HomeMy WebLinkAbout1350 KNOWLES AVE; ; CB991349; PermitCity of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Residential Permit I Permit No: CB991349
Building Inspection Request Line (760) 602-2725
1350 KNOWLES AV CBAD
RESDNTL Sub Type: SFD
15623l 5' 00 Lot #: 0
$227,710.00 Construction Type: VN
6 Reference #:
1 Structure Type: SFD
3 Bathrooms: 3
SFD 2615, GAR 720 SF
NEW 2 STORY SINGLE FAMILY RESIDENCE
Owner:
MARY DOUGLASS
02-28-2002
Job ress:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
# Dwelling Units:
Bedrooms:
Project Title:
Applicant:
HOWELL JUSTIN
Status: ISSUED
Applied: 04/07/1999
Entered By: JM
Plan Approved: 08/31/1999
Issued: 09/20/1999
Inspect Area: GG
Orig PC#:
Plan Check#:
P0 BOX 8543 P.O. BOX, 8414
RANCHO SANTA FE CA 92067 RANCHO SANTA FE CA 92067
619-755-6919 619 756-6683
Total Fees: $18,752.80 Total Payments To Date: $18,752.80 ,
Balance Due: $0.00
Building Permit $1,069.08. Meter Size
Add'I Building Permit Fee $0.00. , Add'l Red. Water Con. Fee , $0.00
Plan Check . $694.90 Meter Fee , $0.00
Add'l Plan Check Fee $0.00 SDCWA Fee $0.00
Plan Check Discount $0.00 CFD Payoff Fee .. $0.00
Strong Motion Fee $22.77 PFF ' .,-, ' ' . $4,144.32
Park in Lieu Fee $0.00 PFF (CFD Fund) - $3,825.53
Park Fee . $0.00 License Tax $0.00
LFM Fee $0.00 License Tax (CFD Fund) 'J $0.00
Bridge Fee $000' Traffic Impact Fee - $409.00
Other Bridge Fee $0.00 ' Traffic Irnpact(CFD Fund); $461.00
BTD #2 Fee $0.00 Sidewalk Fee N $0.00
BTD#3 Fee $0.00 PLUMBING TOTAL / $168.00
Renewal Fee $0.00 ELECTRICAL TOTAL " , $60.00
Add'l Renewal Fee $0.00 ', MECHANICAL TOTAL ' . $72.00
Other Building Fee $0.00 Housing Impact Fee ' $2,925.00
Pot. Water Con. Fee $2,400.00 Housing InLieu Fee $0.00
Meter Size D5/8 , ,. Master Drainage Fee $647.20
Add'l Pot. Water Con. Fee $0.00 Sewer Fee , $3,472.00
Red. Water Con. Fee $0.00 Additional Fees . . ',
' / $0.00
TOTAL PERMIT FEES' " ,' $18,752.80
FINAL APPROVAL
Inspector: g Date: __________ Clearance:
NOTICE: Please take NOTICE that approval of your project includes the 'Imposition' of fees, dedications, reservations, or other exactions hereafter collectively
referred to as 'fees/exactions.' You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
FOR OFFICE USE ON
PLAN CHECK NO.
EST.VAL.
Plan Ck. Deposit ,171 73
Validated By
Date /'?h
vri[f
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
2075 Las Palmas Dr., Carlsbad CA 92009
(760)438-1161
RoW________________________________________ •
ISb A -
Address (include Bldg/Suite #) Business Name (at this address)
- 8315 04/07/99 00011 02
Legal Description Lo
,,
3b.,/ Subdivision Name/Number Unit No. Phase N '1 t1Total //of urW''
Assessor's Parcel # txisting Use - Proposed Use
Description of Work . - SQ. FT. #of Stories # of Bedrooms # of Bathrooms
/0
Name - Address,' City State/Zip Telephone # Fax #
3 J—APPLICANT 0 contractor,,0 Agent for Contractor_Dpwner_. Rt ...,Agent for Owner .
ut-t LJL P.O. 1OZ crF2--\ e,Cc7((1?sc
Name . * - Address. City State/Zip Telephone #
e-. t 6,jx1 26&T (io
Name Address City State/Zip Telephone #
5CONTRACTORCOMPANY NAME
(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 Law
[Chapter 9, commending 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 tollars jS5001).
C. - VL'ti mj*ccTh V.o. z c,2J) E,c', A'7D7 ((i'i V.10
Name an Address City State/Zip T~Jephonej #
I License Class ness-License yBusi State License #
. Ro.
Designer Name Address City State/Zip Telephone
State License #
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
C3 I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.
E] I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. Myworkers.c ens tion ins rance carri and policy number are:
l s_urancCompany44'_4J No.7Z77L/ cJ /O
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [i_16'01 OR LES)
o 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 rkers' Compensation Laws of California.
WARNING: Failure top ere workers' compenjation coverage Is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred
thousand dollars ($1 940O), in addition to,)IØost of compensation, damages as provided for in Section 3706 of tj,e Labor code, interpt and attorney's fees.
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
C3 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 Law 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).
0 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 Law 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).
0 I am exempt under Section Business and Professions Code for this reason:
I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES DNO
I (have / have not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (include name / address I phone number / contractors license number):
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address / phone
number I contractors license number):
I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address I phone number / type
of work):
PROPERTY OWNER SIGNATURE DATE
[cOMPLETE THIS SECTION FOR NON RESIDEN flALUILDING PERMITS ONLY _TI
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? 0 YES 0 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
8pNSTRUTION 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(i( Civil Code).
LENDER'S NAME . LENDER'S ADDRESS__________________________________________________________
9APPUCANTÔERTIFICATION .
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit' of Carlsbad to enter upon the above mentioned
property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES,
JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE 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 menced within 365 days r m the dat such permit or if the building or work authorized by such permit is suspended
or abandoned at any time after the r is commenced r a per d 180 day ction 106.4.4 Uniform Building Code).
APPLICANT'S SIGNATURE /.___41/4 DATE /?-Y
- . - WHITE: File YELLOW: Applicant PINK: Finance
Inspection List
Permit#: CB991349 Type: RESDNTL SFD SFD 2615, GAR 720 SF
NEW 2 STORY SINGLE FAMILY RESIDEN
Date Inspection Item Inspector Act Comments
02/27/2002 89 Final Combo CW AP JOE MC MAHON AP - FINAL
10/17/2001 89 Final Combo GO
-
PA ENGINEERING HOLD ON FINAL
01/1912001 89 Final Combo - GO AP OK TO RELEASE METER
01/17/2001 89 Final Combo GG NR
07/20/2000 19 Final Structural DA WC
07/20/2000 29 Final Plumbing DA WC
67/20/2000 39 Final Electrical DA AP
07/20/2000 49 Final Mechanical DA WC
06/01/2000 31 Underground/Conduit-Wirin JL CO SEE NOTICE AT ELEC PANEL
05/31/2000 11 Ftg/Foundation/Piers DA CA
02/24/2000 18 Exterior Lath/Drywall DA AP
02/23/2000 17 Interior Lath/Drywall DA AP
02/23/2000 18 Exterior Lath/Drywall DA CO SEE NOTICE ATTACHED
02/15/2000 16 Insulation DA AP
02/11/2000 14 Frame/Steel/Bolting/Weldin DA AP
02/10/2000 14 Frame/Steel/Bolting/Weldin DA NS
02/09/2000 14 Frame/Steel/Bolting/Weldin DA CO SEE NOTICE ATTACHED
02/09/2000 17 Interior Lath/Drywall DA CO
02/09/2000 24 Rough/Topout DA CO
02/09/200034 Rough Electric DA CO
01/31/2000 13 Shear Panels/HD's DA CO SEE BACK OF CARD
01/31/2000 14 Frame/Steel/Bolting/Weldin DA CO DID 1ST FLR FRAME ONLY
01/28/2000 13 Shear Panels/HD's -. DA NS
01/28/2000 14 Frame/Steel/Bolting/Weldin DA NS
12/23/1999 84 Rough Combo DA NR RESUBMIT PLANS/OMITTED WALLS &
SHR
11/30/1999 15 Roof/Reroof DA AP
10/15/1999 11 Ftg/Foundation/Piers DA AP GAR. SLAB 5 IN SHOULD END UP 1 IN
BELOW STEM WALL AT MIDDLE
'10/05/1999 11 Ftg/Foundation/Piers DA AP HOUSE SLAB ONLY
10/04/1999 11 Ftg/Foundation/Piers DA NR
09/28/1999 11 Ftg/Foundation/Piers DA AP FOOTINGS ONLY
09/23/1999 21 Underground/Under Floor DA AP
09/22/1999 31 Underground/Conduit-Wirin DA NR
Wednesday, February 27, 2002 - Page 1 of 1
s(L(o
City of Carlsbad
Final 111mildi Inrection CUD
Dept: Lite Fire
Plan Check#: f •)c( 9))' Date: 7/20/2000
Permit#: CB99134 '\ Permit Type: RESDNTL
Project Name: SFD 2615, GAR 720 S Sub Type: SFD
- NEW 2 STORY SINGLE FAMILY RESION r
- Address: 1350 KNOWLES AV Lot: 0 tAxtlot
Contact Person: RAYMOND MARC Phone: 6197434315 ..
Sewer. Dist: CA Water Dist: CA ctu.
Inspected - Date
By: Inspected: Approved:
Inspected
-
Date
By: - Inspected: Approved: Disapproved:
Inspected Date
By: Inspected: Approved: Disapproved:
Comments: .
I
Mary Douglas Residence
1350 Knowles Avenue'.
Carlsbad CA 92008
As requested by City Field Inspector the following items have been addressed:
Grid Line 5 has no double joists @ exterior wall
Povide double 2 x 4 posts between floor ply and double top plates @ all
posts above.
. Grid Line 7 cont. floor joists is a capable drag w/the panels separated.
Grid Line 2 in garage, a Simpson MST48 will connect broken top plates.
S
Thank You
e
DAILY FIELD REPORT . No:
Job Name: Project No.: . Date:
Location: 1<tJOwL taO1 C4s60 Weather: Day: /4.'
Contractor: If Foreman: RLj
Field Technician: POU4 4 Miles: Hours:
Equipment, Working: Inspection"! Testing of
9 Ji7Mo.'t'
Test
No.
Test
Location
Elevation
or Depth
Soil
Type
Optimum
Moisture
Field
Moisture
Maximum
Density
Field
Density
Rel.
Comp.
Vis,ri, S/Ti rid-iS 4. 14' 4 6'$4
p0,V24-r101v5
/'- "2 A/4 27 L' 5-11117,4 S41val9/, /ti/ 77/,11(j eJ
/ 4)7 ;) AWA6,vi9MMT T
AN, 564?i1e.'2 2',t'C 2eT 2OcJ, o T ,V5 9"
c co Z, i) 7-,L-5
q/j.
Summary of
Operations:
-
Supervisor; j Engineer: } Geologist:
Todays Yardage: Yardage to Date:
It&It I,,m,ceritsg, i,,c. L
100* (4.77)
EsGil Corporation
In Partners/lip with Government for Building Safety
DATE: 08/19/99 • CANT
JURISDICTION: Carlsbad O PLAN REVIEWER
0 FILE
PLAN CHECK NO.: 99-1349 SET: III
PROJECT ADDRESS: 1350 Knowles Ave.
PROJECT NAME: Douglas Residence
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 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: Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone - Fax In Person
REMARKS: Designer to dimnsion footing details and show rebar per soils report on page 11 of
plans (Clouded in red)
By: Bill Elizarrras t1 "Enclosures:
Esgil Corporation J GA UMB Ej EJ F1 PC LOG
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576
trnsmtl.dot
EsGil Corporation
In Partnership with Government for Building Safety
DATE:, 05/13/99 E3 APPLICANT
JURISDICTION: Carlsbad ' PLAN REVIEWER
U FILE
PLAN CHECK NO.: 99-1349 . SET:!!
PROJECT ADDRESS: 1350 Knowles Ave.
PROJECT NAME: Douglas, Residence'
LI The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
I 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.
fJ The plans transmitted herewith have significant deficiencies identified on the enclosed checklist
and should be cOrrected and resubmitted for a complete recheck.
,The check list transmitted herewith isfor 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:
Justin Howell
P.O. Box 8543, Ràncho 'Santa Fe, Ca. 92067
Z. Esgil Corporation staff'did not advise the applicant that the plan check has been completed
except by mail. '
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: . Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
F-]
By: Bill Elizarraras Enclosures:
Esgil Corporation
DGAEMBEEJ pc 05/05/99 trnsmtLdot
9320 Chesapeake Drive, Suite 208 • S.n Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576
Carlsbad 99-1349 II
05/13/99
RECHECK PLAN CORRECTION LIST
JURISDICTION: Carlsbad
PROJECT ADDRESS: 1350Knowles Ave.
DATE-PLAN RECEIVED BY
ESGIL CORPORATION: 05/05/99
REVIEWED BY: Bill Elizarraras
PLAN CHECK NO.: 99-1349
SET: II
DATE RECHECK COMPLETED:
05/13/99
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 enegy conservation, noise attenution and disabled access. This plan review is
based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinances enforced by the Planning Department, Engineering Department
or other departments.
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. 106.4.3,
1994 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
Please make all corrections on the original tracings and submit two new sets of prints to:
ESGIL CORPORATION.
To facilitate rechecking, please identify, next to each item, the sheet of the plans upon
which each correction on this sheet has been made and return this sheet with the
revised plans.
The following items have not been resolved from the previous plan reviews. The original
correction number has been given for your reference. In case you did not keep a copy of
the prior correction list, we have enclosed those pages containing the outstanding
corrections. Please contact me if you have any questions regarding these items.
D Please indicate here if any changes have been made to the plans that are not a result of
corrections from this list. If there are other changes, please briefly describe them and where
they are located on the plans. Have changes been made not resulting from this list?
UYes E3No
S..
Carlsbad 99-1349 II
05/13/99
The following corrections were either not properly shown or addressed. The
numbering of correction list refers to original deficiency list dated 04/15/99.
. FOUNDATION REQUIREMENTS
5. Provide a copy of the project soil report prepared by a California licensed
architect or civil engineer. The report shall include foundation design
recommendations based on the engineer's findings and shall comply with UBC
Section 1804.
. 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.
Please indicate here if any changes have been-made to the plans that are not a result
of corrections from this list. If there are other changes, 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:
Yes El No El
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 Bill Elizarraras at Esgil Corporation. Thank you.
EsGil Corporation
2n Tartner.c/ p with Government for Building Safety
DATE: 04/15/99
JURISDICTION: Carlsbad U PLAN REVIEWER
U FILE
PLAN CHECK NO.: 99-1349 SET: I
PROJECT ADDRESS: 1350 Knowles Ave.
PROJECT NAME: Douglas Residence
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 deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The checklist transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
Ii 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:
Justin Howell
P.O.Box 8543, Rancho Santa Fe, Ca. 92067
Esgil Corporation staff did not advise the applicant that the plan check has been completed
except by mail.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Justin Howell Telephone #: 619-759-6910
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
REMARKS:
By: Bill Elizarraras Enclosures:
Esgil Corporation
E] GA. DMB JEJ LJPc 04/08/99 trnsmti.dot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (619) 560-1468 • Fax (619) 560-1576
Carlsbad 99-1349
04/15/99
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK NO.: 99-1349 JURISDICTION: Carlsbad
PROJECT ADDRESS: 1350 Knowles Ave.
FLOOR AREA: 2615 sf. Dwelling
720 sf. Garage
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: 04/15/99
STORIES: 2
HEIGHT:
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 04/08/99
PLAN REVIEWER: Bill Elizarraras
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: 1994 UBC (effective 12/28/95), 1994 UPC (effective 12/28/95), 1994
UMC (effective 2/23/96) and 1993 NEC (effective 12/28/95).
The above regulations apply to 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. 106.4.3,
1994 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 (or a copy) where each
correction item has been addressed, i.e., plan sheet number, specification section, etc.
Be sure to enclose the marked up list when you submit the revised plans.
LIST NO.), GENERAL SINGLE FAMILY DWELLINGS AND DUPLEXES WITHOUT SUPPLEMENTS (1994 UBC) r3forw.dot
Carlsbad 99-1349
04/15/99
. PLANS
Please make all corrections on the original tracings, as requested in the correction
list.
Submit three sets of plans for commercial/industrial projects (two sets of plans for
residential projects). For expeditious processing, corrected sets can be submitted
in one of two ways:
Deliver all corrected sets of plans and calculations/reports directly to the
City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA
92009, (760) 438-1161. The City will route the plans to EsGil Corporation and the
Carlsbad Planning, Engineering and Fire Departments.
Bring one corrected set of plans and calculations/reports to EsGil
Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619)
560-1468. Deliver all remaining sets of plans and calculations/reports directly to
the City of Carlsbad Building Department for routing to their Planning, Engineering
and Fire Departments.
NOTE: Plans that are submitted directly to EsGil Corporation only will not
be reviewed by the City Planning, Engineering and Fire Departments until review
by EsGil Corporation is complete.
2. Plans, specifications and calculations shall be signed and sealed by the
.California State licensed engineer or architect responsible for their preparation,
for plans deviating from conventional wood frame construction. Specify
expiration date of license. (California Business and Professions Code). On final
set.
o GENERAL RESIDENTIAL REQUIREMENTS
Glazing in' the following locations should be of safety glazing material in
accordance with Section 2406.4 (see exceptions):
a) Where the bottom exposed edge of the glazing is less than
69 inches above a standing surface and drain inlet. @ Mst. tub.
GARAGE
Provide an 18" raised platform for any FAU, water heater, or other device in the
garage which may generate a flame or spark. UMC Section 308, UPC Section
510.1.
. FOUNDATION REQUIREMENTS
Provide a copy of the project soil report prepared by a California licensed
architect or civil engineer. The report shall include foundation design
recommendations based on the engineer's findings and shall comply with UBC
Section 1804.
Carlsbad 99-1349
04/15/99
Investigate the potential for seismically induced soil liquefaction and soil
instability in seismic zones 3 and 4. This does not apply to detached, single-
story dwellings. Section 1804.5
FRAMING
Show stud size and spacing. Show stud sizes per calculations at Living and
Dinning room exterior walls.
Provide calculations for lateral loads, shear panels, shear transfer and related.
Section 106.3.3. Building does not comply with UBC 2326.11.3.
Show shear wall lengths on plans.
Show roof structural supported to bearing walls.
Shear walls shall comply with height and width ratios per UBC.
MECHANICAL (UNIFORM MECHANICAL CODE)
Show the BTU rating and type of all heating and cooling appliances or systems.
Note that passageway to the attic furnace shall be unobstructed and have
continuous solid flooring not less than 24 inches wide, not more than 20 feet in
length through the attic. Section 319.4, UMC.
Show permanent electrical outlet and lighting fixture controlled by a switch for
furnace located in attic or underfloor space. Sections 319.6 and 320.1, UMC.
Specify on the plans the following information for the fireplace(s), per Section
106.3.3:
a) ICBO approval number, or equal. Number submitted misquoted.
Note on the plans that approved spark arrestors shall be installed on all
chimneys. UBC, Section 3102.3.8.
Provide dryer vent to outside. The maximum length is 14 feet with two 90-degree
elbOws. UMC, Section 504.3.2.
ELECTRICAL (NATIONAL ELECTRICAL CODE)
Note on the p!ans that receptacle outlet locations will comply with 1993 NEC Art.
210-52(a).
Show on the plan that receptacle outlets in hallways comply with 1993 NEC Art.
210-52(h), which reads as follows:
Carlsbad 99-1349
04/15/99
Show on the plan that ground-fault circuit-interrupter protection complies with
1993 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.
. CARLSBAD S.F.D. & DUPLEX SUPPLEMENT
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).
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).
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.
Please indicate here if any changes have been made to the plans that are not a result
of corrections from this list. If there are other changes, please briefly describe them and
where they arelocated in the plans.
Have changes been made to the plans not resulting from this correction list?
Please indicate:
Yes 13 No U
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 Bill Elizarraras at Esgil Corporation. Thank you.
Carlsbad 99-1349
04/15/99
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: 99-1349
PREPARED BY: Bill Elizarraras DATE: 04/15/99
BUILDING ADDRESS: 1350 Knowles Ave.
BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN
BUILDING PORTION BUILDING AREA
(ft.2)
VALUATION
MULTIPLIER
VALUE
($)
Dwelling 2615 sqft. 82.00 214,430.00
Garage 720 sqft. 23.00 16,560.00
Air Conditioning 2615 sqft. 3.00 7,845.00
Fire Sprinklers
TOTAL VALUE 238,835.00
1994 UBC Building Permit Fee Z Bldg. Permit Fee by ordinance: $ 1107.57
fl 1994 UBC Plan Check Fee Z Plan Check Fee by ordinance: $ 719.92
Type of Review: Z Complete Review Structural Only E Hourly
F] Repetitive Fee Applicable Other:
Esgil Plan Review Fee: $ 575.93
Comments: Permit = 70% of 94 UBC EsGil Fee = 52% of Permit
Sheet I of I
macvalue.doc 5196
I
Li of Carlsbad
BUILDING PLANCHECK CHECKLIST
DATE: ____ PLANCHECKNO.: CB 211,399
BUILDING ADDFEss:. 1. 3$o
PROJECT DESCRIPTION: SFA
ASSESSOR'S PARCEL NUMBER: J 0 ( EST. VALUE:
ENGINEERING DEPARTMENT
APPROVAL S DENIAL
The item yoLi have submitted for review has been I Please seek t attached report of deficiencies
approved. The approval is based on plans, I marked wit Make necessary corrections to plans
information and/or specifications provided in your I or specifitatio'is for compliance with applicable
submittal; therefore any changes to these items after codes and standards. Submit corrected plans and/or this date, including field modifications, must be I specifications to this office for review. reviewed by this office to insure continued I
conformance with applicable codes. Please review I
carefully all comments attached, as failure to comply I
with instructions in this report can result in
susoension of oermit to build. rCTh
lilA Right-of-Way permit is required prior to
Date: u/czi49
construction of the following improvements: Date:
By: Date:
fzD C F- Fp 7- FOR OFFICIAL USE ONLY
ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT:
By:\ Date: -7116 /OP
Li ' Dtatlon Application
LI Dedication Checklist
Li Improvement Application
U Improvement Checklist
ENGINEERING DEPT. CONTACT PERSON
Name: JOANNE .111CHNIFWIC7
City of Carlsbad
Address: 2075 Las Palmas Dr., Carlsbad, CA 92009
Phone: (619)438-1161, ext. 4510
LII Future Improvement Agreement CFD INFORMATION
LII Grading Permit Application Parcel Map No:
LII Grading Submittal Checklist Lots:
.Li Right-of-Way Permit Application Recordation:
Li Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet
Li Sewer Fee Information Sheet A-4
CA 92009-1576 . (760) 438-1161 • FAX (760) 8.1zF69
Zs I
BUILDING PLANCHECK CHECKLIST
SITE PLAN
1ST1 2ND /
1. Provide a fully dimensioned site plan drawn to scale. Show:
North Arrow D. Property Lines
Existing & Proposed Structures E. Easements
Existing Street Improvements F. Right-of-Way Width & Adjacent Streets
Driveway widths
2. Show on site plan:
Drainage Patterns -
Building pad surface drainage must maintain a minimum slope of one
percent towards an adjoining street or an approved drainage course.
ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive
drainage of 2% to swale 5' away from building."
Existing & Proposed Slopes and Topography
Include on title sheet:
Site address
B. Assessor's Parcel Number
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
DISCRETIONARY APPROVAL COMPLIANCE
4á. Project does not comply with the following Engineering Conditions of approval for
ProjectNo._____________________________________________
4b. All conditions are in compliance. Date:
H:WORD\DOCS\CHKLSflBuilding Plantheck Mist BP000I Form JJ.doc 2 Rev. 12/2696
BUILDING PLANCHECK CHECKLIST
DEDICATION REQUIREMENTS
1 ST7 2NDJ 3RD/
V 11 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm
7 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 Carlsbad
Municipal Code Section 18.40.030.
or
constructed at time of building construction whenever the value of the
construction exceeds $ , pursuant to Carlsbad Municipal Code
Section 18.40.040.
Public improvements required as follows:
-
Attached please find an application form and submittal checklist for the public
improvement requirements. A registered Civil Engineer must prepare the
çappropriate improvement plans and submit them together with the requirements
ic-on the attached checklist to the Engineering Department through a separate plan
check process. The completed application form and the requirements on the 4 checklist must be submitted in person. Applications by mail or fax are not
accepted. Improvement plans must be approved, appropriate securities posted
and fee paid prior to issuance of building permit.
'Improvement Plans signed by: Date:
1J 6b. Construction of the public improvements may be deferred pursuant to Carlsbad
Municipal 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:
H:\WORO\DOCS\CHKLST'Building Ptanthed Cktst BP000I Form JJ.doC 3 Rev. 12/26/96
Dedication required as follows:
Dedication required. Please have a registered Civil Engineer or Land Surveyor
prepare the appropriate legal description together with an 8 1/2" x 11" plat map
and submit with a title report. All easement documents must be approved and
signed by owner(s) prior to issuance of Building Permit. Attached please find an
application form and submittal checklist for the dedication process. Submit the
completed application form with the required checklist items and fees to the
Engineering Department in person. Applications will not be accept by mail or fax.
lit Dedication completed by: Date: cJ
')'IMPROVEMENT REQUIREMENTS
6a. All needed public improvements upon and adjacent to the building site must be
BUILDING PLANCHECK CHECKLIST
SW 2ndl 3 r
II IIQ 6c. Enclosed please , find your Future Improvement Agreement. Please return
agreement signed and notarized to the Engineering Department.
Future Improvement Agreement completed by:
Date:
fJ Ll 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective
improvements found adiacent to building site must be repaired to the satisfaction
of the City Inspector prior to occupancy.
GRADING PERMIT REQUIREMENTS
The conditions that invoke the need for a grading permit are found in Section
11.06.030 of the Municipal Code.
.X'
U. 7a. Inadequate information available on Site Plan to make a determination on grading
/ requirements. Include accurate grading quantities (cut, fill import, export).
7b. Grading Permit required. A separate grading plan prepared by a registered Civil
Engineer must be submitted together with the completed application form
attached., I NOTE: The Grading Permit must be issued and rough grading
approval obtained prior to issuance of a Building Permit.
Grading Inspector sign off by: Date:
7c. Graded Pad Certification required. (Note: Pad certification may be required even
if a grading permit is not required.)
7d.No Grading Permit required.
7e.lf grading is not required, write "No Grading" on plot plan.
MISCELLANEOUS PERMITS
X LI LI 8. 'A .RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or
private work adjacent to the public Right-of-Way. Types of work include, but are
not limited to: street improvements, tree trimming, driveway construction, tieing
into public storm drain, sewer and water utilities.
Right-of-Way permit required for:
BUILDING PLANCHECK CHECKLIST
H:WORDDOCSCKLS'T'%Buding PlamheCk Cklst SF0001 Form JJ.doC 4 Rev. 1226/96
1 st/ 2nd/ 3rd/
A SEWER PERMIT is required concurrent with the building permit issuance. The
-"6J-,,,Pfee is noted in the fees section on the following page.
euç c-r_t? INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad W sewer service area, you need to contact the Carlsbad Municipal Water District,
located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can
provide forms and assistance, and will check to see if your business enterprise is
on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for
assistance.
Industrial Waste permit accepted by:
Date
U 11. NPDES PERMIT
Complies with the City's requirements of the National Pollutant Discharge
Elimination System (NPDES) permit. The applicant shall provide best
management practices to reduce surface pollutants to an acceptable level prior to
discharge to sensitive areas. Plans for such improvements shall be approved by
the City Engineer prior to issuance of grading or building permit, whichever
occurs first.
12. ~Reuired fees are attached
U No fees required
K /U
H:\WORQ\DOCSCHKLSrBuHding Planthed( Cklst BP0001 Form JJdOC 5 Rev. 12/28/98
ENGINEERING DEPARTMENT
FEE CALCULATION WORKSHEET
imate based on unconfirmed information from applicant.
Calculation based on building plancheck plan submittal.
Address: ( 35t lv-Q Bldg. Permit No.
Prepared by: Date: 57'c9_( / Checked by: Date:
EDU CALCULATIONS: List types and square footages for all uses.
Types of Use: Sq. Ft./Units: EDUs:
Types of Use: Sq. Ft./Units: EDU's:
ADT CALCULATIONS: List types and square footages for all uses.
Types of Use: Sq. Ft./Units: ADT's: I
Types of Use: Sq. Ft./Units: ADTs:
FEES REQUIRED:
WITHIN CFD: DYES (no bridge & thoroughfare fee in District #1, reduced Traffic Impact Fee)
Ok1. PARK-IN-LIEU FEE PARK AREA & #:
FEE/UNIT: X NO. UNITS: =$___________
TRAFFIC IMPACT FEE
ADT's/UNITS: X FEE/ADT: E3 70 =$ 70
NE TRANSPORTATION ADT'S X $10 =$
0~3 -
BRIDGE AND THOROUGHFARE FEE (01ST. #1 DIST. #2 01ST. #3
ADTs/UNITS: X FEE/ADT: =$
4. FACILITIES MANAGEMENT FEE ZONE: I
UNIT/SQ.FT.: X FEE/SQ.FT./UNIT: =$___________
5. SEWER FEE
PERMIT No.
10,55 EDU's: X FEE/EDU:__ =$____________
)NEFIT AREA: DRAINAGE BASIN:_______
/7 I EDU's: X FEE/EDU: = $
6.
_______________
SEWER LATERAL $____________
H I ~GH ~~/ 0 Wt
ACRES: 0.g . X FEE/AC: /( _/_ = $ _'(7
3,Sr3 s-4
TOTAL OF ABOVE FEES*: $71
*NOTE: This calculation sheet is NOT a complete list of all fees which may be due.
Dedications and Improvements may also be required with Building Permits.
P:\DOCS\MISFORMS\FEE CALCULATION WORKSHEET REV 4/29/99
01 C
Cr
Citv of Carlsbad
-Public Works -- Engineering
May 4, 2000
Raymond Marcon
P.O. Box 8217
Rancho Santa Fe, CA 92067
I
1350 KNOWLES AVENUE
To Whom It May Concern,
The street improvements required for 1350 Knowles Avenue will be deferred and the
existing improvement bonds and requirement to construct the street at this time will be
released after a Future Improvement Agreement is entered into by the property owners.
Therefore, the City has no requirements that would stop the final inspection and
occupancy, as well as utility turn-ons for this address.
If you have any questions, please contact me at (760) 602-2733.
Sincerely,
ROBERT J. WOJCIK, P.E.
Deputy City Engineer
RJW:jb
C: Building Department
1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-2720. FAX (760) 602-8562 is
PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
Plan Check No. CB ojgi Address 135-0 /A?k1t A'r1we
Planner (2- j: si4eil Phone (619) 438-1161, extension
APN: ib-25O9i
Type of Project & Use: fR— Net Project Density: DU/AC
Zoning:_ General Plan: Facilities Management Zone: /
CFD (in/niit) # Date of participation: Remaining net dev acres:______ Circle One
(For non-residential development: Type of land used created by
this permit:
Legend: Item Complete Q1 Item incomplete - Needs your action
Environmental Review Required:
DATE OF COMPLETION:
Compliance with conditions of approval? If not, state conditions which require aeti&iiT
Conditions of Approval:
Discretionary Action Required: YES NO TYPE
APPROVAL/RESO. NO. DATE
PROJECT NO.
OTHER RELATED CASES:
Compliance with conditions or approval? If not, state conditions which require action.
Conditions of Approval:_______________________________________________
YES NO TYPE
E Coastal Zone Assessment/Compliance
Project site located in Coastal Zone? YES____ NO
14. CA Coastal Commission Authority? YES____
If California Coastal Commission Authority: Contact tJfr1'
200, San Diego CA 92108-1725; (619) 521-8036,7
Determine status (Coastal Permit Require/'or Exempt):
Coastal Permit Determination Form alrØ'dy completed?
- , If NO, complete Coastal Permit Determinatp1' Form now.
Coastal Permit Determination Log/
_________
I ,1--
Follow-Up Actions:.,
1) Stamp\Building Plans.
Floor Plans). ST'.
'2) Complete 'Cdastl Pér
-4
YES NO
at - 3111 Camino Del Rio North, Suite
"Exempt" or "Coastal Permit Required" (at minimum
Determination Log as needed.
E E Inclusionary Housing Fee required: YES çX NO ( (Effective date of Inclusionary Housing Ordinance - May 21, 993.1
Data Entry Completed? YES
Pobar,
NO
(A/P/Os, Activity Maintenance, enter CB#, Screens, Housing Fees, Construct Housing V/N, Enter Fee, UPDATE!)
Site Plan:
Provide a fully dimensional site plan drawn to scale. Show: North arrow,
property lines, easements, existing and proposed structures, streets, existing
street improvements, right-of-way width, dimensional setbacks and existing
topographical lines.
'
Provide legal description of property and assessor's parcel number.
Zoning:
1. Setbacks:
I 01-i Front: Required Shown q0 Interior Side: Required /0'Show 2 Street Side: Required Shown -
Rear: Required k7 Shown .30
Accessory structure setbks-"
Front: Required Shown Interior ,Sd Required Shown tiei Side: Required Shown Rear: Required Shown Structure separation: Required Shown
'ô 3. Lot Coverage: Required Shown
4. Height: Required _L 3 Shown
E 5. Parking: Spaces Required Shown
Guest Spaces Required .- Shown
Additional Comme
Ili'-4 1, OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER f-(jj/./'..-- DATE_________
I
Sep 20 99 08:33a B and B ENGINEERING (760)945-4221
CIVIL. GEOTECHNICAL. & QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING
CONSTRUCTION MANAGEMENT& INSPECTION
CLIENT: MARCON
PROJECT: MAR-ADND
DATE: 20 SEPT. 1999
p.2
MR. RAYMOND MARCON
P.O. Box 8217
Rancho Santa Fe, CA. 92067
Subject: Addendum Foundation Requirements for the Building
Construction on the two lots located on Knowles Ave.,
Carlsbad, CA. (APN: 156-230-81)
Reference (a): Preliminary Geotechnical Soils Investigation by
B & B Engineering, Inc. dated 21 June 1999.
Dear Mr. Marcon:
Pursuant to your request and the City of Carlsbad
requirements, the following information is submitted relative to
the subject building foundations.
Based on our field inspection of the finish grade soils for
the subject project and our review of Reference (a) our
Preliminary Geotechnical Soils Investigation dated 21 June, 1999,
the following information is presented regarding the foundation
requirements:
In leu of the requirements of Reference (a) to over-excavate
and recompact the loose topsoils occurring on the surface of the
subject lots, the owner/contractor may elect to deepen the
building foundations. The continuous perimeter foundations and
bearing wall foundations shall be excavated into the firm no
expansive native sandy soils to a minimum depth of
the existing natural ground elevations and a width of 18 inches
Sep. 20 99 08:34a B and B ENGINEERING (760)945-4221 p.5
IB& It Eiijineeriuç;, inc.
CIVIL GEOTECHNICAL, & QUALITY ENGINEERING
FOUNDATION DESIGN' LAND SURVEYING SOIL TESTING
0
CONSTRUCTION MANAGEMENT & INSPECTION
for the proposed two story structures. The foundations shall a
l
s
o
contain a minimum of four No. 5 steel bars, two bars placed at
3
inches from the top of the footing and two bars at 3 inche
s
f
r
o
m
the bottom.
All other requirements of Reference (a) are considered still
valid, however, the subgrade soils beneath all concrete sla
b
s
,
t
o
a minimum depth of 12 inches, shall be free of organics and
compacted to 90% relative compaction. Also, all concrete u
s
e
d
o
n
this project shall have .a minimum compressive strength of 3000
psi which will require special inspection by our firm.
Findings of this Report are valid as of this date; however,
changes in conditions of a property can occur with the passage of
time.whether they bedue to natural process or works of man on
this or adjacent properties. In addition, changes in applic
a
b
l
e
or appropriate standards occur whether they result from
legislation or broadening of knowledge. Accordingly, findings
of
this report may be invalidated wholly or partially by changes
outside our control. Therefore, this report is subject to review
and should not be relied upon after a period of one year.
The Soil Engineer has prepared this Report for the exclusive
use of the client and authorized agents. This Report has been
prepared in accordance with generally accepted soil and found
a
t
i
o
n
engineering practices. No other warranties either expressed
o
r
implied are made as tothe professional advce provided und
e
r
t
h
e
terms of this agreement, and included in. this Report.
Since we will be the Soils Engineer for this project, we wil
l
be providing continuous inspection during construction in order t
o
ensure compliance with this report and the City of Carlsbad
requirements.
* -2-
Sep 20 99 08:33a B 'and B ENGINEERING (760)945-4221 p.3
If IIII EIIgJiIIeerinJ, Inc.
CIVIL. CEO TECHNICAL, & QUALITY ENGINEERING
FOUNDATION DESIGN • LAND SURVEYING • SOIL TESTING
- ,.... -. CONSTRUCTION MANAGEMENT & INSPECTION
B & B Engineering Inc. and Associates appreciate this
opportunity to be of service. Should you have any questions
regarding this project, please do not hesitate to contact us.
Sincerely,
A thur C. Beard ROE RQE
Chief Engineer
11
FL'
08/18/1999 16:43 619-759-6982 ASARO R ASSOCIATES PAGE 02
______
II&II Effglueering, tue.
CIViL. QSCTECNmCAL. 4 QUALiTY EN4EERI#40
FOUNDAThNDff1QN • LAND 8URVFV!N(I • SOiL TUTWQ
is1RuGnoN MAGEJENT& INSPECTIDN
CLIENT: DOUGLASS
PROJECT: DOU 599
DATE: 21 JUNE 1999
MARY DOUGLASS -
C/O MAROON SERVICES
P.O. Box 1681
Valley Center, CA. 92082
AttentIon: Mr. Raymond Maroon
Subject: Preliminary Geotechnical SoilS investigation for the
proposed Residential Construction located on Knowles
Ave., Carlsbad, CA. (APN: 156-230-81)
Gentlemen:
Pursuant to your request, a Preliminary Geotechnical Soils
Investigation Was performed at the subject site. The purpose of
the Investigation was to determine the general engineering
characteristics of the soils on and underlying the site and to
provide specific recommendations for the design parameters for
foundations and retaining structures, slab-on-grade floors and
site earthworK.
The proposed -development consists of the construction of a
two wood framed, conventional foundation, wood/stucco type
residential buildings.
L1d.I.k'I1340
The subject site Is located approximately 0.5 mile east Of
the San Diego Freeway (1-5) on the north side of Knowles Ave. In
the City OF Carlsbad.
-1-
1511-A SO. MELROSE DRIVE #285, VISTA. CA 92083 • 760-945-3150 4 FAX
e8/18/1999 16:43 619-755-6902 ASARO & ASSOCIATES
(' H&
H Eiqjliieediig, hic.
VII. GEOTWdNICAL. QUALiTY EN1NfRfNO
rOUnCN p2SiW $ L.vo amI1NQ • 86% TE$wc1
NOrmnO,d wAmmffmmvra frd4PCflON
PAGE 03
The site topography consistS of a relatively flat rectangular
lot falling at approximately 2% from north to south. The lot 'Is
bordered by Knowles Ave. on the south and by existing residences
on the north, west and east sides.
14 41k!1!W.1:I.]Jk.] j4[c
On May 28, 1999, a field investigation was performed at the
subject site. This Investigation consisted of the excavation of
two test pits dug with a Cat beckhoo. Location of these test
holes are shown on the Plot plan, Enclosure (1) and the detailed
Logs of this Test Pit Is presented on Enclosure (2).
As the test pits were advanced, the soils were visually
classified by the Field Engineer. Undisturbed and bulk samples,
as well as In-place density tests, were obtained at various depths
representative of the different soils horizons. The samples were
returned to our laboratory for detailed testing.
Results of the In-place compaction tests, the Maximum Dry
Density Test values for the various soils sampled and the
Expansion Potential Test 'results are presented on Enclosure (3).
These materials were also tested for Shearing Strength, Enclosure
(4),
Shear tests were made with a tIrect shear machine of the
strain control type In which the rate of strain is 0.05 inches per
minute. The machine is so designed that teats may be performed
ensuring a minimum of disturbance from the field conditions.
Saturated, remolded specimens were subjected to shear under
various normal loads. Expansion tests were performed on typical
specimens of natural soils. These tests were performed in
accordance with the procedures outlined in U.B.C. Standard 29-2.
-2-
1611-A SO. MELROSE DRIVE #255, VISTA, CA 92083 • 760-945-3150 • FAX: 760-945-4221
/
08/18/199. 16:43 619-75-602 ASARO & ASSOCIATES PAGE 04
III Ei.gplucerhig, Inc.
CIVIL, GgOTCNNCAL. g QUALITY ENGINEERING
FOUNQ.i lION DESIGN k,v'b SLIAVEWNQ • 101L TESTINQ
CONITRUC17ON &WIAQIMENT& IN8PEC77QN
SOIL CONDITIONS
As indicated by our 'rest Pit Logs, Enclosure (2), the site i
underlain with approximately 24 to 38 inches of topsoil material
consisting of dry, loose silty sand. Underlying the topsoil
materials is an undetermined depth of Terrace Deposit soils
consisting of dry tá damp, dense silty sands. The depths of our
test pits were 5 to 5.5 feet below the existing surface,
GEOLOGICAL HAZARDS
The geologic hazards at the site are earthquake effects
generated by fault movements. These effects include ground
shaking, seismic settlement, differential compaction of loose
soils, and.ground lurching. As the distance from the nearest
major active fault (Rose Canyon Fault, approximately 5 miles)
increases, the risk from these hazards at this site decreases. No
faults have been identified within the site.
SLOP_ STAB! L ITY
The site surface materials consist of silty sands that are
relatively loose In their dry state. These materials as well as
the underlying sands are SuSceptible to erosion. Drainage Control
is essential to maintain the stability of any planned slopes or
slope areas.
LIQUEFACTION POTENTIAL
Liquefaction analysis of the soils underlying the site was
based on the consideration of various factors which include the
-3-
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 'FAX: 760-945-4221
08/18/1999. 16:43 619-759-6982 ASARO & ASSOCIATES PAGE 05
1141 Eiigjlncerlug, Inc.
awn.. aEoTWHNiG. a ou-ar EHgm1NQ
Fo4mQ4TQM MdN • • $QL TERTTNO
OàThtTON M4WA4EM1NTa )NPECTICN
water level, soil type gradation, relative density, intensity of
ground shaking -and duration of shaking. Liquefaction potential
has been found to be, the greatest where the ground water level Is
shallow and loose fine sands occur within a depth of 50 feet or
less. These conditions are not present within the site area and
liquefaction is not considered a potential hazard at the site.
4; 1 ILI 048NE
Based on field data and our laboratory tests results, the
following Conclusions and Recommendations are presented and are
to be utilized in conjunction with the Grading and Building
Plans:
All grading shall be performed in accordance with the
applicable recommended grading specifications,contained in this
report and the City of Carlsbad Grading Ordinance.
On the basis of our Investigation, development of the site as
proposed is considered feasible from a soils engineering
standpoint provided that' the recommendations stated herein are
incorporated In the design of foundation systems and are
Implemented in the field.
Site preparation should begin with the removal of the surface
vegetation and any trash, debris, and other deleterious matter.
These materials, as well as vegetative matter, are not suitable
for use in structural fills'and should be exported from the site.
Also, any subsurface structures such as cesepools, wells, or
abandoned pipelines, which are uncovered during the grading
operation, shall be removed or backfilled in accordance with the
requirements of the City of Carlsbad.
-4-
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945.3150 • FAX: teo.945.4221
08/18/1999. 16:43 619-759-6982 ASARO & ASSOCIATES PAGE 06
II'It Eu gjInet.rIng,, Inc.
GYM.. GEOTHNJGAL. 6 QUALITY ENWNEERINQ
LAflO SURWONO - WL TTWO
CaN$mk'c)oPI MANAMr# £ frPCCflON
All on-site earth materials are considered suitable for the
support of the proposed structures. However, prior to
construction, the loose topsoil materials occurring in the upper
36 inches should be processed by ripping, watering, and
recompacting. Standard grading techniques shall be employed in
order to process the loose surface topsoils. These soils shall be
removed to a depth of 36 inches where firm native soils are
exposed, the bottom of the excavation shall be ripped to a depth
of 6 inches, watered as necessary, and recompacted, and the native
soils shall be recompacted to the design pad grade.
As an alternative to recompacting the loose topsolla, the
building foundations may be deepened to a depth where the minimum
embedment into firm native soils is attained. A combination of
processed surface soils and deepened foundations may also be
employed; however, in either case, the foundations shall be
verified, in the field prior to placing concrete.
Site drainage should be dispersed by non-erodible devices in
a manner to preclude concentrated runoff over graded and natural
areas in accordance with the City of Carlsbad requirements.
All grading and/or foundation plans shall be reviewed by the
Soil Engineer.
FOUNDATIONS
It is anticipated that the proposed structure for this
project shall be supported by conventional isolated and/or
continuous footings founded on firm native soils. The recommended
allowable bearing value is 2000 pef and may be used for footings
founded in the native materials. This value is for dead plus live
-5-
1611-A SO, MELROSE DRIVE #285, VISTA, CA 92083 760-945-3150 • FAX: 760-945-4221
08/18/1999.16:43 61-759-602 ASARO & ASSOCIATES PAGE 87
lJII IngIiicerfugj, inc.
GML. QCOTCCtV4JCAL I 1:4MLTY CGINURUfa
POU.4170 DEW • MUD SUAVEWW • 6014 TE$TINO
loads and may be increased by one-third (1/3) for seismic and wind
loads where allowed bycóde. This design bearing value is in
accordance with the Uniform Building Code and was calculated based
on lerzaghle' Formuia
In general, the native surface soils and underlying Terrace
Deposit soils were found to have a very low expansive potential
according to our Expansion Index Test results. Foundations shall
be sized and constructed in accordance with the Structural
Engineer's design, based on the above Dearing value, the lateral
load parameters as outlined in the latter part of this report, the
expected live and dead loads, and the projected wind and seismic
loads.
It Is recommended that the continuous perimeter foundations
and concrete slabs for a light weight wood-framed structure shall
be reinforced in accordance with the following minimum designs;
a. For slab-on-grade or raised floors it is recommended that
the continuous perimeter foundations for a single story structure
shall extend a minimum depth of 12 inches and a minimum width of
12 inches •into the firm native or compacted fill material as
measured from the lowest adjacent grade. For a two story
structure, the foundations shall be 18 inches deep and 15 inches
wide.
b4 The continuous perimeter foundations shall be reinforced
with a minimum of two No. 5 steel bars; one bar shall be placed
inches from the top of the foundation and the other bar shall b
placed 3 inches from the bottom.
-6-
1611-A SO. MELROSE DRIVE #285 VISTA, CA 92083' 760-945-3150 0 FM 760-945-4221
08/18/1999. 16:43 619-759-6982. ASARO & ASSOCIATES PAGE 08
EugIiuN'rfug, inc.
CIVIL aEOEC,(NICAL. a QUALITY ENGWffAJMfl
FOUNDATION DE3ION • LAND SURYEYTNC? • M& TC$TO
CONà&lCflQN MtV*iQ2MCN? IM$PTJON
C. All interior concrete slabs shall be a minimum of four
inches In thickness and reinforced with a minimum of No. 3 rebar
at 24 Inches on center both ways placed In the center of the blab.
The bars shall be bent downward into the perimeter footings to a
depth of 3 Inches from the bottom at 24 inches on center. In
order to minimize vapor transmission, an impermeable membrane (is:
visqueen) shall be placed over the native non-expansive surface
sands. The membrane shall be covered with 2 inches of sand to
protect it during construction and the sand should be lightly
moistened just prior to placing concrete. All Concrete used on
this project shall have a minimum compressive strength of 2500 psi
u1nless.otherwise stated on the Building Plans.
If Imported soil materials are used during grading to bring
the building pad to the design elevations, or if variations of
50118 or building locations are encountered, foundation and slab
designs shall be reevaluated by our firm upon the completion of
the rough grading Operation.
Footings located on or adjacent to the top of slopes shall be
extended to a Sufficient depth to provide a minimum horizontal
distance of 7 feet between the bottom edge of the footing and the
face of the slope.
LATERAL L0PD PARAMETERS
The lateral load parameters to be used in the design of the
foundations, retaining and restraining walls founded in the fill
soils are derived from the angle of friction, t (38'), and the
Cohesion C= 140 psf1 obtained from the direct shear tests from
Test Pit 01 at a depth of 2 feet using the following formulas:
-7-
1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083 • 760-945-3150 • FAX: 760-945-4221
08/18/1999. 16:43 619-759-6982 ASARO & ASSOCIATES
11th Thq,Itie.,r1u, liw.
GIVIL QEOT CI4NIGM. I O1MUTY EN1EPJN
OUNATjOt4CIJON • L4I ILVWNO • SOIL S1N
COANTOW"ON UAMOE&4ENT I IWSPfCflOIJ
PAGE @9
Active Pressure Coefficient, (a 1-sin = 0.28
1+sln Ar
,Pasel*ve Pressure Coefficient, Kp 1/Ka = 3.85
At Rest Pressure Coefficient, Ko 1-sin .0 = 0.41
the equivalent, fluid pressures are obtained by the formulas:
Active Pressure: z Ks V = 0.26 x 127.0 33 pcf
Passive Pressure: z Kp 1 3.85 x 127.0 489 pcf
Pressure at Rest 2 Ko I 0.41 x 127.0 52 pcf
Applicable where br = soil wet density (127.0 pcf), 0 = 36 , and
z : (depth and width of footing) = 1.0'.
A coefficient of friction of 0.35 may be used for design of
concrete on the native soils.
RETAINING WALLS
An equivalent fluid pressure of thirty (30) pounds per cubic
foot may be used for design of retaining walls. This figure is
based on drained condition and use of level-granular backfill.
If the existing native soils are used as backfill, the
equivalent fluid pressure will be 33 pounds per cubic loot. For
1.5:1 (horizontal to vertical) sloping backfill, an active
pressure equivalent to that exe.rted by a fluid weighing 40 pcf
should be assumed.
BACKFILL
If excavations are made by sloping or over-cutting, it will
be necessary to place backfill behind the retaining walls alter
1611-A SO. MELRQ$E DRIVE #285, VISTA, CA 9203' 700-945-3150 ' FAX: 760-945-4221
08/18/1999.16:43 619-75-6902 ASARO & ASSOCIATES PAGE 10
II&II I3iijItieertiig, tue.
CIViL. aOTECHNICAL. I OUAUTV ENGU.EEflIN0
FOUP4OATIONDE8IQN • LAND SLARWMa • SL TESTINq
GSTRuC nON UANAGfMENT g INSPfOTIOtd
completion of the structure. Backfill soil should be granular In
nature and free of organic matter and debris.
All backf111 should be placed after inspection has been made
of the bottom of the excavation and the Installation of the
subdrain behind the wall. Form lumber and other debris shall not
be permitted at the base of the backfill.
All backfill should be compacted to 90% of the Laboratory
Standard. In some areas where the walls approach the excavated
embankment, it may prove economical to place gravel rather than
soil for backfill.
1-4 A L I a AM 0 01-WL['A!11 1a0111 he1.I.11.) S (v1Ei
The analysis and recommendations submitted in this Report are
based In part upon the data obtained from the test pit excavations
performed on the site and our experience and judgement. The
nature and extent of variations between the test pits may not
become evident untll.constructlon. If variations then appear
evident, It will be necessary to re-evaluate the recommendations
of this Report.
Findings of the Report are valid as of this date; however,
changes in conditions of's property can occur with passage of time
whether they be due to natural, process or works of man on this
or adjacent properties: In addition, changes in applicable or
appropriate standards occur-whether: they result from legislation
or broadening of Knowledge. Accordingly, findings of this Report
may be invalidated wholly or partially by changes outside our
control. Therefore, this R5port is subject to review and should
not be relied upon aftera period of one year.
-9-
1611-A SO MELROSE DRIVE #286, VISTA, CA 92083 • 760-945-150 • FAX 760-945-4221
08/18/19 16:43 619-759-602 ASARO R ASSOCIATES PACE 11
(f IItII IhigIticedug,
Civil. GEOTCKNIOAL. 1OVALrTYEWW!UIQ
PO&itAflONOC&lON S LANO SLWWVYNG • RL JWINO
(JON&TIItCTIO'4MAJIAGEMENTg INSPEOJ10N
In the event that any changes in the nature, design or
locations' of buildings are planned, the conclusions and
recommendations contained in this Report shall not be considered
valid un1588 the changes are reviewed and conclusions of this
Report modified or verified in writing.
This Report Is issued with the understanding that it Is the
responsibility of the OWflOr, or of his representative, to ensure
that the information and recommendations contained herein are
called to the attention of the Architect and Engineer for the
project andincorporated into the plans and that the necessary
steps are taken to see that the contractor and subcontr&Ctore
carry out such recommendations in the field.
The Soil Engineer has prepared this Report for the exclusive
use of the client and authorized agents. This Report has been
prepared in aácordance with generally accepted soil and foundation
engineering practices. No other warranties either expressed or
implied are made as to the professional advice provided under the
terms of this agreemeht, and included In the Report.
It Is recommended that the Soil Engineer be provided the
opportunity for a general review of the final design and
specifications in order that earthwork and foundation
recommendations may be properly Interpreted and Implemented in the
design and speIfjcat1ons. '(If the Soil Engineer is not accorded
the privilege of making this recommended review, he can assume no
responsibility for misinterpretation of his recommendations).
_10-
1911-A 50. MELROSE DRIVE #285, VISTA, CA 92003 • 780-945-3150 -b FAX., 760-945-4221
S8/18/1 9S 16:43 619-759-69e2 ASARO & ASSOCIATES PAGE 12
Euglwerl.ig, Inc.
c'vit. GMOTCKNJCAL. a OUAIJTY ENG(Wf!WNQ
FOIND4TvQN OffiON • ANO &IRVEWNQ -164 TCS?NQ
CONOMMMM KIWAUSN&T E
B & B engineerIng, Inc. appreciate this opportunity to be of
service. Should you have any questions regarding this project,
please do not hesitate to contact our office.
C.
/rthu'rC. Board RCE RQE RE
-11.-
1611-A SO, MELROSE DRIVE #285, VISTA. CA 92083 • 760-94550 • FAX: 760.945-4221
8/18/199 16:43 61-759-6902 ASARO & ASSOCIATES PAGE 13
7
/
/
/
/
11bT..To 5C
APPROXIMATE LOCATION OF FIELD EXPLORATORY TEST PIT
_ PLAN
QWNER
LOCATION . L4; AVE.
V
Lnj1i,ecring, mc.
CIVIL OEOrECWN,CAL 1 QUALITY INWNEEJS
— CAaç 840 . $TP4*4 £NaNU4,Na aim vri&a
s.
PROJECT: DATE; JIMIS '99
WT.OT1 (1
8/18/1 16:43 61-75-62 ASARO & ASSOCIATES
(Tf II&II Ii:,glneerliig, !i,c.
CML, ooyfNeAL. I CUAUTVENWNEERJ
$ICW4L PQNSIMNO • LAND DURVEWND
P1ROLATJGN A 101L TilliNG
- GON3TW77QN MANMIMN?I zPS4'EC1ON
PAGE 14
'1AtZ.coiJ li'o4Lc'S5
DOLA 5
.Ju?Jg 199
LOG OF TEST PITS
EXCAVATED 5899 Oackhoe CAT 42(o
PIT DIMENSIONS IN FEET W 3°Q LZO' D.5,5 ' TP I
SURFACE ELEVATION IN FEET DATUM Mean SeLevel
GEOLOGICAL
CLASSIFICATION
OESCRITION
it L"CLASSIFICATION
ENGINEERING
AND
DESCRIPTION
TEST DATA
0
RC
TOP3oi - - LICMT 13fZ0WAJ 1LIjJQ ti)
N tgô,s, oo15 V1 LOO
. ' PEPcITS TAN0.1I4 5AJ1O fMj,
DAMP -5- -
g,gr No (ti)
-.
10 _...ao-r TEST Rfr /
J0 (r4- , ,I.JJj,Sj
PIT DIMENSIONS IN FEET W 00 t. Zo' D
-
S U R FACE -EL E VATION IN FEET 7P- 2
rorso . . TA 40944 $4?4Q&)
-
-.
TEft, ..UT_SJLT'-i
PA M P, ser
OT TOM____
iflt144T61t o f4DCA1?J'.
ELO.&)P-E (2)
8/18/1999 16:43 619-759-69e2 ASARO & ASSOCIATES PAGE 15
(TiT' 114fril'algivesefring, Inc
1YIL, OEQT!GHNIC.4&, 5Q MUTY culNEMa
- 8TRUCTI1AL U4IN&1!TN0 • j.4NO8LJRVEYuf
NA0014IIOH a ict& TE3TIK
GQN8TAUTtONUANAQEMENT& IN$PQT1ON
CLWff:P?WlCO(J /00644S T: PO 595' 99
Test
ND.
Test
Date
Test
Location
Test
El/Depth
Soil
bps
Dry Denstty..jg _o1!.tu!,,.L......L...Relative
Cosipaction
Retest
No. Field Muiinwi Field Opt,
-
L /:& p-, 0 ' , 112,7 /27,' 4'O .90 89
2 ' TP-I 3' /Z/,o /70 J4 90
TP -1 ~ //,a /21 /D,i 9/. 196
4 "TPZ 4 // /7,a $4 B
- TP-Z .5' /78.1 /Z1.3 t?
-
.
COMPACTION CURVE DATA
SOIL TYPE AND DESCRIPTION OPTIMUM
MOISTURE %
MAXIMUM DRY
DENSITY (pet)
14, Jø/D . 94 ,z,v-gv~r A#vO .
EXPANSION POTENTIAL
p4J)-II) /Jy fry e) 1
7$T fI TP - /
91
131
— 20 - Very Low
Low g Moderate -10 - High
-above-Critical
- .
.
EXPANSION AND COMPACTION TEST DATA ENCLOSURE (.)
2000
I 400
0
08/18/199 16;43 619-759-6902 ASARO & ASSOCIATES PAGE 16
I.
0 400 80,0 1200 1600 2000
NORMAL LOAD (PSF
SOIL TYPE BORiNG NO, DEPTH MOISTURE COHESION ANGLE OF
(BN) (f t) (64) (PSF) FICTION (0)
-
1L1-1 3 AN ° l orp-1 2.0 140
II&ItiII,f/illëelk,g,dl
\: 0WL. OEO TECHNICAL. & QUALIrfENGtNEEP5
- I STRUCTURAL ENCINEERIN • LAND SURVEVIA10
PERCOLATION J SOIL TESTING
CONSTRUCTION MANAGEMENT I INSPECTION
_SHEAR;NG STRENGTH TEST JJcou (4)
of Carlsbad
CERTIFICATE OF COMPLIANCE
PAYMENT OF SCHOOL FEES OR OTHER MITIGATION
This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City
prior to issuing a building permit. The City will not issue any building permit without a completed school fee form.
Project Name:
, ,. çs
Building Permit
Plan Check Number: Cf9
Project Address:
A.P.N.:
Project Applicant
(Owner(s) Name(s))
Project Description: cc 7 i
Building Type: F
Residential . Number of New Dwelling Units
Square Feet of Living Area in New Dwelling
Second Dwelling Unit: Square Feet of Living Area in SDU
Res. Additions
Comerc./ Ind.:
City Certification of
Applicant's information:
Net Square Feet New Area
Square Feet Floor Area
Date: Ol
SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD
,.j Carlsbad Unified School District San Marcos Unified School District
—801 Pine Ave. .. 215 Mata Way
Carlsbad CA 92009 (729-9291) San Marcos, CA 92069 (736-2200)
Encinitas Union School District San Dieguito Union High School District
101 South Ranch Santa Fe Rd . 710 Encinitas Blvd.
Encinitas, CA 92024 (944-4300) -- Encinitas, CA 92024 (753-6491)
Certification of Applicant /Owners. The person executing this declaration (Owner") certifies under penalty of perjury that (1) the
information provided above is correct and true to the best of the Owners knowledge, and that the Owner will file an amended
certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square
footage after the building permit is issued 'or if the initial determination of units or square footage is found to be incorrect, and
that (2) the Owner is the owner/ developer of the above described project(s), or that the person executing this declaration is
authorized to sign on behalf of the Owner. /7 ..
Sianatu Date:P -3o-37 7
2075 Las Palmas Dr. .Carlsbad, CA 92009-1576 • (760) 438-1161 • FAX (760) 438-0894
Revised 3-18.99
SCHOOL DISTRICT SCHOOL FEE CERTIFICATION
(To be completed by the school district(s))
THIS FORM, INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE
BEEN OR WILL BE SATISFIED.
SCHOOL DISTRICT:
The undersigned, being duly authorized by the applicable School District, certifies that the
developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that
the applicant listed On page 1 has paid all amounts or completed other applicable school
mitigation determined by the School District. The City may issue building permits for this project.
SIGNATURE OF AUTHORIZED SCHOOL
DISTRICT OFFICIAL -
TITLE
S
NAME OF SCHOOL DISTRICT
DATE
J. H. Blair *
AsstLant Supt.
Business Services brsbd tlnific'd S&ioof District
L01 Pine Avenue g (rshcd, C21ifornia 92008
PHONE NUMBER
Revised 3-18-99
V ~-01 City of Carlsbad
01/26/2000 Plan Check Revision Permit No:PCR000I2
Building Inspection Request Line (760) 602-2725-
Job Address:
Permit Type:
Parcel No:
Valuation:
Reference #:
Project Title
1350 KNOWLES AV CBAD
PCR
Lot #: 0
$0.00 Construction Type: NEW
STRUCTURAL CHANGES
Status: ISSUED
Applied: 01/19/2000
Entered By: GMF
Plan Approved: 01/26/2000
ISSW 04ot01 01 02
Inspect Area: CPRMT 164.00
Applicant:
ASARO & ASSOC
P0 BOX 8543
RANCHO SANTE FE, CA 92061 0
Total Fees: $164.00 / TtI Pyments To'Efè¼" $0.00\ Balaitce Due: $164.00
\
Plan Check Revision Fee
INCORPORATED
1952
FINAL APPROVAL
Inspector: Date: ______________ Clearance:
NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions.' You have 90 days from the date ,this permit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition. -
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project NOR DOES IT APPLY to any
fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired.
CITY OF CARLSBAD
2075 Las Palmas Dr., Carlsbad, CA 92009 (760) 438-1161
O
FOR OFFICE USE ONLY
s PLAN CHECK NO.'°°-
VAL.
09
EST.
Plan Ck. Deposit
, Validated By
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave., Carlsbad, CA 92008
Date_________
Address (i I de Bldg/Suite #) . . Business Name (at this address)
/
Legal Description - Lot No. Subdivision Name/Number Unit No. Phase No. Total # of units
Assessor's Parcel # - Existing Use Proposed Use
Work .f .. SQ. FT. #of Stories # of Bedrooms # of Bathrooms
Name1c9y,7,4..'IIY/\.L.(/' AddressQ —,4u1 City K) /- State/ZiL-j'f' Telephone # Fax #
3 APPtfCANf.kontractorO Agent for Contract —El Owner DAgent for Owner
Namf4. Db(/fL4J.J' Address city .fJ/ J-J5'City State/Zip C..9t_TeleP9ne#'7J
RoPEKrY'bWNER/
Name Address City State/Zip Telephone #
EONTRAcTOR:coMPAN1AME 1
(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 Law
[Chapter 9, commending 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 [$5001).
9A? Nan/ Address City State/Zip Telephone #
State License # c2AS'.2_" _'.9_1 License Class /3 City Business License # ___________________ A c',4 d' , r. r 6r. / 1/..P (' J7 C- 9
Designer Name AddressT City State/Zip - Telephone
State License #L--.2&3 T
r6.w0RKERsCoMpENsATIoN
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
C] I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued. -
El I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
issued. My worker's compensation insurance carrier and policy number are:
Insurance Company Policy Expiration Date
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$1001 OR LESS)
o CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as
to become subject to the Workers' Compensation Laws of California.
WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred
thousand dollars ($ 100.000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees.
SIGNATURE DATE
70WNEWUiLDEWECLARATION
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
O 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 Law 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).
0 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 Law 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).
0 I am exempt under Section - Business and Professions Code for this reason:
I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES DNO
I (have / have not) signed an application for a building permit for the proposed work.
I have contracted with the following person (firm) to provide the proposed construction (include name / address I phone number / contractors license number):
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address I phone
number / contractors license number):
I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type
of work):
PROPERTY OWNER SIGNATURE DATE
[COMPLETE THIS SECTION FOR NONRESIOENTIAL BUILDING. PERMITONLY_____________________________________________________
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? 0 YES 0 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? 0 YES 0 NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES 0 NO
-
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
{8.CONSTRUCTION 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(i) Civil Code).
LENDER'S NAME LENDER'S ADDRESS__________________________________________________________
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit, of Carlsbad to enter upon the above mentioned
property for inspection purposes. I,LSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES,
JUDGMENTS, COSTS AND EXPENSmHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is requir r excavations over 5'0" deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit is e 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 ommenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned
at any time after the w mmenced for a period of 1 s (Section 106.4.4 Uniform Building Code).
APPLICANT'S SIGN '-" DATE''-'
- WHITE: File YELLOW: Applicant PINK: Finance
EsGil Corporation
In Partnership with government for Building Safety
DATE: January 26, 2000
JURISDICTION: Carlsbad
PLAN CHECK NO.: 99-1349 (PCR00012) SET: II
PROJECT ADDRESS: 1350 Knowles Ave.
PROJECT NAME: Douglass Residence Revisions
NT
U JURIS.
EVIEWER
LI FILE
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewithwill 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 àopy 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: Raymond Marcon Telephone #: In person
Date contacted (by: ) Fax #:
Mail Telephone Fax In Person
REMARKS: Applicant to hand carry plans to City (Original approved copy and two revised sets)
By: Bill Elizarraras Enclosures:
Esgil Corporation
LI GA MB [I] EJ [II PC LOG trnsmtl.dot
9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576
i:; S• .,.:
-
rlsbad 99-134 (PCR00012)
January 25, 2000
VALUATION AND PLAN CHECK FEE
JURISDICTION Carlsbad PLAN CHECK NO 99.1349
(PCR000I2)
PREPARED BY Bill Elazarraras DATE January 25, 2000
BUILDING ADDRESS: 1350 Knowles Ave.
BUILDING OCCUPANCY R3/U1 TYPE OF CONSTRUCTION VN
I-
Air .çptiojing_
Fire -Sprinklers
TO.TALVALUE
1994 UBC Building Permit Fee Bldg. Permit Fee by ordinance: $
1994 UBC Plan Check Fee Plan Check Fee by ordinance: $
Type of Review Complete Review Structural Only I Hourly
J Repetitive Fee Applicable Other
Esgil Plan Review Fee: $ 130 73
Comments 8715hr xl 6hours13073
Od 9:I OO 9 LC 9T09S8G8I:XJ 119S3
1.11 SHEET I OF 4 J.N.V.
STRUCTURAL DESIGN CALCULATIONS
EVI5E-p r 14s &'uT tI/io/e7o
PREPARED BY:
ROY ASARO ARCHITECT ASSOCIATES
LIC. # C20350
P.O. BOX 8543
RANCHO SANTA FE, 92067
(619)509,4971 I.-
PREPARED FOR:
MARY DOUGLASS
P.O. BOX 8414
RANCHO SANTA FE, CALIF. 92067
PROJECT ADDRESS:
KNOWLES AVENUE
CARLSBAD, CALIF
APNI55-23-81
SHEET 2 OF
MA TERIAL SPECIFICATIONS.,
REFERENCE 1994 UNIFORM BUILDING CODE
VISUALL V GRADED LUMBER SPECIES & GRADE
GLUE LAMINATED LUMBER
CONCRETE Fc =2000 psi MIN.
REINFORCING STEEL
UNIT MASONRY
STRUCTURAL STEEL Fy = 36K
TABLE 23-I-A
TABLE 23-I-C
CHAPTER 19
GRADE 40
CHAPTER 21
A36 STRUCTURAL
REFERENCES:
1994 UNIFORM BUILDING CODE
TIMBER CONSTRUCT/ON MANUAL
ci REINFORCED MASONRY ENGINEERING HANDBOOK
REINFORCED CONCRETE DESIGN
SIMPLIFIED DESIGN OF STRUCTURAL STEEL
VERTICAL DESIGN LOADS psf
ROOFING
FLOORING
SHEA THING
FRAMING
CEILING
INSULA TION
MISC.
DEAD LOAD
LIVE LOAD
TOTAL LOADS
4:12
ROOF-1
lb -
1.5
2.5
2.0
1.0
0.5
= 19
=.16
= 35psf
RFTR
ONLY
ROOF-2
10
1.5
2.5
16
16
32 psI
ROOF-3 FLOOR-1
1.0
2.0
2.5
2.0
1.0
1.5
10
40
50 psI
10
14 5 1.
U k r
• To ()
2/41
F•4. ' 2 9Z'5
c.F-1. Ra 1
P.F. fl. \3oo • 149
PlF,. • 814 .
4u I • •
tF i-' JGOc, •
f I (f.,
•
• H
(tt
-IZ(o: Z(siaa 9w; 12 •
(6.i.) 24-F -\/3 • I'• •
/L2
4"
4M
(
&II.
8 1-2-
1°'
l.c
,9b Ito
en-fl i)S MkeF ir
1 j9piD 1.t
1'?
22.141 50 SHEETS
22.142 100 SHEETS
• • • 22-144 200 SHEETS
05
44. vi
0'• ••'( '•• - -•
•
.
•
"N
I. •. > • • '.• • •vi - -•- •
-II . .• ••- ••\•-
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Zi - "• • • •') -.
S..
-
----
(er2i4S
STRUCTURAL DESIGN CALCULATIONS
DOUGLASS RESIDENCE RAFTERS
RR-1 Date: 3/25/99 BeamChek 2.0
Choice 2x DF North #2 @24 in. oc BASE Fb825 ADJ Fb = 1423
Conditions Repetitive Use, 91 NDS
Min Bearing Area RI= 0.7 in R2= 0.7 in DL Defi 0.33 in
Data
Attributes
Actual
Critical
Status
Ratio
Values - -
Adjustments
Beam Span 13.0 ft Reaction 1 459 # Reaction I LL 208 #
Beam Wt per ft 2.64 # Reaction 2 459 # Reaction 2 LL 208 #
Beam Weight 34 # Maximum V 459 #
Max Moment 1492 '# Max V (Reduced) 416 #
TL Max Defi L /240 TL Actual Defi L/262
LL Max Defi L / 360 LL Actual Defi L/579
Section (in3) Shear (in2) TL Defi (in) LL Defi
13.14 10.88 0.59 0.27
12.58 5.26 0.65 0.43
OK OK OK OK
96% 48% 91% 62%
Fb (psi) Fv (psi) E (psi x mil) Fc± (psi)
Base Values 825 95 1.6 625
Base Adjusted 1423 119 1.6 625
CF Size Factor 1.200
Cd Duration 1.25 1.25
Cr Repetitive 1.15
Ch Shear Stress
Cm Wet Use
ueamLnex nas automatically added the beam self-weight into the calculations.
Loads - Uniform TL: 68 =A Uniform LL: 32
I Uniform Load A
R1=459 R2=459
•, SPAN =I3FT
Uniform and partial uniform loads are lbs per lineal ft.
. -.,.------ - ----.----.,-. -
STRUCTURAL DESIGN CALCULATIONS
DOUGLASS RESIDENCE HIPS
HB-1 Date: 3125/99 BeamChek 2.0
Choice, 2x10 DF North #2 BASE Fb825 ADJFb1134
Conditions Increasing Load, '91 NDS
Min Bearing Area R1= 0.6 in R2= 1.3 in DL Defi, 0.15 in
Beam Span 11.67 ft Reaction I 405#' Reaction I LL 182#
Beam Wt per ft 3.37 # Reaction 2 791 # Reaction 2 LL 363 #
Beam Weight 39 # Maximum V 791 #
Max Moment 1790 '# Max V (Reduced) 641 #
TL Max Defi L/240 TL Actual Dell L/506
LL Max Dell L / 360 LL Actual Defi L/>1000
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Section (in 3) Shear (in 2) TL Defi (in) LL Dell
21.39 13.88 0.28 0.13
18.94 8.09 0.58 0.39
OK OK OK OK
89% 58% 47% 32%
1-0 (PSI) 1-V (PSI) h (psi x mu) i-cj.. (PSI)
Base Values 825 95 1.6 625
Base Adjusted 1134 119 1.6 625
CF Size Factor 1.100
Cd Duration 1.25 1.25
Cr Repetitive
Ch Shear Stress
Cm Wet Use
BeamChek has automatically added the beam Self-weight into the calculations.
Loads Increasing TL = 1157 Increasing LL = 545
R1=405 R2=791
SPAN = 11.67 FT
The Increasing load is total pounds on the beam. Beam weight and any uniform load is PLF.
STRUCTURAL DESIGN CALCULATIONS
ARARO ARCHITECT ASSOCIATES
DOUGLASS RESIDENCE BDRM 3 FL BM
RB-i Date: 3!25199 BeamChek 2.0
Choice 4x 12 OF North #1 BASE Fb = 825 ADJ Fb = 1134
Conditions '91 NDS
Min Bearing Area RI= 2.4 in2 R2= 2.4 in2 DL Defi 0.21 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Beam Span 13,5 ft Reaction I 1484# Reaction 1 LL 486#
Beam Wt per ft 9.57 # Reaction 2 1484 # Reaction 2 LL 486 #
Beam Weight 129# MadmumV 1484#
Max Moment 6954'# Max V (Reduced) 1358 #
TL Max Defi L/240 TL Actual Defi L/473
LL Max Defl L1360 LLActüalDefl L/>1000
Section (in3) Shear (in2) IL Defi (in) LL Defi
73.83 39.38 0.34 0.13
73.56 17.16 0.68 0.45
OK OK OK OK
100% 44% 51% 28%
Fb (psi) Fv (psi) E (psi x mil) Fc± (psi)
Base Values 825 95 1.6 625
Base Adjusted 1134 119 1.6 625
CF Size Factor 1.100
Cd Duration 1.25 1.25
Cr Repetitive
Ch Shear Stress
Cm Wet Use
BeamChek has automatically added the beam self-weight into the calculations.
Loads Uniform TL: 125 =A Uniform LL: 30
Point LL Point TL . Distance I 567 B=1152 6.75
I Uniform Load A
Pt loads: r. •
R1 =1484 R2=1484
SPAN = 13.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
STRUCTURAL DESIGN CALCULATIONS
ARARO ARCHITECT ASSOCIATES
DOUGLASS RESIDENCE HEADER
-. Date: 3f25199 BeamChek2.0
Choice 4x6 OF North #2 BASE Fb = 825 ADJ Fb' = 1341
Conditions 91 NDS
Min Bearing Area RI= 1.0 in R2= 1.0 in2 DL Defi 0.05 in
Beam Span 6.0 ft Reaction 1 644 # Reaction 1 LL 240 #
Beam Wt per ft 4.68 # Reaction 2 644 # Reaction 2 LL 240 #
Beam Weight 28 # Maximum V 644 #
Max Moment 966 # Max V (Reduced) 546 #
TL Max Defi L/240 TL Actual Defl L / 894
LL Max Defi L/360 LL Actual Defi L/>1000
Section (in) Shear (in2) TL Defi (in) LL Defi
17.65 19.25 0.08 0.03
8.65 6.89 0.30 0.20
OK OK OK OK
49% 36% 27% 15%
Fb (psi) Fv (psi) E (psi x mil) FcJ.. (psi)
Base Values 825 95 1.6 625
Base Adjusted 1341 119 1.6 625
CF Size Factor 1.300
Cd Duration 1.25 1.25
Cr Repetitive
Ch Shear Stress
Cm Wet Use
BeamChek has automatically added the beam self-weight into the calculations.
Loads Uniform TL: 210 = A Uniform LL: 80
I Uniform Load A I
R1=644 R2=644
SPAN =6 FT
Uniform and partial uniform loads are lbs per lineal ft.
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Attributes
Actual
Critical
Status
Ratio
Values
Ad/ustments
STRUCTURAL DESIGN CALCULATIONS
ARARO ARCHITECT ASSOCIATES
min beanng Area . R1= 1.6 in' R2 1.6 in2 DL Deft 0.08 in
Beam Span 6.0 ft Reaction I 1010# Reaction ILL 408#
Beam Wt per ft 4.68 # Reaction 2 1010# Reaction 2 LL 408 #
Beam Weight 28# Maximum V 1010#
Max Moment 1515 # Max V (Reduced) 856 #
IL Max Deft L/240 TL Actual Deft L/ 570
LL Max Deft L/360 LL Actual Deft L/>1000
Section (in3) Shear (j2) IL Deft (in) LL Defi
17.65 19.25 0.13 0.05
13.56 10.81 0.30 0.20
OK OK OK OK
77% 56% 42% 25%
Fb (psi) Fv (psi) E (psi x ml?) Fc..L (psi)
Base Values 825 95 1.6 625
Base Adjusted 1341 119 1.6 625
CF Size Factor 1.300
Cd Duration 1.25 1.25
Cr Repetitive
Ch Shear Stress
Cm Wet Use
DOUGLASS RESIDENCE HEADER
RB-3 Date: 3!25199 BeamChek 2.0
Choice 4x 6 DF North #2 BASE Fb = 825 ADJ Fb = 1341 1 Conditions 91 NDS
Data
beamChek has automatically added the beam self-weight into the calculations.
Loads Uniform TL: 332 =A Uniform LL: 136
Uniform Load A
..
R1=1010 R2=1010
SPAN =6 FT
Uniform and partial uniform loads are lbs per lineal ft.
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
STRUCTURAL DESIGN CALCULATIONS
ARARO ARCHITECT ASSOCIATES
Beam Span 17.0 ft Reaction 1 1693 # Reaction I LL 443 #
Beam Wt per ft 15.37 # Reaction 2 1693 # Reaction 2 LL 443 #
Beam Weight 261 # Maximum V 1693#
Max Moment 10946 # Max V (Reduced) 1602 #
TL Max Defi LI 240 TL Actual Defi L/400
LL Max pefi L/360 LL Actual Defi L / >1000
Section (in3) Shear (in 2) TL Defi (in) LL Defi
121.23 63.25 0.51 0.18
80.84 22.61 0.85 0.57
OK OK OK OK
67% 36% 60% 31%
Fb (psi) Fv (psi) E (psi x mu) FcJ.. (psi)
Base Values 1300 85 1.6 625
Base Adjusted 1625 106 1.6 625
CF Size Factor 1.000
Cd Duration 1.25 1.25
Cr Repetitive
Ch Shear Stress
Cm Wet Use
DOUGLASS RESIDENCE 0 LIVING FL BM
RB-4 Date: 3t25/99 BeamChek 2.0
Choice 6x 12 OF North #1 BASE Fb = 1300 ADJ Fb = 1625
Conditions 91 NDS
Min Bearing Area RI= 2.7 in2 R2= 2.7 in2 DL Defi 0.33 in
Data
beam(.TheK has automatically added the beam self-weight into the calculations.
Loads Uniform TL: 80 =A
Point LL Point IL Distance
885 B1765 8.5
I Uniform Load A
Pt loads: L 0
R1=1693 0
R2=1693
SPAN = 17 FT
Uniform and partial uniform loads are lbs per lineal ft.
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
STRUCTURAL DESIGN CALCULATIONS
ARARO ARCHITECT ASSOCIATES
III V0111WMIC0 1'. I— 4.f 111 rc— '+. iir LJL IJII V.00 In
Beam Span 17.5 ft Reaction 1 1670 # Reaction I LL 364 #
Beam Wt per ft 15.37 # Reaction 2 2786 # Reaction 2 LL 912 #
Beam Weight 269 # Maximum V 2786 #
Max Moment 7430 # Max V (Reduöed) 2685 #
TL Max Deft L/240 TL Actual Deft L/472
LL Max Defi L/360 LL Actual Deft L/>1000
Section (in 3) Shear (in 2) TL Deft (in) LLDefi
121.23 63.25 0.45 0.12
54.86 37.91 0.88 0.58
OK OK OK OK
45% 60% 51% 20%
Fb (psi) Fv (psi) E (psi x mil) Fcj.. (psi)
Base Values 1300 85 1.6 625
Base Adjusted • 1625 106 1.6 625
CF Size Factor 1.000
Cd Duration 1.25 1.25
Cr Repetitive
Ch Shear Stress
Cm Wet Use
DOUGLASS RESIDENCE STAIR BALCONY FL BM
RB-6 Date: 3125/99 BeamChek2.O
Choice 6x 12 DF Nrth #1 BASE Fb = 1300 ADJ Fb = 1625
Conditions 91 NDS
Data
beam(heK has automatically added the beam self-weight into the calculations.
Loads Uniform TL: 90 =A
Point LL Point TL Distance
800 B=1600 16.0
220 C=500 12.0
256 D=512 2.0
Uniform Load A
Pt loads: I E1 1
R1=1670 • R2=2786
SPAN =17.5FT
Uniform and partial uniform loads are lbs per lineal ft.
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
STRUCTURAL DESIGN CALCULATIONS
ARARO ARCHITECT ASSOCIATES
Beam Span 17.0 ft Reaction 1 786 # Reaction 1 LL 203 #
Beam Wt per ft 9.57 # Reaction 2 1037# Reaction 2 LL 327 #
Beam Weight 163 # Maximum V 1037 #
Max Moment 5804 # Max V (Reduced) 995 #
TL Max Dell L/240 TL Actual Dell L/443
LL Max Defl L/360 LL Actual Defi L/>1000
Section (in3) Shear (in 2) TL Dell (in) LL Dell
73.83 39.38 0.46 0:17
61.40 12.57 0.85 0.57
OK OK OK OK
83% 32% 54% 29%
Fb (psi) Fv (psi) E (psi x mu) Fc± (psi)
Base Values 825 95 1.6 625
Base Adjusted 1134 119 1.6 625
CF Size Factor 1.100
Cd Duration 1.25 1.25
Cr Repetitive
Ch Shear Stress
Cm Wet Use
DOUGLASS RESIDENCE MASTER BDRM FL BM
RB-7 Date: 3(25/99 BeamChek 2.0
Choice 4x 12 DF North #1 BASE Fb = 825 ADJ Fb = 1134
Conditions 91 NDS
Min Bearing Area RI= 1.3 in R2= 1.7 in DL Dell 0.29 in
Data
beam(;hek has automatically added the beam self-weight into the calculations.
Loads Uniform IL: 35 =A
Point LL Point TL Distance I 530 B=1066 10.5
I Uniform Load A I
Pt loads: [. - E1
R1=786 R2=1037
SPAN = 17 FT
Uniform and partial uniform loads are lbs per lineal ft.
L oF
STRUCTURAL DESIGN CALCULATIONS
ARARO ARCHITECT ASSOCIATES
DOUGLASS RESIDENCE FAMILY FL FLOOR BM
FB-1 Date: 3t25/99 BeamChek 2.0
Choice 'I 2-11116x14 2.OETJM PARALLAM®PSL BASE Fb= 2900 ADJ Fb2851 1
Conditions
Min Bearing Area RI = 2.2 in2 R2= 1.4 in2 DL Defi 0.27 in
Data
330
Beam Span 21.5 ft Reaction I 1669# Reaction I LL 841 #
Beam Wt per ft 11.76 # Reaction 2 1064 # Reaction 2 LL 650 #
Beam Weight 253 # Maximum V I669#
Max Moment .7244 # Max V (Reduced) 1577 #
IL Max Defi L/240 TL Actual Defi L/463
LL Max Defi L / 360 LL Actual Defi L/889
Section (in3) Shear (in2) TL Defi (in) LL Defi
87.79 37.63 0.56 0.29
30.49 8.16 1.08 0.72
OK OK OK OK
35% 22% 52% 41%
Fb (psi) Fv (psi) E (psi x mu) FcJ. (psi)
Base Values 2900 290 2.0 750
Base Adjusted 2851 290 2.0 750
CF Size Factor 0.983
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
BeamChek has automatically added the beam self-weight into the calculations.
Uniform TL: 67 =A Uniform LL: 54
Point TL Distance
B=1040 4.5
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Uniform Load A
Pt loads:
R1 1669. R2=I064
SPAN =21.SFT
Uniform and partial uniform loads are lbs per lineal ft.
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
Loads
STRUCTURAL DESIGN CALCULATIONS
ARARO ARCHITECT ASSOCIATES
Beam Span 6.0 ft Reaction 1 2849 # Reaction 1 LL 1584 #
Beam Wt per ft 9.57 # Reaction 2 2849 # Reaction 2 LL 1584 #
Beam Weight 57 # Maximum V 2849 #
Max Moment 4273 # Max V (Reduced) 1958 #
TL Max Defl L/240 TL Actual Defl L/>1000
LL Max Defi , L / 360 LL Actual Defi L/>1000
Section (in3) Shear (in 2) TL Defi (in) LL Defl
73.83 39.38 0.04 0.02
56.50 30.92 0.30 0,20
OK OK OK OK
77% 79% 14% 12%
Fb (psi) Fv (psi) E (psi x mil) FcJ.. (psi)
Base Values 825 95 1.6 625
Base Adjusted 908 95 1.6 625
CF Size Factor 1.100
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
beamChek has automatically added the beam self-weight into the calculations.
Uniform TL: 940 =A Uniform LL: 528
DOUGLASS RESIDENCE FAMILY HEADER
FB-2 Date: 3/25/99 BeamChek 2.0
Choice 4x 12 DF North #1 BASE Fb = 825 ADJ Fb = 908
Conditions 91 NDS
Min Bearing Area RI= 4.6 in R2= 4.6 in2 DL Defi 0.02 in
Data
Uniform Load A
R1=2849 R2=2849
SPAN =6 FT
Uniform ad partial uniform loads are lbs per lineal ft.
STRUCTURAL DESIGN CALCULATIONS
ARARO ARCHITECT ASSOCIATES
Beam Span 13.5 ft Reaction 1 3673 # Reaction 1 LL 1204 #
Beam Wt per ft 11.76 # Reaction 2 2873 # Reaction 2 LL 892 #
Beam Weight 159 # Maximum V 3673#
Max Moment' 12078 # Max V (Reduced) 3280 #
TL Max Defl L/240 TL Actual Defi L1466
LL Max Defi L/360 LL Actual Defi L/>1000
Section (in) Shear (in2) TL Defi (in) LL Defi
87.79 37.63 0.35 0.12
50.84 16.97 0.68 0.45
OK OK OK OK
58% 45% 51% 26%
Fb (psi) Fv (psi) E (psi x mu) Fc± (psi)
Base Values 2900 290 2.0 750
Base Adjusted 2851 290 2.0 750
CF Size Factor 0.983
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
DOUGLASS RESIDENCE GARAGE FL CElL BM
FB-3 . Date: 3t25/99 BeamChek 2.0
Choice 2-11/16x 14 2.OE TJM PARALLAM® PSL BASE Fb = 2900 ADJ Fb = 2851
Conditions
Min Bearing Area R1= 4.9 in2 R2= 3.8 in2 DI-Defi 0.23 in Suggested Camber 0.35 in
Data
BeamChek has automatically added the beam self-weight into the calculations.
Loads Uniform TL: 325 =A Uniform LL: 96
Point LL Point TL Distance
500 B=1300 3.0
300 C=700 6.0
I . Uniform Load A I
Pt loads: E1 I
Ri = 3673 R2=2873
SPAN = 13.5 FT
Uniform and partial uniform loads are lbs per lineal ft.
STRUCTURAL DESIGN CALCULATIONS
ARARO ARCHITECT ASSOCIATES
DOUGLASS RESIDENCE GARAGE FL CElL BM
FB-4 Date: 3,25/99 BeamChek 2.0
Choice I 7x 14 2.OE TJM PARALLAM® PSL BASE Fb = 2900 ADJ Fb = 2851
Conditions
Data
min ueanng irea -<i= in, tu= o.t in, UL UeT1 U.bU in tsuggestea amoer u.ug in
Beam Span 20.0 ft Reaction 1 6915 # Reaction I LL 3045 #
Beam Wt per ft 30.63 # Reaction 2 4270 # Reaction 2 LL 1305 #
Beam Weight 613# MaximumV 6915#
Max Moment 32123 '# Max V (Reduced) 6256 #
TL Max Defi L/240 TL Actual Defi L/269
LL Max Defi L / 360 LL Actual Defi L / 812
Section (in3) Shear (in 2) TL Defi (in) LL Defi
228.67 98.00 0.89 0.30
135.22 32.36 1.00 0.67
OK OK OK OK
59% . 33% 89% 44%
Fb (psi) Fv (psi) E (psi x mil) Fc..L (psi)
Base Values 2900 290 2.0 750
Base Adjusted 2851 290 2.0 750
CF Size Factor 0.983
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
p uuus,, p. s. . II CIPVVIU IL II 1W LI IC #CI¼.UIUUUI 0.
Loads Uniform IL: 35 =A
Point LL Point TL Distance Par Unif LL Par Unif TL Start End
1200 B=3673 12.0 400 H=500 0 6.0
750 C=3200 6.0
I H I
Uniform Load A I
Pt loads: Ei I
R1=6915 . R2=4270
SPAN = 20 FT
Uniform and partial uniform loads are lbs per lineal ft.
Attributes
Actual
Critical
Status
Ratio
Values
Adjustments
STRUCTURAL DESIGN CALCULATIONS
ARARO ARCHITECT ASSOCIATES
Beam Span 16.0 ft Reaction 1 5689# Reaction I LL 1990#
Beam Wt per ft 22.97 # Reaction 2 4169 # Reaction 2 LL 1546 #
Beam Weight 368 # Maximum V 5689 #
Max Moment 25198W Max V (Reduced) 5376#
TL Max Defi L/240 TL Actual Defi L/ 352
LL Max Defl L1360 LL Actual Defl L1970
Section (in3) Shear (in 2) TL Defi (in) LL Defi
171.50 73.50 0.54 0.20
106.07 27.81 0.80 0.53
OK OK OK OK
62% . 38% 68% 37%
Fb (psi) Fv (psi) E (psi x mil) FcJ.. (psi)
Base Values 2900 290 2.0 750
Base Adjusted 2851 290 2.0 750
CF Size Factor 0.983
Cd Duration
Cr Repetitive
Ch Shear Stress
Cm Wet Use
DOUGLASS RESIDENCE GARAGE DOOR HEADER
FB-5 Date: 3/25/99 BeamChek 2.0
Choice 5-114x 14 2.OE TJM PARALLAM® PSL BASE Fb = 2900 ADJ Fb = 2851
Conditions
Min Bearing Area R1= 7.6 in R2= 5.6 in DL Defi 0.35 in Suggested Camber 0.52 in
Data
BeamChek has automatically added the beam self-weight into the calculations.
Loads Uniform TL: 245 =A Uniform LL: 96
Point LL Point TL Distance 1
1300 B=4270 5.0
700 C=1300 . 8.5
Uniform Load A
Pt loads: EII
R1=5689 R2=4169
SPAN =I6FT
Uniform and partial uniform loads are lbs per lineal ft.
v
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K • I ___ S -
- Stud Width
11101111910711" Depth flu H1111111rilersurn Wift ==t1 I II\I 1
Suggest.dwece between
W 1111111nirtsurn
holes to at least twice the
domelor at largest halt.
Edp D-
2-1 /11"Maximum Silo hole t.
WI double stud and double
trimmer (See Table No. 21 -
TYPICAL WINDOW DETAIL IN 2* 4 STUD BEARING WALL
— Macbourn Dim lot"
of Bored Hol.
bored hales are
tube wood at
lazet a mid width
fromicutornotch
Nail Plat, required
where .dg. distance
Isles, than 1% to
hole .\
-i--2waste I
.,WI III iFtTI II L4J
2Iorsdholesemto.. . 1JjJ
be spiced at leem twice the dLemsblr
of the largest hole
(Bearing Partitions with Doubled Studs) IF ANY NUMBER OF SINGLE STUDS OR
IF ONLY TWO SUCCESSIVE DOUBLED DOUBLED STUDS IN NONBEARING PARTITIONS
STLSNEE0 TO BE BORED. THEN TABLE NEED TO BE BORED. THEN TABLE NO.2
NO.2 DATA APPLIES. . . 'DATA APPLIES
—'--
County of San Diego
DEPARTMENT OT PLANNING AND LAND USE
This s?seet portrays the r.gulr.m.nts r.gardlng ouSting. notching and boring of floor
joists and studs contained in Sections 2618(d)3. 21tt(g)10 Wad 2518(g)l I of
the 1976 USC. AIt.,nate materials and method of construction may be submitted
for approral per Section 106 of the 1976 USC. -
A. CUTTING. NOTCHING & BORING OF WOOD FLOOR.JOISTS.
d
2 Minimum
Mid 113
I NoNotc*ws—.4 Sew Out —
F
Double Stud
d Depth of louts
NOTE: Bored hot" must be
spaced a distance
apartqualtod
S. BORED HOLES IN WOOD STUDS jS.ctlon 260I2I1 ! . .
Bearing Walls .
Any wood stud may be bored not in excess of 40% of thi stsid width
Borings shall not be made at the sans. section of e stud wfwre east or notch has
been maid..
Table No. I Stud Max. OIanitar Mist. Edge Distance
Size of Bor.d.HoI. . Altar Boring
2 * 4 1.3/8 W each side of hole Wktth -0
2x6 2.3/16 5I8 each IId,OUSOI.
Non bearing Walls
Studs may be bored not In excess of 60% of the stud width in either II) non bearing Mlnlnwns Si? stssd walls. or (2) bearing walls where studs we doubled and not mote than two Edge Distance such successive doubled gtuds we so bored. .........
(Ty p)
Borings shall not be made at the sane section ivtwi east o notch has been mad..
Table No.2 Stud max. otais.t. Mist. Edge Distance
Sits Of Salad Hole . After Boring
1.1!4 . 6,r. each sldaof hole
2-x 4" 21! Sir each side of hole . .
2* 6 35/15 Sir each aide of hale
Edge Distance Controls
C. CUTTING AND NOTCHING WOOD STUDS (Section 251612110l
Bearing Walls
Table No.3 Stud Max. Depth of Mist. Wood Width
Size Edge Castor Notch Remaining Altar Cut or Notch.
lie- 2•Iir
1.3ir 4
Non Bearing Walls
Table No.4 Stud Max. Depth of Mm. Wood Width
Site Edge Cut or Notch Remaining After Cut or Match
2x3 . 11/4
2-*4- 11 -3/6- 1.7111"
a 6 2.3113 3
PL No. 13 (6I85
Y oeSi wind: c7ic/ S S
b
N CM CM
-
. qE?c...
BVJ.N.V.
10/12/98 -
POSTS AND HARDWARE LEGEND:
DEEPEN FOOTING AS REQUIRED TO MAINTAIN 3" CLEAR FROM DIRT
@ SSTB BOLTS TYPICAL
ALLOWABLE
UPLIFT
4 x 4 DF POST NO HD
4x6 DFPOSTNOHD
6 x 6 DF POST NO HD
4 x DF POST MST48 VERTICAL 3330 #
4xDF POST HD5A SSTB20 EMBED 16" 4010#
4x DF POST HD6A - SSTB28 EMBED 24" ......5105 U
4x OF POST MST60 VERTICAL 4990 #
4x OF POST HD8A SSTB28 EMBED 24" 7460W
.DBL 2x STUD UNDER BEAM OR HEADER
4 x OF POST HDIOA SSTB28 EMBED 24" 95400
(3) 6 x OF POST CB66 BOTTOM CC68 TOP 42000
4 x DF POST ST6236 VERTICAL TO BM BELOW 3430W
6 x DF POST HDI4A SSTB34 EMBED 34 13380W
4 x DF POST HPAHD22 MONO POUR 4170W ... .. 4
BASE SHEAR @ 0 0 TOP PLATE
SHEAR PANEL SCHEDULE BOTTOM SILL USE: APPLICATION TO
I. D. /Per 1994 UBC Table 23-I-K-i and Table 23-I-F) JOIST. RAFTER OR •• V. 0
A.B. 16d@
BLOCK
'PANEL DESCRIPTION SPACING @ SUBFLOOR
CONCRETE A 35 A35
3/8" STRUCTURAL I PLYWOOD WITH 8d COMMONS 4" O.C. 36" O.C. 2- 8" O.C. 16" O.C. 12" O.C. EDGES, 12" O.C. FIELD.
A 3/8" STRUCTURAL I PLYWOOD WITH 8d COMMONS 3" O.C.
. 28" O.C. 3 - 8" O.C. 12" O.C. 8.O.C. EDGES, 12" O.C. FIELD.
1/2" STRUCTURAL I PLYWOOD WITH lOd COMMONS 2" O.C.
A EDGES, 12" O.C. FIELD. USE 3x BOTTOM SILL AND STAGGER. 20" O.C. 6" O.C. 6 O.C. • NAILING @ DBL. 2x TOP PLATES. USE MINIMUM 3x STUDS @
PANEL JOINTS. .
7/8" STUCCO 0/ PAPER-BACKED WIRE LATH WITH 16-GAUGE
/\ STAPLES 6" O.C., TOP & BOTTOM PLATES, AND FIELD OF 60" O.C. 8" O.C. 32" O.C. 32" O.C.
SH EAR WALL.
WHERE PLYWOOD IS APPLIED TO
BOTH SIDES OF. WALL, MAX.
SPACING SHOWN TO BE CUT IN
WHERE PLYWOOD IS APPLIED TO BOTH SIDES OF-WALL AND HALF.
NAILING IS LESS THAN 6 O.C., USE MIN. 3x BOTTOM SILL AND ... ANCHbR BOLTS TO BE MAX. 12 3x STUDS At' PANEL JOINTS. NAILS @ DLB. 2x TOP PLATES TO
BE STAGGERED. FROM ENDS OF SHEAR PANEL SILL,
AND SPACED MAX. SPACING AS
SHOWN ABOVE. USE 5/8" 0 x 10"
A.B. EMBEDDED 7" INTO CONCRETE
WITH MIN. 2" EDGE DISTANCE.
MAX
SHEAR
P. L. F.
430
550
870
180
Shear Panel Matrix
Douglas
ByJ.N.V.
01112/00
Shear Force Panel Unit Panel Diaphram Horizontal
Line Legnth Force Used Chord Diaphram
Legnth Unit Force
lbs. ft. pif. mark ft. plf.
VI 1376 5.67 243 2 21 66
V2 up 2812 10 281 1 32 88
V2 dn 4274 12 356 1 34 126
V3 up 3765 12 314 1 48 78
V3dn 4787 10.25 467 2 29 165
V4 up 3628 6.75 537 2 47 77
V4dn 4391: 8 549 2 27 163
V5 up 1810 10 181 1 38 48
V5dn 2173 12 181 1 23 94
V6 2592 12 216 1 28 93
V7 up 5334 11 485 2 51 105
V7dn 6325 15.5 408 1 51 124
V8 up 3691 8 461 2 36 103
V8dn 4956 14.5 342 1 58 85
V9 1023 5.75 178 1 27 38
V10 1344 8 168 1 21 64
DOUGLASS SHEET OF
RESIDENCE BYJ.N.V.
4/24/99
LATERAL LOADS vi LOWER TRIB ONLY
V= [ZIC/Rw]W = W x 0.137 WHEN Rw = 8
LEVEL I WEIGHT AREA TOTAL
ITEMS PSF FT SQ LBS
ROOF 18 366 6588
EXT. WALLS 16 216 3456
INT. WALLS 8 0 0
FLOOR 10 0 0
SOFFIT 12 0 Q
TOTAL> 10044
SEISMIC> 1376 LBS '-
WIND LOADS
TRIBUTARY TRIBUTARY LOAD TOTAL
LEVEL HEIGHT WIDTH PSF FORCE
UPPER 6 9 12 648
LATERAL LOADS NA
V= [ZICIRw]W = W x 0.137 WHEN Rw = 8
LEVEL I WEIGHT AREA TOTAL
ITEMS PSF FT SQ LBS
ROOF 18 0 0
EXT. WALLS 16 0 0
INT. WALLS 8. 0 0
FLOOR .10 0 0
SOFFIT 12 0 0
TOTAL> 0
SEISMIC> 0 LBS
WIND LOADS
TRIBUTARY TRIBUTARY LOAD TOTAL
LEVEL HEIGHT WIDTH PSF FORCE
-,
SHEET OF
BY J.N.V.
PROJECT DATA DOUGLASS 4/24/99
LATERAL LOADS V2
V [ZIC/Rw]W = W x 0.137 WHEN Rw = 8
UPPER
LEVEL I WEIGHT AREA TOTAL
ITEMS PSF. FTSQ LBS
ROOF 24 396 9504
EXT. WALLS 16 234 3744
INT. WALLS 8 306 2448
FLOOR 10 0 0
SOFFIT 12 0 0
TOTAL> 15696
LOWER
LEVEL 2 WEIGHT AREA TOTAL
ITEMS PSF FT. SQ. LBS
ROOF 24 299 7176
EXT. WALLS 16 297 4752
INT. WALLS 8' 54 432
FLOOR 10 314 3140
SOFFIT 12 - 0 0
TOTAL> 15500
STORY
DISTRIBUTION '.
LEVEL Wx Hx WxHx Fx
UPPER 15696 19 298224 2812
LOWER 15500 . 10 155000 4274
TOTAL> 31196 453224
WIND LOADS
' TRIBUTARY TRIBUTARY LOAD TOTAL
LEVEL • HEIGHT WIDTH PSF FORCE
UPPER ' • 8 19 12 1824
LOWER 10 19 12 4104
PROJECT DATA DOUGLASS
LATERAL LOADS V3
V= (ZIC/Rw]W = '-' W x 0.137
UPPER
LEVEL I WEIGHT, AREA
ITEMS PSF FTSQ
ROOF 24 720
EXT. WALLS 16 288
INT. WALLS 8 145
FLOOR 10 0
SOFFIT 12 0
TOTAL>
LOWER
LEVEL 2 WEIGHT AREA
ITEMS PSF FT. SQ.
ROOF 24 0
EXT. WALLS 16 288
INT. WALLS 8 351
FLOOR 10 448
SOFFIT 12 0
TOTAL>
STORY
DISTRIBUTION
LEVEL Wx Hx
UPPER 23048 19
LOWER 11896 10
TOTAL> 34944
WIND LOADS
TRIBUTARY TRIBUTARY
LEVEL HEIGHT WIDTH
UPPER 8 16
LOWER 10 16
-,-
SHEET OF
BY J.N.V.
.4/24/99
WHEN Rw=8
TOTAL
LBS •
17280
4608
1160
0
0
23048
TOTAL
LBS
0
4608
2808
4480
0
'1
11896
WxHx Fx . .
437912 3765
118960 4787 '-
556872
LOAD TOTAL
E.E FORCE
12 1536
12 3456
WHEN Rw =8
SHEET OF
BY J.N.V.
4/24/99
AREA
'FT SQ
708
270
198
0
0
TOTAL>
AREA
FT. SQ.
0
270
126
383
0
TOTAL>
TOTAL
LBS
16992
4320
1584
0
0
22896
TOTAL
LBS
0
4320
1008
3830
0
9158
22896 19
9158 . - 10
32054
PROJECT DATA DOUGLASS
LATERAL LOADS V4
V= rzlC/Rw1W = : w x 0.137
UPPER -
LEVEL I WEIGHT
ITEMS PSF
ROOF 24
EXT. WALLS 16
INT. WALLS 8
FLOOR . 10
SOFFIT 12
LOWER
LEVEL 2 WEIGHT
ITEMS PS F
ROOF 24
EXT. WALLS 16
INT. WALLS. 8
FLOOR 10
SOFFIT 12
STORY
DISTRIBUTION
LEVEL
UPPER
LOWER
TOTAL>
WIND LOADS
TRIBUTARY
LEVEL HEIGHT
UPPER 8
LOWER 10
WxHx Fx
435024 3628
91580 4391
526604
TRIBUTARY LOAD TOTAL
WIDTH PS F FORCE
14 12 1344
14 12 3024
PROJECT DATA DOUGLASS
LATERAL LOADS V5
V= [ZICIRW]W =
UPPER
LEVEL I WEIGHT
ITEMS PSF
ROOF 24
EXT. WALLS 16
INT. WALLS 8
FLOOR 10
SOFFIT 12
LOWER
LEVEL 2 WEIGHT
ITEMS PSF
ROOF 24
EXT. WALLS 16
INT. WALLS 8
FLOOR 10
SOFFIT 12
STORY
DISTRIBUTION .
LEVEL Wx
UPPER 11488
LOWER, 4372
TOTAL> 15860
WIND LOADS
TRIBUTARY
LEVEL HEIGHT
UPPER 8
LOWER 10
SHEET OF
BY J.N.V.
4/24/99
WHEN Rw=8
AREA TOTAL
FTSQ LBS
346 • 8304
145 2320
108 864
0. 0
0 .0
TOTAL> 11488
AREA TOTAL
FT.SQ. LBS
0 • 0
145 2320
54 432
162 1620
0 0
TOTAL> 4372
Hx WxHx Fx
19 218272 1810'
10 43720 2173 -
261992
TRIBUTARY LOAD TOTAL
WIDTH FORCE
7 12 672
7 12 1512
W 0.137
6
-
PROJECT DATA DOUGLASS
LATERAL LOADS V6
V= [ZIC/Rw]W = . W x 0.137
UPPER
WHEN Rw = 8
SHEET OF
BY J.N.V.
4/24/99
LEVEL I WEIGHT AREA
ITEMS PSF FTSQ
ROOF 24 394.
EXT. WALLS 16 456
INT. WALLS 8 0
FLOOR 10 0
SOFFIT . 12 0
TOTAL>
LOWER
-LEVEL 2 WEIGHT, AREA
ITEMS PSF FT. SQ.
ROOF .24 0
EXT. WALLS . 16 . 0
INT. WALLS 8 - 0
FLOOR 10 0
SOFFIT .. 12 0
TOTAL>
STORY
DISTRIBUTION
LEVEL Wx . Hx
UPPER .16752 19
LOWER 0 10
TOTAL> 16752
WIND LOADS
TRIBUTARY TRIBUTARY
LEVEL HEIGHT WIDTH
UPPER . 8 12
LOWER 10 . 12
TOTAL
LBS
9456
7296
0
0
0
16752
TOTAL
LBS
0
0
0
0
0
'O
WxHx Fx
318288 2295
0 2295
318288
LOAD TOTAL
E.E FORCE
12 1152
12 2592 fr
AREA
FTSQ
1043
370
396
0
0
TOTAL>
AREA
FT. SQ.
162
342
672
0
TOTAL>
TOTAL
LBS
25032
5920
3168
0
0
34120
TOTAL
LBS
0
2592
2736
6720
0
12048
TRIBUTARY
WIDTH
18
18
/
LOAD TOTAL
EE FORCE
12 1728
12 3888
?/cFc3
SHEET OF
BY J.N.V.
4/24/99 PROJECT DATA DOUGLASS
LATERAL LOADS V7
V [ZIC/Rw]W = W 0.137
UPPER
LEVEL I WEIGHT
ITEMS PS F
ROOF 24
EXT. WALLS 16
INT. WALLS 8
FLOOR 10
SOFFIT 12
LOWER
LEVEL 2 WEIGHT
ITEMS PSF
ROOF 24
EXT. WALLS 16
INT. WALLS 8
FLOOR 10
SOFFIT 12
STORY
DISTRIBUTION
LEVEL Wx
UPPER 34120
LOWER 12048
TOTAL> 46168
WIND LOADS
TRIBUTARY
LEVEL HEIGHT
UPPER 8
LOWER 10
WHEN Rw=8
Hx WxHx &
19 648280 5334 .-
10 120480 6325 -
768760
AREA
FTSQ
631
261
324
0
0
TOTAL>
AREA
FT. SQ.
128
207
145
672
0
TOTAL>
TOTAL
LBS
15144
4176
2592
0
0
21912
TOTAL
LBS
3072
3312
1160
6720
0
14264
PROJECT DATA DOUGLASS
LATERAL LOADS V8
V FZIC/Rw1W = w x 0.137 WHEN Rw = 8
SHEET OF
BY J.N.V.
4/24/99
UPPER
LEVEL I WEIGHT
ITEMS E.E
ROOF 24
EXT. WALLS 16
INT. WALLS 8
FLOOR 10
SOFFIT 12
LOWER
LEVEL 2 WEIGHT
ITEMS PSF
ROOF 24
EXT. WALLS 16
INT. WALLS 8
FLOOR 10
SOFFIT 12
STORY
DISTRIBUTION
LEVEL Wx
UPPER 21912
LOWER 14264
TOTAL> 36176
WIND LOADS
TRIBUTARY
LEVEL HEIGHT
UPPER 8
LOWER 10
Hx WxHx Fx
19 416328 3691
10 142640 4956
558968
TRIBUTARY LOAD TOTAL
WIDTH PSF FORCE
16 12 1536
16 12 3456
-
DOUGLASS SHEET OF
RESIDENCE BYJ.N.V.
4/24/99
LATERAL LOADS V9
V= [ZIC/Rw]W = W x 0.137 WHEN Rw = 8
LEVEL I WEIGHT AREA TOTAL
ITEMS PSF FTSQ LBS
ROOF 18 286 5148 .
EXT. WALLS 16 145 2320
INT. WALLS 8 0. 0
FLOOR 10 0 0
SOFFIT 12 0 Q
TOTAL> 7468
SEISMIC> 1023 LBS
WIND LOADS
TRIBUTARY TRIBUTARY LOAD TOTAL
LEVEL HEIGHT WIDTH PSF FORCE
UPPER 7 11 12 924
LATERAL LOADS yb
V= [ZIC/Rw]W = W x 0.137 WHEN Rw = 8
LEVEL I WEIGHT AREA TOTAL
ITEMS PSF FT SQ LBS
ROOF 18 247 4446
EXT. WALLS 16 99 1584
INT. WALLS 8 0 0
FLOOR 10 0 0
SOFFIT 12 0 0
TOTAL> 6030
SEISMIC> 826 LBS
WIND LOADS. ..
TRIBUTARY TRIBUTARY LOAD TOTAL
LEVEL HEIGHT WIDTH PSF . FORCE
UPPER -. 7 16 12 1344
OVERTURNING ANALYSIS
PROJECT.• DOUGLAS
LOCATION: RANCHO SANTA FE
BYJ.N.V, 4/24/99
SHEAR LINE VI
PANEL LENGTH= 2.5 ft.
PANEL UNIT FORCE 275 plf
OVERTURNING MOMENT= FORCE x HEIGHT= OTM
687.5 9 6188
DEAD LOAD RESISTING ELEMENTS
ITMES PSF x TRIBUTARY = DEAD LOAD
LIN FEET PLF
ROOF 24 2 48
EXT WALLS 16 9 144
FLOOR 10 0 0
INT. WALLS 8 0. 0
SOFFIT 12 0 0
192
RESISTING MOMENTS
DEAD x PANEL x LEVER. = RESISTING
LOAD PLF LENGTH ARM MOMENT
FEET FEET # ft
163 2.5 1.25 510
OTM - RM = 2271 = PANEL HOLDOWN
2.5 UPLIFT USED
HDSA
OVERTURNING ANALYSIS
PROJECT: DOUGLAS I LOCATION: RANCHO SANTA FE
BY J.N.V. 4/24/99
SHEAR LINE V2DN 0
PANEL LENGTH= 12 ft
PANEL UNIT FORCE 356 plf
OVERTURNING MOMENT= FORCE x HEIGHT = OTM
4272 9 38448
DEAD LOAD RESISTING ELEMENTS
ITMES PSF x TRIBUTARY = DEAD LOAD
UN FEET PLF
ROOF 24 2 48
EXT WALLS 16 0 0
FLOOR 10 2 20
INT. WALLS 8 18 144
SOFFIT 12 0 0
• 212
RESISTING MOMENTS
0
85% DEAD x PANEL x LEVER = RESISTING
LOAD PLF LENGTH ARM MOMENT
FEET FEET #ft.
180 12 6 12974
OTM-RM = 2122.8 = PANEL HOLDOWN
12
0
UPLIFT USED
HD5A
OVERTURNING ANALYSIS
PROJECT: DOUGLAS
LOCATION: RANCHO SANTA FE
BYJ.N.V. 4/24/99
SHEAR LINE V3
PANEL LENGTH = 6 ft.
PANEL UNIT FORCE 274 plf
OVERTURNING MOMENT= FORCE x
1644
HEIGHT= OTM
19 31236
DEAD LOAD RESISTING ELEMENTS
ITMES PSF x TRIBUTARY = DEAD LOAD
- LIN FEET PLF
ROOF 24 6 144
EXT WALLS 16 19 304
FLOOR 10 0 0
INT.WALLS 8 0 0
SOFFIT 12 0 0
448
RESISTING MOMENTS
85% DEAD x PANEL x LEVER = RESISTING
LOAD PLF LENGTH ARM MOMENT
FEET FEET # ft.
381 6 3 6854
OTM - RM = 4063.6 = PANEL HOLDOWN
6 UPLIFT USED
HD5A
OVERTURNING ANALYSIS
PROJECT: DOUGLAS
LOCATION: RANCHO SANTA FE
BYJ.N.V. 4/24/99
SHEAR LINE V4DN5
PANEL.LENGTH= 6 ft.
PANEL UNIT FORCE 488 plf
OVERTURNING MOMENT= FORCE x HEIGHT= OTM
2928 9 26352
DEAD LOAD RESISTING ELEMENTS
ITMES PSF x TRIBUTARY = DEAD LOAD
-
-
LIN FEET PLF
ROOF . 24 0 0
EXT WALLS 16 0 0
FLOOR 10 1.33 13.3
INT. WALLS - 8 19 152
SOFFIT 12 0 0
165.3
RESISTING MOMENTS
85% DEAD x PANEL x LEVER = RESISTING
-LOAD PLF LENGTH ARM MOMENT
FEET FEET # ft.
141 6 3 2529
OTM - RM . = 3970.485 = PANEL HOLDOWN
6 - UPLIFT USED
HDSA
ccs
OVERTURNING ANALYSIS
PROJECT: DOUGLAS
LOCATION: RANCHO SANTA FE
BYJ.N.V. 4/24/99
SHEAR LINE V5DN
PANEL LENGTH= 3.5 ft
PANEL UNIT FORCE 241 plf
OVERTURNING MOMENT= FORCE x
843.5
HEIGHT= OTM
9 7592
DEAD LOAD RESISTING ELEMENTS
ITMES PSF x TRIBUTARY. = DEAD LOAD
LIN FEET PLF
ROOF 24 . 4 96
EXT WALLS .. . 16 19 304
FLOOR 10 1.33 13.3
INT. WALLS 8 0 0
SOFFIT 12 0 0
413.3
RESISTING MOMENTS
85% DEAD x PANEL x LEVER = RESISTING
LOAD PLF LENGTH ARM MOMENT
FEET FEET # ft
351 3.5 1.75 2152
OTM.RM = . 1554.216 = PANEL HOLDOWN
3.5 . UPLIFT USED
HD5A
p
OVERTURNING ANALYSIS -74
PROJECT: DOUGLAS
LOCATION: RANCHO SANTA FE
BYJ.N.V. 4/24/99
SHEAR LINE V6
PANEL LENGTH = 10.5 ft.
PANEL UNIT FORCE 247 plf
OVERTURNING MOMENT= . FORCE x HEIGHT = OTM
2593.5 19 49277
DEAD LOAD RESISTING ELEMENTS
ITMES PSF x TRIBUTARY = DEAD LOAD
• LIN FEET PLF
ROOF 24 4 96
EXT WALLS 16 19 304
FLOOR 10 0 0
INT. WALLS • 8 0 0
SOFFIT .12 0 0
400
RESISTING MOMENTS
85% DEAD x PANEL x LEVER = RESISTING
LOAD PLF LENGTH ARM MOMENT
FEET FEET #ft.
340 10.5 5.25 18743
OTM - RM = 2908 = PANEL HOLDOWN
10.5 UPLIFT USED
HD5A
TTc
OVERTURNING ANALYSIS
PROJECT: DOUGLAS
LOCATION: RANCHO SANTA FE
BY J.N. V. 4/24/99
SHEAR LINE V7DN
PANEL LENGTH= 6 ft.
PANEL UNIT FORCE 408 plf
OVERTURNING MOMENT= FORCE x HEIGHT= OTM
2448 9 22032
DEAD LOAD RESISTING ELEMENTS
ITMES PSF x TRIBUTARY = DEAD LOAD
LIN FEET PLF
ROOF 24 4 96
EXT WALLS 16 0 0
FLOOR 10 9 90
INT. WALLS 8 19 152
SOFFIT 12 0 0
338
RESISTING MOMENTS
85% DEAD x PANEL x LEVER = RESISTING
LOAD PLF LENGTH ARM MOMENT
FEET FEET #ft
287 6 3 5171
OTM-RM = 2810.1 = PANEL HOLDOWN
6 UPLIFT USED
HD5A
-
OVERTURNING ANALYSIS
PROJECT: DOUGLAS
LOCATION: RANCHO SANTA FE
BY J. N. V. . 4/24/99
SHEAR LINE V8DN
PANEL LENGTH= 6.5 ft.
PANEL UNIT FORCE 342 plf
OVERTURNING MOMENT= FORCE x HEIGHT = OTM
2223 9 20007
DEAD LOAD RESISTING ELEMENTS
ITMES PSF x TRIBUTARY = DEAD LOAD
UN FEET PLF
ROOF '24 ° 5 120
EXT WALLS 16 19 304
FLOOR 10 5 50
INT. WALLS 8 0 0
SOFFIT 12 0 0
474
RESISTING MOMENTS
85% DEAD x PANEL x LEVER = RESISTING
LOAD PLF • LENGTH • ARM MOMENT
FEET FEET # ft.
403 • • 6.5 3.25 8511 • •
OTM - RM = 1768 575 = PANEL HOLDOWN
6.5 UPLIFT • USED
• HD5A
OVERTURNING ANALYSIS
PROJECT: DOUGLAS
LOCATION: RANCHO SANTA FE
BYJ.N.V. 4/24/99
SHEAR LINE V2UP
PANEL LENGTH= 4 ft.
PANEL UNIT FORCE 312 plf
OVERTURNING MOMENT= FORCE x HEIGHT = OTM
1248 9 11232
DEAD LOAD RESISTING ELEMENTS
ITMES PSF x TRIBUTARY = DEAD LOAD
LIN FEET PLF
ROOF . 24 2 48
EXT WALLS 16 9 144
FLOOR 10 0 .0
INT.WALLS . 8 0 0
SOFFIT 12 0 0
192
RESISTING MOMENTS
85% DEAD x PANEL x LEVER = RESISTING
• LOAD PLF LENGTH ARM MOMENT
FEET FEET # ft.
163 4 • 2 1306
OTM-RM = 2481.6 = PANEL HOLDOWN
4 5
•
UPLIFT USED
ST6236
OVERTURNING ANALYSIS
PROJECT: DOUGLAS
LOCATION: RANCHO SANTA FE
BY J. N. V. 4/24/99
SHEAR LINE V3UP
PANEL LENGTH = • 12 ft.
PANEL UNIT FORCE 209 plf
OVERTURNING MOMENT= FORCE x HEIGHT = OTM
- 2508 9 22572
DEAD LOAD RESISTING ELEMENTS
ITMES • PSF. x TRIBUTARY = DEAD LOAD
LIN FEET PLF
ROOF • .24 2 48
EXT WALLS - 16 0 0
FLOOR 10 0 0
INT. WALLS 8 10.5 84
SOFFIT 12 0 0
132
RESISTING MOMENTS
85% DEAD - x PANEL x LEVER = RESISTING
LOAD PLF • LENGTH ARM MOMENT
FEET FEET #ft.
112 - 12 6 8078
OTM - RM = 1207.8 = PANEL HOLDOWN
12 UPLIFT USED
• ST6236
OVERTURNING ANALYSIS
Fj
PROJECT DOUGLAS
LOCATION: RANCHO SANTA FE
BYJ.N.V. 4/24/99
SHEAR LINE . V4UP
PANEL LENGTH = 9.5 ft
PANEL UNIT FORCE 382 plf
OVERTURNING MOMENT= FORCE x HEIGHT = OTM
3629 9 32661
DEAD LOAD RESISTING ELEMENTS S
ITMES PSF° x TRIBUTARY = DEAD LOAD
LIN FEET PLF
ROOF 24 1.33 31.92
EXT WALLS .16 0 0
FLOOR 10 0 0
INT. WALLS 8 9 72
SOFFIT 12 0 0
103.92
RESISTING MOMENTS .
85% DEAD x PANEL x LEVER = RESISTING
LOAD PLF LENGTH ARM MOMENT
FEET . FEET #ft.
88
5
9.5 4.75 3986
OTM - RM = 3018.423 = PANEL HOLDOWN
9.5 . UPLIFT USED
S MST48
-
OVERTURNING ANALYSIS
/
PROJECT: DOUGLAS
LOCATION: RANCHO SANTA FE
BY J.N. V. 4/24/99
SHEAR LINE V5UP
PANEL LENGTH =- 8 ft
PANEL UNIT FORCE 226 plf
OVERTURNING MOMENT= FORCE x HEIGHT = OTM
1808 9 16272
DEAD LOAD RESISTING ELEMENTS
ITMES PSF x TRIBUTARY = DEAD LOAD
LIN FEET PLF
ROOF 24 7 168
EXT WALLS 16 9 144
FLOOR 10 0 0
INT.WALLS 8 0 0
SOFFIT 12 0 0
312
RESISTING MOMENTS
85% DEAD x PANEL x LEVER = RESISTING
LOAD PLF LENGTH ARM MOMENT
-• FEET FEET # ft.
265 - 8 4 8486
OTM-RM = 973.2 = PANEL HOLDOWN
8 UPLIFT USED
MST48