c)
. FOUNDATION REQUIREMENTS
13. - Persoils report, note on the plan the soils classification, whether or not the soil is
expansive and note the allowable bearing value. Section 2905 (c). Provide
complete soils report
14. The soils engineer recommended that he/she review the foundation excavations.
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:
The building pad was prepared in accordance with the soilsreport,
The utility trenches have been properly backfilled and compacted, and
The foundation excavations, the soils expansive characteristics and
bearing capacity conform to the soils report"
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 recommendations in the soils report are properly •
incorporated into the construction documents (when required by the soil report)
Note on plans that surface water will drain away from building and show
drainage pattern and key elevations. Section 2905 (f).
If required, show size, embedment and location of hold down anchors on.
foundation plan Section 302 (d)
FRAMING
Provide trus's details and truss ôalculations forthis project. Specify truss
identification numbers on the plans
. • 19: Show clearance between top plate of interior partitions and bOttom chord of
trusses. (To ensure nonbearing condition between supports as designed).
20. Note on ther plans that "all weather-exposed surfaces shall have a,
weather-resistive-barrier to protect the interior wall covering and that exterior
openings shall be flashed in such a manner as to make them* weatherproof'.
Section 1708.
Carlsbad 95-120
2/1/95
. MECHANICAL (UNIFORM MECHANICAL CODE)
21 Note on the plans that approved spark arrestors shall be installed on all
chimneys. UBC, Section 3703(h).
22 Note on plan Gas vents and noncombustible piping in walls, passing through
three floors or less, shall be effectively draft stopped at each floor or ceiling
UBC, Section 1706 (c)
. ELECTRICAL (NATIONAL ELECTRICAL CODE)
23 Note on the plans that receptacle outlet locations will comply with 1990 NEC Art
210-52(a)
24 Show on the plan that ground-fault circuit-interrupter protection complies with
1990 NEC Art. 210-8, which reads as follows:
All 125-volt, single-phase, 15- and 20- ampere receptacles installed in
bathrooms, garages, basements, outdoors and within 6 feet of a kitchen sink
. PLUMBING (UNIFORM PLUMBING CODE)
25 Provide adequate barrier to protect water heater from vehicle damage An 18"
platform for the water, heater does not satisfy this requirement UPC, Section
1310
26. ShowT and P valve on water heater and show route of discharge line to exterior.
UPC, Section 1007 (e)
27 Show that water heater is adequately braced to resist seismic forces UPC,
Section 1310
28 New water closets and associated flushometer valves, if any, shall use no more
than 1.6 gallons per flush and shall meet performance standards established by
the American National Standards Institute Standard Al 12.19.2, and urinals and
associated flushometer valves, if any, shall use no more than one gallon per
flush and shall meet performance standards established by the American
National Standards Institute Standard A112 192 H & S Code, Section
17921.3(b).
. ENERGY CONSERVATION
The owner or designer shall sign the form CF-1 R at sheet 1.
Provide a note on the plans stating "All, new glazing (fenestrations) will be
installed with a certifying label attached, showing the U-value."
Carlsbad 95-120
2/1/95
e CARLSBAD S.F.D. & DUPLEX SUPPLEMENT
31 New residential units must be pre-plumbed for future solar water heating Note
that two roof jacks :must be installed where the water heater is in the one .story
garage and directly below the most south facing roof (City Ordinance No. 8093).
32. Note that two 3/4" copper pipes must be installed to the most convenient future
solar panel location when the water heater is not in a one story garage and is not
directly below the most south facing roof. (City Ordinance No. 8093).
33. All piping for present or future solar water heating must be insulated when in areas
that are not heated Or cooled by mechanical means (city policy).
All new residential buildings, including additions, require a soils report. Please
submit two copies. Exception: If a room addition is limited to one story and 1000
sq ft in area, then a soils report is not required Esgil Corporation will advise the
City to place their soils notice stamp on the plans
. MISCELLANEOUS
To speed up the review process, note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet, note or detail number,
calculation page, etc.
36 Please indicate here if any changes have beenmade to the plans that are not a
result of corrections from this list. If there are other óhànges; please briefly
describe them and where they are located in the plans
. Have changes been made to the plans not resulting from this correction list? Please
indicate: • •
El Yes El No
37. The jurisdiction has contracted with Esgil Corporation located at 9320
Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of
619/560-1468, to perform the plan review for your project. If you have any
questions regarding these plan review items, please contact David Yao at Esgil
Corporation Thank you
Carlsbad 96-120
1/31/95
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: 98-120
PREPARED BY: David Yao DATE: 1/31/95
BUILDING ADDRESS: 1805 Oak Avenue BUILDING OCCUPANCY: R-3/M-1
TYPE OF CONSTRUCTION: V-N
BUILDING PORTION
Iiving
garage
deck
- BUILDING AREA
A. ft.)
2742
667
75
VALUATION
MULTIPLIER
78
22
11
- VALUE
($)
213,876.00
14,674.00
825.00 patio 200 6.75 1350.00
TOTAL VALUE •
Air Conditioning
Fire Sprinklers
230,725.00
Building Permit Fee: $ 1098.00
Plan Check Fee:
. $ 713.70
Comments:
Sheet of I
valuetee.dot
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Q City of Carl sb ad
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Engineering Department
/ BUILDING PLANCHECK CHECKLIST
DATE:' PLANCHECK NO_CB 95 A?,
BUILDING AD6RESS:
PROJECT DESCRIPTION: 3ib .i2-4S .7y &O/4c.. S,6 .r9 P J
ASSESSOR's -PARCEL NUMBER: o —oro-78 EST. VALUE 2'332
ENGINEERING DEPARTMENT -
DENIAL
APPROVAL Please see the attached report of deficiencies marked
The item you have submitted for review has been with Q Makenecessary corrections to plans .or
. approved. The approval Is based on plans, information specific tions for compliance with applicable codes and
and/or specifications provided In your submittal; therefore standards. Submit corrected plans and/oi specifications
any changes to these items after this date, including field to-this office for review. . • • modifications, must be reviewed by this office to insure
continued conformance with applicable codes Please
review carefully all comments attached as failure to
comply with Instructions In this report can result in By: Date:_________ •
suspension of permit to build
[1 A Right-:of-Way permit is required prior to construction By Date_______
of the following improvements
-
By Date
I I •. - -. • . *
4 -
4 1
I .- -s'- . •••• *
ATTACHMENTS
-•-. . •- • •ç
ENGINEERING _DEPT. CONTACT PERSON
..............................................
- r1
U Dedication Application 1
El Dedication CheckIIst
• El Improvement Application -
4 El Improvement Checklist NAME
El Future Improvement Agreement City of Carlsbad
O Grading Permit Application .- ADDRESS 2075 Las Palmas Dr__ Cad sbad_CA92009
[J Grading Submittal Checklist PHONE (619)438-1161_Ext
O Right of Way Permit Application
0 Right of Way Permit Submittal Checklist
and Information Sheet,.- 7 . A-4
I—., - - - -. - - U Sewer Fee Information Sheet - - • .- - ••
- '-
P \DOCS\CHKLS1\BP000I FRM
'I
-' REV 05/11/94
2075 Las Palmas Dr • Carlsbad CA 92009-1576• (619) 438-1161 • FAX (619) 438-0894'
BUILDING PLANCHECK CHECKLIST
/ SITE
/2fldv' 3rdv'
LJ 0 0 1 Provide a fully dimensioned site plan drawn to scale Show
A North Arrow D Property Lines Easements
B. Existing & Proposed Structures E. Easements
( Existing Street Improvements F. Right-of-Way Width & Adjacent Streets
rr/ LJ 0 0 2 Show on site plan
A Drainage/ Patterns C Existing Topography
B. Existing & Proposed Slopes
0 0 7
3. InclUde note: 'Surface water to be directed away from the building foundation at a 2%
gradient for no less than 5' or 2/3 the distance to the property line (whichever is less).
[Per 1985 UBC 2907(d)5]..
On graded sites, the top of any exterior foundation shall extend above the elevation ,
/ of the Street gutter at point of discharge or the 'inlet of an approved drainage device
/1 a minimum of 12 inches plus two percent' (per 1990 UBC 2907(d)5)
f 0 0 4 Include on title sheet
A Site address
B Assessor's Parcel Number
C Legal Description
For commercial/industrial buildings and tenant improvement projects, inclUde: Total
building square footage with the square footage for each different use, existing sewer
permits showing square footage of different uses (manufacturing, warehouse, office,
etc) previously approved
'EXISTING PERMIT NUMBER DESCRIPTION
P \DOCS\CHKLS1\BP0001 FRU Page t of 4 REV 05/11/94
BUILDING PLANCHECK CHECKLIST
'1 DISCRETIONARY APPROVAL COMPLIANCE
'dv' 3rd' *
,7 0 5. Project does not comply with the following Engineering Conditions of approval for
3
. Project No. '•
Conditions were complied with by: Date:_________________
DEDICATION REQUIREMENTS. • ' '
4f 0 0 6. Dedication for all street Rights-of-Way adjacent to the 'building site and any storm
drain or utility easements on the building site is required for all new buildings and for
remodels with a value at or exceeding $______________ -pursuant to Code Section
18.40.030.
Dedication required as follows:'
Attached please find an application form and submittal checklist for the dedication
process. Provide the completed application form and the requirements on the
checklist at the time of resubmittal.
Dedication completed by
,.
. - •',Dáte:__________
IMPROVEMENT REQUIREMENTS
0 0 7a. Al 'needed public improvements upon and adjacent to the building site must be
constructed at time of buiidiçig construction whenever the value of the construction
exceeds $ , -pursuant to Code Section 18.40.040.
Public improvements required as follows:'__________________________________
Please have a registered Civil Engineer prepare appropriate improvement plans and
submit them together with the requirements on-the attached checklist for a separate
plancheck process through the Engineering Department. improvement plans must be
approved, appropriate securities posted and fees paid prior to issuance 'of permit.
Attached please find an application form and submittal checklist for the public
improvements requirements. Provide the completed application form and the
requirements on the checklist at the time of resubmittal. • •
Improvement Plant signed by: ' '' Date: '
P:\DOcS\CHKLSI\BP0001.FRM Page 2 of 4 REV 05/11/94
r'
BUILDING PLANCHECK CHECKLIST
1 Sty' 2fldv' 3rd
0 0 0 Cànstructlon of the public improvements may be deferred pursuant to code Section
- 18.40.. Please submit a recent property title report or current grant deed on the
property and processing fee of $ so we may prepare. the
necessary Future Improvement Agreement. This agreement must be signed, notarized
and approved by the City prior to issuance of .a Building Permit.
• )
Future public improvements required as follows:_____________________________
Improvement Plans signed by: Date
O 0 0 Enclosed please find your Future Improvement Agreement. Please return signed and
• notarized Agreement to the Engineering Department.
Future Improvement Areement completed by
Date
/C1 0 7d. No Public Improvements -required. SPECIAL NOTE: Damaged or defective.
improvements found adjacent to building site must be regaired to the satisfaction-of
the City lnsgector grior to occupancy.
GRADING PERMIT REQUIREMENTS
The conditions that invoke the need for a grading permit are found in Section 11 06030
- of the Municipal Code. -
S
-
0 0 0 8a. Inadequate information available on Site Plan to make a determination on grading
requirements Include accurate grading quantities (cut, fill import, export)
0 0 0 8b Grading Permit required A separate grading plan prepared by a registered Civil
Engineer must be Submitted together with the completed application form attached.
NOTE: The Grading Permit must be issued and rough grading aggrovál obtained prior,
/E1
to issuance of a Building Permit
Grading Inspector sign off by Date
0 8c No Grading Permit required
P \DOCS\CHKLS1'\BPOOOI FRU Page 30(4 REV 05/11/94
BUILDING PLANCHECK CHECKLIST
MISCELLANEOUS PERMITS
tv' 2ndv' 3rd!
W4J 0 0 9. .A RIGHTOF-WAY PERMIT i's required to do work in City Right-at-Way and/or
44' private work adjacent to the public Right-of-Way. Types of work include, but are not
limited to: street improvements, trees, driveways, tieing into public storm drain, sewer
and water utilities.
Right-of-Way permit required for
A separate Right-of-Way permit issued by1t1e Engineering Department is required for
the following
0 0 10 A SEWER PERMIT is required concurrent with the building permit issuance The fee
is noted in the fees section on the following page.
•
0 0 ii INDUSTRIAL WASTE PERMIT is required Applicant must complete Industrial
Waste Permit Application Form and submit for City approval prior to issuance of a
Permit
,,• 0,/li 0
Industrial waste permit accepted by:
•
Date:
•00
'0
P: \DOCS\CHKLST\BP0001 FRM Page 4 of 4 REV 05/11/94
ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION
FEE CALCULATION WORKSHEET
0 Estimat. based on unconfirmed information from applicant.
* .Ca3on band an building n ç p
Addres 2-k 4'€ Bldg. Permit No. (7Lq
Prepared br /—___ ate:/4/f C Checked by. Deft:
IOU CALCULATIONS: List types and square footages for all uses.
Types of Us
Total EDU's_________________
AOl CALCULATIONS: List types and square footages for all uses.
Types of Use: Sq. R.IUnits: ADrs:________________
61 7 — Total AOVs
fr7 2
FEES REQUIRED, -
PUBLIC FACILITIES FEE REQUIRED YES* 0 NO (See quildlng Department for amount)
WITHIN CFD: DYES (no bridge & thoroughfare fee, NO
reduced Traffic Impact Fee)
1.PARK4N-UEU FEE PARK AREA:________
7# FEEIUNIT X NO UNITS
2.TRAFFIC IMPACT FEE
/ ADVs/UNITS: FEE/ADT:
BRIDGE AND THOROUGHFARE FEE
ADTs/UNITS: X FEEJADT-
FACILITIES MANAGEMENT FEE ZONE:________
X FEE/SQ.FT.:________
SEWER FEE
PERMIT Na.
EDU'e X FEE/EDU:______
BENEFiT AREA: DRAINAGE BASIN:______
EDU's: X FEEIEDU:______
DRAINAGE FEES PLDA HIGH /10W
ACRES: X •FEE/A_______ $• 47. SEWR LATERAL ($2,500 DEPOSIT) ,,1. • $_______
-
/Z7J. S. WATER FEE IAI
EDU's: X FEE/EDU:_______
TOTAL OF ABOVE FEES $___________
.*NOTE: This calculation shoot Is NOT a complete list of all foes which may be due.
Dedications and Improvements may also be required with Building Permits.
PLANNING a-lEaa1sT
Plan Check No 95-/ 7-0 _'Address I C7S OIQJe 41)
Pl.er VAN LYNCH Phone 438-1161 en. 4325
(Name)
APN: 0 9 0
Type of Project and Use
Zone Facilities Management Zone
(D(in/out)#___ circle (Wproperty in, complete SPECIAL TAX CALCULATION
WORKSHEET provided by Building Department.)
L.J [tern Complete
[tern Incomplete Needs your action
•. 1,2,3 !'4urnber in circle indicates plancheck number where deficiency was • identified Vo 0 Environtal Review Required: YES NO X TYPE
DATE OF COMPLETION:
0
Compliance with conditions of approval? If not, state conditions which require action. ,Conditions of Approval
S
Discretionary Action Reqjnxed. YES - NO TYPE
APPROVAL/RESO. NO. DATE: PROJECT NO.
9THER RELATED CASES:
Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval
S
California Coastal Comn'n Pinit Rázed YES NO I!
DATE OF APPROVAL.
San Diego Coast DiSn4ct, 3111 Camino Del Rio North Suite 200, San Diego, CA. 92108.1725 (619) 521.8036 • •
Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval___________________________________
l/D 0 tnciusionaiy HO*IIng Fee required YES
_ NO (Effective date of lnclusionary Housing Ordinance - May 21, 1993)
/
Site Plan.
"D 0 1. Provide a fully dimensioned site plan drawn to scale. Show: North • arrow, property lines, easements, existing and proposed structures,
• streets, existing street improvements, eight-of-way w1dk,dimensioned
/ setbacks and existing topographical lines
[' 0 0 2 Provide legal description of property, and assessor's parcel number.
ZOflIfl
Setbacks:
Front Required 20 Shown ?7 r
Int. Side: Required 6 9' ' Shown Street Side Required Shown _____ Rear: Required 1 3- r' Shown /(( .
t/c 0 2. Lot coverage:
J ,
Required ____Shown___
0 3 Height Required Shown____
CJ~'ti 0 4 Parking Spaces Required 2— Shown
Guest Spaces Required •. Shown
Additional Comments
3K TO ISSUE AND EERED APPRAL O COMPR DATh_________
STRUCTURAL CALCULATIONS ----------------
GEORGE P. LOUNSBURY R.C.E.' PATE: 01-06-1995
1718 E. VALLEY PARKWAY. SUITE # R
ESCONDIDO, CA 92027 . .• , BY:, J.N.V.
TEL. (619) 743-6282 . ', . PAGE NO.: I OF z4
PAUL PACKARD PACKARD RESIDENCE JOB NO 94
1805 OAK AVENUE
CARLSBAD, CALIF. .92008 .
TEL (619)434-1437
GENERAL NOTES ,
THE SIZES SHOWN ON'THESE CALCULATION SHEETS ARE MINIMUM SIZES BASED ON
" STRENGTH REQUIREMENTS, AND THEREFORE MAY, BE SMALLER THAN THOSE CHOSEN TO
SATISFY ARCHITECTURAL REQUIREMENTS. ACCORDINGLY THE ARCHITECTURAL
DRAWINGS AND NOT THESE-CALCULATION SHEETS SHALL GOVERN IF.. SIZES GIVEN
ARE IN CONFLICT. IF THE ARCHITECTURAL DRAWINGS GIVE A SMALLER SIZE FOR
A MEMBER THAN CALLED FOR IN THESE CALCULATION SHEETS THE MATTER SHALL
BE BROUGHT TO THE IMMEDIATE. ATTENTION OF THE ENGINEER. '
TRUSS DES IG ND ENGINEERING TO BE. BY 'TRUSS MANUFACTURER.
MATERIAL SPECIFICATIONS
WOOD SPECIES AND GRADE SHALL."BE PER UBC TABLE 25-A-i
GLUE LAMINATED TIMBER SHLL BE 'PER UBC TABLE 25C-,1
CONCRETE, SHALL BE. PER UBC CH: 25, MIN. F'c 2000psi .
UNIT MASONRY SHALL'CONFORM TO UBC. STANDARD 246
REINFORCING STEEL SHALL CONFORM TO UBC STANDARD -26-4
STRUCTURAL STEEL SHALL CONFORM TO UBC' STANDARD 27-2' -
REFERENCES:
a) 1991 UNIFORM BUILDING CODE'.
b). TIMBER CONSTUCTION MANUAL.
C) REINFORCED MASONRY ENGINEERING HANDBOOK
REINFORCED CONCRETE DESIGN
SIMPLIFIED DESIGN OF STRUCTURAL STEEL
LOADING: ITEM\CASE-> ROOF-i ROOF-2, CEILING FLOOR-1 FLOOR-2
V . ..., .
' ROOFING ' = 9 .5
FLOORING = 20 ( SHEATHING = 1.5 . -. ,. 2.0
FRAMING '= 2.5,, .. 3.0.
CEILING = 2.0 . 2.0 :
INSUL = 10 10
MISC = 10 00
ô DL(level) = 19.0 , 10.0
LL = i6.0.. ', 0 40.0
TL - = . 35.0 ' - • 50.0 .
0 • . . 0 4
*
I STRUCTURAL CALCULATIONS -
--
GEORGE P. LOUNSBURY R .C.E. . DATE : 01-08-1995
1718 E. VALLEY PARKWAY SUITE # R' : ESCONDIDO, CA 92027 . BY:.J.N.V.
2 TEL. (619) 743-6282
-
PAGE NO.: -OF Z.4
PAUL PACKARD PACK ARD RESIDENCE JOB NO.:- 94
-------------------------------------------
171
Loop- t1s ii
Ico
,
-
STRUCTURAL CALCULATIONS
STRUCTURAL CALCULATIONS
STRUCTURAL CALCULATIONS
STRUCTURAL CALCULATIONS
GEORGE P. LOUNSBURY R.C.E. DATE: 01-06-1995
1718 E. VALLEY PARKWAY SUITE # R
ESCONDIDO, CA 92027 BY: J.N.V.
TEL. (619) 743-6282 PAGE NO.: OF Z-4'
----------------------------------------------------------------------------- PAUL PACKARD PACKARD RESIDENCE JOB NO 94
RB-11CANTILEVERED HEADER
= 5.ft a = 2.5 ft LL = 312 #/lf, TL = 522 #/lf ,
Ri = 978.75 #
R2 = 2936.25 #
V= 1631.25 # A= 20 60526 in .2
M= 1631.25 ft.# S= 12.528 in.3
DEFLECT LL=L/ 240 = .25 in I = 4129412 in.4
DEFLECT TL= L/ 180 = 3333333 in I = 5.181618 in .4
Fv= 95 psi
Fb= 1250 psi
E= 1700000 psi
USE 4x8'' DF/L #2 HEADER
RB-2_ICLOSET FLUSH BM - DESIGN SUMMARY
L = 10.5 ft, LL = 64 #/lf, TL =155#/lf
VALUES OF A & S INCREASED 25% FOR 7 DAY LOAD DURATION
V = 813.75 # A = 10.27895 in.2
M— 2136 094 ft .# S = 16 4052 in .3
DEFLECT LL= L/ 240 = 525 in I = 19 61153 in 4
DEFLECT TL= L/ 180 = 7 in I = "35.62251 in .4
Fv = 95 psi
Fb = 1250 psi
E = 1700000 psi -
USE 4x8" DF/L #2 FLUSH
.
LIVING ROOM FLUSH - DESIGN SUMMARY
L = 7.5 ft, LL = 318 #/if,•' TL 136 #/lf
VALUES.OF'A & S INCREASED 25% FOR 7-DAY LOAD DURATION.
V ='510 # A = 6.442105 in.2
M = 956.25 ft.4* S = 7.344 in.3
DEFLECT LL= L/ 240 .375 '"in.- F=35.5119S ifl.4 *
DEFLECT TL=. L/ 180 = .5f in. I = 11.39063 in.4
Fv95 -psi
Fb = 1250 'psi. -
= 1700000 psi-.
USE: 4x8" DF/L 42
r B5]GARAGE DOOR HEADER - DESIGN SUMMARY
L= 18 ft, LL = 120.#/lf, TL = 282#/lf
VALUESOF A-& S INCREASED 25-06 -FOR 7. DAY LOADDURATION..
V = 2538.# ., A = 32.05895 in.2
M = 11421 ft.# " S = 73.0944*in.3
DEFLECT LL= L/'240 = .9 .in. I = 185.2518 in.4
DEFLECT; TL= L/-180 '- 1.2 in. 1= 326.5062 in.4
Fv = -95 psi
Fb = '1500 psi
= 1700000 psi '
USE: 4x14" DF/L #1HDR.
* • - - - -
4 . - ..
.- - .4
-
- 4.•
- ..• . . - -
•
___
I
RB-6 GARAGE WINDOW HDR. - DESIGN SUMMARY
L = 4 ft., LL = 196 #/lf, TL = 443 #/lf
Xp = 1.5 ft.from Ri, P-LL =-784 #, 'P-TL = 1715 #
VALUES OF A & S INCREASED 25% FOR 7• DAY LOAD DURATION.
Ri = 1957.875 #
R2 =,1529.125 # I
V = 1957.875 A = 24.73105 •n.2
Xo = 1.5 ft.
N = 2438.438 # ft. 'S = 18.7272 in.3
DEFLECT LL = L/-240 .2 ' I '= 7.989882 in.4
DEFLECT TL = L/ 180 .2666667 in. I = 13.28946 in.4
'Fv= 95 psi I •
Fb = 1250 psi
E 1700000 psi
USE: 4x8" DF/L #2 HDR.
LIVING RAFTERS - DESIGN SUMMARY
•L = 17 ft, LL = •321#/if, TL = 70 #/lf
VALUES OF A & S INCREASED 250-o FOR 7 DAY LOAD DURATION.
V = 595 # • A = 7.51579 in.2
N = 2528.75 ft.# S = 16.74207 in.-3
DEFLECT LL= L/240 = .85 in. I = 41.616 in.4
DEFLECT TL= L/ 180 = 1.133333 in. I = 68.27625 in.4
Fb REFLECTS REPETITIVE MEMBER USE. •
Fv=95 psi •
Fb = 1450 psi • I
E = 1700000 psi
I
USE: 2x10" DF/L #2 24110.C.
STRUCTURAL CALCUL1ATI ONS
GEORGE P. LOUNSBURY R.C.E. . . DATE: 01-06-1995
1718 E. VALLEY PARKWAY SUITE # R
.ESCONDIDO, CA 92027
TEL. (619) 743-6282 : r . BY: J.N.V
24 PAGE NO.: ft OF
PAUL PACKARD PACKARD RESIDENCE
-----------------------------------------------------------------------------
JOB NO.: 94
FB-1 PATIO 3M - DESIGN SUMMARY
L = 10 ft. , LL = 248 #/lf, TL =565 #/lf
Xp = 3 ft.from Ri, P-LL= 2240 #, P-TL..= 1024 #.
Ri = 3541.8
R2 = 3132.2
V 3541.8 .. . - . .. A=18.64105 in.2 .
Xo 4.456283 ft. .
M = 8682.015 # ft. . - ' S= 37.20863 in.3
DEFLECT LL, = L/ 360= :3333333 in. . I = 169.0494 in4 .•
DEFLECT TL = L/ 240 =.5 I =,153.13G2 in.4 S
Fv 1 285 psi
Fb =2800 psi .
E = 2000000 psi
USE: 2-1 3/4"x 9 1/2" MICROS
FB-2_1PATb0.BM - DESIGN SUMMARY
L = 9 ft, - LL = 64 #/lf, TL 275- #/.lf
*
- .
V = 1237.5 # . . •- . A.= 19.53947 in. 2.
M = 2784.375 ft.# . . . 5 •= 2673- in.3
DEFLECT LL= L/ 360 =..3 in. .. . I = 18.52518 in.4
DEFLECT TL= Lf 240 - = .45 in. 1= 5306691 in.4
-
Fv = 95 psi • r • .
. S
.
-
Fb = 1250 psi .. ..
E =1700000...psc . .. . • .• 5
'USE: DEL. 2x12" JOISTS
- -- : ••.-'• •
* •p . •• • - - - .. -
*
S • • -
-
- - - --,.
* • *
.
• -
a -
.
/
-
STRUCTURAL CALCULATIONS
GEORGE P. LOUNSBURY R.C.E. DATE: 01-06-1995
1718 E VALLEY PARKWAY SUITE #.R.
ESCONDIDO, CA 92027 BY: J.N.V.
TEL. (619) 743-6282 PAGE NO.: J OF Z*
PAUL PACKARD PACKARD RESIDENCE
------------------------------------------------------------------------------
JOB NO 94
L iB-3 1HEADER - DESIGN SUMMARY
L = S ft, LL = 528 #/lf, TL = 990 4*/if
V = 2475 # A = 39 07895 in .2
M = 3093.75 ft .# S = 29.7 in .3
DEFLECT LL= L/ 360 = .1666667 in. I = 26.20588 'in.4
DEFLECT TL= L/ 240 =_25 in I = 32.75735' in .4
Fv = 95 Psi
Fb= 1250 Psi
E = 1700000 Psi
USE 4x10" DF/L #2
SHEAR REDUCTION USED L-2d / L * 39 = 23in2
FB-4jKITCHEN FLOOR 3M - DESIGN SUMMARY
L = 14 .5 ft, LL =-540 4*/if, TL =,695 4*/if
V =,5038.75 # A.= 26 51974 in .2
M = 18265.47 ft.4* S = 78.28058 in.3
DEFLECT LL= L/ 360 = 4833333 in I = 555 6119 in .4'
DEFLECT TL= L/ 240 = .725 in. I = 476.7287 in.4
Fv = 285 psi
Fb = 2800 psi
E = 2000000 psi
USE 3-1 3/4"x 11 7/8" MICROS
GLUE AND NAIL MICROS WITH 3-16d 16" 0.C. 2 SIDES
(1—c
STRUCTURAL CALCULATIONS
GEORGE P. LOUNSBURY R.C.E. DATE: 01-06-1995
1718 E. VALLEY PARKWAY SUITE 1* R
ESCONDIDO, CA 92027 BY: J.N.V.
TEL. (619) 743-6282 ' ' PAGE NO. : 'j OF 2-4
PAUL PACKARD PACKARD RESIDENCE JOB NO'.: 94
FB-5 ]KITCHEN FLUSH BM'- DESIGN SUMMARY
L = 12tt., LL = 80 1*/if, TL- 280' #/lf
Xp = 6 ft.from Ri, P-LL = 3915 '#, P-TL = 5038 #
Ri = 4199 #
R2 = 4199 # • ' ' ,
V = 4199 ' ' A = 22.57527 in.2 '
Xo = 6 ft.
M = 20154 # ft. S = 88.13702 in.3
DEFLECT LL = L/ 360 = .4 in'. I = 351.0864 in.4 ,
DEFLECT TL = L/ 240= .6 in. I 370.0339 in.4
Fv = 279 ' psi
Fb = 2744 psi '
E = 2,000000 Psi •
USE:' 3-1 3'/4"x11 7/8" MICROS
GLUE AND NAIL W/ 3 16d16" O.C. 2 SIDES '
FB-6 1FLUSH STUDY BM - DESIGN SUMMARY
L = 14.5 ft, LL = 55,2 #/'if, TL = 1040 #/1f
VALUES OF A & S INCREASED 2501 FOR ,7 DAY LOAD DURATION.
V = 7540 4* A = 32.43011 iñ.2
M = 27332.5 ft.# , ' S = 95.62391 in.3
DEFLECT LL= L/ 360 = .'4833333 in., I = 567.9589 in.4
DEFLECT TL= L/ 240 = .725 in. '1= 713.3782 in.4
Fv = 279 psi
Fb ='2744 psi '
E = 2000000 psi
USE: 3-1 3/4"x ii 7/8" MICROS
GLUE AND NAIL TYPICAL •
STRUCTURAL CALCULATIONS
GEORGE P. LOUNSBURY R.C.E. DATE: 01-06-1995
1718 E VALLEY PARKWAY SUITE # R
ESCONDIDO, CA 92027 BY: J.N.V.
TEL (619) 743-6282 PAGE NO 14-'oF k
PAUL PACKARD PACKARD RESIDENCE JOB NO 94
------------------------------------------------------------------------------
FB-7 jSTUDY HEADER - DESIGN SUMMARY
L = 5 ft. P-TL = 7540# P-LL = 4002 #
VALUES OF A & S INCREASED 25& FOR 7 DAY LOAD DURATION
IV = 3770 #. A= 15.87368 in.2
M = 9425 ft.# S= 32.31429 in.3
DEFLECT LL = L/,360 = 1666667 in 1= 54.027 in .4
DEFLECT LL L/ 240 = .25 in. 1= 67.86 in.4
Fv =-285 psi
Fb = 2800 psi
E = 2000000 psi
USE 2-1 3/4"x 9 1/211 MICROS
FB-8 1 HEADER - DESIGN SUMMARY
L = 4 ft, LL = 520 #/lf, TL = 665 #/lf
V = 1330 # A = 21 in 2
M =1330.ft.# S =12.768 in3
DEFLECT LL= L/ 360 = 1333333 in I = 13 21412 in ,.4 '
DEFLECT TL= L/ 240 = 2 in I = 11-26588 in .4
Fv = 95 psi
Fb = 1250 psi
E = 1700000 psi
21] <1 ,1t.. USE 4x6" DF/L #2 HDR
STRUCTURAL CALCULATIONS
GEORGE P. LOUNSBURY R.C.E. DATE: 01-06-1995
1718 E VALLEY PARKWAY SUITE # R
ESCONDIDO, CA 92027 BY: J.N.V.
TEL. (619) 743-6282. PAGE NO.: t OF
------------------------------------------------------------------------------
PAUL PACKARD PACKARD RESIDENCE JOB NO 94
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STRUCTURAL CALCULATIONS
GEORGE P. LOUNSBURY R.C.E. DATE: 01-08-1995
1718 E. VALLEY PARKWAY SUITE # R
ESCONDIDO, CA 92027 BY: J.N.V.-
TEL. (619) 743-6282 PAGE NO. : j OF t4
PAUL PACKARD
------------------------------------------------------------------------------
-----------------------------------------------------------------------------
PACKARD RESIDENCE JOB NO 94
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STRUCTURAL CALCULATIONS
GEORGE P. LOUNSBURY R.C.E. DATE: 01-06-1995
1718 E. VALLEY PARKWAY SUITE # R
ESCONDIDO, CA 92027 BY: J.N.V.
TEL. (619) 743-6282 PAGE NO.: 4 OF Z4
PAUL PACKARD PACKARD RESIDENCE JOB NO.: 94
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STRUCTURAL CALCULATIONS
GEORGE P. LOUNSBURY R.C.E... DATE: 01-06-1995
1718 E VALLEY PARKWAY SUITE # R
ESCONDIDO, CA 92027 BY: J.N.V.
TEL (619) 743-6282 PAGE NO iL OF ZA
PAUL PACKARD PACKARD RESIDENCE JOB NO 94
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STRUCTURAL CALCULATIONS
GEORGE P. LOUNSBURY R.C.E. DATE:-01-06-1995
1718 E. VALLEY PARKWAY SUITE # R
ESCONDIDO, CA 92027 BY: J.N.V.
TEL (619) 743-6282 PAGE NO OF Zi-
----------------------------------------------------------------------------- PAUL PACKARD PACKARD RESIDENCE JOB NO 94
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STRUCTURAL CALCULATIONS
GEORGE P. LOUNSBURY R.C.E. DATE: .01-06-1995
1718 E. VALLEY. PARKWAY SUITE #'R
ESCONDIDO, CA 92027 BY: J.N.V.
TEL. (619) 743-6282 PAGE NO.: OF 24
PAUL PACKARD PACKARD RESIDENCE JOB NO 94
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STRUCTURAL CALCULATIONS
GEORGE P. LOUNSBURY R. C. E. DATE: 01-06-1995
1718 E. VALLEY PARKWAY SUITE #R
ESCONDIDO, CA 92027 BY J.N.V .
TEL. (619) 743-6282 PAGE NO.: OF 2.4'
PAUL PACKARD PACKARD RESIDENCE JOB NO 94
rL L(7LI4
- 41
v Sir
-
Ct,'-
r ico
33 4-1
t -4"
STRUCTURAL CALCULATIONS
STRUCTURAL CALCULATIONS
STRUCTURAL CALCULATIONS
GEORGE P. LOUNSBURY R.C.E. DATE: 01-08-1995
1718 E. VALLEY PARKWAY SUITE # R
ESCONDIDO, CA 92027 BY: J.N.V.
TEL (619) 743-6282 PAGENO. : 2.40F 24
PAUL PACKARD PACKARD RESIDENCE JOB NO.: 94
9S
¶1 i5I5)}3S: \\i
OP1
-
°
4 to 6
LOAD DURATION INCREASE 1.25 ampuTrus Inc. L..
awwWokimunim Robot
_____
LOADING Provided by cdhera.
U. - DL ON TOP CHORD 30 PSF 2. Design assurresthoitopandbhctdstobelateraeybracadatY
DLON SOT-TOM CHORD . 10 PSF* .O and atl7-Ooc.respectively.
TOTAL LOAD • 40 PSF * 3 For recommended bracing details, see -Bracing Wood Trusses, BWT
LATERAL BRACING REQUIREMENTS: , *5 PSF REDUCTION TAKEN ON by the Truss Plate Institute.
- .
BOTTOM CHORD AXIAL STRESS ON ONLY. 4. 13 continuous lateral web bracing where shown..
S. Impact bridging of lateral bracing recommended where (SW1) + I Lateral Brace Required for Stubs to Span/6. shown...
e Installation of truss is the responsibility of the respective contractor.
7. Design assumes trusses are to be used in a nonconosive enWon-
SYMMETRICAL ABOUT CENTERLINE
FILE NO.:ST43 - 36 - 4/6 - 40*
DATE: 6/1/84
REF.:. 25-1 DES. BY: SC
SF(1-
ment and are for dry condition" of use.
- . . B, Design assumes lull bearing alas Supports Shown. Shim or wedge il
necassery.
S. Design assumes adequate drainage is provided.
C-30.7 . - 10. Plates shell be located on both laces CI truss and placed so their
. . - cente, lines coincide with joint center lines.
- II. Digits indicate size of plate in inches.
C-1x2 .6 . . 12. For basic design values of the Computrus Plate, indicated by the prefix
- . "C". see LC,B.0. R.R. 4211 13 The Compvtnsi Hal Section Plots is indicated by the prefix -CW. Vis
dswtor(I8)iidicsSl8gLmsllflslis used Al others are 20ga.
0r2
lee,. Off Panel Splice Note
C-5x9 .0 Oft panel point splices are located at 115 the
panel length V. 6 at either end.ol-thepariel indicated.
C-3x6.0 2x4 let-in to i WiCk —
to V-7" (5/12) with 2x6 let-in SMUMMK sin
\27 to V-3" (6/12) with 2x: ::::n
1 81
r
C-3x6 0 (4/12) CAUQLL
STUB TO SPAN/4 8 vofrsso *Jr. UII#
NO 5052
scorT R. CAAROLL
SPAN
CHORD FORL THE SPANS NOTED BELOW. LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED
S17E I 2400F I 2250F I 2100F I 1950F I 1800 I 1650F I 1450F I'SS OF I #1 OF I #2 OF I SS HF I cii H I
I TOP CHORD
L
I FOR LUMBER AND TRUSS DETAILS NOT SHOWN SEE:
. TRU43 - 36 - 4 - 40* 6/1/84. 25-1
. TRU43 - 36 - 5 - 40* 6/1/84 25-1
TRU43 - 36 - 6 - 40* 6/1/84 25-1 -
.
___
IBOTTOM CHORD I
WEB MEMBERS . 2 x 4 STANDARD OR STUD GRADE HEM - FIR. 2 x 3 #2 HEM - FIR OR AS NOTED ON DESIGN
HIP NO.1 -'Two Complete trusses required. 1 join together with I6d nails
staggered at I2"n.c. throughout.
HIP NO.2-3 SINCLEMEIthER AS SHOWN.
2x4 STUD WITH C-1x2.6 TYPICAL
I.
24 \13
C-2.Sxl.7
-82
C-4x7.7
8-0" (HIP NO.1)
12
4 or S
1/4"
TO 28-O"
DOUG. FIR
C-2.50.7 (flip No.1)
6 C-2.S' (flip No.2-3)
ItEM-FIR
CC-30.7(Hip No.1)
C-2.5s6 tNt1. No.2-3)
FOR THE SPANS NOTED BELOW. LIJMRFR SHAI I AF OF TI-IF ILl (OAr. AP-Jfl corric lIUflhfAYCfl
C S C
I
rslnc HIPSET TO 28 ••
LOAD DURATION IN::EnsE - 1.25
,/~CampuT'
LOADING
HIP NO.1 - SETBACK 8-0' FROM END WALL. U. • DL ON TOP CHORD - 30.0 PSF
HIP NO.2-3 SPACED 24'o.c. Of. ON BOTTOM CH(IRI) 10.0 PSF.
TOTAL LOAD = 40.0 ;-SF*
05 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
HIP NO.1 MEMBER FORCES
1 1- -6290 B 1. 5967 WI- 776
T 2- -59E.7 B 2= 7700 W 2- -1834
1 3- -5967 8 3= 7700 U 3- 173
1 4 -6290 B - 596/ 84- -*834
776
REACTIONS LEFT - 4290 RIGHT - 2290
B? SI
I NO. SPLICE ALTERNATE SPLICE NO SPLICE
I/4 C-Is2.6 CNI8-3x13.6 (slip No.0 C-2.5z4.3
SPLICE C-3x6 (Hip No.2-3) SPLICE
SYMMETRICAL ABOUT CENTERLINE
..-: - - ,i.arar -
sN Nulo issue. . flclod -
I. Osugslosuggml 1054551 ious Al 10N1a Nice tsa45q slomsm.
WOOD I...,.mi., sets 8--.- 10 05 dwerflned and _w 45111t
Duhgsassii l*logs04005oiscllcrd$ WOO 10Is.54locsdsi1 .Vac. and ul ur.roc,ssgscNa,. -. dlosci.4a541. as. 0scmg Wood T.usa.a. OW! !rbylsT.uullolsv.suun.
& 1 X co.susaus Ni 0115119 as..'. anmu...
5 kvtgsa 011*10.' NIuIN N.oeg .....flutiln4.J as...• Shoe,...
I Nilasulos a Shams mu issponaibiNy d 01s Isipecti,. coisusac,.
1. D5OQn IUtShs$ rnas its lobs 1454 8 1 SJ55
mite si its Ni 0y cotumoir use. 5 D.sägn assumes ha bswhig as an a.posa sho..n Slits.' ..5495 I
oocrn..y. - 0. OsVgn suumes Sd..'ats itaslags is poode& -
10. Plassi atial be located os born laces Si mas and placed so m.W
C~ Shu ccciss - - cite.' b15$-
ii. Diges indicate sit, Si pusu r. 1 low 12. Fe, bssitdssignvahislSilitComplllu$Pta*&siiscaladbp On prefix
-C. a.. LC.&O. RA 4211
Ii This Cempi.'uu we 8.54.. PNi. U loodalod by pt -or.
d54gsafw(tI)ws Jig. muleditis used Al451.' 209.
"•• HHIP-28.4-4O' 11-83
DATE 12/1184 -
- REF.. 2-I DES. BY SC
SEE. SLNOAKD
SIZE 2400F 2250F 2100F 1950F 1800F 1650F 1450F SSDF #1DF #2[)F SSHF si HF I I TOP CHORD I .
2.6 X X X.
2.4 - . . S
BOTTOM CHORD 2.4
-. - _- -- - -
S S
STANDARD VYCO Mtrdtbll • 5 4 StANDARD OR STUD GRADE HEM . FIR. 2 x 3 $12 HEM . FIR OR AS NOTFO ON nrmniv
HIP 140.1 - Two Complete trusses required.
Join together with I6d nulls
staggered at 12'o.c. throughout.
HIP NO.2-4 SINGLE HD4BER AS SHOWN.
LORD DURATION INCREASE -
t_.
LUADING
LL • DL ON TOP CHURl, 30. 8 PSF
DL ON E40TTOP4 CHORD 30.8 PSF.
TOTAL. LOAD = 4OI.0 PSF.
.5 PSF REDUCTION TAKEN ON
BOTTOM CHORD, AXIAL STRESS ONLY.
CHIP NO. )NEMBER FORCES
T I- -7396 Es I- 7037 U I 1183
I a- -7818 8 .- 9454 w . -2627
1 3- -9592 B 9453 U 3 *78
T 4- -70*8 8 4-- 78*7 W C" 178
1 5 -796 - -627
w6" *183
REACTIONS, LEFT • 2640 RIGHT - 2640-
HIPSET TO 32'-0"
HIP No.; - SETBACK 8-0' FRON END WALL.
HIP NO. _4 SPACED 24"o.c.
DOUC.FIR
C-3'7.7 (Hip No.1)
C-2-5x6 (Hip No.2-4)
IIl-FIR
C-3x9.4 (hip No.1)
C-3x6.0 (HIP No.2-4
no Saw 0 6
SCOTT a
am
ve
r_' •1 •
-
I. Dee p 10cge,I boa Wl. All *,u*force 'sMsap 84uiius,
such II SS$OI•SV 5554 psnnsn.i4 brmwv 10 IS 081*5,4 .84
ploadid OP OMM
Ossiosssussss, SI, 6093554 balsa CI'lsd$ 100s 60ISsS1y 60SCI4 sI 3 V oc sad go17-r oc IS1pSCINSIp. FW tecomeweed arackvOSIIISLOsSBIICII9wood Tsuu.s. BWT
7W p. Tiuss Flats InWtsU.
1x3 s08lussa 6054.84 bisciig wOsts $150.8..
I Nuped tsç or Ulsad biscm 4c0...44U.J same
840.55.. 060*1150055 $1 P,mi Is asS supaabIy del. fespectmov c1tsc*e,.
7. Design sesame, masses 55540 be used in flO5I•CCI'olave sawon.
MISS sad is Se, 87 Ccisdiion $1 use
S. Ossign •uumsl hA 0.550595*51 suppeRs mesa SalTs weOgS 0
cuusy.
9.0,1*, assumes adequate 4608559551 provided.
10. P51*51 slisl be 60(5*84 On 0051 63(55 of CUSS and placed so tOss
c.fwei 60585 C15IC54S adS joira Comet 6055$,
*l.Osi,oca*s sin d Flats, iliictlSt .
II. Fe, basic dsuçnvs0as$dOl, Cemps.us Plate. 014(1654 by Psi p60*3
C.s..LC.8O,R.R. 4211 $3 The ConvAmNel 884ws P513, IsuI4(al0d by MI p60*3 -Sir. P.
sasqusw(I$J mascats. II OL mMwIsSSusid AS lshms we 20 go.
24"
) ALTERM SPLICE CZZ
- C-3x6
SPLICE
C-SxlI
+ + •NOSPLICE
C-2.Sx4.3
l.S"(SpI) I Z '5ZZTJ 4 or S .20"(5/I2)
1/4" NO SPLICE ALTERNATE SPLICE
C-2.5x4.3 CNI8-3xI7.9 (hip No.1)
t
CN-3xIO.2 (Hip No.2-4) LICE9.4 ((lip No.1)
(Hip No.2-4)
SYMMETRICAL ABOUT CENTERLINE
OFF PANEL SPLICE NOTE:
Ott panel point splices are located
at I/S the panel length +1- 6.' at
either end of the panel indicated.
24"
2x4 STUD WITH C-Ix2.6 TYPICAL
8'-0" (Hip No.1)
Il/a,. I/i" 140 SPLICE
C-2.5x4.3
SPLICE
C-5s9.4(HIp No.0 To 32.-0" C-50.10*p No.2-4)
FOR THE SPANS NOTED BELOW. LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED
PILL NO.: aiiip - 12-4-40 P3-45
DATE 1211/144
REF.. 25-I DES. BY
EO STANDARD
SIZE 2400F 2250F 2100F 1950 1800F 1650F 1450F SSDF #1 OF U2DF SSHF #1 HF
I TOP CHORD
I
2*6 . X X B
2*4 X B
[BOTTOM CHORD x4 x x - - -
. WEB MEMBERS . 2 s 4 STANDARD OR STUD GRADE HEM . FIR, 2 x 3 142 HEM - FIR OR AS NOTED ON DESIGN
C I .
LUMBLR SPECIFICATIONS: clJTWT roe 21141
-2 DF—L CHORDS r snsv
: TD. DF—L STUDS - ADD—OH SAME SIZE AND
GRADE AS TOP CHORD VATH
2X4 01K W/3-16d EACH END
ADO ON SI'Ut TO OCCUR
AT PANEl. POINTS NIH 2X4 CONST. DOUG.
CLUSTERS 2-16d NAILS FIR AT 320 O.C. —
sass. GABLE END FRAME
OUThOOKERS PCR DETAIL
(1/4 MAX. OVERSIZE CUT)
C—IX2.6 ONE SIDE AND (2) 14 CA
2 STAPLES ON OTHER SIDE
MINIMUM GRADE CHORDS
AND STUDS
2X4 CONTINUOUS BACKING VAIN
I6d NAILS AT 24 O.C. TO WALt
PLATE
BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY
OF THE ENGINEER. OF RECORD. DETAILS ON THIS PAGE
ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE
UTILIZED VATH OUT THE BUILDING ENGINEERS APPROVAL
WMUINISk 0.n ni Not.. WêSIS heWli niled FILE NO.: SC GABLE END I. bud 04 Q..,sl Not.. and WiniM,. bet... C01111111,111411001 Of I t)esian to 1. tho. 1, be hl.,ily braced at 3O 1. 8~ aid .nillai oai*sl$ 0-" be .dvh.d Of ii OwaisI 2 DeInps
NM.. aid WeniMi bitms imwwvallse e.mmusic... r ç. "two dew • •. DATE: 5/10/91 Vir 4.3 t i.. sopoloossion web brocloripmost be looleflool vi.... sNoaii 4. 4 kr.*a.aion & Al diet I.... mlstkq almaiule lect, .o laiiyan.y and p..m.Mni s D.9asumm is.v.. . to be
kudne, owes be d..Iqnid. aid pmM.d by d.•Ii.l ccu.pl.ls / REF.: 25-15. DES. BY: SK c... ..,... ....as no responsibility for suchbnclu. 6 auunIffobehwoni~allovlt *It or wedge it Trus Inc.
I. 237871 .al..a.s Its e.u.yi.Ie. and at Ibis shaild any loads forester thui laced ao thai ceti., ua..iuct • n.aivai.. • coupwin M11-$
N. load ohm" be opposes I. any sai.p.nsutuull ill.. .i.clui9 and
ds.tist lo.ds be app*sd Is any evooperant. ne. Ode itlh 1 cerdei bisi S. Cma.,...l.-1 I..... couttil aiw aid is...... es ...pon.mlIlly faiths g pigs. Wvca.e ot .bi$eSIl.i% Melanesian,handlIng. .Mpev.W anMelanesian,m at c.,anaats. to. tbtdc !I1* IL4fl5. Fbi.. bdcal.d by Ins press
1. TWa IssIgi I tumhh.d .u15.c, Is the Ihv1l.II0na sits... d.slqns ..I lsldcM.dtlyllgp..*atN the Ism by I. ?n.a P1.14 tu.INul.Inlssclng Wood t,vu.•. ewT.7S", Ii ignito. (IS) dWe. IS ga mit.flit uasd. U dhra ...2b ge a py of illIcit will be Iunit.Ii.d by Coniputius upon request.
0
11
January 23, 1995 Project No 95101-01
INTRODUCTION -.
At your, request, we have performed a 'Preliminary Geotechnical
Investigation for the above referenced site The purpose of our
investigation was to evaluate the underlying soil conditions with
respect to the proposed .development and to assess the geologic
and engineering constraints that might exist considering this
development
We conducted our field investigation of the site and dug test
holes based on the proposed development Plate 1 presents our
Geotechnical data obtained during our field investigation
ACCOMPANYING MAPS, ILLUSTRATIONS AND APPENDICES
Index Map - (2000-scale).- Page ,2 _
Geotechnical Map— (20-scale) - Plate 1
Regional Fault Map - _(111 - 20 miles) -.Plate 2
Appendix A - Geotechnical Trench Pit Logs
Appendix B - Summary of Laboratory Test Results
Appendix C -.General Earthwork and Grading Specifications
Appendix D - References
INDEX. MAP
j
.\
Sewage
r Shop S) g
- en er -5--
I >. / ]•'
- • / '--Tk
V
\ Buena V8 z 'c (
T12S/
/ [ \- -.\-' •• -- . - ••\ r LLLiLin [v
\'.•
1 /
\LAGUN7_ 4 rary
\ I e High
dagno
9 <rk \9t cja '
- ..
Sch \ /• s•
,aue
h1
.• \ :-' jr m1h.b
- - ' • f A - bc g6
q\
\ ( -- )
U 2000 4000 - -
SCALE feet - - - • • INDEX 1A
OF
PROPOSED 1?EPLA.CEMENT SINGLE.-FAN-ILY HONE, 1805 OAK AVE
OCEANSIDE, SAN DIEGO COUNTY, CALIFORNIA
SOURCE: U.S.G.S. 71-2 MIN. QUAD. SAN LUIS REY 1968 (PR1975)
95105-01 . .
Page
. - SITE LOCATION/CONDITIONS
The rectangular 0.25+/- acre property islocated at the eastern
end of the Oak Avenue cul-de-sac, in the City of0ceanside in
San Diego County. The site is bounded by Oak Avenue on the north
and existing houses on all remaining'sides. The Index, Map (Page
2) presents the topographic-andgeographic relationships of the
property to surrounding areas.
Topographically, the site. is nearly flat with less than 5%
uniform fall to the north.
.
The site is currently occupied by a 1-story duplex and associated.
landscaping and walkways. The duplex 'has. an address of 1805 Oak
Avenue.
* . - PROPOSED DEVELOPMENT. - -. -
The existing structure is to be demolished and replaced with a1'
and 2-story single family' residence and garage. The 2700 square
foot house will be built on the existing natural ground and only
pad preparationis proposed with overexcavation and recoinpaction.
No fill slopes or retaining'walls are proposed
SCOPE-OF SERVICES
The scope of our investigation included, the following:
.-A review of available data pertinent to the site; both *
published and in-house unpublished data.
'Subsurface exploration of the site utilizing 3 shallow hand
excavated exploratory pits. The pits wére.logged, and the
logs appearin Appendix A of this report. The pits were
tested for in-place density utilizing the' DriVe' Cylinder
Method (ASTM D2937-71). Representative bulk samples were *
obtained for testing.
Laboratory testing-of representative earth materials to
develop soil engineering parameters for the proposed.
.development,., ' - ' •
* '
95105-01
Page
4. Preparation of this report presenting our findings,
conclusions and recommendations concerning site development
based upon an engineering analysis of -geologic and
geotechnical properties of the subsoils as determined by
field and' laboratory evaluation.
LABORATORY TESTING
The following tests were performed for this project in our
laboratory in accordance with the American Society for Testing
and Materials, the State of California Standard Specifications or
contemporary practices of the soil' engineering profession.
Maximum Density - Optimum Moisture Determinations,
This test determines the density that a soil can be compacted to
at various contents For each .soil moisture, there is a maximum
dry density obtained and the associated optimum moisture content.
The results are used to evaluate the natural compaction, control
of the grading process and as an aid in developing the soil
bearing capacity. This is based on ASTM Standard D1557-78 (five
layer method). ,
In-Situ Moisture and Density
These tests consisted of performing. Drive Cylinder Density Tests
(ASTM D2937.-71) in the pits to determine in-place moisture and
density. The results are used to analyze the consistency of the
subsoils and aid in determining the necessary grading to prepare
the pad area.
Sieve Analysis . . . . . .. ,
This test determines the material grading of the individual
particle sizes and is used in generating an engineering
classification. . . .
Sand Eguivalent.Testjng -
..
..
This is a test for the rapid determination of the relative
portions of fine silt and clay matérialswithin the soil samples,
and is used for a relativ&comparison of soils in the
determination of the adequate paving sections for driveways, etc.
95105-01
Page.5
Expansion Testing
The exilansion index of the soils are determined by the U.BC. .i.
Method 29-2 and is used to design foundations for anticipated
expansion forces.
Direct Shear. -
A direct shear strength test wás performed ona repesentative
sampliB of the on-site soils remolded to 90% relative compaction.
To simulate possible adverse field conditions, the sample was
saturated prior.to shearing. A saturating dev'ice-wad used which
permitted the samples to absorb moisture while -preventing volume
change. This test is used to determine soil strengths for slope
stability'evaluations and for foundation bearing áapacity-.
- . SUBSURFACE CONDITIONS -
0 •0
The site is underlain by a thickcolluvial/soil deposit of silty
to clear coarse sand with a trace of.-minor gravel. ,In-place
densities for the sôll/colluvium ranged from 104.6 pcf (82.3%
relative compaction) at 1.2 feet in TP-101 to 111.7 inTP-2 at
3.0-3.7 feet and 9.2% moisture. Beneath the colluvium at depths
- below 8-10 feet is anticipated the Linda Vista Formation. This -•
unit consists of a well.cemented red-brown coarsé.and
conglomerate. , •0 - - - - - - -
'The poorly bedded bedrock was oriented at less than 6 degrees to •
the northwet based on nearby exposures.- - - • -- -
-•
0
GROUND WATER
- -- Ground waterjs approximately-120 feet below the -ground surface •
- - based on elevations and recharge mounding.-'. - - -
FLOODING
According to the Federal Emergency Management Agency -the• site is
not located within the boundaries of a1007year floodplain. . •
Sheet flow drainage -could impact the house -foundation unless some
- provision is made during site preparationtoprdvide:positive
drainage away from the house and toward Oak Avenue.
•
- •
0' - . - - • - - - - - •
-. •
.
95105-01
- Page.6
- p
GEOLOGY. -
The entire site is underlain at depths below an estimated 10 feet
by the sedimentary bedrock '-of the Linda VistaFormation - a dense
sandstone and conglomerate (M.P. Kennedy, 1975).
The Linda Vista Formation is not considered- landslide -prone anth
is oriented-at-very low angles of less than- 8-degrees.
SEISMIC SETTING/GROUND MOTION PARAMETERS
- 'The regional seismicsetting isshown ñ'Plate 2. The nearest
active or potentially active faults to the site includes, the Rose
canyon (10.5 miles'southwest),Elsinore (32-.8 miles northeast) , and the San Jacinto (55.4 miles northeast).
The Rose Canyon Fault because of its proximity to the site is the
design fault when evaluating the site seismic parameters.
TABLE 1
: COMPARISON OF SEISMIC PARAMETERS
S
- - Maximum Peak Ground
- Probable Acceleration
Fault- Distaiice to site Earthquake -(M) At Site (g)
Rose Canyon
- 10.5 Miles SW 6..3 0.24
Elsinore -32.8' Miles NE 6.8 - 0.08
San Jacinto - 55.4 Miles:NE -- 7.2 0.05 :
HISTORIC SEISMICITY
We have utilized the computer -program titled EQ SEARCH (Blake
(1989) to assess historic activity at the site. Based on this
analysis, the maximum ground acceleration at the site from the
period of1800 to present is 0.24g.
95105-01 : V
.Page7 .
. SECONDARY SEISMIC HAZARDS
The dense nature of the underlying sedimentary bedrock coupled
with the depth to groundwater of over 120 feet precludes such
V V secondary seismic hazards as.liquefactioñ, lateral spreading or
settlement at the site No rockfall or landslide hazard exists
at the site. V
V
V
V
According to the. County Maps and Alquist-Priold Special Studies V
Zone Map, the site:is not included in the Special Studies Zone
forany active or. Sotentially aátivefaults. V
. .. . V • V
V
- -CONCLUSIONS AND RECOMMENDATIONS
V - • ..
Foundation Design . *
V
V . •
V
V
A strip and spread footing foundation system shouldprovide an
adequate foundation for one and two-story buildings in this site.
All exterior footings should be founded 'a minimum of 18 inches V below adjacent 'finished grade for two-story buildings, and 12
inches for one-story buildings. Interior footings maybe founded
V a minimum of 12 inches below finished grade. When the footings
are founded in a minimum of 2 feet of properly compacted fill or
dense bedrock, an allowable bearing 'capacity>of 2000 psf for 12 V
inch wide footings- is acceptable' for 'dead plus live load. This
V value may be increased by one-third for short term wind and
seismic loading conditions. . V V ' V
•
V V
V When foundations are placed in natural soils, no cobbles over 6 V
V V
inches should be left. within the base 'of the foundation. A
V
- typical foundation design is included in Appendix C. One No. 4 • V bar top and bottom is recommended as-a minimum design. • V
, V
-
V
Settlement •• V -
* • - V.
V • Our subsurface investigation revealed that the natural soils'
below a depth of 2.53.0 feet are dense. ,When the upper 2-3 feet
V
V of fill is prepared in accordance with the "Foundation Design"
V and compacted fill requirements, - footings should experience less
V than 1-inch settlement with less than -1/2-inch differential
V
settlements between adjacent footings of. similar sizes and loads. V
9510501
Page, 8,
Concrete Slabs-On-Grade S
Sufficient fine-grained materials exists within near surface -
earth materials .to possiblecreäte moisture problems. Therefore,
we recommend that a moisture barrier be placed under any concrete
slabs thatmight receive a moisture-sensitive floor covering.
This moisture barrier should .consist of a b-mu polyethylene
vapor barrier sandwiched between a.1-inch layer of sand, top and
bottom, to prevent puncture of the barrier and enhance curing of.
-the concrete. NOminal reinforcement ofthe slabs with light 6
inch by-.6 Inch , 10 gauge/ 40 gauge welded wire fabric is
. advisable. The subgrade below the slab should be moisture
conditioned and properly compacted prior to placement of
concrete.
Expansive Soils .
•;
Expansion testing.of near-surfacesoils (TP-1 ; 0-3 feet)
indicate the near surface soils have a very: low expansion
potential.. •.• . .
Earthwork Shrinkage and Subsidence.
When. the 2-3 feet of overexcavated soils ar& regraded to
compacted, fill standards, earthwork shrinkage would be in the
range of 5 to 10 percent with a recommended average of
approximately 6 percent. Earthwork operations should cause only
a nominal subsidence. of apProximately 0.1 foot or. less.
Retaining Wall Design . .. S -
Retaining walls should be designed using the following S
parameters:
-
S
. Active,pressure (level baOkf ill) - 45 lb/ft /ft
Active pressure. (2:1 backfill) 52 lb/ft /ft
Active pressure (1 1/2:1 backfill) 60 lb/ft/ft S
For purpose of lateralresistance , a value of 0.35 may be used
for frictional resistance. . A value of 375 lb/ft /ft may be used
for passive resistance for footings placed into properly
compacted fill. Frictional and passive resistance. may be
- combined, provided the later is reduced by one-third.
Special loads for dead plus actual loads whould be considered if
the driveway/parking-area that isretàlned. • • .
•H • S S
95105-01
Page
Lateral Loads
Lateral loads in the near-surface soils are:
Active -45 pounds per square foot of soil,depth (psf/ft)
At Rest - 55 psf/ft
Passive - 375 psf/ft (for wood shoring)
450 psf/ft(for concrete footings).
Active means moveme'nt of the structure away'. from the soil; at
rest means the s€ructure does not move relative to the soil (Such
as a loading dock); and Passive means the structure'moves into
the soil: The coefficient of friction between the bottom of the
footings and the native soil may be taken as 0.30.
Trench Stability
The, near-surface soil to a depth of 5 feet should stand
vertically when excavated, however, trenches in excess of 5 feet
in depth should have the sides laid back at 1:1 in accordance
with OSHA requirements.
Slope Stability
The current grading, including 'drainage indicates that 'no slopes
in excess of 1 foot are planned. The high strength values of the
underlying shallow bedrock preclude any slope' stability problems.
rainage and terraciitg should be in accordance with Uniform
Building Code Chapter 70 requirements. At no time should water
be diverted onto the slope face in an uncontrolled' and erosive
fashion. Rapid erosion and rutting of the fill slopes is
possible and they should be planted with drought resistant
landscaping as soon as possible.
GENERAL SITE GRADING -
1. Clearing and Grubbing
The demolished house/footings and landscaping will require
clearing and removal off-site. - Any boulders larger than 12 -
inches. should not be placed in any strücturalf ill.
• .'" '• -' -
-r *
95105-01"- -
Page 10 -
Preparation of Building Pad Areas
,
The proposed building pad will require an ..overexcavation from
rough grade to eliminate the soft soil. The maximum
overexcavation isextimated as3.0 feet in the vicinity of the
house pad. Atypical detail is shown in Appendix C. -
Preparation of Surface to Receive Compacted Fill
All sufficiently dense (85percent relative compaction) surfaces
Which are to receive compacted, fill should'.be' scarified .to a,
depth of ,6 inches, 'brought to near optimum 'moisture content and
compactedto 90 percent relative compaction. Other softer areas
must be overexcavated to sufficiently, dense material and"
recompacted. This, would include raising existing fill grades.
Typical overexcavation depths based on. our field testing would be
- - 2-3 feet. Actual depth. of removal should be determined at the
time of grading by'testing.
Placement of'Compacted Fill --
Compacted fill is defined as that material-which will be replaced'
in the areas of removal due to root removal, the placement of
footings and paving, and also wherever their grade is to be
raised. All fill should be compacted to aminil-num of 90 percent
based upon , the maximum density obtained in accordance with ASTM
D 1557-78 procedure. The area-to be filled' will be prepared in
- ' accordance with the preceding section. The recoxnpaction of the
cut niaterial may be-waived if field density tests indicate
densities in excess of cómpáctéd fill standards.
Fills placed On natural slopes of 5:1 (horizontal to vertical) or -
steeper, will require a key and.bènching as shown in Appendix C.
S. Pre-Job Conference ' -• ' ' ' - - -
Prior to the commencement of_ grading, 'a pre-job conference should
be held with representatives' of the owner, developer, contractor,
architect and/or engineer in attendance. ' The purpose of this
meeting shall be to clarify any, questions relating to the intent
of thegrading recommendations and to verify that the project
specifications comply with recommendations of this report. - '
95105-01 ,
Page 11
Testing and Inspection
During grading,: density testing should be performed by a
representative of the soil engineer in order to determine the
degree of compaction being obtained Where testing indicates
insufficient density, additional compactive effort shall be
applied with the adjustment of moisture content where necessary,
until 90 percent relative compaction is obtained.
Inspection of critical grading control procedures s'uch. as keys,
installation or need, for subdrains should be made by a qualified
soils engineer or engineering geologist
Development Impact
Provided the. recommendations of this report are incorporated into
the design' and construction of theresidential project, both the
proposed development and off-site areas will be safe from
geologic hazards.
GENERAL
All grading should, at a minimum,' follow the "Standard Grading
and Earthwork Specifications" as outlined in Appendix C, unless
otherwise modified in the text of this report. The
recommendations of this report are based on the assumptions that
all footings will be founded in dense, native, undisturbed soil
or properly compacted fill soil All footing excavations should
be inspected prior to the placement of concrete in' order to
verify that footingsare founded on satisfactory soils and are
free of loose and disturbed materials and fill.. All grading and -
fill placement should' be performed under the testing and
inspection of a representative of the soil engineer.-
The findings and recommendations of this report were prepared in
accordance with contemporary engineering principles and practice
We make no warranty , either express or implied. our
recommendations are based on an interpolation of soil conditions
between trench locations., Should conditions be encountered
'during grading, that appear to be different that those indicated
by this report, this office should be notified
- -
S. ..-.- ' \
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. .. MAJOR EARTHQUAKES and RECENTLY ACTIVE FALJLTS.
SOUTHERN CALIFORNIA REGION - -
'; Earth TéChnjCS.: • DATE.
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JOB NO. PLATE
SCALE PROJECT
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SUMMARY OF FIELD DENSITY TESTING
Moisture
Test Test Depth Dry Density Content Soil Relative
No (Feet) (pcf) (%) Type Compaction
.SC-1 -1.2-1.7,. 104.6 9.2 A 82_6
SC-2 3.0-3e6, 111.6 8 7 A 88.2
SC-3 2.2-2.7 108.3 9.4 A .85 .5
MAXIMUM DENSITY - OPTIMUM MOISTURE DETERMINATION
The maximum density was determined in accordance with ASTM
Standard 61557-78 The result by full laboratory curve is
Sample Depth Maximum Optimum
Location (Feet) Soil Description Dry Density Moisture
TP-1 0-3 (Soil Type A) 126,6 10 8
colluvium
Light reddish brown
slightly silty to clean
sand with gravel &
trace of clay
SUMMARY OF EXPANSION TESTING
U B C METHOD 29-2
Sample Location Depth Expansion Index Expansion
Potential
TP-1 0-3' 10 Low
SAND EQUIVALENT TESTING
Sample Location Depth Sand Equivalent
TP-1 0-3 22
uuuu •uu uamm .umNm. UURM UVRR*URUURRUR au3uRUUUNURURRIuRuURU RIuRIR "swung Osman son UIRW •••• • • u. uuuuu .0 uuuu uuuuu IURUURRRIR*uaRRRIIRRINNURRNR
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STANDARD GRADING AND EARTHWORK SPECIFICATIONS
These specifications .present Earth Technics Inc., standard
recommendations:: for grading and earthwork. ,'•
No deviation from these specifications 'should be permitted unless
specifically superseded in the geotechnical report of the project
or by written communication signed by the Geotechnical
Consultant.' Evaluations performed by' the Geotechnical Consultant
'during the course of grading may result in subsequent
recommendations which could supersede these specifications or the
recommendations of the geotechnical report.,
1.0 GENERAL'. '
1.1 -The Geotechnical Consultant is the Owner's or
Developer's representative .on the project. For the
purpose of these specifications, observations by the
Geotechnical Consultant include observations by the
Soils Engineer, Geotechnical Engineer, 'Engineering
Geologist, and those performed' by persons employed by
and responsible to the Geotechnical Consultant,.
1.2 All clearing, site preparation, or earthwork performed
on the project shall be conducted and directed by the
Contractor under the supervision of the Geotechnical
Consultant..
1.3 The Contractor should be responsible 'for the safety of
the project and satisfactory completion. of all grading.
During grading, the Contractor shall remain accessible.
1.4 Prior to the commencement of grading, the Geotechnical
Consultant shall be'exnployed for the purpose of.
providing field, laboratory, and, office services for
conformance with the recommendations of the
geotechnical report and these specifications. It will
be necessary that the Geotechnical Consultant provide'
adequate testing and observations so that he may
determine that the work 'was accomplished as specified.
It shall be the responsibility of the Contractor to
assist 'the Geotechnical Consultant and..keep him
apprised of work schedules and charges so that he may
schedule his personnel accordingly. s .
1.5 It shall be the sole responsibility of the Contractor
to provide adequate equipment and methods' to accomplish
the'work in accordance with applicable grading codes,
agency ordinances, these specifications, and the
approved grading plans. If, in the opinion of the
Geotechnical Consultant, unsatisfactory conditions,
such as questionable' soil, poor moisture condition,
inadequate compaction, adverse weather, 'etc., are
Standard,. Grading. and Earthwork Specifications
'Page Two ' - '•. -:
resulting in a quality of work less than required in
'these speciications,the,Geotechical Consultant will
'be empowered to. reject the work and recommend that
construction be stopped until the conditions are
- rectified.
1.6 It is the Contractor's responsibility to provide access
.-to the Geotechnical Consultant for testing and/or '
grading observation purposes.' This may'. require' the
excavation of test pits and/or the relocation of
grading equipment.
1.7 A final report shall, be ,issued by the Geotechnicá1
Consultant attesting to the Contractor' S. conformance
with these specifications. '
2.0 SITE PREPARATION t
•
2.1 AllvegetatiOn and deleteriois material shall be
disposed of off-site... This removal.shall be observed
by the Geotechnical Consultants and concluded prior to
fill placement. ' .,.
.
. ' •.- - •..
2.2 Soil, alluvium, or bedrock materials'determined by the
Geotechnical Consultant as being unsuitable for
placement in compacted fills shall, be removed from the,
site or used in Open areas as determined, by the
Geotechnical Consultant. Any material incorporated as
a part' of a compacted- fill must be' approved' -by the -
- Geotechnical Consultant priOr to .fill placement. "
2.3 After the ground surface to receive fill has been
cleared, it shall be scarified, disced, or bladed by the Contractor until.it isuniform and -free from ruts,
hollows, hummocks, or other uneven features which may
- ' prevent', uniform -compaction., ' '• ' - ,'.•. •'
-
-
The scarified ground surface shall then be brought to
optimum moisture, mixed as required,' and .."compacted as '
specified. If the scarified: zone, is'greater. than
twelve inches in depth,, the excess shall be removed and
placed 'in lifts not to exceed six inchesor less.
Prior to placing fill, the ground surface Ito receive
- fill shall be observed, tested, and approved, by the '
Geotêchnical Consultant. - ' , -• -
Standard Grading and -Earthwork Specifications ' -*
Page Three
2.4 Any underground structures or cavities such as
cesspools, cisterns, mining shafts, tunnels, septic
tanks, wells, pipe lines, or others are to be removed
or treated in a manner prescribed by the Geotechnical
Consultant.
2.5 In cut-fill transition lots and where cut lots are
partially in soil, colluvium or unweathered bedrock
materials, in order to provide uniform bearing
conditions, the bedrock portion of the lot extending a
minimum of 5 feet outside of building lines shall be
overexcaváted. a minimum of 3 feet and replaced with
compacted fill. Greater overexcavation couldbe
required as determined by Geotechnical Consultant where
deep fill of 20+ feet transitions to bedrock over a
short distance. Typical details are given on Figure D-
1 -
3.0 COMPACTED FILLS
3.1 Material to be placed as fill shall be free of organic
matter and other deleterious substances, and shall be
approved by the Geotechnical Consultant. 'Soils of poor
gradation, expansion, or strength characteristics shall
be placed in areas designated by Geotchnical
Consultant or 'shall b& mixed with other soils to serve
as satisfactory fill material, as directed by the
Geotechnical Consultant.
3.2 Rock fragments less than ,.twelve inches in 'diameter may
be utilized in the fill, provided:
1.
1. They, are not placed in .concentrated pockets. r
2.' There is minimum of 75% overall of fine grained
material to surround the rocks. -
3. The distribution of rocks is supervised by the
Geotechnica]. Consultant.
3.3 Rocks greater tan twelve inches in diameter shall be
taken off-site,' or placed in accordance with the
recommendations of the Geotechnica1 Consultant in areas
designated as suitable for rock disposal. _(A typical
-detail for Rock Disposal is given in Figure D-2
'• '..'
\' ' • , :'. • • ••
Standard Grading and Earthwork Specifications
Page Four
3.4 Material that is spongy, subject to decay, or otherwise
considered unsuitable shall not be used in the
compacted fill.
3.5 Representative samples of materials to be utilized as
compacted fill shall be analyzed by the laboratory of
the 'Geotechnical Consultant to determine their physical
properties. If any material other than that previously
tested is encountered during -grading, the appropriate
analysis of this material shall be conducted by the
Geotechnical Consultant as soon, as possible.
3.6 Material used in the compacting process shall be evenly
spread, watered, processed, and compacted in thin lifts
not to exceed six inches in thickness to obtain a
uniformly dense layer. The fill shall be -placed and
compacted on a horizontal plane, unless otherwise
approved by the Geotechnical Consultant.
3.7 If the moisture content or relative'compaction varies
from that required by the Geotechnical-Consultant, the
Contractor shall rework .the fill until it is approved
by the Geotechnical, Consultant.
3.8 Each layer shall be compacted to 90 percent of the
maximum density in compliance with the testing method
specified by the controlling governmental agency or
ASTM 1557-70, whichever applies.
If compaction to a lesser percentage is authorized by
the controlling governmental agency becaus.e of a
specific land use or expansive soil condition, the area
to receive fill compacted to less than .90 'percent shall
either be delineated on the grading plan 'or appropriate
reference made to the area in the geotechnical' report..
3.9---All fills shall be keyed and benched through all
"topsoil, colluvium'alluvium, or creep material,. into,
sound bedrock or firm material where the --slope
receiving fill exceeds a ratio of: five horizontal to
one vertical, in accordance with the recommendations of
the Geotechnical Consultant. '. : •
3.10 The key for side hill fills shall be a'minimum width of
15 feet within bedrock or firm materials, unless
', otherwise specified in the geotechnical report. (See
.' ' • detail on Figure D-3.) •• ' ' '"
Standard Grading and. Earthwork Specifications S
Page Five
3.11 Subdrainage devices shall be constructed in compliance
with the ordinances of the controlling governmental
agency, or with the recommendations of the Geotechnical
Consultant. (Typical Canyon Subdrain details are given
in Figure D-4.)
3.12 The contractor will be required to obtain a minimum
relative compaction ,of 90 perCent out to the finish
slope face of fill slopes, ..buttresses,and
stabilization fills. This may be achieved by either
over building the Slope and cutting backto. the
compacted core, or by direct compaction of the slope
face with suitable equipment, or byanyother procedure.
which produces the required. compaction approved by the
Geotechnical Consultant. .
3.13 All fill slopes should be planted or protected from
0 erosion by other methods specified in the Geotechnical
report. .
3.14 Fill-over-cut slopes shall be properly.keyed through
topsoil, colluvium or creep material intO rock or firm
materials, and the transition. shall be.-stripped of all
soil prior to placing fill. (See detail on Figure D-
4.0 CUT SLOPES .
S •, S.,
4.1 The Geotechnical Consultant shall inspect all cut
slopes at vertical intervals not exceeding ten feet.
4.2 If any conditions not anticipated in the geotechnical
. ..................• report such as perched water, seepage, lenticular or
confined strata of a potentially adverse nature, . .
S unfavorably inclined bedding, joints or fault planes
encountered during grading, these conditions shall be
analyzed by the Geotechnical Consultant,..and-
recommendations shall be made to mitigate .these •
problems. (Typical details for stabilization of a
. portion of a cut slope are given in Figures D-3a and D-
5.)
.4.3 slopes that face in the same direction as the
prevailing drainage shall be protected from slope wash
by a non-erodible interceptor swale placed at the tope
of the slope. S •
Standard Grading and Earthwork Specifications
Page Six
4.4 Unless otherwise specified in the geotechnical report,
no cut slopes shall be excavated higher or steeper than
thatallowed by" the ordinances of controlling
governmental agencies.
4.5 •Drainageterraces'shall be constructedin compliance
with the ordinances of controlling governmental
agenôies, 'or with the recommendations of the
Geotechnical Consultant.
5.0 TRENCH BACKFILLS -
5.1 Trench excavations for utility pipes shall be
backfilled under the supervision of the Geotechnical
Consultant.
5.2 After the utility pipe has been laid, the space under
and around the pipe shah be backfilled with clean sand
or approved granular soil to a depth of' at least one
foot over the top of:-the pipe. The' sand' backfill shall
be uniformly jetted into place before 'the controlled
backfill is-placed over the. sand.
5.3 The pn-site materials, or other soils approved by the•
Geotechnical Consultant shall be watered and mixed as
necessary prior to placement in lifts over the sand
backfill. . . . . .
5.4. The controlled backfill shall be compacted to at least
- 90 percent of the maximum laboratory density, as
determined by' the ASTI D1557-70 or the controlling
governmental agency.'
.5.5 Field density'. tests and inspection of the backfill
procedures shall be made by the GeOtechnica]. Consultant
during backfiliing to see that proper moisture content
and uniform compaction is being maintained. The
contractor shall provide test holes and exploratory
.
. pits as required by the. Geotechnical Consultant to ,
enable-sampling and testing. • •
6.0 GRADING CONTROL
6.1' Inspectiàn of the fill placement shall be' provided by
the Geotechnical Consultant during, the .progress of
grading.
I
Standard 'Grading and Earthwork Specifications
Page Seven
6.2 In general, density tests should be made at intervals,
not exceeding two feet. of fill height' or every 500
cubic yards of fill placed. This criteria will vary
depending on soil conditions and the.size of the-job.
In any event, an adequate number of 'field density tests
shall be made to verify that the required compaction is
being achieved.
6.3. Density tests should also,. be made' on the surface
material to receive fill as required by. the
Geotechnical 'Consultant.
6.4 "All' cleanout, processed ground to receive fill,, key'
excavations, .sbdrains,' and rock .-disposals should be
'inspected and approved by the Geotechnical Consultant
prior to placing any fill. It shall be the
Contractor's responsibility to notify the Geotechnical
Consultant when such areas are ready for inspection.
7.0 'CONSTRUCTION 'CONSIDERATIONS
7.1 Erosion control méasüres, when necessary, shall .be
provided by the Contractor during grading and prior to
the completion and construction of permanent drainage
controls.
7.2 ,Upon completion of grading and termination of
inspections by the Geotechnical Consultant, no further
filling or excavating, including that necessary for
footings foundations, large tree wells, retaining
walls, 'or other features shall be performed without the
approval of the Geotechnical consultant.
7.3 Care Shall be taken by the 'Contractor 'during final-
grading to preserve any berms,, drainage 'terraces,
.•interceptor swales, or other' devices of. permanent.
nature on or adjacent to the property. '
•
" '
* BENCHING DETAILS
FILL SLOPE
0
0
- FILL ---------------------
-----------------------
------------
..........
PROJECTED PLANE
I to I maximum, from oe
of slope to approved ground REMOVE
'0
UNSUITABLE
'
MATERIAL
BENCH
_--2% MlN../ (typical) 'VARIES
• 2' MIN. I ' 15' MIN. 0
KEY fl.OWESTBENCHI
DEPTH
,
(KEY)
COMPACTED:
FILL OVERCUT SLOPE
0
Po
00 0
----- -----
0 0
REMOVE. NATURAL 0
UNSUITABLE 0
GROUND
0
MATERIAL .\-. 41 MIN BENCH
l -BENC-t-i HEIGHT
—
I: I (typic0 1 )1 VARIES ..
—
15' MIN.
LOWEST BENCH ' 0' '• ' , 0
0 0'. •
•0 •
0
•0
0 0 ' 0• 0
0 0 ' 0 ' '
0 ,•
CUT * 0
OFACE '
O
• ,
••'• I To' be constructed prior'
to fill placement
NOTES
O
' LOWEST BENCH Depth aid width subject to field change *
*
0 : based cri consultant's inspection. 0
St!DRAIJAGE:. E3 dn13 rcy be required at the * r'
discretion of the geotecflnical consultant.
TRANSITION LOT DETAILS
CUT-FILL LOT
—..NATURAL GROUND
•. . -.. ••
iw-
.01
_Z --- MIN. F-
30!'4IN.
xvx
OVEREXCVATE AND RECOMPACT
UNWEATHERED BEDROCK OR
MATERIAL APPROVED B
/ THE GEOTECHNICAL CONSULTANT
CUT LOT -
NATURAL GROUND
.
dolow
0000
..............................-
REMOVE .• S
UNSUITABLE 51
MATERIAL •MIt.
::--:-:-:----:--:- 30"
COMPACTED OVEREXCAVATE AND RECOMPACT
UNWEATHERED BEDROCK OR
:. • .. MATERIAL APPROVED BY. •
I THE GEOTECHNICAL CONSULTANT
NOTE
Deeper overexcavotfon and recomooction shall be performed . .
if determined 0 be necesscry by the geotechnicat consultant.
S.
FOUNDATION AND SLAB RECOMMENDATIONS
FOR EXPANSIVE SOILS
(ONE AND TWO-STORY RESIDENTIAL BUILDINGS).
EXPANSION INDEX EXPANSION INDEX EXPANSION INDEX EXPANSION INDEX 0 - 20 21 -50 51 -90 51 - 130 VERY LOW EXPANSION LOW EXPANSION MEDIUM EXPANSION HIGH EXPANSION
1-STORY FOOTINGS ALL FOOTINGS 12 INCHES ALL FOOTINGS 12 INCHES EXTERIOR FOOTINGS 1$ EXTERIOR FOOTINGS 24 INCHES DEEP. FOOTINGS DEEP. FOOTINGS . INCHES. DEEP. INTERIOR DEEP. INTERIOR FOOTINGS 12 CONTINUOUS. NO STEEL CONTINUOUS. I-NO. 4 BAR FOOTINGS 12 INCHES DEEP. INCHES DEEP. 1-NO. S BAR TOP REQUIRED FOR EXPANSION TOP AND BOTTOM. 1-NO. 4 BAR TOP AND - . AND BOTTOM. FORCES. . BOTTOM; .
S
2-STORY FOOTINGS ALL FOOTINGS IS INCHES ALL FOOTINGS 15 INCHES . ALL FOOTINGS IS INCHES EXTERIOR FOOTINGS 24 INCHES PEEP. FOOTINGS. DEEP. FOOTINGS .. DEEP. FOOTINGS, DEEP. INTERIOR FOOTINGS IS CONTINUOUS. NO STEEL CONTINUOUS. 1-NO. 4.BAR . CONTINUOUS. 1-NO. 4 EAR INCHES DEEP. 1-NO. SBAR TOP REQUIRED FOR EXPANSION TOP AND BOTTOM. TOP AND BOTTOM. AND BOTTOM. • . FORCES. . . .
GARAGE DOOR GRADE NOT REQUIRED. 12 INCHES DEEP. 1-NO. 4 BAR IS INCHES DEEP. 1-NO. 4 BAR 24 INCHES DEEP. I-HO. 5 BAR BEAM . . TOP AND BOTTOM. TOP AND BOTTOM. - . TOP AND BOTTOM.
LIVING AREA FLOOR SLABS $112 INCHES THICK. NO MESH 3112 INCHES THICK. . 5 112 INCHES THICK. 4 INCHES THICK. S K 3-015
- REQUIRED FOR EXPANSION S X S-buD WIRE MESH AT S X 0-10110 WIRE MESH AT WIRE MESH AT MID-HEIGHT. • FORCES. NO BASE REQUIRED. MID-HEIGHT.! INCHES . MID-HEIGHT 4 INCHES NO.5 DOWELL2 FROM FOOTING S NIL VISOLIEEN MOISTURE GRAVEL OR SAND BASE. S - GRAVEL OR SAND BASE; S TO SLAB AT 55 INCHES ON BARRIER PLUS 1 INCH SAND. NIL VISOUSEN MOISTURE NIL VISGUEEN MOISTURE CENTER. 4 INCHES GRAVEL OR - .. BARRIER )LUS 1 INCH BAND. BARRIER PLUS 1 INCH SAND. SAND EASE. I NIL VISOUEEN
MOISTURE BARRIER PLUS I
- ,.. INCH SAND.
GARAGE FLOOR SLABS $112 INCHES THICK. NO MESH $ 112 INCHES THICK. . 5 112 INCHES THICK: 4 INCHES THICK: S K I-Oil REQUIRED FOR EXPANSION S X 0-101I0 WIRE MESH OR S K 5-10110 WIRE MESH OR WIRE MESH OR QUARTER FORCES. NO BASE REQUIRED. QUARTER SLABS. ISOLATE QUARTER SLABS. ISOLATE SLABS. ISOLATE FROM STEM - NO MOISTURE BARRIER FROM STEM WALL FOOTINGS. FROM STEM WALL FOOTINGS. WALL FOOTINGS. 4 INCHES REQUIRED. 2 INCHES ROCK. GRAVEL OR 4 INCHES ROCK. GRAVEL OR POCK. GRAVEL OR SAND BASE. SAND BASE. NO MOISTURE SAND BASE. NO MOISTURE NO MOISTURE BARRIER BARRIER REQUIRED. - BARRIER REQUIRED. REQUIRED.
PRE-SOAKING OF LIVING. NOT REQUIRED. MOISTEN . SOAK TO 12 INCHES DEPTH SOAK TO IS INCHES DEPTH 'SOAK TO 24 INCHES DEPTH TO AREA AND GARAGE BLAB PRIOR TO POURING TO 4% ABOVE OPTIMUM TO 5% ABOVE OPTIMUM 5% ABOVE OPTIMUM MOISTURE SOILS CONCRETE. MOISTURE CONTENT. MOISTURE CONTENT. CONTENT.
NOTES: I) ALL DEPTHS ARE RELATIVE-TO BLAB SUBORADE. - 2) SPECIAL DESIGN IS REQUIRED FOR VERY HIGHLY EXPANSIVE SOILS. .
FOUNDATION AND SLAB DETAIL
.
(NOT TO SCALE)
SLAB SUBGRADE-\ WIRE MESH- ,-SAND LAYER
4DOWEL \ VISQUEEN
(WHEN REQUIRED) SLAP OR SAND. BASE (WHEN REQUIRED)
A. . REINFORCING BAR I I (WHEN REQUIRED)
DEPTH OF DEPTH OF INTERIOR
FOOTING EXTERIOR %PRESOAkED FOOTING i 1; Z SOIL
I
. INTERIOR FOOTINO...i
EXTERIOR FOOTING
-
. FOUNDATION AND SLAB RECOMMENDATIONS
JOB NO.: .
.
1DATE: 1FIGURE NO.:
•
EARTHTECHNICS '-•.
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G
REFERENCES
Blake, Thomas, F., Computer Services and Software, 1989, A' Computer Program for the
Deterministic Predicrtion of Peak Horizontal Acceleration from digitized. California Faults,
EQFAULT, July 1989
Blake, Thomas; F. Computer Services and Soiftware, 1989, A Computer Program to
Determine Historical Seismicity from Digitized Faults in Southern California EQSEARCH,
July 1989 -
Hart, E.W., 1992, Fault Rupture Hazard Zones inCaliforuiia, Spec. Publication 42, Calif, Div.
Mines & Gedlogy, 32 pages
-
Kennedy, M.P., 1975, Geology of the San Diego Metropolitan Area, California, Calif. Div.
Mines .& Geology, BulletinNo. 200, 56-pages
Ploese! and Slosson, J.E., 1974 Repeatable High Ground Accelerations from Eathquakes,
'California Geology..
• -
• Rogers, T.H., 1965, Santa Ana Geologic Sheet, Calif. Div. Mine's & geology, Scale 1:250,000
Seed, H.B., Idriss, l.M., 1982, Ground Motion and Soil Liquefaction During Earthquakes,
Earthquake Engineering Research Institute. - - -
Weber,F., Harold, Jr., 1963, Geology and Mineral resources of San Diego county,
- California, Calif. Div. Mines & Geology, County Report No. 3, 309 pages
.•
4 . ,- -- - •_*4 - - .
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•,
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CERTIFICATION OF COMPLIANCE .
CITY OF CARLSBAD Plan Check No.
DEVELOPMENT PR.QCESSIN.G SERVICES DIVISION
2075 LAS PALMAS DR., CARLSBAD, CA. 92009
11O ItQ-111
This form shall beusedto determine the amount of school ,fees for a • project and to verify
that the .project applicant has complied with the school fee requirements. No building
permits for the projects shall be issued •until the certification is signed by the appropriate
school district and returned to the City of Carlsbad Building Department.
.
SCHOvDlSTRlCT: .
.
Carlsbad Unified ., . . ___ San Marcos Unified
. 801 Pine Avenue . . 1290 West San Marcos Blvd. .
Carlsbad, CA 92009. (434-0610) . . .
San Marcos, CA 92024(744-14776)
Encinitas Union San Diguito Union High School
:101 South Rancho Santa Fe Rd. .710 Encinitas Boulevard
Encinitas, CA: 92024. (619) 944-4.30(k . Encinitas, CA 92024(753-6491)
Project Applicant: . .. . APN:- -7
Project Address: I 05 A . )—
RESIDENTIAL: SQ. FT. of living area number of dwelling units____________
SQ. FT. of covered area SQ. FT. of garage area_____________
COMMERCIAL/INDUSTRIAL: SQ. FT. AREA
Prepared by ' Date
FEE CERTIFICATION . . . .
(T.be completed by tl School District)
/Applicant. has complied with fee requirement under Government Code 53080
Project is subject to an existing fee agreement . . . -.
is exempt from Government Code 53080 _Project .
Final Map approvaland construction started before September 1, 1986.
(other school fees paid)
Other . . . . . .
Residential Fee Levied: based on sq.t.' @/. -
rnI1mJIn,øLst\Fee Levied:$ . based on
. O /_
sqft.@ .
•0
. •
0 -
chooI DisY
S
ial Title . .
0 • •.
Date'
AB 2926 n fees are capped at s-i. 72'per square foot for rdsidential.
AB 2926 'is
t .2$ per square foot for commercial/industrial.