HomeMy WebLinkAbout125 CHINQUAPIN AVE; ; CB020094; Permit06-04-2002
Job Address:
Permit Type:
Parcel No:
.Valuation:
Occupancy Group:
i( Dwelling Units:
Bedrooms:
j Project Title:
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Residential Permit Permit No: CB002094
Building Inspection Request Line (760) 602-2725
125 CHINQUAPIN AV CBAD
RESDNTL
2060700400
$193,821.00
6
1
3
THE PALISADES
SFD 2242 SF, GAR 415 SF, BALC 36 SF
Sub Type: SFD
• Lot#: 0
Construction Type: VN
Reference #:
Structure Type: SFD
Bathrooms: 2.5
Status:
Applied:
Entered By:
Plan Approved:
Issued:
Inspect Area:
Orig PC#:
Plan
Applicant:
CSTC
C/0 SOUTHLAND COMMUNITIES
ONE COLUMBIA #2020
ALISO VIEJO, CA 92656
949 362-9700
Owner:
BEACH KING INC
C/0 SOUTHLAND COMMUNITIES
ONE COLUMBIA #2020 .
ALISO VIEJO, CA 92656
ISSUED
06/02/2000
JM „
06/01/2001
06/04/2002
06/04/02 0002 01
COP
02
475*03
Total Fees: $21,092.28 Total Payments To Date: $20,617.24 Balance Due:$475.03
Building Permit
Add I Building Permit Fee
Plan Check
Add I Plan Check Fee
Plan Check Discount
Strong Motion Fee
Park in Lieu Fee
Park Fee
LFM Fee
Bridge Fee
Other Bridge Fee
BTD #2 Fee
BTD#3Fee
Renewaf Fee
Add'l Renewal Fee
Other Building Fee
Pot. Water Con. Fee
Meter Size
Add'l Pot. Water Con. Fee
Reel. Water Con. Fee
$950.08 Meter Size
$0.00 Add'l Reel. Water Con. Fee
$617.55 Meter Fee
$0.00 ' SDCWA Fee
$0.00 CFD Payoff Fee
$19.38 PFF
$0.00 PFF (CFD Fund)
$0.00 License Tax
$0.00; ,License Tax (CFD Fund)
$0.00 ' ,Jra^c Impact Fee
$txod; • = 'Traffic Impact (CFD Fund)
$0.00 * Sidewalk Fee
$di)Q< '•''> PLJUMBING TOTAL
$475.04- "„ ' ELECTRICAL TOTAL
$0.00' \ V MECHANICAL TOTAL
$0.00 Housing Impact Fee
$2,400.00 Mousing InLieu Fee
D5/8 '{«;cn Master Drainage Fee
$0,00 Sewer Fee
$0.00 - Additional Fees
TOTAL PERMIT FEES
$0.00
$80.00
$1,871.00
$0.00
$3,527.54
$3,256.19
$0.00
$0.00
$432.40
$487.60
$0.00
$196.00
$60.00
$52.50
$0.00
$4,515.00
$0.00
$1,959.00
$193.00
$21,092.28
Inspector:
VALFINAL APPR
Date:Clearance:
NOTICE: Please take NOTfcE
referred to as fees/exactions.'
it approval of your project includes the Imposition" onees, dedications, reservations, or other exactions hereafter collectively
iu 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
fees/exactions of which you have previously been oiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. .
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave., Carlsbad, CA 92008
1. PRCMECliigRMATION
FOR OFFICE USE ON
PLAN CHECK NO.
EST. VAL. I ft?/
Plan Ck. Deposit
Validated By
Date
C\\
uileAddress (include Bldg/Suile #)
10 '.£. 010*
Business Name (at this address)ess) |l i
S04 Q&'Sg/OQ OOQ1 Qit 02
Legal Description Lot No.Subdivision Name/Number Unit No.Phase NoU-PRMfotal # of unitslS » 00
Assessor's ParceL*Existing Use Proposed Use •
Description of Work
2. CONTACT PERSON (if different from
# of Bedrooms «# of Bathrooms
Narffe Address
3. APPLICANT D Contractor Q Agent for Contractor
Name
4. EROPERTY OWNER
Name City State/Zip Telephone #
5. CONTRACTOR - COMPANY NAME :
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or'j 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 Codel or that he is exempt therefrom, and the basis for the alleged
ejremption.^Ar,>tj;;:C'ti.on.9fe~r :''~"'-7031.5 by any applicant for a permit subjects the applicant to a cjyjl penalty of not more than five hundred dollars [$500]).
^Narffe"""" "'^.''-l-.-,-fcfc£-«i^-sJ;.«'" Address
State License # l& y€>lD^C License Class
City I State/Zip
City Business License #
Telephone #
ot>+5
[Telephone
II
Sesfgner Name Adclress * City / State/Zip
State License # 'J^t^l (
6. WORKERS' COMPENSATION
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one Of the following declarations:
0 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
j. work for which this permit is issued. !
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
My worker's compensation insurance carrier and policy number are:
Insurance Company /*.<M ^^ff^tf Policy No. W T/7 y j fa*^ t-4 Ci? Expiration Date
(THJS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS 1*100] OR LESS)
jK~ 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
MoBecome 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 arid 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 *^O ffi^ . DATE &V [
7. OWNER-BUILDER^ DECLARATION *'
1 hereby affirm that I am exempt from the Contractor's License Law for the following reason: "
f~l 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).
n 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). ,
l~l I am exempt under Section Business and Professions Code for this reason: ;
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. l~1 YES fjNO
2. I (have / have not) signed an application for a building permit for the proposed work. '
3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number):
4. 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 / phone
number / contractors license number): _\
5. 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 NON-RESIDENTIAL BUILDING PERMITS ONLY
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? l~l YES l~l NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? l~1 YES l~l
Is the facility to be constructed within 1 ,000 feet of the outer boundary of a school site? O YES CD 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.
NO
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
9.
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 CitV 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 GRANJTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work
authorized by such permit is not commenced within 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 work is commence^ for^a period of 180 days (Section 106.4.4 Uniform Building Code).
APPLICANT'S SIGNATURE DATE
WHITE: File YELLOW: Applicant PINK: Finance
City of Carlsbad
Final Building Inspection
Dept: Building Engineering Planning CMWD St Lite Fire
Plan Check*:
Permit*:
Project Name:
Address:
Contact Person:
Sewer Dist:
Inspected
By: />^/«
Inspected
By:
Inspected
By:
Comments:
CB002094
THE PALISADES
SFD 2242 SF, GAR 415 SF, BALC 36 SF
125 CHINQUAPIN AV
Phone:
CA Water Dist: CA
0318 f/s,/, ?J Z?x*/7£-> Inspected: -STx?' * -»
Date
Inspected:
Date
Inspected:
Date:
Permit Type:
Sub Type:
Lot: 0
Approved:
Approved:
Approved:
05/12/2003
RESDNTL
SFD
.i
i'.
Disapproved:
Disapproved:
Disapproved:;i
*
Inspection List
Permit*: CB002094 Type: RESDNTL SFD
Date Inspection Item Inspector Act
05/28/2003 23
05/28/2003 23
05/28/2003 89
05/27/2003 23
05/27/2003 23
05/22/2003 89
05/22/2003 89
04/08/2003 39
04/04/2003 39
12/20/2002 17
12/20/2002 23
12/18/2002 17
12/17/2002 17
12/17/2002 84
12/16/2002 17
12/16/2002 18
12/11/2002 16
12/05/2002 14
12/03/2002 13
12/03/2002 14
10/16/2002 13
10/04/2002 13
09/27/2002 15
08/20/2002 11
08/15/2002 22
08/12/2002 11
08/07/2002 21
Gas/Test/Repairs
Gas/Test/Repairs
Final Combo
Gas/Test/Repairs
Gas/Test/Repairs
Final Combo
Final Combo
Final Electrical
Final Electrical
Interior Lath/Drywall
Gas/Test/Repairs
Interior Lath/Drywall
Interior Lath/Drywall
Rough Combo
Interior Lath/Drywall
Exterior Lath/Drywall
Insulation
Frame/Steel/Bolting/Weldin
Shear Panels/HD's
Frame/Steel/Bolting/Weldin
Shear Panels/HD's
Shear Panels/HD's
Roof/Reroof
Ftg/Foundation/Piers
Sewer/Water Service
Ftg/Foundation/Piers
Underground/Under Floor
PY
-
PY
-
PY
-
PY
PY
PY
SR
SR
SR
SR
SR
SR
SR
SR
SR
SR
SR
SR
SR
SR
SR
SR
SR
SR
AP
Rl
AP
Rl
CA
Rl
PA
PA
CA
AP
AP
CO
PA
AP
CO
AP
AP
CO
AP
NR ^
CO
CO
CO
AP
AP
AP
AP
THE PALISADES
SFD 2242 SF, GAR 415 SF, BALC 36 SF
Comments
GMR
final
GAS PRESSURE
NEED GAS LINE PRESSURE - 1ST @ B
BQ
EMR
,BYMIKEBROCKMAN
STILL NEED 2ND LAYER OF 5/8 ON
GARAGE LID
NEED A 2ND LAYER OF 5/8 TYPE X ON
THE GARAGE LID
ALL CO HAVE BEEN ADDRESSED/REV.
SHEET FOR HEADER SIZE ATTACHED
NEED A 2ND LAYER OF 5/8 GYPE ON
GARAGE LID
PLUMBING, ELECT GROUNDING,
HEADERS ISSUES EXT. LIST OF
CORRECTIONS ON THE JOB SITE
REVISION LETTER PLACED IN FILE
STILL MISSING A-35 FOR SHEAR
TFR/LOOSE STRONG WALL BOLTS/ND
STMPD FIX FOR SHEAR PNL LENGTH
BY STRUCT. ENG
MISSING MST 36 STRAPPING. SHEAR
WALL NOT PER PLAN. NEED A 34 AT 16
INCH OC FOR SHEAR TRANSFER.
NEEDS TIGHTER NAILING
TRUSS PACKAGE NOT PER PLAN
OK TO POUR FTG AND FLAT WORK IN
THE GARAGE
CLEAN OUTS ARE
INSTALLED/RUNNING WATER TEST OK
OK TO POUR FOOTPRINT OF THE
HOUSE ONLY/STILL ND TO CHECK FTG
& STEEL AT GARAGE/SOILS RPT, SET
BACK CERT & COMPACTN REPORTS
ATTACHED
OK TO COVER AND WRAP
Thursday, May 29,2003 Page 1 of 1
City of Carlsbad Bldg Inspection Request
For: 05/28/2003
Permit* CB002094
Title: THE PALISADES
Description: SFD 2242 SF, GAR 415 SF, BALC 36 SF
Inspector Assignment: PY
Type: RESDNTL
Job Address:
Suite:
Location:
APPLICANT CSTC
Owner:
Remarks:
Sub Type: SFD
125 CHINQUAPIN AV
Lot 0
Phone: 7604859269
Inspector:
Total Time:Requested By: MIKE
Entered By: CHRISTINE
CD Description
23 Gas/Test/Repairs
Act Comment
Associated PCRs/CVs
PCR02162 ISSUED THE PALISADES; ENLARGE KITCHEN WITHIN FOOTPRINT
Comments
NEED GAS LINE PRESSURE - 1ST @ B B Q
EMR
BY MIKE BROCKMAN
Inspection History
Date
05/22/2003
04/08/2003
04/04/2003
12/20/2002
12/20/2002
12/18/2002
12/17/2002
12/17/2002
12/16/2002
12/16/2002
12/11/2002
12/05/2002
12/03/2002
12/03/2002
10/16/2002
Description
89
39
39
17
23
17
' 17
84
17
18
16
14
13
14
13
Final Combo
Final Electrical
Final Electrical
Interior Lath/Drywall
Gas/Test/Repairs
Interior Lath/Drywall
Interior Lath/Drywall ,
Rough Combo
Interior Lath/Drywall
Exterior Lath/Drywall
Insulation
Frame/Steel/Bolting/Welding
Shear Panels/HD's
Frame/Steel/Bolting/Welding
Shear Panels/HD's
Act
PA
PA
CA
AP
AP
CO
PA
AP
CO
AP
AP
CO
AP
NR
CO
Insp
PY
PY
PY
SR
SR
SR
SR
SR
SR
SR
SR
SR
SR
SR
SR
10/04/2002 13 Shear Panels/HD's
09/27/2002 15 Roof/Reroof
08/20/2002 11 Ftg/Foundation/Piers
CO SR
CO
AP
SR
SR
STILL NEED 2ND LAYER OF 5/8 ON GARAGE LID
NEED A 2ND LAYER OF 5/8 TYPE X ON THE GARAGE LID
ALL CO HAVE BEEN ADDRESSED/REV. SHEET FOR HEADER SIZE
ATTACHED
NEED A 2ND LAYER OF 5/8 GYPE ON GARAGE LID
PLUMBING, ELECT GROUNDING, HEADERS ISSUES EXT. LIST OF
CORRECTIONS ON THE JOB SITE
REVISION LETTER PLACED IN FILE
STILL MISSING A-35 FOR SHEAR TFR/LOOSE STRONG WALL
BOLTS/ND STMPD FIX FOR SHEAR PNL LENGTH BY STRUCT. ENG
MISSING MST 36 STRAPPING. SHEAR WALL NOT PER PLAN. NEED
A 34 AT 16 INCH OC FOR SHEAR TRANSFER. NEEDS TIGHTER
NAILING
TRUSS PACKAGE NOT PER PLAN
OK TO POUR FTG AND FLAT WORK IN THE GARAGE
City of Carlsbad Bldg Inspection Request
For: 12/17/2002
Permit# CB002094
Title: THE PALISADES
Description: SFD 2242 SF, GAR 415 SF, BALC 36 SF
Inspector Assignment: SR
Type: RESDNTL
Job Address:
Suite:
Location:
APPLICANT CSTC
Owner:
Remarks:
Sub Type: SFD
125 CHINQUAPIN AV
Lot 0
Phone: 7602505151
Inspector:
Total Time:Requested By: MIKE
Entered By: CHRISTINE
CD Description
17 Interior Lath/Drywall
Act Comment
ex
Associated PCRs/CVs
PCR02162 ISSUED THE PALISADES; ENLARGE KITCHEN WITHIN FOOTPRINT
Inspection History
Date Description Act Insp
12/11/2002 16 Insulation AP SR
12/05/2002 14 Frame/Steel/Bolting/Welding CO SR
12/03/2002 13 Shear Panels/HD's AP SR
12/03/2002 14 Frame/Steel/Bolting/Welding NR SR
10/16/2002 13 Shear Panels/HD's CO SR
Comments
PLUMBING, ELECT GROUNDING, HEADERS ISSUES EXT. LIST OF
CORRECTIONS ON THE JOB SITE
REVISION LETTER PLACED IN FILE
10/04/2002 13 Shear Panels/HD's CO SR
09/27/2002 15 Roof/Reroof CO
08/20/2002 11 Ftg/Foundation/Piers AP
08/15/2002 22 Sewer/Water Service AP
08/12/2002 , 11 Ftg/Foundation/Piers ' AP
SR
SR
SR
SR
08/07/2002 21 Underground/Under Floor AP SR
STILL MISSING A-35 FOR SHEAR TFR/LOOSE STRONG WALL
BOLTS/ND STMPD FIX FOR SHEAR PNL LENGTH BY STRUCT. ENG
MISSING MST 36 STRAPPING. SHEAR WALL NOT PER PLAN. NEED
A 34 AT 16 INCH OC FOR SHEAR TRANSFER. NEEDS TIGHTER
NAILING
TRUSS PACKAGE NOT PER PLAN
OK TO POUR FTG AND FLAT WORK IN THE GARAGE
CLEAN OUTS ARE INSTALLED/RUNNING WATER TEST OK
OK TO POUR FOOTPRINT OF THE HOUSE ONLY/STILL ND TO
CHECK FTG & STEEL AT GARAGE/SOILS RPT, SET BACK CERT &
COMPACTN REPORTS ATTACHED
OK TO COVER AND WRAP
16 02 08:09a Maciel
DATE OEC-14-02
COMPANY CtTf OF CARLSBAD
ATTN BUILDING DEPT.
PROJECT 125 CHINQUAPIN AVE
RE . WINDOW HEADER AT KITCHEN
714 835 1428
AL MACIEL
p- 1
, PE.
2017 W. Alco Ave Santa Ana, CA 92703
ph. 714 285 1121
City of Carlsbad Bldg Inspection Request
For: 12/05/2002
Permit# CB002094
Title: THE PALISADES
Description: SFD 2242 SF, GAR 415 SF, BALC 36 SF
Inspector Assignment: SR
Type: RESDNTL
Job Address:
Suite:
Location:
APPLICANT CSTC
Owner:
Remarks:
Sub Type: SFD
125 CHINQUAPIN AV
Lot 0
Phone: 7602505151
Inspector:
Total Time:Requested By: MIKE
Entered By: CHRISTINE
CD Description Act Comments
14 Frame/Steel/Bolting/Welding C&
Associated PCRs/CVs
PCR02162 ISSUED THE PALISADES; ENLARGE KITCHEN WITHIN FOOTPRINT
Inspection History
Date Description
12/03/2002 13 Shear Panels/HD's
12/03/2002 14 Frame/Steel/Bolting/Welding
10/16/2002 13 Shear Panels/HD's
10/04/2002 13 Shear Panels/HD's
09/27/2002 15 Roof/Reroof
08/20/2002 11 Ftg/Foundation/Piers
08/15/2002 22 Sewer/Water Service
08/12/2002 11 Ftg/Foundation/Piers
08/07/2002 21 Underground/Under Floor
Act Insp Comments
AP SR REVISION LETTER PLACED IN FILE
NR SR
CO SR STILL MISSING A-35 FOR SHEAR TFR/LOOSE STRONG WALL
BOLTS/ND STMPD FIX FOR SHEAR PNL LENGTH pY STRUCT. ENG
CO SR MISSING MST 36 STRAPPING. SHEAR WALL NOT PER PLAN. NEED
A 34 AT 16 INCH OC FOR SHEAR TRANSFER. NEEDS TIGHTER
NAILING
CO SR TRUSS PACKAGE NOT PER PLAN
AP SR OK TO POUR FTG AND FLAT WORK IN THE GARAGE
AP SR CLEAN OUTS ARE INSTALLED/RUNNING WATER TEST OK
AP SR OK TO POUR FOOTPRINT OF THE HOUSE ONLY/STILL ND TO
CHECK FTG & STEEL AT GARAGE/SOILS RPT, SET BACK CERT &
COMPACTN REPORTS ATTACHED
AP SR OK TO COVER AND WRAP
lB/ia/2002 10:49 19493482798
* . »„•..,
ARCHITECTURAL WINDOW PAGE 09
OCHOA DESIGNS
I.G. OCHOA, P.E-
HUNTINGTON BEACH. CA
(714) 841-0643
RCE#35217 Exp-9/30/03
- ^370X7-
,*
CCIHCA DESIGNS
CDEJVL
E>CAOJ. CA 92648
EsGil Corporation
In Partnership with Government for Building Safety
DATEE: OS/16/00 a APPLICANT
(^Tju^isS)
JURISDICTION: Carlsbad a HLAfTREViEWER
a FILE
PLAN CHECK NO.: 2094 SET: III
PROJECT ADDRESS: 125 Chinquapin Ave.
PROJECT NAME: The Palisades SFD Parcel 2 (Plan 3C) \
[X] Tjie 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.
I I The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
|~1 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: ;
By: Kal Tumalieh Enclosures: :;
Esgil Corporation :
D GA D MB D EJ D PC 08/07/00 \ trnsmtl.dot
9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 4 Fax (858) 560-1576
EsGii Corporation
In Partnership with Government for Building Safety
DATE: 07/27/OO
JURISDICTION: Carlsbad
PLAN CHECK NO.: 2094
PROJECT ADDRESS: 125 Chinquapin Ave.
PROJECT NAME: The Palisades SFD Parcel 2
a FILE
SET: II
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
I 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.f
I | The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck. \
P
[ ] 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.
[X] The applicant's copy of the check list has been sent to:
Al Maciel
One Columbia, ste 2020,Aliso Viejo, CA 92656
I | Esgil Corporation staff did not advise the applicant that the plan check has been completed.
[X] Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Al Maciel Telephone #: (949) 362-9700 Ext. 28
Date contacted:^lllfuu> (by: P^- ) Fax #:
Mail UPelephone^ Fax In Person
REMARKS:
By: KalTumalieh
Esgil Corporation
D GA D MB D EJ D PC
Enclosures:
07/17/00 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 * San Diego, California 92123 4 (858) 560-1468 * Fax (858) 560-1576
Carlsbad 2O94
O7/27/00
NOTE: The item numbers listed below refer to the numbers from the previous list.
These items have not been adequately addressed. The notes in boid at the end of
each item are to emphasize the remaining problem. ;
• Please make all corrections on the original tracings, as requested in tfjie correction list.
Submit three sets of plans for commercial/industrial projects (two setsjof plans for
residential projects). For expeditious processing, corrected sets can be submitted in
one of two ways: i
a) Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-
2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning,
Engineering and Fire Departments. '
b) Bring one corrected set of plans and calculations/reports to EsGil Corporation,
9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 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.
ii
1. Provide stairway and landing details. Sections 1003.3.3. >,
• Rise may be 8" maximum and run 9" minimum. Show on detail (3/D2). The
requested information was not received. !
• STRUCTURAL
16. Provide a letter from the soils engineer confirming that the foundation plan,
grading plan and specifications have been reviewed and that it has been
determined that the recommendations in the soils report are properly
incorporated into the construction documents. No response was received for
this correction. The original correction still applicable. I
P
17. Provide truss details and truss calculations for this project. Specify truss
identification numbers on the plans. The requested information was not
received. il
18. Provide a complete Manufacturer roof truss drawings. Package shall include the
following ! '
• Truss layout plan.
• Required roof truss hangers. The requested information was not received.
20. Project engineer of record to review and stamp trusses layout plan (or provide a
letter) manufacturer roof truss drawings. The requested information was not
received. >
Carlsbad 2094
07/27/OO
25. Revise roof shear wall label along grid lines 2 & C. shear wall labels shown on
plans do not agree with calculations. Revise shear wall label along grid line C.
26. Revise the design of cantilevered steel columns along first floor grid line (F). Use
R=2.2 instead of 5.5 per UBC Table 16-N. Please submit calculation.
« 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 a No a
The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake
Drive, Suite 208, San Diego, California 92123; telephone number of! 858/560-1468,
to perform the plan review for your project. If you have any questions regarding
these plan review items, please contact Kal Tumalieh at Esgil Corporation. Thank
you. ;
EsGil Corporation
In Partnership with Government for Building Safety
DATE: 06/16/00
__
JURISDICTION: Carlsbad a PLAN REVIEWER
a FILE
PLAN CHECK NO.: 2094 SET: I ;
PROJECT ADDRESS: 121 Chinquapin Ave.
PROJECT NAME: The Palisades SFD Parcel 2 ;
ii
I ] 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.
a s
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
i
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck. |
I] The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
I!
The applicant's copy of the check list has been sent to: I
Al Maciel .
One Columbia, ste 2020,Aliso Viejo, CA 92656 j
i
ii
Esgil Corporation staff did not advise the applicant that the plan check has'been completed.
I
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Al Maciel (^s/.u) Telephone #: (949) 362-9700 *• 2. *
Date contacted :CpM /oo (by:K< ) - Fax #:
Mail <"-Telephonev Fax In Person
REMARKS:
By: Kal Tumalieh Enclosures:
Esgil Corporation
D GA D MB D EJ D PC 06/06/00 • ' trnsmtl.dot
9320 Chesapeake Drive, Suite 208 *• San Diego, California 92123 + (858) 560-1468 4 Fax (858) 560-1576
Carlsbad 2094
06/16/00
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK NO.: 2094 JURISDICTION: Carlsbad
PROJECT ADDRESS: 121 Chinquapin Ave.
STORIES: Two
HEIGHT: 26 Ft( App. per UBC)
FLOOR AREA: 2242 (Res.)
415 (Garage)
36 (Balcony)
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: 06/16/00
DATE PLANS RECEIVED BY \
ESGIL CORPORATION: 06/06/00
i'
PLAN REVIEWER: Kal Tumalieh
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 withjthe 1998 edition of
the California Building Code (Title 24), which adopts the following modeli codes: 1997 UBC,
1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1 /99).
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,
1997 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law. ,
i, .
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.
Carlsbad 2094
06/16/OO
• Please make all corrections on the original tracings, as requested in the correction list.
Submit three sets of plans for commercial/industrial projects (two setsjof plans for
residential projects). For expeditious processing, corrected sets can be submitted in
one of two ways: ;
a) Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-
2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning,
Engineering and Fire Departments. I
b) Bring one corrected set of plans and calculations/reports to EsGil Corporation,
9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver
all remaining sets of plans and calculations/reports directly to the Citybf 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. I:
1. All sheets of plans must be signed by the person responsible for their
preparation. (California Business and Professions Code). *
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). Project
engineer of record to sign and stamp structural calculations. j|
3. On the cover sheet of the plans, specify any items requiring special inspection, in
a format similar to that shown below. Section 106.3.2.
• REQUIRED SPECIAL INSPECTIONS
In addition to the regular inspections, the following checked items will also require
Special Inspection in accordance with Sec. 1701 of the Uniform Building Code.
ITEM
• SOILS COMPLIANCE PRIOR TO
FOUNDATION INSPECTION
4. When special inspection is required, the architect or engineer of record shall
prepare an inspection program which shall be submitted to the building official for
approval prior to issuance of the building permit. Please review] Section
106.3.5. Please complete the attached form.
Carlsbad 2094
06/16/00
5. Show locations of permanently wired smoke detectors with battery backup:
a) Inside each bedroom.
b) Centrally located in corridor or area giving access to sleeping rooms.
c) On each story.
d) When sleeping rooms are upstairs, at the upper level in close proximity to
the stair.
ji
6. Glazing in the following locations should be of safety glazing material in
accordance with Section 2406.4 (see exceptions):
a) Fixed and sliding panels of sliding door assemblies and panels in swinging
doors other than wardrobe doors. •
b) Doors and enclosures for bathtubs and showers and in any portion of a
building wall enclosing these compartments where the bottom exposed
edge of the glazing is less than 60 inches above a standing surface and
drain inlet. This applies to windows in master bath and bedroom # 2 bath.
c) Fixed or operable panels adjacent to a door where the nearest exposed
edge of the glazing is within a 24-inch arc of either vertical! edge of the door
in a closed position and where the bottom exposed edge of the glazing is
less than 60 inches above the walking surface. This applies to window in
master bedroom and dining room. (
7. Cross reference detail (10/D-2) to plans. ;
8. Provide stairway and landing details. Sections 1003.3.3. •
a) Rise may be 8" maximum and run 9" minimum. Show onidetail (3/D2).
i;
9. Provide skylight details to show compliance with Sections 2409 and 2603, or
specify on the plans the following information for the skylight(s)j per Section
106.3.3:
a) ICBO approval number, or equal. ;
10. Garage requires one-hour fire protection on the garage ceiling common to the
dwelling. Table 3-B, Section 302.4.a) Provide 2 layers of 1/2" of type "X" Gyp.
Boards for TJI floor joists, per ICBO approval for TJI (NER 200),
i
• MECHANICAL (UNIFORM MECHANICAL CODE)
11. Note that passageway to the attic furnace shall be unobstructed not less than
30" high and 30" wide and have continuous solid flooring not less than 24 inches
wide, not more than 20 feet in length through the attic. Section 307.3.2, UMC.
12. Show permanent electrical outlet and lighting fixture controlled by a switch for
furnace located in attic or underfloor space. Sections 306.3 and 306.4, UMC.
Carlsbad 2O94
06/16/00
13. Specify on the plans the following information for the fireplace(s); per Section
106.3.3:
a) Show height of chimney above roof per I.C.B.O. approval or UBC Table
31-B.
• ELECTRICAL (NATIONAL ELECTRICAL CODE)
It
14. Show on the plan the amperage of the electrical service, the location of the
service panel and the location of any sub-panels. If service is over 200 amps,
submit single line diagram, panel schedule and load calculations!
i
• STRUCTURAL
15. Show on plans the required building setback from top/toe of the slope per UBC
(Sectionl806.5) and Figure 18-1-1. •'
i!
16. Provide a letter from the soils engineer confirming that the foundation plan,
grading plan and specifications have been reviewed and that it has been
determined that the recommendations in the soils report are properly
incorporated into the construction documents. "•
17. Specify the required cement type on plans per soil report recommendations on
page 11. i
18. Provide truss details and truss calculations for this project. Specify truss
identification numbers on the plans. I
19. Provide a complete Manufacturer roof truss drawings. Package shall include the
following
• Truss layout plan. \
• Required roof truss hangers.
20. Project engineer of record to review and stamp trusses layout plan (or provide a
letter) manufacturer roof truss drawings.
21. Revise the size of roof header # 1. Size shown on plans does not agree with
calculations. ' i!
22. Cross-reference all calculations to plans. Please number all beams, to allow me
to currently check structural calculations. For example show where beams BM 1,2
, 3 & H-25 occur on framing plans.
23. Revise the design of roof header H24. Please include the roof loads in design.
f
24. Revise the design of floor beam BM-1. Please include the weight of above wall in
design.
Carlsbad 2094
06/16/00
25. Revise roof shear wall label along grid lines 2 & C. shear wall labels shown on
plans do not agree with calculations.
26. Revise the design of cantilevered steel columns along first floor grid line (F). Use
R=2.2 instead of 5.5 per UBC Table 16-N.
27. Detail (10/SD2) on foundation is mislabeled .
28. Show all required isolated concrete pads on foundation plan. Please coordinate
between structural calculations and plans. See calculation page il7.
• 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. J
• 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 Q • . No Q
• The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake
Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468,
to perform the plan review for your project. If you have any questions regarding
these plan review items, please contact Kal Tumalieh at Esgil Corporation. Thank
you. '
Carlsbad 2O94
06/16/00
SPECIAL INSPECTION PROGRAM
ADDRESS OR LEGAL DESCRIPTION:
PLAN CHECK NUMBER: ___ OWNER'S NAME:
I, as the owner, or agent of the owner (contractors may not employ the special inspector),
certify that I, or the architect/engineer of record, will be responsible for employing the special
inspector(s) as required by Uniform Building Code (UBC) Section 1701.1 forttoe construction
project located at the site listed above. UBC Section 106.3.5.
Signed
I, as the engineer/architect of record, certify that I have prepared the following special
inspection program as required by UBC Section 106.3.5 for the construction project located at
the site listed above.
Engineer's/Architect's Seal
& Signature Here
Signed
1 . List of work requiring special inspection:
D Soils Compliance Prior to Foundation Inspection Q Field Welding]
D Structural Concrete Over 2500 PSI D High Strength Bolting
D Prestressed Concrete D Expansion/Eppxy Anchors
D Structural Masonry D Sraed-On Fireroofin
D Designer Specified D Other
2. Name(s) of individual(s) or firm(s) responsible for the special inspections listed
above:
A.
B.
C.
3. Duties of the special inspectors for the work listed above:
A. . . ' ^__^__
B.
C.
Special inspectors shall check in with the City and present their credentials for approval prior to beginning work on the job site.
22.
Carlsbad 2094
06/16/OO
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: Kal Tumalieh
BUILDING ADDRESS: 121 Chinquapin Ave.
BUILDING OCCUPANCY: R-3/U-1
PLAN CHECK NO.: 2094
DATE: 06/16/00
TYPE OF CONSTRUCTION: VN
BUILDING
PORTION
Dwelling
Garage
Balcony
Air Conditioning
Fire Sprinklers
TOTAL VALUE
BUILDING AREA
(Sq.Ft.)
2242
415
36
2242
VALUATION
MULTIPLIER
City Est.
City Est
City Est.
City Est.
VALUE ($)
193,821 193,821
ii
j!
"
"
I
i,
i;
;',
i.
j
193,821
n 1991 UBC Building Permit Fee EX] Bldg. Permit Fee by ordinance: $ 950.07i
G 1991 UBC Plan Check Fee [>3 Plan Check Fee by ordinance: $ 617.54
Type of Review: £3 Complete Review D Structural Only [J. Hourly
G Repetitive Fee Applicable Q Other:
Esgil Plan Review Fee: $ 123.50
Comments: Similar to plan 2093
Sheet 1 of 1
' macvalue.doc 5100
City of Carlsbad
^ ••^••^••••••^•••••^•••••'••••OTEngineering Department
DATE:
BUILDING Al
PROJECT DESCRIPTION:
ASSESSOR'S PARCEL NUMBER: plE£~O^n~
BUILDING PLANCHECK CHECKLIST
PLANCHECK NO.: CB;^
ClA /WR *->/
ENGINEERING DEPARTMENT
APPROVAL
The item you have submitted for review has been
approved. The approval is based on plans,
information and/or specifications provided in your
submittal; therefore any changes to these items after
this date, including field modifications, must be
reviewed by this office to insure continued
conformance with applicable codes. Please review
carefully all comments attached, as failure to comply
with instructions in this report can result in
suspension of permit to build.
Dlk Right-of-Way permit is required prior to
construction of the following improvements:
EST. VALUE:
DENIAL
Please s
marked
or spe
codes and stan
attached report of deficiencies
ake necessary corrections to plans
s for compliance with applicable
ards. Submit corrected plans and/or
specifications to this office for review.
Date:
Tl
By:
FOR OFFICIAL USE ONLY
ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT:
Date:
ATTACHMENTS
D Dedication Application
U Dedication Checklist
LJ Improvement Application
D Improvement Checklist
D Future Improvement Agreement
IH Grading Permit Application
D Grading Submittal Checklist
D Right-of-Way Permit Application
Q Right-of-Way Permit Submittal Checklist
and Information Sheet
U Sewer Fee Information Sheet
ENGINEERING DEPT. CONTACT PERSON
Name: JOANNE JUCHNIEWICZ
City of Carlsbad i
ir
Address: 2075 Las Palmas Dr.. Carlsbad. CA 92QQ9
Phone: (619)438-1161, ext. 4510 ':• •
CFD INFORMATION
Parcel Map No: • -
Lots:
Recordation: ' II
il
Carlsbad Tract:
A-4
, CA 92009-^576 • (76O) 438-1161 • FAX (760)
BUILDING PLANCHECK CHECKLIST
SITE PLAN
1. Provide a fully dimensioned site plan drawn to scale. Show:
North Arrow
Existing & Proposed Structures
.) Existing Street Improvements
2. Show on site plan:
Property Lines
Easements
Right-of-Way Width & Adjacent Streets
Driveway widths
A)Drainage Patterns
1. Building pad surface drainage must maintain a minimum slope of one
percent towards an adjoining street or an approved drainage course.
2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive
drainage of 2% to swale 5' away from building."
BJ Existing & Proposed Slopes and Topography
Include on title sheet:
Site address
Assessor's Parcel Number
Legal Description ,
ji'i
For commercial/industrial buildings and tenant improvement projects, include:
total building square footage with the square footage for leach different use,
existing sewer permits showing square footage of different uses (manufacturing,
warehouse, office, etc.) previously approved. \
EXISTING PERMIT NUMBER DESCRIPTION
DISCRETIONARY APPROVAL COMPLIANCE
4a. Project does not comply with the following Engineering Conditions of approval for
Project No. ^V t"5v <te»
A\IT d. IC^rJ-'-V"\ (\-S < >C
Q Q Q 4b. All conditions are in compliance. Date:
H:\WORD\DOCS\CHKLST\Building Plancfteck CUst BP0001 Form JJ.doc Rev. image
BUILDING PLANCHECK CHECKLIST
/DEDICATION REQUIREMENTS
vJZf/^ 5. Dedication for all street Rights-of-Way adjacent to the building site and any storm
/J 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.
Dedication required as follows: • • :
Dedication required. Please have a registered Civil Engineer or Land Surveyor
prepare the appropriate legal description together with an 8 Vz" 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.
Dedication completed by:Date:
IMPROVEMENT REQUIREMENTS
6a. All needed public improvements upon and adjacent to the building site must be
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:. I :
Attached please find an application form and submittal checklist for the public
improvement requirements. A registered Civil Engineer«must prepare the
appropriate improvement plans and submit them together wifh the requirements
on the attached checklist to the Engineering Department through a separate plan
check process. The completed application form and the requirements on the
checklist must be submitted in person. Applications by mail or fax are not
accepted. Improvement plans must be approved, appropriate securities posted
and fees paid prior to issuance of building permit.
Improvement Plans signed by: LI RsO-7--.- ^j—
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. j
Future public improvements required as follows: •
H:\WORDtDOCS\CHKLST\BuiUing Planchedc Ckbl BPOOOt Fom JJ.doc
'•ist/
BUILDING PLANCHECK CHECKLIST
Q Q 6c. Enclosed please find your Future Improvement Agreement. Please return
agreement signed and notarized to the Engineering Department.
Future Improvement Agreement completed by:
Date: .
Q Q 6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective
improvements found adjacent to building site must be repaired to the satisfaction
of the City Inspector prior to occupancy. I
GRADING PERMIT REQUIREMENTS
The conditions that invoke the need for a grading permit are found in Section
11.06.030 of the Municipal Code.
7a. Inadequate information available on Site Plan to make a determination on grading
requirements. Include accurate grading quantities (cut, fill import, export).
I!
Q 7b. Grading Permit required. A separate grading plan prepared by a registered Civil
Engineer must be submitted together with the completed application form
attached. NOTE: The Grading Permit must be issued and rough grading
approval obtained prior to issuance of a Building Permit.
-N//</? '^' ' -/M Parading Inspectorjsagn off by: Date:
Q Q Q 7c. Graded Pad Certification required. (Note: Pad certification may be required even
if a grading permit is not required.)
Q & P • 7d.No Grading Permit required.
Q Q Q 7e.lf grading is not required, write "No Grading" on plot plan.
MISCELLANEOUS PERMITS
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 oermit required for:
BUILDING PLANCHECK CHECKLIST
H:(WORD\DOCa^KLS'nBulldinj)PlancheckCklslBP0001FomiJJ.lloc ,, JRev. 12/28/86
Q
Q Q
A SEWER PERMIT is required concurrent with the building permit issuance. The
fee is noted in the fees section on the following page.
10. INDUSTRIAL WASTE PERMIT If your facility is located in ;the City of Carlsbad
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:
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.
Required fees are attached
No fees required
13. Additional Comments:
H:\WORD\DOCS\GHKLST\BuiWing PUnchec* Cktsl BP0001 Form JJ.doc Rev. 12/26/96
ENGINEERING DEPARTMENT
FEE CALCULATION WORKSHEET
p ^Estimate based on unconfirmed information from applicant.
\2 Calculation based on building plancheck plan submittal.
Address: MS ( >!
Prepared by: O\N
EDU CALCULATIONS:
Types of Use: , o'P'j
Types of Use:
ADT CALCULATIONS:
Types of Use: ;/
Types of Use:
AW^uzHpTt-v /Y\A€. • Bldg. Permit No. LJj&OcXO/Y
• () \ «//« /Date: <5/(J/d/ Checked by: Date:( '1 {
List types and square footages for all uses.
< Sq. Ft./Units: EDU's: (
Sq. Ft./Units: EDU's:
List types and square footages for all uses.
K Sq. Ft./Units: ADT's: /
Sq. Ft./Units: ADT's:
FEES REQUIRED:
WITHIN CFD: P-YES (no bridge & thoroughfare fee in;District;*,!, reduced Traffic Impact Fee)
PARK AREA &#: ., ; V7, ''. PARK-IN-LIEU FEE
FEE/UNIT: >:NO. UNITS: ;
2. TRAFFIC IMPACT FEE
ADT's/UNITS:FEE/ADT:
7 BRIDGE AND THOROUGHFARE FEE (DIST. #1 DIST. #2
ADT's/UNITS: X FEE/APT: .' .
DIST. #3
.FACILITIES MANAGEMENT FEE
UNIT/SQ.FT.: :' •
5. SEWER FEE
EDU's: /
FIT AREA:
EDU's:
ZONE:_
X FEE/SQ.FT./UNIT:= $
FEE/EDU:
X . FEE/EDU:
6. SEWER LATERAL ($2,500)
7. DRAINAGE FEES PLDA_
ACRES:
.= $
HIGH /LOW
FEE/AC:
8. POTABLE WATER FEES
UNITS CODE CONNECTION FEE METER FEE
Wo
SDCWA FEE IRRIGATION
Word\Docs\Mlsforms\Fee Calculation Worksheet
Iof2
Rev. 7/14/00
o •—0 9
r K
M}I
o J
PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
Plan Check No. CB CO -
Planner Van Lynch
APN:
Address
Phone (760) 602-4613
Type of Project & Use: /2-6S r/»t,ur/=+<~n<s Net Project Density:
Zoning: £-"3> General Plan: fe,tf Facilities Management Zone:
DU/AC
CFD (in/e>Ct#
Circte-efie
Date of participation:Remaining net dev acres:
(For non-residential development: Type of land used created by
this permit: _^__ )
Legend:
D
Item Complete Item Incomplete - Needs your, action
Environmental Review Required: YES X NO TYPE jU&£> b(gc-
DATE OF COMPLETION: //- H-f&
Compliance with conditions bf ^approval? If not, state conditions which require action.
Conditions of Approval: <
Discretionary Action Required:
APPROVAL/RESO. NO.
PROJECT NO.
YES X NO
DATE /-
TYPE
OTHER RELATED CASES: '' ffab <?8-Q•<?&
Compliance with conditions or approval? If not, state conditions which require action.
Conditions of Approval:
S"6TCoastal Zone Assessment/Compliance
Project site located in Coastal Zone? YES X NO
CA Coastal Commission Authority? YES X NO
If California Coastal Commission Authority: Contact them at - 3111 Camino Del Rio North, Suite
200, San Diego CA 92108-1725; (619) 521-8036 •
Determine status (Coastal Permit Required or Exempt): I
Coastal Permit Determination Form already completed?
If NO, complete Coastal Permit Determination Form now.
Coastal Permit Determination Log #:
YES NO
Follow-Up Actions:
1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum
Floor Plans).
-,-• 2) Complete CoastarPermit Determination Log as needed.
. •-- '"'v
(~j
D
D
\~\
Inclusionary Housing Fee required: YES )( NO
(Effective date of Inclusionary Housing Ordinance - May 21, 1993.)
Data Entry Completed? YES A NO
(A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!)
i . vl
'S*
Site Plan: »'.;
1. 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.
2. Provide legal description of property and assessor's parcel number.
*
Zoning:
1. Setbacks: ;
Front:
Interior Side:
Street Side:
Rear:
Required 5~~ '
Required S"'
Required
Required ^O'
j^JZI Q 2. Accessory structure setbacks:
Front: Required
Interior Side:
Street Side:
Rear:
Structure separation:
[S. D D 3- Lot Coverage:
BJ D D 4. Height:
ffi. On 5. Parking: Spaces
Guest Spaces
f7f PI l~~l Additional Comments
Y-* ' ' ' ' ..••:.--.
Required /
Required ^/A
Required //^
Required
Required £.t>Olcr
Required ^ £.<?'
Required 2— -
Required £
•t -.
Shown i X
Shown r '
Shown I
Shown *{&'
;
•1
Shown }
Shown • ,
Shown />/ 'A
Shown /^
Shown
Shown 1^7. ^ %
•\
Shown a^ '
'!
Shown Z_
Shown 2_
.-.',••••'• ' » '
;[
;'- •
OK TO ISSUE AND ENTERED APPROVAL JNTO COMPUTER DATE $>-.-
ttftY-17-2001 THU 02:33 PH CITY OF CARLSBAD PAX NO. 761) 61E BbbB r1. Ub
CJty of Carlsbad
Fire Department
Office of Fire Protection Services
ADDENDUM TO BUILDING PERMIT
This will serve as a reminder to the applicant. By signature, the applicant
agrees to comply with these requirements as part of the building permit
process:
an all weather access road will be provided andiinaintained during the
construction phase, and
. •, fire hydrants must be operational prior to combustibles being brought
on site
If you need further clarification, please contact the Fire Protection Services
Department at the telephone number listed below. Thank you.
Michael E. Smith
Fire Marshal
Signature of Applicant
/^^ 4^*1
Company Name J
Phone Number
03/23/200)
1635 Faraday Avenue • Carlsbad, CA 92008 • (760) 602-4660 • FAX (760) 602-8561
OCHOA DESIGNS
7692 QUEBEC DRIVE
HUNTINGTON BEACH, CA 92648
(714)841-0643
Ignacio G. Ochoa, PE
RCE#35217
Exp. 09/30/03
PROJECT: 125 Chinquapin Ave.
CARLSBAD, CA.
(THE PALISADES)
CRITERIA: CALIFORNIA BUILDING CODE 1998
MATERIALS: EXCEPT AS NOTED OTHERWISE
CONCRETE
FOUNDATION SOIL
CONCRETE BLOCK
BRICK
REINFORCED STEEL
STRUCTURAL STEEL
WELDING
STRUCTURAL PIPE
PLYWOOD SHEATHING
GLUE LM BEAMS
LUMBER
SOIL PRESSURE
DESIGN REFERENCES:
CONCRETE
CONCRETE BLOCK
STEEL
LUMBER
2500 PSI AT 28 DAYS
2000 PSF
GRADE N, LT WT UNITS (ASTM C-90)
PER ASTM C-62, MW GRADE
20,000 PSI (ASTM A-615 GRADE 0)
24,000 PSI (ASTM A-36, COMPACT) AISC 1997 ED
ELECT ARC PROCESSBY CERTIFIED WELDERS
35000 PSI (ASTM A-53) GRADE B
DOUGLAS FIR, STRUG 1, INTR., P.S. 1-76
2400 PSI (D.F. COMB F2)
GRADE MARKED DF PER WCLB GRDG RULE 16
2OOO PSF
ACI DESIGN HANDBOOK
CONC MASONRY DESIGN MANUAL, CMA
MANUAL OF STEEL CONST. AISC
WOOD STRUCT DESIGN DATA, NLMA
ALL WOOD DOUGLAS FIR LARCH:
Fv
No. 2 95 PSI
No. 1 85 PSI
GLB 165 PSI
Fb
875 PSI
1350 PSI
2400 PSI
E(X1000000)
1.6 PSI
1.6 PSI
1.8 PSI
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HUNTiNGTON BEACH, CA
(714) 841-0643
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OCHOA DESIGNS
7692 QUEBEC DRIVE
HUNTINGTON BEACH, CA. 92648
(714) 841-0643
Ignacio G. Ochoa, P.E.
RCE#35217
Exp. 9/30/03
PROJECT: THE PALISADES
" CARLSBAD, CA.PLAN 3;,
CRITERIA: CALIFORNIA BUILDING CODE 1998
MATERIALS: EXCEPT AS NOTED OTHERWISE
CONCRETE
FOUNDATION SOIL
CONCRETE BLXK
BRICK
REINFORCED STEEL
STRUCTURAL STEEL
WELDING
STRUCTURAL PIPE
PLYWOOD SHEATHING
GLUE LM BEAMS
LUMBER
SOIL PRESSURE
DESIGN REFERENCES:
CONCRETE
CONCRETE BLOCK
STEEL
LUMBER
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2500 PSI AT 28 DAYS
1000 PSF (assumed)
GRADE N, LT WT UNITS (ASTM C-90)
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24,000 PSI (ASTM A-36, COMPACT) AISC 199? U>.
ELECT ARC PROCESSBY CERTIFIED WELDERS
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GRADE MARKED DF PER WCLB GRDG RULE 16
1000 PSF (assumed))
ACI DESIGN HANDBOOK
CONG MASONRY DESIGN MANUAL, CMA
MANUAL OF STEEL CONST. AISC.
WOOD STRUCT DESIGN DATA, NLMA
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GLB
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(714) 841-0643
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ICBO Evaluation Service, Inc.
5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299
A subsidiary corporation of the International Conference of Building Officials
EVALUATION REPORT
Copyright ® 1999 !C8O Evaluation Service, Inc.
ER-4211
Reissued January i, -jggg
Filing Category: FASTENERS—Steel Gusset Plates (066)
COMPUTRUS TRUSS PLATES
COMPUTRUS, INC.
10370 HEMET STREET, SUITE 200
RIVERSIDE, CALIFORNIA 92503
1.0 SUBJECT
CompuTrus Truss Plates for Wood Trusses.
2.0 DESCRIPTION
2.1 General: -
The CompuTrus Truss Plates are flat steel plates designed to
connect wood truss members. The plates are manufactured
from galvanized steel and come in various lengths and
widths, and have integral teeth that are designed to laterally
transmit load between truss wood members. Plans and cal-
culations must be submitted to the building official for trusses
using truss plates described in this report.
2.2 Materials:
The CompuTrus truss plates are punched from No. 18 gage
[0.045* inch (1.15 mm) base metal thickness] and No. 20
gage [0.0375 inch (0.95 mm) bass metal thickness] G60-gal-
vanized sheet steel complying with the mechanical require-
ments established in ASTM A 653 SQ Grade 33 or higher.
Each plate has 9.4 teeth per square inch of plate; each tooth
is approximately V3 inch (8.5 mm) long and approximately
0.106 inch (2.7 mm) wide. The teeth are punched in pairs, with
each pair spaced V4 inch (6.4 mm) on center along the width
of the plate, and 0.85 inch (21.6 mm) on center along the
length. Alternating rows of teeth are staggered 0.10 inch (2.5
mm) from adjacent rows. The "CN" series plates are identical
to the "C" series plates, except that every third raw of teeth is
omitted. Plates are 0.85 inch (21.6 mm) in length, and are
available in widths of up to 12 inches (305 mm), in V2-inch
(12.7 mm) increments, as required by design. The plates are
applied to truss members in pairs, with one plate on each face
of each joint, using a power press constructed in accordance
with the manufacturer's specifications. See Figure 4 for de-
tails of plate dimensions.
2.3 Allowable Loads:
Tables 1, 2 and 3 provide allowable lateral loads, tension
loads and shear loads, respectively, for the CompuTrus truss
plates. These values are based on the National Design
Standard lor Metal Plate Connected Wood Truss Construc-
tion, ANSI/TP11-1995. A copy of-the ANSI/TPI 1-1995 stand-
ard must be supplied to the building department when this is
requested by the building official.
2.3.1 Lateral Resistance: Each CompuTrus truss plate
must be designed to transfer the required load without ex-
ceeding the allowable load per square inch of plate contact
area, based on species on the orientation of the teeth relative
to the load, and on the direction of load relative to grain. De-
sign for lateral resistance must be in accordance with Section
11.2.1 of ANSI/TP11-1995. Table 1 provides allowable lateral
loads for the truss plates.
2.3.2 Tension Resistance: Each CompuTrus truss plate
must be designed for tension capacity, based on the orienta-
tion of the truss plate relative to the direction of load. Design
for tension must be in accordance with Section 11.2.2 of
ANSI/TP11-1995. Table 2 shows allowable tension loads for
the truss plates. Additionally, the net section of the truss
plates for tension joints must be designed using the allowable
tensile .stress of the metal, adjusted by the truss plate tensile
effectiveness ratios shown in Table 2.
2.3.3 Shear Resistance: Each CornpuTrus truss plate must
be designed for shear capacity, based on the orientation of
the plate relative to all possible lines of shear. Design for
shear must be in accordance with Section 11.2.3 of ANSI/TPI
1-1995. Table 3 shows allowable shear loads for the truss
plates. Additionally, the net section of the truss plates for heel
joints and other joints involving shear must be designed using
the allowable shear values for the truss plates, adjusted by
the shear resistance effectiveness ratios shown in Table 3.
2.3.4 Metal Plate Reductions: Several allowable-load re-
duction factors for the metal plates, when they are applicable,
must be considered cumulatively in the design of truss plates
used in fabricated wood trusses:
1. Allowable lateral resistance values for the CompuTrus
truss plates must be reduced by a strength reduction fac-
tor, OR, shown in Table 4, when the plates are installed in
lumber by means of a single-pass, full-embedment roller
system having minimum roller diameters equal to 18 inch-
es (457 mm). This reduction does not apply to embed-
ment hydraulic-platen presses, multiple roller presses
that use partial embedment followed by full-embedment
rollers, or combinations of partial embedment roller
presses and hydraulic-platen presses that feed trusses
into a stationary finish roller press. When trusses are fab-
ricated with single-pass roller presses, the calculations
lor the truss design submitted to the building department
lor approval must specify the minimum diameter of the
roller press and the appropriate strength reduction factor
from this report.
2. Allowable lateral resistance values for the CompuTrus
truss plates must be reduced by 15 percent when the
plates are installed on the narrow face of truss lumber
members.
3. Allowable lateral resistance values must be reduced by
20 percent when the CompuTrus truss plates are installed
in lumber having a moisture content greater than 19 per-
cent at the time of truss fabrication.
Evaluation rrpnrit aflCUO Ki alumina Urn-ice, Inc.. art issued solely ta provide information IH C'/ovv ,\ members iiflCHO. utilizing the aide upon which the report
if based. Kraliialinn reports art not la he construed as representing aesthetics ar any other attributes nut specifically addressed nor as an endorsement »r recommen-
dation fur u\e nfthe subject rtport. .
Thit report is hastd upon independent texts or athtr technical data submitted by the applicant. The ICHl) Kvalnation Service. Inc., technical naff has relieved the
Its! mulls anil/nr niher data, hut dues nnt possess test facilities to make an independent rvrifirulinn. There is nil warranty by 1C lit) Evaluation Sen-ice. Inc.. express
ar implied, as in ant "f'indiny ' ar other matter in lilt report nras to any product covered hy the repurt. This disclaimer intlude-s, hut i.v nut limited In, merchantability-
Page 1 of 5
Page 2 of 5
4. Allowable lateral resistance values for CompuTrus truss
plates installed at the heel joint of a fabricated wood truss
must be reduced by the heel-joint reduction factor. HR, as
follows: .
where;
0.65 < /
HR = 0.85 - 0.05(1 2 tan 6 - 2.0)
< 0.85
6 = . Angle between lines of action of the top and bottom
chords (shown in Figure 3).
Where the top chord slopes are greater than 12:12 (100%
slope), this heel-joint reduction factor is not applied.
2.3.5 Combined Shear and Tension: Each CompuTrus
truss plate must be designed for combined shear and tension
capacity, based on the orientation of the truss plate relative to
the directions of loading. Design for combined shear and ten-
sion must be in accordance with Section 1 1 .2.4 of ANSI/TPI
1-1995.
2.3.6 Combined Flexure and Axial Loading: Truss plates
designed for axiat.forces are only permitted as splices in the
top and bottom chord when the splices are within 12 inches
(305 mm) of the calculated point of- zero moment. Design of
truss plates at splices in the top and bottom chord that are not
placed within 12 inches (305 mm) of the calculated point of
zero moment must include combined flexure and axial
stresses.
2.4 Truss Design:
Plans and calculations must be submitted to the building offi-
cial for the trusses using truss plates described in this report.
The truss design must show compliance with the code and
accepted engineering principles. Allowable loads for the truss ,
plates may be increased for duration of load in accordance
with the code. Calculations must specify the deflection ratio
or the maximum deflection for live and total load. For each
truss design drawing, the following information, at a mini-
mum, should be specified by the design engineer
1 . Truss span, spacing, and slope or depth.
2. Dimensioned location of truss joints.
3. Model, size and dimensioned location of truss plates at
each joint.
4. Truss chord and web lumber size, species, and grade.
5. Required bearing widths at truss supports.
6. Top and bottom chord live and dead loads, concentrated
loads and their locations, and controlling wind or earth-
quake loads.
7. Design calculations conforming to ANSI/TPI 1-1995 and
any adjustments to lumber and truss plate allowable val-
ues for conditions of use.
2.5 Truss Fabrication:
Plate connectors shall be installed by an approved truss fabri-
cator that has an approved quality assurance program cover-
ing the wood truss manufacturing and inspection process in
accordance with Sections 2304.4.4 and 2321.3 of the code
and Section 4 of ANSI/TPI 1-1995. The allowable loads rec-
ognized in this report are for plates that are pressed into wood
truss members using hydraulic or pneumatic embedment
presses; multiple roller presses that use partial embedment
followed by full-embedment rollers; or combinations of partial
embedment roller presses and hydraulic-platen presses that
ER-4211 .
feed trusses into a stationary finish roller press or. if the ad-
justment factors given in Table 4 are used, single-pass roller
presses.
When truss fabricators use single-pass roller presses, the
rollers must have minimum-18-inch (457 mm) diameters.
Plates embedded with a single-pass, full-embedment roller
press must be preset, before passing through the roller press,
by striking at least two opposite corners of each plate with a
hammer.
2.6 Identification:
The CompuTrus "C" Series plates are embossed with the
designation "C-20" or "C-18," for the No. 20 gage or No. 18
gage plates, respectively. For the "CN" series, the No. 2"
gage plate is identified by the designation "CN-20" embossed
on the plate, and the No. 18 gage plate is identified by the des-
ignation "CN-18."
3.0 EVIDENCE SUBMITTED
Test data in accordance with National Design Standard for
Metal Plate Connected Wood Truss Construction, ANSI/TPI
1-1995.
4.0 FINDINGS
That the CompuTrus Truss Plates for Wood Trusses de-
scribed in this report comply with the 1997 Uniform
Building Code'", subject to the following conditions:
4.1 Plans and calculations are submitted to the build-
ing official for the trusses using truss plates de-
scribed in this report.
4.2 The truss plates are designed to transfer the re-
quired loads using the design formulae in ANSI/TPI
1-1995. A copy of the ANSI/TPI 1-1995 standard
must be supplied to the building department when
this is requested by the building official.
4.3 The allowable loads for the truss plates comply
with this evaluation report.
4.4 Truss plates are not permitted to be placed where
knots occur In connected wood truss members.
4.5 Truss plates are installed in pairs on opposite faces
of truss members.
4.6 Trusses using truss plates described in this report
must be fabricated by a truss fabricator approved
by the building official, in accordance with Sec-
tions 2304.4.4 and 2321.3 of the code.
4.7 Allowable loads shown in the tables of this report
may be increased for duration of load in accord-
ance with the code.
4.8 Overpressed truss plates are not permitted. Over-
pressed plates occur when the truss plate is em-
bedded into the lumber more than one-half the
plate metal thickness.
4.9 Allowable loads shown in the tables of this report
are not applicable to truss plates embedded in lum-
ber treated with fire-resistive chemicals.
4.10 When a one-hour fire-resistive rating is required for
trusses using CompuTrus plates, see Evaluation
Report ER-1832. ;
This report is subject to re-examination in two years.
F>age 3 of 5
TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE COMPUTRUS TRUSS PLATES^
PLATE MOOEl.
C-20
and
C-18
CN-20
and
CN-18
LUMBER SPECIES
Species
Southern yellow pine
Douglas lir-lareh
Hem-fir
Spruce-pme-fir
Southern yellow pine
Douglas fir-larch
Hem-fir
Spruce-pine-fir
Specific Gravity
0.55
0.49
O.J.I
0.42
0.55
0.49
0.43
0.42
DIRECTION OF GRAIN AND LOAD VWTH RESPECT TO LENGTH OP PLATE ' -|
AA EA AE | Eg —
Allowable Load Per Pla«J (pounds pet aquar* inch ol plate contact ana) " •
206
206
161
161
IK
132
106
106
151
151
137
K"
118
118
109
109
113
"3
110
no
102
102
114
114
108
108
104
! iaj
113
113
114
114
For SI: I lbJindi: = 6.89 kPa.
'See Figure I for a description of plaie orientation.
-Values are determined using (he gross area method.
'Truss plates arc installed in pairs on opposite laces of truss members.
TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOfl COMPUTRUS TRUSS PLATES1
PLATE MODEL
C-20
CN-20
C-18
CN-1S
DIRECTION OF LOAD WTTH RESPECT TO LENGTH OF PLATE'
o;»0:
Allowable TirMlon Low* (pounds per lineal inch par pair of platts)
1.310
1.514
1.619
1.859
942
937
1.080
1.220
0' • •': *°°
Tension Load Efficiency Ratio
0.63
0.75
0.62
0.73
0.46
0.46
0.42
0.48
For SI: 1 Ibf/indi = 0.175 N/mm.
'See Figure 2 for a description of plate orientation.
:The length of plate refers ro (he dimension of the longitudinal axis of the area of the plate from which the plate (eelh were sheared during plate fabrication.
TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES
PLATEMODEL
C-20
CN-20
C-18
CN-18
DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE
0' | 30' | • W | W | 1M'ISO*
Allowable Shur Load(pound! ptr llnMl inch par pair of plates)
609
610
702
647
720
696
732
7*7
1.106
1.045
1.241
809
801
738
1.041
860
423
587
565
703
506
486
578
508
0'30' | 60'w 110* | ISO-
Snaar Load Efficiency Ratio
0.49
0.50
0.45
0.42
0.59
0.57
0.46
0.51
0.91
O.S6
0.79
0.52
0.66
0.61
0.66
0.55
0.35
0.48
036
0.45
0.42
0.40
0.37
0.33
Foe SI: 1 IblVinch = 0.175 N/mm.
TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, O,, FOR COMPUTRUS TRUSS PLATES
INSTALLED WITH MINIMUM-18-INCH-DIAMETER SINGLE-PASS ROLLER PRESSES
PLATE MODEL
C-20 and C-IS
CN-20 and CN-18
LUMBER SPECIESSPECIFIC GRAVTTY'
0.49
050
0.49
0 50
OH
096
0196
0.87
0 87
'The QR values corresponding lo the value "0.4'J." above, apply in all wood species combinations having an average published specific gravity of 0.49 or lower: the QR
values corresponding to the value "0.50" appl> to all wood tpvcius combinations havmy.an average published specific gravity ol'0.50 or higher. The Qn values shall
be applied to all plalc/wooJ orientations described in Figure 1.
'Page 4 of 5
LOAD
AA Orientation
LOAD LOAD
EA Orientation
LOAD
LOAD
LOAD
AE Orientation
LOAD
i»52
LOAD
EE Orientation
FIGURE 1—PLATE ORIENTATION FOR LATERAL RESISTANCE VALUES
Length Width« »
O)
_ '' i^G^-C€ B^Wc
0° Plate Orientation 90" Plate Orientation
FIGURE 2—PLATE ORIENTATION FOR TENSION VALUES
FIGURE 3—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES
CampuTrus, inc.
Manufacturing • Engineering • Computer Systems
WARNINGS:
. 1. Read all General Notes and Warnings before construction of trusses.
2. Builder and erection contractor should be advised of all General Notes and Warnings before
construction commences.
3. 1x3 compression web bracing must be installed where shown +. -
4. All lateral force resisting elements such as temporary and permanent bracing, must be
designed and provided by designer of complete structure. CompuTrus assumes no responsibil-
ity for such bracing. •(
5. No load should be applied to any component until after all bracing and fasteners are complete,
and at no time should any loads greater than design loads be applied to any component.
6. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,,
shipment and installation of components. _
7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate
Institute in "Bracing Wood Trusses, HIB-91", a copy of which will be furnished by CompuTrus
upon request.
( •
GENERAL NOTES, unless otherwise noted:
I. Design to support loads as shown.
(2) Design assumes the top and bottom chords to be laterally braced at 2'-0" o.c. and at 12'-0" o.c.
respectively. ;
3. 2x4 Impact bridging or lateral bracing required where shown + +.
4. Installation of truss is the responsibility of the respective contractor.
5. Design assumes trusses are to be used in a non-corrosive environment, and are for "dry
condition" of use.
6. Design assumes full bearing at all supports shown. Shim or wedge if necessary.
7. Design assumes adequate drainage is provided.
8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint
center lines.
9. Digits indicate size of plate in inches.
10. For basic design values of the CompuTrus Plate, indicated by the prefix "C", see I.C.B.O. R.R.
4211
II. The CompuTrus Net Section Plate is indicated by the prefix "CN", the designator (18) indicated
18 ga. material is used. Allothers are 20 ga.
General Notes:
Bracing to top and bottom chords not required, provided
the chord members are braced throughout their length by
continuous sheathing.
To Whom It May Concern:
This is a copy of our stamp, as requested , with all
data requested.
Manuf acturer -California Truss Company Inc.
23665 Cajalco Rd.
Perris, CA 92570
Quality Control - Timber Products Inspection
P.O, Box # 20455
Portland, Oregon 97220
(503) 254-0204
CAUFORNIA TRUSS CO.
.. FERRIS, CA
U.B.C. SECTION
2304.4.4
NER-QA275
QUAIM AUDITED BY
TIMBER PRODUCTS INSPECTION,
DESIGN CRITERIA:: U.B.C.
TOLL
TC DI-
SC DL
TOTAL LOAD
DUR. FACTOR
SPACING
16
14
10 psf
1.25
24"
Com inc.OutJookers
Gable end trusses that have been designed to support vertical and/or seismic loads sometimes require that
their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by
the building departments and their field inspectors. The top chord is a critical component in the truss and
considerations must be made during the design process to prevent repairs later. Several options are listed
below.
Option I: For 2x4 Outlookers
Do not cut into
heel plate
For 2x4 Outlookers.
Requires 2x4 blocking between outlookers.
Option. II: For 4x2 Outlookers
C-l,5x2.6 @ 36"
ri*-^ ^--~ ^^
Do not cut into
heel plate
For 4x2 outlookers.
Notches must be cut with care.
No blocking required. ;
Same cutting as for common.
Shim let-ins at each end for full bearing.
Option III: For 4x2 Outlookers - Span < 24'-0"For 4x2 outlookers.
4x2 blocking between outlookers required.
1-1/2"
Option IV: For 4x2 Outlookers with full
continuous bearing, studs at 16" o.c., and
sheathing material attached to one face
• 4x2 notches must be cut with care.
• No extra measures required.
'S//"N0..29017
p EXP. 3/31/03
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I// |>CCE5S\| -(68401) DRAG LOA Scale: 1/8*BEACHKING7 SAME /CUSTOMER: BEACBK1NGDEVELOPER: SAMEPROJECT: "PALISADES"LOCATION: CARLSBAD10' CLG GENERAL LAYOUT NOTES:ORGINAL DATE: 6/21/00DRAWN BY: T.C. @ CALIFORNIA TRUSS CO.BID * 20214 Date: 07-18-2000'PALISADES" / CARLSBAD!1..TRUSS SPACING IS 24" O.C U.N.O2. TRUSS LOADING IS TILE.3. ROOF PITCH IS 3: 12 U.N.O4: - - - DENOTES VAULT CEILING AREASWITH A 0: 12 INTERIOR PITCH U.N..O.5..24" OVERHANGS TYPICAL U.N.O.6. ALL DIMENSIONS TO BE VERIFIED-PRIOR TO FABRICATION . :7. BOTTOM CHORD OF TRUSS MUST NOTCOME IN CONTACT WITH INTERIOR
NON-BEARING WALLS.
8.'RECOMMENDED HANGERS ARE SIMPSON-OR
EQUAL CHECKED FOR VERTICAL LOADS
ONLY AND MUST BE APPROVED BY THE
ENGINEER OF RECORD.
9. HANGERS ARE SUPPLIED BY OTHWERS:
10.-SEE ALL "WARNINGS" AND "GENARAL
NOTES" ON TRUSS ENGINEERING FOR
IMPORTANT DETAILS PRIOR TO ANY
ERECTING OH LOADING OF TRUSSES.
11. TRUSS FRAMING PLAN REFERS TO
LOCATION S VERTICAL LOADING OF
TRUSSES ONLY! LATERAL LOADS,
DIAPHRAM NAILING, CONV. FRAMING
HANGERS,CONNECTIONS, S SUPPORT
. DESIGNS BY PROJECT ARCHITECT OH
ENGINEER OF RECORD. NO REVIEW OR
INSPECTION OF THESE ITEMS ARE
IMPLIED.
TYPE DescriptionAl 094595A1A 094595B! 094595Cl 094595Dl 094607El .094610-D1A 094608A5 094603ASA 094604A6 094605A6A 094606
30-00-00 SPAN
ATTIC ACCESS AND F.A.U. LOCATIONS
TO BE VERIFIED BY FRAMER PRIOR TO
TRUSS FABRICATION.
1/24/01 THU 14:21 FAX 949 362 8874 SOUTHLAND COMMUNITIES 12002/002
tfORCALENGINEERING 562 799 9459 05/24 '01 13:09 NO.297 02
NorCal Engineering
Soils and Geotechnical ConsultanLs
10641 Humboll Street Los Alamilos, CA 90720
(562) 799-9469 Fax (562) 799-9459
May 21,2001 Project Number 8017-00
Bird Designs
1 Columbia, Suite 2020
AliSO Vtejo, California 92656
Ann.: Mr. AIMaciel
RE: Foundation Recommendations - Proposed "The Palisades* Residential
Development - Located at 121,125 and 129 Chinquapin Avenue, in the City
of Carlsbad, California
Dear Mr. Made!:
Pursuant to your request, this firm has evaluated a proposed reduction of the sldeyard
drainage swale from 5 feet minimum to 3 feet minimum to the building footprint Based
on our evaluation, the minimum distance from a given structure may be reduced, Pue to
the decreased setback from structure to drainage swale, footings for adjacent structures
snould maintain a minimum embedment equivalent to 6 inches below the flowllne
elevation Tor any adjacent drainage swale. A representative of this firm shall observe
and approve the bottom of all foundation excavations prior to pouring concrete. We
appreciate this opportunity to be of service to you. If you have any further questions,
please do not hesitate to contact the undersigned.
Respectfully submitted,
NORCAL ENGINEERING
Keith D. Tucker Scott D. Spenslero
Project Engineer Project Manager
R.G.E.841
NorCal Engineering
Soils and Geotechnical Consultants
10641 Humbolt Street Los Alamitos, CA 90720
(562)799-9469 Fax (562)799-9459
July 20, 2000 Project Number 8017-99
Bird Designs
1 Columbia, Suite 2020
Aliso Viejo, California 92656
Attn.: Mr. Al Maciel
RE: Review of Foundation Plans - Proposed "The Palisades" Residential
Development- Located at 121 and 125 and 129 Chinquapin Avenue, in the
City of Carlsbad, California
Dear Mr. Maciel:
Pursuant to your request, this firm has reviewed your latest "Foundation Plan - Plan 3B,
3C and 3" (Sheets A-1) for the above referenced project. The plans are acceptable for
the proposed development and conforms with recommendations provided in our
geotechnical report dated April 2, 1999. We appreciate this opportunity to be of service
to you. If you have any further questions, please do not hesitate to contact the
undersigned.
Respectfully submitted,
NORCAL ENGINEE
Keith D. Tucke
Project Engine
R.G.E. 841
Scott D. Spensiero
Project Manager
RECEIVED Jlil 2
NorCal Engineering
Soils and Geotechnical Consultants
10641 Humbolt Street Los Alamitos, CA 90720
(562) 799-9469 Fax (562) 799-9459
April 2, 1999 Project Number 8017-99
Southland Communties, Inc.
1 Columbia, Suite 2020
Aliso Viejo, California 92656-1473
Attn.: Mr.J.D. Ostic
RE: Preliminary Geotechnical Investigation - Proposed Residential
Development - Located at Chinquapin Avenue and Carlsbad Boulevard, in
the City of Carlsbad, California
Dear Mr. Ostic:
Pursuant to your request, this firm has performed a Geotechnical Investigation for the
above referenced project in accordance with your authorization of proposal dated March
4, 1999. The purpose of this investigation is to evaluate the geotechnical conditions of
the subject site and to provide recommendations for the proposed project. This
geotechnical engineering report presents the finding of our study along with conclusions
and recommendations for development. We appreciate this opportunity to be of service
to you. If you have any further questions, please do not hesitate to contact the
undersigned.
Respectfully submitted,
NORCAL ENGINEERIN
Keith D. Tucker
Project Engineer
R.G.E. 841
Scott D. Spensiero
Project Manager
April 2, 1999 Project Number 8017-99
Page 2
Project Description
The purpose of the investigation was to explore the subsurface conditions and to
provide preliminary geotechnical engineering design parameters for evaluation of the
site with respect to the proposed development. It is proposed to construct a total of six
single family residences on two lots located along Chinquapin Avenue. Other
improvements will comprise of concrete and asphalt pavement areas, including the
street cul-de-sac and landscaping.
Site Description
The subject project is situated within a residential tract within the 100 block of
Chinquapin Avenue, immediately east of Carlsbad Boulevard and west of Garfield Street
in the City of Carlsbad. The project consists of two undeveloped sites along both sides
of the referenced street and are currently covered with a moderate vegetation growth
consisting of natural grasses and weeds. A vicinity map which shows the location of the
project site is attached.
The easternmost lot is located north of Chinquapin Avenue and is rectangular shaped
elongated in a north to south direction. The site is relatively level with topography
descending gradually from rear to front on the order of a few feet. The property is
bordered by wood fencing and a masonry wall along a majority of the property
perimeter.
The westernmost site is situated along the south terminus of Chinquapin Avenue and is
perched along the coastal bluff overlying the Agua Hedionda Lagoon to the south. This
rectangular shaped site elongated in a east to west direction is elevated approximately
40 to 50 feet above mean sea level (msl) descending overall with an inclination of about
3:1 (horizontal to vertical). A 15 feet high riprap wall of large granite boulders currently
lines the toe of the bluff along the shoreline of the lagoon. The lot also descends near
the west property line toward Carlsbad Avenue on the order of about 15 feet in height at
a gradient of 2:1 (horizontal to vertical).
NorCal Engineering
April 2, 1999 Project Number 8017-99
Page 3
Field Investigation
The investigation consisted of the placement of two (2) subsurface borings by a
truckmounted hollow stem auger to a depth of 50 feet and five (5) subsurface trenches
by a backhoe to maximum depth of 15 feet placed strategically in proposed areas of
development. The explorations were visually classified and logged by a field engineer
with locations of the subsurface explorations shown on the attached Site Plan. The
exploratory excavations revealed the existing earth materials to consist of a fill and
native soil. A detailed description of the subsurface conditions are listed on the
excavation logs in Appendix A. These soils are described as follows:
Fill: A fill soil to a depth of 1 to 11# feet was encountered consisting
predominately of a brown, fine to medium grained, slightly silty
SAND which was noted generally to be loose and damp. These
soils were noted to contain some small gravel.
Terrace Deposit: An undisturbed terrace material was encountered directly beneath
the upper fill soils consisting predominately of a brown to red
brown, fine to medium grained, slightly silty SAND which were
noted to be dense and moist. Deeper soils consisted of dense to
very dense sands to silty sands.
The overall engineering characteristics of the earth material were relatively uniform with
each boring. Groundwater was encountered at a depth 49 feet below ground surface in
Boring B-1 and no caving occurred to the depths of our excavations.
Laboratory Tests
Relatively undisturbed samples of the subsurface soils were obtained to perform
laboratory testing and analysis for direct shear, consolidation tests, and to determine in-
place moisture/densities.
NorCal Engineering
April 2, 1999 Project Number 8017-99
Page 4
These undisturbed samples consisted of one inch rings with inside diameter of 2.5
inches. Bulk bag samples were obtained in the upper soils for expansion index tests,
maximum density tests, atterberg limits and sulfate tests. All test results are included in
Appendix B, unless noted otherwise.
A. The field moisture content (ASTM:D 2216) and the dry density of the ring
samples were determined in the laboratory. This data is listed on the log of
excavations.
B. Sieve analyses (ASTM: D422-63) and the percent by weight of soil finer
than the No. 200 sieve (ASTM: 1140) were performed on selected soil
samples. These results are shown later within the body of this report.
C. Maximum density tests (ASTM: D-1557-78) were performed on typical
samples of the upper soils. Results of these tests are shown on Table I.
D. Expansion index tests in accordance with the Uniform Building Code
Standard No. 29-2 were performed on remolded samples of the upper
soils to determine the expansive characteristics. Results of these tests
are provided on Table II.
E. Determination of Atterberg limits (ASTM: D 4318-84) consisting of liquid
limit, plastic limit and plasticity index of soils were performed on
representative samples. Results are shown on Table III
F. Soluble sulfate tests in accordance with EPA Method 9038 were
performed on representative soils samples. Results are provided in
Table IV.
NorCal Engineering
April 2, 1999 Project Number 8017-99
Page 5
G. Direct shear tests (ASTM: D-3080) were performed on undisturbed and
disturbed samples of the subsurface soils. The test is performed under
saturated conditions at loads of 500 Ibs./sq.ft., 1,000 Ibs./sq.ft, and 2,000
Ibs./sq.ft. with results shown on Plate A.
H. Consolidation tests (ASTM: D-2435) were performed on undisturbed
samples to determine the differential and total settlement which may be
anticipated based upon the proposed loads. Water was added to the
samples at a surcharge of one KSF and the settlement curves are plotted
on Plate B.
Conclusions and Recommendations
Based upon our evaluations, the proposed development is acceptable from a
geotechnical engineering standpoint. By following the recommendations and guidelines
set forth in our report, the structures will be safe from excessive settlements under the
anticipated design loadings and conditions. The proposed development shall meet all
requirements of the City Building Ordinance and will not impose any adverse effect on
existing adjacent structures. It is recommended that site inspections be performed by a
representative of this firm during all grading and construction of the development to
verify the findings and recommendations documented in this report. The following
sections present a discussion of geotechnical related requirements for specific design
recommendations of different aspects of the project.
Seismicity Evaluation
There are no known active or potentially active faults trending toward or through the
site. The proposed development lies outside of any Alquist Priolo Special Studies Zone
and the potential for damage due to direct fault rupture is considered very remote. The
site is located in an area of high regional seismicity and a peak horizontal ground
acceleration of 0.40 may occur from a Magnitude 6.3 earthquake along the Rose
Canyon fault zone, which is located approximately 5 miles away.
NorCal Engineering
April 2, 1999 Project Number 8017-99
Page6
Ground shaking originating from earthquakes along other active faults in the region is
expected to induce lower horizontal accelerations due to smaller anticipated
earthquakes and/or greater distances to other faults. The following table provides
information on nearby major active faults along with peak horizontal ground
accelerations.
Estimated Maximum Probable Ground Motion Parameters
Fault Approximate Distance Maximum Probable Peak Horizontal
Zone From Site (Miles) Magnitude (Richter) Acceleration (g)
Rose Canyon 5 NW 6.3 0.40
Coronado Bank 20 SW 6.8 0.23
Elsinore 23 NE 6.8 0.19
San Andreas 73 NE 8.2 0.10
CDMG Open File Reports 92-03 and 96-08
The following earthquake design parameters are based upon the 1997 Uniform Building
Code (UBC) for a Seismic Zone 4 with a Z factor of 0.40 and a Soil Profile Type of So,
based on a stiff soil profile.
Earthquake Fault Rose Canyon Coronado Bank
1. Distance from Site 8 km 32 km
2. Seismic Source Type B B
3. Seismic Coefficient = Ca (0.44) Na (0.44) Na
4. Seismic Coefficient = Cv (0.64) Nv (0.64) Nv
5. Near-Source Factor Na 1.0 1.0
6. Near-Source Factor Nv 1.2 1.0
Liquefaction Potential
The site is expected to experience ground shaking and earthquake activity that is typical
of Southern California area. It is during severe ground shaking that loose, granular soils
below the groundwater table can liquefy. A review of the exploratory boring log and the
laboratory test results on selected soil samples obtained indicate the following soil
classifications, field blowcounts and amounts of fines passing through the No. 200 sieve.
NorCal Engineering
April 2, 1999
Page 7
Location
B-1 @ 15'
B-1 @ 20'
B-1 @ 25'
B-1 @ 30'
B-1 @ 35'
B-1 @ 40'
B-1 @ 45'
B-1 @ 50'
Classification
SM
SM
SM
SW
SW
SM
SM
SW
SW
SM
Project Number 8017-99
Exploratory Boring B-1
Field Blowcount
(blows/ft)
15
17
16
14
32
31
>50
>50
>50
>50
• Groundwater encountered at a depth
:s Relative Amount Passing
Density No. 200 Sieve (%)
Dense
Dense
Dense
Medium Dense
Dense
Dense
Very Dense
Very Dense
Very Dense
Very Dense
of 49 feet below ground
16
11
5
6
5
12
17
12
13
12
surface.
Exploratory Boring B-2
Location
B-1 @ 5'
B-1 @ 10'
B-1 @ 15'
B-1 @ 20'
B-1 @ 25'
B-1 @ 30'
B-1 @ 35'
B-1 @ 40'
B-1 @45'
B-1 @ 50'
Classification
SM
SM
SM
SW
SW
SM
SM
SW
SW
SM
Field Blowcounts Relative Amount Passing
(blows/ft) Density No. 200 Sieve (%)
15
16
17
28
25
41
31
33
>50
>50
Dense
Dense
Dense
Dense
Dense
Dense
Dense
Dense
Very Dense
Very Dense
16
22
7
9
11
8
13
12
15
15
No groundwater encountered to the depth of our boring.
Our analysis indicates the potential for liquefaction at this site is considered to be low
due to the deep groundwater level and dense to very dense sands below a depth of 25
feet. Seismic induced settlements should be less than" one inch and will occur rather
uniformly across the site with nominal differential settlements.
NorCal Engineering
April 2, 1999 Project Number 8017-99
Page 8
Site Stability Evaluation
The existing descending slopes lie at a 2 to 1 or flatter gradient with a maximum height
of 40 feet, beyond the south property line. These silty sands are generally dense to very
dense with adequate safety factors greater than 1.5, per latest Uniform Building Code
(UBC) Standards.
Site Grading Recommendations
Any vegetation or demolition debris shall be removed and hauled from proposed grading
areas prior to the start of grading operations. Any removed soils may be reutilized as
compacted fill once any deleterious material or oversized materials (in excess of eight
inches) is removed. All grading operations shall be performed in accordance with the
attached "Specifications for Compacted Fill Operations".
The upper disturbed/fill soils (upper 1 to 11/2 feet) shall be removed to expose native
soils, the exposed surface shall be scarified to a depth of 12 inches, brought to the
proper moisture content and compacted to a minimum of 90% of the laboratory standard
prior to placement of any additional compacted fill soils, foundations and concrete slabs.
This fill shall extend a minimum of five horizontal feet or to the depth of vertical
overexcavation, whichever is greater, beyond the outside edge of the perimeter
foundation.
Temporary Excavations
Temporary unsurcharged excavations in the existing site materials less than 4 feet high
may be made at a vertical gradient unless cohesionless soils are encountered.
t
Temporary unsurcharged excavations from 4 to 8 feet high may be trimmed at a 1 to 1
(horizontal to vertical) gradient. In areas where soils with little or no binder are
encountered, where adverse geological conditions are exposed, or where excavations
are adjacent to existing structures, shoring, slot-cutting, or flatter excavations may be
required. The temporary cut slope gradients given do not preclude local raveling and
sloughing.
NorCal Engineering
April 2, 1999 Project Number 8017-99
Page 9
All excavations shall be made in accordance with the requirements of CAL-OSHA and
other public agencies having jurisdiction. Care should be taken to provide or maintain
adequate lateral support for all adjacent improvements and structures at all times during
the grading operations and construction phase.
Foundation Design
All foundations may be designed utilizing a safe bearing capacity of 2,000 psf for an
embedded depth of 18 and 24 inches into approved compacted fill soils or competent
native soils for two and three story structures, respectively. The bearing value may be
increased by 500 psf for each additional foot of depth in excess of the 18 inch minimum
depth, up to a maximum of 3,000 psf. A one third increase may be used when
considering short term loading and seismic forces.
Lateral Resistance
The following values may be utilized in resisting lateral loads imposed on the structure.
Requirements of the current Uniform Building Code should be adhered to when the
coefficient of friction and passive pressures are combined:
Coefficient of Friction - 0.40
Equivalent Passive Fluid Pressure = 250 Ib./cu.ft.
Maximum Passive Pressure = 2,500 Ibs./sq.ft.
The passive pressure recommendations are valid only for compacted fill soils and/or
competent native soils.
Settlement Analysis
Resultant pressure curves for the consolidation tests are shown on Plate B.
Computations utilizing these curves and the recommended safe bearing capacities
reveal that the foundations will experience settlements on the order of 3/4 inch and
differential settlements of less than 1/4 inch.
NorCal Engineering
April 2, 1999 Project Number 8017-99
Page 10
Retaining Wall Design Parameters
Active earth pressures against retaining walls will be equal to the pressures developed
by the following fluid densities. These values are for granular free draining backfill
material placed adjacent to the walls at various ground slopes above the walls.
Surface Slope of Retained Materials Equivalent Fluid
(Horizontal to Vertical) Density (Ib./cu.ft.)
Level 30
5to1 35
4to1 38
3 to 1 40
2 to 1 45
Any applicable short-term construction surcharges and seismic forces should be added
to the above lateral pressure values. A backfill zone of non-expansive material shall
consist of a wedge beginning a minimum of one horizontal foot from the base of the wall
extending upward at an inclination no less than 1/4 to 1 (horizontal to vertical). All walls
shall be waterproofed as needed and protected from hydrostatic pressure by a reliable
permanent subdrain system.
Slab Recommendations
All concrete slabs shall be a minimum of four inches in thickness and placed on
approved subgrade soils. A vapor barrier sandwiched between four inches of select
sand shall be utilized beneath floor slabs which would be sensitive to the infiltration of
moisture. All concrete slab areas to receive floor coverings should be moisture tested to
meet all manufacturer requirements prior to placement.
Corrosion Design Criteria
Representative samples of the surficial soils, typical of the subgrade soils expected to
be encountered within foundation excavations were tested for sulfate concentration.
According to the '1994 Uniform Building Code (UBC) Table 19-A-3 - Requirements for
Concrete Exposed to Sulfate-Containing Solutions', these contents revealed negligible
levels of sulfate exposure.
NorCal Engineering
April 2, 1999 Project Number 8017-99
Page 11
Therefore, a Type II cement according to latest UBC specifications may be utilized for
building foundations at this time. Additional sulfate tests shall be performed at the
completion of rough grading to assure that these soils are consistent with the
recommendations stated in this design. Sulfate test results may be found on the
attached-Table IV.
Limitations
The recommendations and conclusions contained in this report are based upon the soil
conditions uncovered in our test excavations. No warranty of the soil condition between
our excavations is implied. NorCal Engineering should be notified for possible further
recommendations if unexpected to unfavorable conditions are encountered during
construction phase.
Any unusual conditions which may be encountered in the course of the project
development may require the need for additional study and revised recommendations. It
is the responsibility of the owner to ensure that all information within this report is
submitted to the Architect and appropriate Engineers for the project. This firm should
have the opportunity to review the final plans to verify that all our recommendations are
incorporated. This report and all conclusions are subject to the review of the controlling
authorities for the project.
A preconstruction conference should be held between the developer, general contractor,
grading contractor, city inspector, architect, and geotechnical engineer to clarify any
questions relating to the grading operations and subsequent construction. Our
representative should be present during the grading operations and construction phase
to certify that such recommendations are complied within the field.
This geotechnical investigation has been conducted in a manner consistent with the
level of care and skill exercised by members of our profession currently practicing under
similar conditions in the Southern California area. No other warranty, expressed or
implied is made.
NorCal Engineering
April 2, 1999 Project Number 8017-99
Page 12
SPECIFICATIONS FOR PLACEMENT OF COMPACTED FILL
Preparation
Any existing low density soils and/or saturated soils shall be removed to competent
natural soil under the inspection of the Soils Engineering Firm. After the exposed
surface has been cleansed of debris and/or vegetation, it shall be scarified until it is
uniform in consistency, brought to the proper moisture content and compacted to a
minimum of 90% relative compaction (in accordance with ASTM: D-1557-78).
Material For Fill
The on-site soils or approved import soils may be utilized for the compacted fill provided
they are free of any deleterious materials and shall not contain any rocks, brick,
asphaltic concrete, concrete or other hard materials greater than eight inches in
maximum dimensions. Any import soil must be approved by the Soils Engineering firm
a minimum of 24 hours prior to importation of site.
Placement of Compacted Fill Soils
The approved fill soils shall be placed in layers not in excess of six inches in thickness.
Each lift shall be uniform in thickness and thoroughly blended. The fill soils shall be
brought to within 15% of the optimum moisture content, unless otherwise specified by
the Soils Engineering firm. Each lift shall be compacted to a minimum of 90% relative
compaction (in accordance with ASTM: D-1557-78) and approved prior to the placement
of the next layer of soil. Compaction tests shall be obtained at the discretion of the Soils
Engineering firm but at a minimum of one test for every 500 cubic yards placed and/or
for every two vertical feet of compacted fill placed.
NorCal Engineering
April 2, 1999 Project Number 8017-99
Page 13
The minimum relative compaction shall be obtained in accordance with accepted
methods in the construction industry. The final grade of the structural areas shall be in a
dense and smooth condition prior to placement of slabs-on-grade or pavement. No fill
soils shall be placed, spread or compacted during unfavorable weather conditions.
When the grading is interrupted by heavy rains, compaction operations shall not be
resumed until approved by the Soils Engineering firm.
Grading Observations
The controlling governmental agencies should be notified prior to commencement of any
grading operations. This firm recommends that the grading operations be conducted
under the observation of a Soils Engineering firm as deemed necessary. A 24 hour
notice must be provided to this firm prior to the time of our initial inspection.
Observation shall include the clearing and grubbing operations to assure that all
unsuitable materials have been properly removed; approval of the exposed subgrade in
areas to receive fill and in areas where excavation has resulted in the desired finished
grade and designate areas of overexcavation; and performance of field compaction
tests to determine relative compaction achieved during fill placement. In addition, all
foundation excavations shall be observed by the Soils Engineering firm to confirm that
appropriate bearing materials are present at the design grades and recommend any
modifications to construct footings.
NorCal Engineering
'CARLSBAD BOULEVARD
I NorCal Engineering
'SOILS AND GEOTECHNICAL CONSULTANTS
8017-99 APRIL 1999
SITE PLAN
APPROXIMATE LOCATION OF FIELD EXPLORATIONS
<zooLU
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Project Number 8017-99
List of Appendices
(in order of appearance)
Appendix A - Log of Excavations
• Log of Borings B-1 and B-2
• Log of Trenches T-1 to T-5
•
Appendix B - Laboratory Tests
• Table I - Maximum Dry Density
• Table II - Expansion
• Table III - Atterberg Limits
• Table IV - Sulfate
• Plate A - Direct Shear
• Plate B - Consolidation
Appendix C - Site Stability Evaluation
NorCal Engineering
Project Number 8017-99
Appendix A
NorCal Engineering
% Passing200 Sieve16
11
5
6
5
12 MOISTURE(*>5.6
6.2
3.4
5.7
4.8
7.2 DRY DENSITY(PCF)IPENETRATION IRESISTANCE(BU3WS/FOOT) I5/7/
10/8/9
9/BA
6/7/
12/14
3/15/SAMPLE TYPEB
} S
S
S
g
18 £
6S
ii
5-
10-
15"-
20-
25-
30-
1C
DESCRIPTION OF SUBSURFACE MATERIALS
THIS MIMKAftY «mil» Ot4V.Y AT THE LOCATION 0^ THIS BOAINQ A»W AT THt TIMt Of
OftllLINO. SUttURFACI CONDITIONS MAY DIFFER AT OTHER LOCATIONS AND MAY CHANGE
AT THIS LOCATION WITH THE PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION
OF ACTUAL CONDITIONS ENCOUNTERED.
\
/
Fill
SAND fine to medium grained, slightly
silty, brown, loose, damp
Terrace Deposits
SAND fine to medium grained, slightly
silty, brown to red/brown, dense, damp
SAND fine to medium grained, light
brown to tan, dense, damp intermingled
lenses of silty sand
with occasional coarse grained sand and
small gravel
-Layer of gravel @ 27'
SAND fine grained, silty, grey/brown
moist dense
SAND fine to medium grained, slightly
silty, with occasional coarse grained
sands, tan, damp, very dense
(continued)
SAMPLE TYPES DATE DRILLED: 3/16/99
[C] Rock Core [Tj Bulk Sample EQUIPMENT USED: Hollow Stan Auger
[Tj Standard Split Spoon (7) Jar Sanple GROUNDHATER LEVEL: 49'
[jfj Ring Sample
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS LOG OF BORING B-1
PROJECT 8017-99 | DATE
ji
-
•
17
12
13
12
I*
j
8.4
8.2
15.2
18.3
iIs-sQ
„
§8§
|||
S 93E a
29/50-
50/V-
40/50-
39/50-
—
£
S3w
4" S
S
6"S
4" S
II
.
40-
-
-
45-
-
^__ -
55-
60-
65-
DESCRIPTION OF SUBSURFACE MATERIALS
THIS SUMMARY A^UII ONLY AT TMt LOCATION Or THIS IOMNO AMO AT THE TIMS OF
MILUNO, SUSSUftfACI CONDITIONS MAY OlMtK AT OTHEK LOCATIONS AND MAY CHANOC
AT THIS LOCATION WITH THE PASSAGE Of TIME. THE DATA PRESENTED IS A SIMPLICICATION
Of ACTUAL CONDITIONS ENCOUNTERED.
SAND fine to medium grained, with
occasional coarse grained sand, tan,
damp, very dense
SAND fine to coarse grained, slightly
silty, light tan, damp to moist, very
dense
SAND fine to medium grained, silty with
occasional coarse grained sands, light
tan, moist, very dense
SAMPLE TYPES
[c] Rock Core [§] Bulk Sample
[s] Standard Split Spoon fj] Jar Sample
[ID Ring Sample
NorCal Engineering
SOILS AND GEOTECHN1CAL CONSULTANTS
PROJECT 8017-99 | DATE
li
n "*
* .
DATE DRILLED: 3/16/99
EQUIPMENT USED: Hollow Stem Auger
GROUNOUATER LEVEL: 49*
LOG OF BORING B-1
-*
16
22
7
9
11
8
SAW
HEd!MOISTURE(X)6.1
6.4
4.2
3.4
4.0
3.4
>•
m £
Q Oi?PENETRATION 1RESSTANCE(BLOWS/FOOTI |5/6/1
9/7/5
8/8/5
10/13/
11/13/
15/18/SAMPLE TYPES
S
S
15 S
12 S
as
ii
5-
10-
IS-
20-
25-
30-
DESCRIPTION OF SUBSURFACE MATERIALS
THIS SUMMARY APtUCS ONLY AT THE LOCATION OF THIS SORING ANO AT THC TIME OF
DRILLING. SUtSURFACC CONDITIONS MAY DIFFER AT OTHER LOCATIONS ANO MAY CHANGE
AT THIS LOCATION WITH THC PASSAGE OF TIME. THE DATA PRESENTED IS A SIMPLIFICATION
OF ACTUAL CONDITIONS ENCOUNTERED.
\
Fill
SAND fine to medium grained, slightly
silty, brown, loose, damp
Terrace Deposits
SAND fine to medium grained, slightly
silty, brown to red/brown, damp, medium
dense to dense with depth
SAND fine to medium grained, light brown
to tan, dense, damp intermingled lenses
of silty sand with occasional coarse
grained, sand and small gravel
SAND fine to medium grained, slightly
silty with occasional coarse grained
sands, tan, damp, very dense
SAND fine to medium grained, slightly
silty, tan, damp to moist, dense
. ' (continued)
Ii
-
*•* TYPES DATE DRILLED: 3/15/99
Rock Core {J] Bulk Saaple EQUIPt€MT USED: Hollow Stem Auger
Standard Split Spoon (T| Jar Sawple 6ROUNDHATER LEVEL: None Encountered
Ring Sample
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS LOG OF BORING B-2
PROJECT 8017-99 | DATE .• "
13
12
15
15
!•
8.7
8.5
9.6
10.7
m UL
-PENETRATIONRESISTANCE(BLOWS/FOOT)9/1V
12/16/
50/-/-
50/-/-
-
j
7S
7S
S
S
40-
45-
55-
60-
65-
DESCRIPTION OF SUBSURFACE MATERIALS
THIS SUMMARY AmtS* ONLY AT THE LOCATION Of THIS IOKINO AND AT THE TIMS Of
OMILLINO. SUMUWACf CONDITIONS HAY DIFFER AT OTHER LOCATIONS AND MAV CHANOE
AT THIS LOCATION WITH THE PASSAOE Of TIME. THE DATA PRESENTED IS A SIMPLIFICATION
OP ACTUAL CONDITIONS ENCOUNTERED.
^
SAND fine to medium grained, slightly
silty, tan, damp to moist, dense
SAND fine grained, silty, tan, damp
very dense
SAND fine to medium grained, slightly
silty, tan, moist, very dense
-Slight decrease in moist content
/u
SAMPLE TYPES
[cfj Rock Core [§] Bulk Saaple
(Jfj Standard Split Spoon (TJ Jar Sample
[S] Ring Sample
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS
PROJECT 8017-99 DATE
*
DATE DRILLED: 3/16/99
EQUIPMENT USED: Hollow Stem Auger
GROUHDWTER LEVEL: None Encountered
LOG OF BORING B-2
*MOISTURE1%)2.9
4.4
•
3.1
3.1 DRY DENSITY(PCFI116.6
113.9
112.0
107.4 PENETRATIONRESISTANCE(BLOWS/FOOT)SAUPLE TYPER/B
R
R
R
5-
-
10-
15-
20-
25-
30-
DESCRIPTION OF SUBSURFACE MATERIALS
TVHl SUMMARY AFfUIS ONLY AT THI LOCATION Of THIS lOAINd ANO AT THt TIMI Of
MILLINO. SUSSUHMCI CONDITIONS MAY OIMCA AT OTHIK LOCATIONS AND MAY CHANQI
AT THIS LOCATION WITMTHf PAS SAO t Of TIME. THC DATA PRESENTED IS A SIMPLIFICATION
OF ACTUAL CONDITIONS ENCOUNTERED.
\
Fill
SAND fine to medium grained, slightly
silty, brown, loose, damp, with small
gravel, upper 18" with small rootlets
Terrace Deposits
SAND fine to medium grained, slightly
silty, brown to red/brown, dense to very
dense, damp
SAND fine to medium grained, light brown
medium dense, damp ELEVATION I(FEET) ISAMPLE TYPES WT£ DRILLED: 3-24-99
1 [c] Rock Core (j] Bulk Sanple EQUIPMENT USED: Backhoe
' J] Standard Split Spoon Q] Jar Sample 6ROUNOWTER LEVEL: None Encountered
R] Ring Saaple
NorCal Engineering
i SOILS AND GEOTECHNICAL CONSULTANTS T/Y5 nF nnwr-i
PROJECT 8017-99 I DATE
•MOISTUREIX)6.9
7.2
5.2
2.4
2.9 DRY DENSITY(PCFI112.9
112".4
110.1
106.3
105.4 PENETRATIONRESISTANCE(BLOWS/FOOT)£
R
R
R
R
R
£PII
5-
10-
15-
20-
25-
30-
DESCRIPTION OF SUBSURFACE MATERIALS
THIS SUMMAAY AffUCS OW.Y AT THC LOCATION Of THIS tOAINa ANO AT THI TIMC Of
MIUINO. SUtlUMFACI CONDITIONS MAY 0\fHH AT OTHCft LOCATIONS AND MAY CHANGE
AT THIS LOCATION WITH THI fASSAOl Of TIME. THC DATA PRCSCNTCD IS A SIMPLIFICATION
Or ACTUAL CONDITIONS ENCOUMTtftEO.
\
Fill
SAND fine to medium grained, slightly
silty, brown, loose, damp, with small
gravel, upper 18" with small rootlets
Terrace Deposits
SAND fine to medium grained, slightly
silty, brown to red/brown, dense, moist
SAND fine to medium grained, light brown
medium dense, damp
t ELEVATION 1(FEETI 1-
SAMPLE TYPES DATE DRILLED: 3-24-99
QF] Rock Core (7) Bulk Suple EQUIPMENT USED: Backhoe
[|] Standard Split Spoon (Tj Jar Saaple GROUOWATER LEVEL: None Encountered
[R] Ring Sample
NorCal Engineering
[SOILS AND GEOTECHNICAL CONSULTANTS T/Y, m .^^^ T ^
PROJECT 8017-99 | DATE
MOISTURE(%)5.2
. 6.7 DAY DENSITYIPCFl113.6
114.1 PENETRATIONRESISTANCE(BLOWS/FOOT!I
R
R
i§Si
5-
15-
20-
25-
30-
DESCRIPTION OF SUBSURFACE MATERIALS
THIS SUMMAftY AffUtt ONLY AT TH( LOCATION Of THIS IQAINa ANO AT THE TtUC Of
OAIU.INO. SUtfUKTACI CONDITION* MAY OIPfM AT OTHER LOCATIONS AND MAY CHANO.C
AT THIS LOCATION WITH THt PASJAQt Of TIME. THE DATA PRESENTED IS A SIMPLIFICATION
Of ACTUAL CONDITIONS ENCOUNTERED.
\
Fill
SAND fine to medium grained, slightly
silty, brown, loose, damp, with minor
root structures to 18"
Terrace Deposit
SAND fine to medium grained, slightly
silty, brown to red/brown, dense
-ELEVATION I(FEETI 1..^
SAMPLE TYPES DATE DRILLED: 3_24_99
[c] Rock Core [§] Bulk Saaple EQUIPMENT USED: Backhoe
[§] Standard Split Spoon [I] Jar Saaple GROUNDUATER LEVEL: None Encountered
[JJQ Ring Sample
; NorCal Engineering
1 SOILS AND GEOTECHNICAL CONSULTANTS T/Y, np nvNrH T 7
PROJECT 8017-99 I DATE
i '»MOISTUREIX)2.8
6.5
6:7~
4.5
»OHY DENSITY(PCfJ113.0
111.4
113.4
108.1 PENETRATIONRESISTANCE1 BLOWS/FOOT)?
R/B
R
R
R
II
5-
10-
15-
20-
25-
30-
DESCRIPTION OF SUBSURFACE MATERIALS
THIS 1UMMANV Amjfl OMV.V AT THt LOCATION Of THIS IOAINO ANO AT THC TIMC Of
OMIUINO. SUIIUMMCI CONDITIONS MAY Wft* AT OTHCH IOCATIONS ANO MAY CHANdC
AT TMU UXUTION WITNTHC PASUOC Of TIME. TH« DATA meseNTEO IS A SIMW.I5ICATIOH
Of ACTUAL CONDITIONS CNCOUNTCMO.
\
Fill
SAND fine to medium grained, slightly
silty, brown, loose, damp, with root
structures
Terrace Deposit
SAND fine to medium grained, slightly
silty, red brown, dense, slightly moist
with occasional trace of clay content
SAND fine to medium grained, light
brown, medium dense, moist
t ELEVATION(FEET)-
SAMPLE TYPES MTE DRILLED: 3_24_99
[([j Rock Core [|] Bulk Saaple EQUIPMENT USED: Backhoe
[O Standard Split Spoon (7) Jar Sanple GROUMMMTER LEVEL: None Encountered
Qf) Ring Saaple
NorCal Engineering
ISOILS AND GEOTECHNICAL CONSULTANTS Tm OT? TOFNTH T-4
PROJECT 8017-99 I DATE
SAW
00
C[B
;NISOIL MOISTURE1%)4.2
5.8
6.5 DRY DENSITY(PCFI111.9
114.0
112.9
*PENETRATIONRESISTANCE(BUMS/FOOT!S
R
R
R
i^
Si
5-
15-
20-
25-
30-
oescniPTioN OF SUBSURFACE MATERIALS
THIS SUMMARY AffUCl ONLY AT THC LOCATION OF THIS IOAINQ ANO AT THC TIMI Of
MUIUNO. SUItunrACI CONDITIONS MAY WHX AT OTHCK IACATIONS ANO MAY CHANOC
AT THIS LOCATION WITH THt fASSAae Of TIUC. THC DATA PAESENTCO IS A SIMPLIFICATION
Of ACTUAL CONDITIONS CNCOUNTERCD.
\
Fill
SAND fine to medium grained, slightly
silty, brown, loose, damp with minor
root structures to 18"
Terrace Deposit
SAND fine to medium grained, slightly
silty, brown to red/brown, dense
1E TYPES ;- ; DATE DRILLED: 3-24-99
Rock Core [T) Bulk Sanple EQUIPHENT USED: Backhoe
Standard Split Spoon [TJ Jar Sanple GROUNDUATER LEVEL: None Encountered
Ring Sample
orCal Engineering
S AND GEOTECHNICAL CONSULTANTS T/Y, OT? TOFWT| ^ ,.
PROJECT 8017-99 1 DATE ELEVATION I(FEETI I,-v
_» — —
"
Project Number 8017-99
AppendixixB
l Engineering
t April 2, 1999 Project Number 8017-99
TABLE I
MAXIMUM DENSITY TESTS
(ASTM: D-1557-781
Optimum
Sample Classification Moisture
T1@2' SAND, fine to medium grained, 10.0
slightly silty
T4 @ 2' SAND, fine to medium grained, 9.0
slightly silty
Maximum Dry
Density (Ibs./cu.ft.)
125.0
123.0
Soil Type
T1 @2'
T4<a2'
TABLE II
EXPANSION INDEX TESTS
(U.B.C. STD. 29-21
Classification
SAND, fine to medium grained,
slightly silty
SAND, fine to medium grained,
slightly silty
Expansion
Index
05
06
TABLE III
ATTERBERG LIMITS
Samt
B1<§
B1<§
B2<§
B2<§
>!§
!2-5'
!9-11
!2-5'
J9-11
Liquid Limit
23
21
23
20
Plastic Limit
17
16
17
16
Plasticity Index
6
5
6
4
SULFATE TESTS
Sample
T1 @2'
T4@2' ,
% by weight
Sulfate (%)
0.020
0.022
NorCal Engineering
2500
500 1000 1500 2000
NORMAL STRESS (PSF)
2500 3000
SYMBOL
X
O
A
D
BORING
NUMBER
1
3
4
4
DEPTH
(FEET)
2.0
3.0
2.0
' 5.0
(DEGREES)
35
33
33
31
(PSF)
150
100
50
150
DRY
DENSITY
(PCF)
116.6
113.6
113.0
111.4
MOISTURE
CONTENT
(*)
2.9
5.2
2.6
6.5
NOTE: TESTS PERFORMED ON SATURATED SAMPLES UNLESS SHOWN BELOW.
(FM) FIELD MOISTURE
TESTS PERFORMED ON UNDISTURBED SAMPLES UNLESS SHOWN BELOW.
(R) SAMPLES REMOLDED AT 90* OF MAXIMUM DRY DENSITY
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS
PROJECT 8017-99 I DATE
DIRECT SHEAR TEST RESULTS
Plate A
J .' *
0-
2
_
M«^
8
3 4 -
*~
•~
• -*«as
0.1
_
-^cr • i—
— ' —
**~0f-
—^.
-s=
^*—
==•^-.as =B
=^•n L
x5
"~~~~~— —
^^X
~ •- _
K\
\
—
N
\
^
\
\
\
i i i
NOTE: 1
1
\
\
N
S
\,
\
\
K
/\
0
IATER ADDED AT NOiiu.]
WSSUHE AT 1.0 KSF I
••^••••v
< 0 5 1.0 5 10 20 40
NOflMAL PRESSURE (KSF)
SYMBOL
X
o
A
D
BORING
NUMBER
1
2
4
DEPTH
(FEET)
5.0
8.0
10.0
DRY
DENSITY
(PCF)
113.9
110.1
113.4
MOISTURE
CONTENT
(*)
4.4
5.2
6.7
LIQUID
LIMIT
(*)
PLASTICITY
INDEX
(*)
COMPRESSION (FN) FIEID MOISTURE - NO MATER ADDED
REBOUND (ft) SNPLE REMOLDED AT 901 OF MAXIMUM DRY DENSITY
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS
PROJECT 8017-99 I MTC
CONSOLIDATION TEST RESULTS
Plate B
Project Number 8017-99
Appendix C
NorCal Engineering
.» *
*', P, IT,
TAYLOR CRITICAL HEIGHT METHOD: He
WERE He = VERTICAL HEIGHT OF SLOPE, FT.
C = COHESION, PSF
ym = HOIST DENSITY OF SLOPE MATERIAL, PCF
1 = SLOPE ANGLE, DEGREES
FS = FACTOR OF SAFETY
SN » TAYLOR'S STABILITY NUMBER BASED UPON
FRICTION ANGLE, *.' AND SLOPE ANGLE, i
0 = INTERNAL FRICTION ANGLE OF SOIL, DEGREES
I. FOR existing 40* high 2;1 slope
DIRECT SHEAR TEST DATA:
«* = 34 Q t c = 125psf. TT, = 120 pcf.
FOR i = 27 T SN - .0.01 .
Hc= ( 125psf)
( 120pcf)(l.5)(0.01
J9_FT.
NorCal Engineering
SOILS AND GEOTECHNICAL CONSULTANTS
.-
PROJtCT 8017-99 DATE
GROSS SLOPE STABILITY ANALYSIS
Plate C
-^L^-i-^^ o\ o.^rC^^h^&&VM
^
^1
<A
^
^ 5K
^
^v
CNN&S
81
§^<i^CN^o^c^o\^^
-^
-O 30p
^N
\
^O
J>
N.
S
N
^
^
\
$rJ
<
O
""•
5s*o~
^J>^XJ> .
N
I ^
^CN
"Vx
3v^
•"A
§v. "
X
^S^
toin
a
ilS'
07-22-2002
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Plan Check Revision Permit No: PCR02162
Building Inspection Request Line (760) 602-2725
Job Address: 125 CHINQUAPIN AVCBAD
Permit Type: PCR
Parcel No: 2060700400 Lot#: 0
Valuation: $0.00 Construction Type: NEW
Reference*: CBOO-2095
Project Title: THE PALISADES
ENLARGE KITCHEN WITHIN FOOTPRINT
Applicant: , Owner:
ROGERS BOB
Status: ISSUED
Applied: 06/04/2002
Entered By: MDP
Plan Approved: 07/22/2002
Issued: 07/22/2002
Inspect Area:
07/22/02 0002 01 02
CGP 120.00
949360-1005
Total Fees:$120.00 Total Payments To Date:$0.00 Balance Due: $120.00
Plan Check Revision Fee
Additional Fees
$120.00
$0.00
Inspector:
FINAL APPROVAL
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 lees/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
fees/exactions of which vou have previously been aiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired.
•PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave., Carlsbad, CA 92008
Address (include Bldg/SuiteW)
FOR OFFICE USE OfJLY
PLAN CHECK NO.
EST. VAL.
Plan Ck. Deposit
Validated By i r
Date
fl-yi Business Name (at this address)
H/OUv
Subdivsion Name/Number Total # of units
Descriptioj».of Wbrk
V"A^ v-rs
2«-^ CONTACT PEaSOKTlif different from applicant)
L FT.#of Stories
Proposed Use
-2, ^
# of Bedrooms # of Bathrooms
Name J ~ Address City
3. APPLICANT n Contractor Q Agent for Contractor Q'Owner : D Agent for Owner
State/Zip Telephone Fax*
Name Address City State/Zip Telephone #
ur
ate/ZiityState/Zip Telephone # /\/v^-
-3-6O - >• GO<> *
Name
5. CONTRACTOR - COMPANY 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 dollars [$500]).
Name
State License #
Address
License Class
City State/Zip
City Business License #
Telephone #
Designer Name Address City State/Zip Telephone
State License #
6. WORKERS' COMPENSATION
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
d 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.
|~l 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 No. Expiration Date
(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($100] OR LESS)
d 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.
WARMING: 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
7, OWNER-BUILDER DECLARATION
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
d 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).
\Or\. 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).
l~l I am exempt under Section Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement, d YES dNO
2. I (have / have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number):
4. 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 / phone
number / contractors license number):
5. 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): . . . // A s- / ,
NO
PROPERTY OWNER SIGNATURES ^___^
COMPLETE THIS SECTION FOR /VOfV-/?£S/D£/Vr//UBUILDIlllG PERMITS ONLY
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? d YES d NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? f~l YES l~l
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? d YES d 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. 30,97(1) Civil Code).
LENDER'S NAME uffjMWJMA ^CLXAtfcU U> W*U LENDER'S ADDRESS
9. APPLICANT CERTIFICATION ;
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 City 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 commenced 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 work is cjirnme/iced for a pefipd o( f 80 days (Section 106.4.4 Uniform Building Code).
ao- j LL-C DATE
YELLOW: Applicant PINK: Finance
APPLICANT'S SIGNATURE
"\
r
EsGil Corporation
In Partnership with Government for Building Safety
DATE: 7/17/02 a ABEJJCANT
JURISDICTION: Carlsbad OFEANREVIEWER
a FILE
PLAN CHECK NO.: 00-2094, (PCR02-162) SET: II
PROJECT ADDRESS: 125 Chinquapin Ave.
PROJECT NAME: Revisions to SFD
B The revised 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.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The remarks list below 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.
I | 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: Sheets A-1 and SD! Submitted to the city must be incorporated into the city
set of revised plans PCR02-162 to make a complete 2nd set of revised plans.
By: Chuck Mendenhall Enclosures:
Esgil Corporation
D GA D MB D EJ D PC 7/5/02 tmsmtl.dot
EsGil Corporation
In fa.rtnersfi.ip with government for 'Buiftfing Safety
DATE: 6/12/02
JURISDICTION: Carlsbad OPESRREVIEWER
a FILE
PLAN CHECK NO.: 00-2094, (PCR02- 162) SET: I
PROJECT ADDRESS: 125 Chinquapin Ave.
PROJECT NAME: Revisions to SFD ((>* USA
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 remarks list below transmitted herewith is for your information. The plans are being held at
Esgil Corporation until corrected plans are submitted for recheck. Submit 2 sets of additional
design calculations directly to EsGil Corp for review.
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:
Carlsbad Realty Co.
P.O. Box 30121, Laguna Niguel, CA 92607-0121
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: Carlsbad Realty Co. (fr>& Telephone #: (949) 360-1005 X112
Date contacted: Wi3/oi (by: |c- ) ^^ S' Fax #: 0? V?) 3<*o .7077.
Mail ^""Telephone ^"^ Fax In Person •
REMARKS: Include as part of the additional calculations a design for the grade beam to
be used at the new Simpson Strong walls. The grade beam must be capable of resiting
uplift moments and shear.
By: Chuck Mendenhall . Enclosures:
Esgil Corporation
D GA D MB Q EJ D PC 06/06/02 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 4 San Diego, California 92123 4 (858)560-1468 + Fax (858) 560-1576
f'
Carlsbad OO-2094, (PCRO2-162)
6/12/02
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: 00-2094, (PCR02-162)
PREPARED BY: Chuck Mendenhall DATE: 6/12/02
BUILDING ADDRESS: 125 Chinquapin Ave.
BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VN
BUILDING
PORTION
revision
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code
AREA
( Sq. Ft.)
NA
cb
RIHn Pprmir Poo h\/ HrHinanra ^F
Valuation
Multiplier
Hrly
By Ordinance
Reg.
Mod.
VALUE ($)
Plan Check Fee by Ordinance $120.00
Type of Review:Complete Review
DRef
•v
>etitive Fee
Repeats
D
' — '
Other
Hourly 1
Structural Only
Hour
$96.00
* Based on hourly rate
Comments:
Sheet 1 of 1
PLANNING/ENGINEERING APPROVALS
1 6
PERMIT NUMBER CB &o DATE
ADDRESS //» I/1 .
fRE-SIDENTI^L
RESIDENTIAL ADDITION MINOR
«$10,000.00)
TENANT IMPROVEMENT
PLAZA CAMINO REAL
CARLSBAD COMPANY STORES
VILLAGE FAIRE
COMPLETE OFFICE BUILDING
OTHER <^cg b
PLANNER
ENGINEER DATE
Docs/MUforms/Planning Engineering Approvals
jun 14 02 O4;01p Bob & Robin Rogers 949.675.2610 p.5
7682 0UESCC DRIVE.
tfdwa. PE.
THE PALISADES
121 CHINQUAPIN
CARLSBAD, CA.REV. ff1 (WALL F>
CRfTERIA: CALIFORNIA BUILDING CODE 1898
MATERIALS: EXCEPT AS NOTED OTHERWISE
CONCRETE 2500 PSI AT 26 DAYS
FOUNDATION SOH.
CONCRETE BLOCK
BRICK
REINFORCED STEEL
STRUCTURAL STEEL
WELDING
STRUCTURAL PIPE
PLYWOOD SHEATHING
GLUE LM BEAMS
LUMBER
SOIL PRESSURE
DESIGN REFERENCES:
CONCRETE
CONCRETE BLOCK
STEEL
LUMBER
1000 PSF
GRADE N, MED. WT UNITS (ASTM C-90)
PER ASTM &62, MW GRADE
20.000 PSI (ASTM A-615 GRADE 40}
24.000 PSI {ASTM A-36, COMPACT) AISC1S97 ED.
ELECT ARC PROCESS BY CERTIFIED WELDERS
36.000 PSI (ASTM A-63) GRADE B
DOUGLAS FIR, STRUC1, INTR. P.S. 1-76
2400 PSI (D.F. COMB F24)
GRADE MARKED OF PER WCLB GRDG RULE 16
1000 PSF
ACI DESIGN HANDBOOK
CONC MASONRY DESIGN MANUAL. CMA
MANUAL OF STEEL CONST. AISC
WOOD STRUCT DESIGN MANUAL CMA
ALL WOOD DOUGLAS FIR LARCH 19% MAX. MOIST. CONTENT. (LUMBER #2W1)
2x4
2x6
2x8
2x10
2x12
2x14
6x10/12
OLB
Mercian
LVL
Fv
95
95
95
95
95
95
85
165
285
Fb
1315/1510
1140/1310
1055/1210
965/1105
075/1005
790/905
1350/1600
2400
2600
1.6
1.6
1.6
1.6
1.6
1.6
1.6
1.8
2.0
4x6
4XB
4X10
4x12
4x14
4x16
Para lam
PSL
Fv
95
95
95
95
95
95
290
Fb
1140/1300
1140/1300
105QM20D
965/1100
07S/1000
875/1000
2900
EX10-6
1.6
1.6
1.6
1.6
1.6
16
20
•OI-C9 eee BO \>Ol6W
Jun 14 02 04:01p Bob & Robin Rogers 949.675.2610 p.6
1GNAC1O G. OCHOA, P-E.
7(,92 QUEBEC DRIVE
HUNT1NGTON BEACH. CA. 92643
(714) 84 1-0643
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IGNACIO G. OCHOA, P.E.
7692 QUEBEC DRIVE
HUNTINGTON BEACH, CA. 92648
(714) 841-0643
CCHCA DESIGNS i.PE.
' ECAOJ. CA 92648
(714) 841-06/43
PROJECT:THE PALISADES
121 CHINQUAPIN
CARLSBAD, CA.REV. #1 (WALL F)
CRITERIA: CALIFORNIA BUILDING CODE 1998
MATERIALS: EXCEPT AS NOTED OTHERWISE
CONCRETE
FOUNDATION SOIL
CONCRETE BLOCK
BRICK
REINFORCED STEEL
STRUCTURAL STEEL
WELDING
STRUCTURAL PIPE
PLYWOOD SHEATHING
GLUE LM BEAMS
LUMBER
SOIL PRESSURE
DESIGN REFERENCES:
CONCRETE
CONCRETE BLOCK
STEEL
LUMBER
2500 PSI AT 28 DAYS
1000PSF
GRADE N, MED. WT UNITS (ASTM C-90)
PER ASTM C-62, MW GRADE
20,000 PSI (ASTM A-615 GRADE 40)
24,000 PSI (ASTM A-36, COMPACT) AISC 1997 ED.
ELECT ARC PROCESS BY CERTIFIED WELDERS
35,000 PSI (ASTM A-53) GRADE B
DOUGLAS FIR, STRUC 1, INTR., P.S. 1-76
2400 PSI (D.F. COMB F24)
GRADE MARKED DF PER WCLB GRDG RULE 16
1000PSF
ACI DESIGN HANDBOOK
CONC MASONRY DESIGN MANUAL, CMA
MANUAL OF STEEL CONST. AISC
WOOD STRUCT DESIGN MANUAL, CMA
ALL WOOD DOUGLAS FIR LARCH 19% MAX. MOIST. CONTENT. (LUMBER #2/#1)
2x4
2x6
2x8
2x10
2x12
2x14
6x10/12
GLB
Microlam
LVL
Fv
95
95
95
95
95
95
85
165
285
Fb
1315/1510
1140/1310
1055/1210
965/1105
875/1005
790/905
1350/1600
2400
2600
EX10*6
1.6
1.6
1.6
1.6
1.6
1.6
1.6
1.8
2.0
4x6
4x8
4x10
4x12
4x14
4x16
Paralam
PSL
Fv
95
95
95
95
95
95
290
Fb
1140/1300
1140/1300
1050/1200
965/1100
875/1000
875/1000
2900
EX10*6
1.6
1.6
1.6
1.6
1.6
1.6
2.0
OCHOA DESIGNS
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(714) 841-0643
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