HomeMy WebLinkAbout1626 FILAREE CT; ; CB941521; Permitt,(((,-1
B U I L D I N G P E P. N I T Permit No: CB941521
02/28/95 10:27 Project No: A9402241
Page 1 of 1 Development No:
Job Address: 1626 FILAREE CT Suite:
Permit Type: COMMERCIAL TENANT IMPROVEMENT - -.------------.---
Parcel No: ,ot#: 0852 02/28,95 00W. 01 02
Valuation: 12,00001
Occupancy Group
vNii
Description: 201 SF REC. BUILDING . Applied: 11/22/94
Apr/Issue: 02/28/95
Entered By: MDP
Appl/Ownr : BARRATT AMERICAN 619 431-0800 209
2035 CORTE DEL NOGAL #160
CARLSBAD, CA. 92
*** Fees Required ** (.- *( \Fs Collected & Credits ------------------------- -------------------------
2 /94.00
- -
Adjustments: 0 T7~talCredi .00
Total Fees: 2,794.1:0 floral 'Pymnt fl,:\ 94.00
/ .. / Balance Dli:.: '2,700 .00
Fee description .. --Unit ee/Unit fèêData
Building Permit
(
I N / 135.00
Plan Check 4 / 88.00
Strong Motion Fee.
_.
3.00
Enter Number of DU s - Water Fee .'.
, / 2400.00
* BUILDING TOTAL - 2626.00
Enter Y' for Plumbinq Issue Fed'' / 20.00 Y
Each Plumbing Fixtu're or ipjj > V%_ 9' 7.00 63.00
Each Building Sewer \ / N u
1952 1 . .15/00 15.00
Each Install/Repair Water. Line -.,~_J ..-- .1" 7.00 7.00
Each Water Heater and/or Venv -1 7.00 7.00
Gas Piping System > 7.00 7.00
Each Vacuum Breaker j - 2. 7.00 14.00
* PLUMBING TOTAL 133.00
Enter "Y" for Electric Issue Fee > 10.00 1
Single Phase Per AMP > 100 .25 25.00
* ELECTRICALTOTAL 35.00
Enter 'Y' for Mechanical Issue Fee> N
4FIN~L APPROVAL
!NSP.DATE
CLEA
CITY OF CARLSBAD
2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161
PITAPPLICATION
City of Carlsbad Building Department
2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161
1. PERMIT TYPE
From List I (see back) give code of Permit-Type:
---------------------------------------------------------
For Residential Prolects Only: From List 2 (see back) give
Code of Structure-Type:
Net Loss/Gain of Dwelling Units
PLAN CHECK NO.
EST.VAL
PLAN CK DEPOSIT cic_( _C9
VALID. BY
DATE
9681 11/22/94 0001 01 02
C-PRMT 94.00
2. PROJECT INFORMATION FOR OFFICE USE ONLY
Address Building or Suite No.
Nearest Cross Street 1 &2, (!L
'RIF C' &ti
LEGAL DESCRIPTION Lot No. Subdivision Name/Number Unit No. Phase No.
4. IA-"'r I
CHECK BELOW IF SUBMITFED:
02 Energy Calcs 02 Structural Calcs 02 Soils Report 01 Addressed Envelope
ASSESSOR'S PARCEL EXISTING USE PROPOSED USE
DESCRIPTION OF WORK
SQ. F1'. Z O 1 4 # OF STORIES I # OF BEDROOMS 9$ # OF BATHROOMS 2-
3. WNTACT YtKSUN LIE airrerent rrom appiicant
NAME (last.name first) - ?e-i.ij ADDRESS Z035 COIZ'r D( JOfrI
CITY S STATE ZIP CODE CJ 20 DAY TELEPHONE (,, t° 131-01boo
NAME (last name first) J 4iDRESS
CITY CJ --A-' STATE (p.- ZIP CODE 20) 1 DAY TELEPHONE 4, 11 43 —O 00 2O
PROPERTY OWNER
NAME (last name first) ADDRESS
CITY STATE ZIP CODE DAY TELEPHONE
CONTRACTOR
NAME (last name first) g — ADDRESS
CITY STATE ZIP CODE DAY TELEPHONE
STATE UC. # LICENSE CLASS CITY BUSINESS UC. #
DESIGNER NAME (last name first) k ADDRESS
CITY STATE ZIP CODE DAY TELEPHONE STATE UC. #
WORXERS' COMPENSATION
Workers' Compensation Declaration: I hereby affirm that I have a certificate of consent to sell-insure issued by the Director 01 Industrial
Relations, or a certificate of Workers' Compensation Insurance by an admitted insurer, or an exact copy or duplicate thereof certified
by the Director of the insurer thereof filed with the Building Inspection Department (Section 3800, Lab. Q.
INSURANCE COMPANY POLICY NO. EXPIRATION DATE
Certificate 01 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.
SIGNATURE DATE
OWNER-BUILDER DECLARA11ON
Owner-Builder Declaration: I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
0 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.).
I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions
Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects
with contractor(s) licensed pursuant to the Contractor's License Law).
0 I am exempt under Section Business and Professions Code for this reason:
(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, commencing with Section 7000 of Division 3 of the Business and Professions Code)
or that he is exempt therefro d the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit
subjects the applicant to a cil pynalty_of not mor than five hundred dollars [$500]).
SIGNATURE -K. De DATE u hf1i 4
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 2550 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act?
DYES 07NO
Is the applicant or future building occupaw required to obtain a permit from the air pollution control district or air quality management district?
DYES OrNO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site?
0 NO
IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NCYF BE ISSUED AFTER JULY 1, 1989 UNLESS THE APPLICANT
HAS MET OR IS MEEtING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
ereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097(1) Civil Code).
LENDER'S NAME LENDER'S ADDRESS
10. AppUCANr CLII.ICM1ON
I certify that I have read the application and state that the above information is correct. 1 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 LIABllIfLES, JUDCMENTh CX)STS
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 t ommenced within 365 days from the date of such permit or if the building or work authorized by
such permit is suspended or abandoned at an ti after the work is4mmenced for a period of 180 days (Section 303(d) Uniform Building C9de).
APPLICANT'S SIGNATURE R. DATE: ___
0
!L tto(L(oH
SEWER PERMI T
02/28/95 10:28
Page 1 of 1
Job Address: 1626 FILAREE CT
Permit Type: SEWER - RESIDENTIAL
Parcel No:
Permit No:
Bldg PlanCk#:
Suite: 0852 02/28/95 0001 01
C-PR'1T
SE9 40 084
CB941521
02
2788..0O
Description: 201 SF REC. BUILDING
Permitee: BARRATT AMERICAN
2035 CORTE DEL NOGAL #160
CARLSBAD, CA. 92009
619 431-0800
Status:
Applied:
Apr/Issue:
209 Expired:
Prepared By:
ISSUED
11/29/94
02/28/95
HE
*** Fees Required *** Fees Collected & Credits
Fees: 2,788.0 H r/.\ ---
Adjustments: / oti Credits: ,00
Total Fees: 2.78d.0u,)'- Tot1 Pyneut;: .00
/ Bianc Due: 2,788.00
Fee description / .-
,
#/.., \T]flitS ee, riit Ext fee Data
Enter Number of Units-,-) 1.00
Total EDUs
.
1.00
Sewer Fee
•
. 1806.00
Enter Sewer EDUs nd Bnefit Are\> /i.00, --.- 982.00 J
* SEWER TOTAL 2788.00
1952
(
. '
.....
CITY OF CARLSBAD
2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-1161
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FINAL BUILDING INSPECTION
DEPT: BUILDING ENGINEERING FIRE 'PLANNING U/M WATER
PLAN CHECK#: CB941521 DATE: 05/10/95
PERMIT#: CB941521 PERMIT TYPE: CTI
PROJECT NAME: 201 SF REC. BUILDING
ADDRESS: \1626 FILABEE CT Lot#
CONTACT PERSON/PHONE#: L4)U/930-1528
SEWER DIST: WATER DIST:
DATE
INSPECTED: < ,IW?IAPPROVED V DISAPPROVED -
DATE
INSPECTED: APPROVED - DISAPPROVED -
DATE
INSPECTED: APPROVED - DISAPPROVED -
BY:
BY:
INSPECTED
BY:
COMMENTS:
FINAL BUILDING INSPECTION
DEPT: BUILDING ENGINEERING FIRE PLANNING U/M WATER
PLAN CHECK#: CB941521 DATE: 05/10/95
PERNIT#: CB941521 PERMIT TYPE: CTI
PROJECT NAME: 201 SF REC. BUILDING
ADDRESS: 1626 FILABEE CT Lot#
CONTACT PERSON/PHONE#: LOU/930-1528
SEWER DIST: WATER DIST:
========-=======--==--====-==============================================
INSPECTED DATE
BY: 7 INSPECTED: "'-' APPROVED DISAPPROVED -
INSPECTED DATE
BY: INSPECTED: APPROVED - DISAPPROVED
INSPECTED DATE
BY: INSPECTED: APPROVED DISAPPROVED -
=============================================================================
COMMENTS:
FINAL BUILDING INSPECTION
DEPT: BUILDING ENGINEERING FIRE PLANNING U/M
PLAN CHECK#: CB941521
PEPNIT#: CB941521
PROJECT NNE: 201 SF{EC. BUILDING
WATER
DATE: 05/10/95
PERMIT TYPE: CTI
ADDRESS: 1626 FILAREE CT Lot#
CONTACT PERSON/PHONE#: LOU/930-1528
SEWER DIST: WATER DIST:
INSPECTED DATE
BY: INSPECTED: £/,-?r APPROVED ? DISAPPROVED -
INSPECTED DATE
BY: INSPECTED: APPROVED - DISAPPROVED -
INSPECTED DATE
BY: INSPECTED: APPROVED - DISAPPROVED -
----------------
COMMENTS:
CITY OF CARLSBAD
GRADING INSPECTION CHECKLIST
FOR PARTIAL SITE RELEASE
PROJECT INSPECTOR:/./,v,vcSs-v DATE:
f.
PROJECT ID AVI4A7 GRADING PERMIT NOR- lf/2
LOTS REQUESTED FOR RELEASE: Z.07 ' CL&O7'.0I/ d,c-',(
N/A = NOT APPLICABLE
= COMPLETE
0 = Incomplete or unacceptable
1st I 2nd.
V Site access to requested lots adequate and logically grouped
Site erosion control measures adequate.
Overall site adequate for health, safety and welfare of public.
Letter of request for partial release submitted
81/2" x ii" site plan showing requested lots submitted.
Compaction report from soils engineer submitted.
Engineer of work certification of work done and pad
elevations.
Geologic engineer's letter if unusual geologic, or subsurface
conditions exist.
Project conditions of approval checked for conflicts
Can water service be installed prior to bringing building
combustibles on site.
Partial release of grading for the above stated lots is approved for the purpose of building
permit issuance. Issuance of building permits is still subject to all normal City
requirements required pursuant to the building permit process.
0 Partial release of the site is denied for the following reasons:
2. 8- ?J 'VA
Project h'pector Date Project Engineer Date
Senior Inspector Date
H:\LIBRARY\ENG\WPDATAUNSPECflJORMS\PARTSITE.FRM
FINAL BUILDING INSPECTION
DEPT BUILDING ENGINEERING iFIRE
PLAN CHECK#: CB941521
PERMIT#: CB941521
PROJECT NAME: 201 SF REC. BUILDING
PLANNING U/M WATER
DATE: 05/10/95
PERMIT TYPE: CTI
ADDRESS: 7162FILAREECT - AJV) I-' Lot # 0IE C E 1 V
CONTACT PERSON/PHONE#: LOU/930-1528 fl M A, v 11 iOQi
SEWER DIST: WATER DIST:
INSPEC,ED. DATE
BY: L- INSPECTED: APPROVED APPROVED '& DISAPPROVED -
INSPECTED DATE
BY: INSPECTED: APPROVED DISAPPROVED
INSPECTED DATE
BY: INSPECTED: APPROVED - DISAPPROVED
=============================================================================
COMMENTS:
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, CA 92123
(619) 560-1468
DATE: 2/27/95
JURISDICTION: Carlsbad
PLAN CHECK NO.: 94-1521
PROJECT ADDRESS: 1626 Filaree Court
PROJECT NAME: Recreation Building
APUCANL
DICTIO
El PLAN REVIEWER
D FILE
SET: IV
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Perry Devlin
Date contacted: 2/27 (by: DY) TeleDhone #: walk in
REMARKS: 1. Please slip the following r d sheets into the city II set of the plan: sheet Al. 1,
plumbing sheet, site plan(2 sheets), PT- PT-8. This will then be a complete set of
approved plans. 2. The applicant han' the approved plans back to the city.
By: David Yao 7 Enclosures:
Esgil Corporation
F-1 GA E] CM LPC log trnsmtl.dot
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, CA 92123
(619) 560-1468
DATE: 2/10/95
JURISDICTION: Carlsbad
PLAN CHECK NO.: 94-1521
PROJECT ADDRESS: 1626 Filaree Court
PROJECT NAME: Recreation Building
SET: III
ftILCTIOiT ,)
0 PLAN REVIEWER
0 FILE
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
LI The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Perry Devlin
2035 Corte Del Nogal #160 Carlsbad CA 92009
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted:
Date contacted: (by:
LII REMARKS:
) Telephone #:
By: David Yao Enclosures:
Esgil Corporation
GA LICM LIPC 1/31 trnsmtl.dot
Carlsbad 94-1521
2/10/95
RECHECK PLAN CORRECTION LIST
JURISDICTION: Carlsbad
PROJECT ADDRESS: 1626 Filaree Court
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 1/31
REVIEWED BY: David Yao
PLAN CHECK NO.: 94-1521
SET: III
DATE RECHECK COMPLETED:
2/10/95
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the Uniform
Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical
Code and state laws regulating energy conservation, noise attenuation and disabled
access. This plan review is based on regulations enforced by the Building Department.
You may have other corrections based on laws and ordinances enforced by the
Planning Department, Engineering Department or other departments.
The following items need clarification, modification or change. All items must be
satisfied before the plans will be in conformance with the cited codes and regulations.
Per Sec. 303 (c), 1991 Uniform Building Code, the approval of the plans does not
permit the violation of any state, county or city law.
Please make all corrections on the original tracings and submit two new sets of
prints to: ESGIL CORPORATION.
To facilitate rechecking, please identify, next to each item, the sheet of the
plans upon which each correction on this sheet has been made and return this
sheet with the revised plans.
The following items have not been resolved from the previous plan reviews. The
original correction number has been given for your reference. In case you did not
keep a copy of the prior correction list, we have enclosed those pages containing
the outstanding corrections. Please contact me if you have any questions regarding
these items.
Please indicate here if any changes have been made to the plans that are not a
result of corrections from this list. If there are other changes, please briefly describe
them and where they are located on the plans. Have changes been made not
resulting from this list?
IYes LJNo
Carlsbad 94-1521
2/10/95
. PLANS
1. Please make all corrections on the original tracings and submit two new sets of
prints, to:
Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California
92123, (619) 560-1468.
. SITE PLAN
6. Clearly dimension building setbacks from property lines, street centerlines, and
from all adjacent buildings and structures on the site plan.
The project is 14 feet from future unit 79. Show on the plan the assumed
property line between the buildings. It may need one hour wall without opening
at the rear wall. Check table 5-A and specify the type of construction, occupancy
group of unit 79 on the plan.
. FOUNDATION
Specify on the foundation plan or structural specifications sheet the soil
classification, the soils expansion index and the design bearing capacity of the
foundation. Section 2905(c).
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 soil report are properly incorporated
into the plans. (When required by the soil report).(see page 19 of the report
dated 3/10/94)
The soils engineer recommended that he/she review the foundation excavations.
Note on the foundation plan that "Prior to the contractor requesting a Building
Department foundation inspection, the soils engineer shall advise the building
official in writing that:
The building pad was prepared in accordance with the soils report,
The utility trenches have been properly backfilled and compacted, and
The foundation excavations comply with the intent of the soils report."
Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3.
Note on the plans that hold down anchors must be tied in place prior to
foundation inspection.
. ADDITIONAL
20. Provide sheet PT-1 for general notes and special construction notes.
Carlsbad 94-1521
2/10/95
21. Note on the plan that the bathrooms are for the tenant and their guest only.
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:
El Yes El No
23. The jurisdiction has contracted with Esgil Corporation located at 9320
Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of
619/560-1468, to perform the plan review for your project. If you have any
questions regarding these plan review items, please contact David Yao at Esgil
Corporation. Thank you.
PLUMBING, MECHANICAL AND ENERGY CORRECTIONS
PLAN REVIEW NUMBER: 94-1521 SET: III
PLAN REVIEWER: Glen Adamek
Provide two blue line copies of plumbing plan.
1. Correct the water line sizing calculations. Water lines are undersized, as
per Table 10-2.
a) Correct the fixture units. UPC, Table 10-1.
Water closets are 5 fixture units each.
Lavatories are 2 fixture units each.
Shower is 4 fixture units.
Drinking fountain is 2 fixture units.
b) Clearly show pressure loss for elevation, as per UPC, Section 1009(h).
Carlsbad 94-1521
2/10/95
3. Detail how trap seal is to be maintained at floor drain in the pool
equipment room. UPC, Section 707. (Trap primer)
5. Show 1/4 inch per 12 inches slop on drain and waste lines. UPC, Section
407.
10. Clearly show shower control valve is pressure balance of thermostatic
mixing valve type. UPC, Section 909(g).
Note: If you have any questions regarding this plan review list please contact Glen
Adamek at (619) 560-1468. To speed the review process, note on this list (or a
copy) where the corrected items have been addressed on the plans.
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, CA 92123
(619) 560-1468
DATE: 1/5/95
JURISDICTION: Carlsbad
PLAN CHECK NO.: 94-1521
PROJECT ADDRESS: 1626 Filaree Court
PROJECT NAME: Recreation Building
U APPLICANT
U PLAN REVIEWER
U FILE
SET: II
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plans transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Perry Devlin
2035 Corte Del Nogal #160 Carlsbad CA 92009
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted:
Date contacted: (by:
REMARKS:
By: David Yao
Esgil Corporation
GA F] CM LIPC
) Telephone #:
Enclosures:
12/27/94 trnsmtl.dot
Carlsbad 94-1521
1/5/95
RECHECK PLAN CORRECTION LIST
JURISDICTION: Carlsbad
PROJECT ADDRESS: 1626 Filaree Court
DATE PLAN RECEIVED BY
ESGIL CORPORATION: 12/27/94
REVIEWED BY: David Yao
PLAN CHECK NO.: 94-1521
SET: II
DATE RECHECK COMPLETED:
1/5/95
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the Uniform
Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical
Code and state laws regulating energy conservation, noise attenuation and disabled
access. This plan review is based on regulations enforced by the Building Department.
You may have other corrections based on laws and ordinances enforced by the
Planning Department, Engineering Department or other departments.
The following items need clarification, modification or change. All items must be
satisfied before the plans will be in conformance with the cited codes and regulations.
Per Sec. 303 (c), 1991 Uniform Building Code, the approval of the plans does not
permit the violation of any state, county or city law.
Please make all corrections on the original tracings and submit two new sets of
prints to: ESGIL CORPORATION.
To facilitate rechecking, please identify, next to each item, the sheet of the
plans upon which each correction on this sheet has been made and return this
sheet with the revised plans.
The following items have not been resolved from the previous plan reviews. The
original correction number has been given for your reference. In case you did not
keep a copy of the prior correction list, we have enclosed those pages containing
the outstanding corrections. Please contact me if you have any questions regarding
these items.
Please indicate here if any changes have been made to the plans that are not a
result of corrections from this list. If there are other changes, please briefly describe
them and where they are located on the plans. Have changes been made not
resulting from this list?
DYes DNo
Carlsbad 94-1521
1/5/95
. PLANS
Please make all corrections on the original tracings and submit two new sets of
prints, to:
Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California
92123, (619) 560-1468.
. SITE PLAN
Provide a fully dimensioned site plan drawn to scale. Show north arrow, property
lines, easements, streets, existing and proposed buildings and structures.
Provide a statement on the site plan stating: "All property lines, easements and
buildings, both existing and proposed, are shown on this site plan".
Show on the site plan all proposed walls, retaining walls and fences. Specify
their heights on the plans. Provide construction details if a part of this permit.
Clearly dimension building setbacks from property lines, street centerlines, and
from all adjacent buildings and structures on the site plan.
. FOUNDATION
Specify on the foundation plan or structural specifications sheet the soil
classification, the soils expansion index and the design bearing capacity of the
foundation. Section 2905(c).
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 thesoil report are properly incorporated
into the plans. (When required by the soil report).(see page 19 of the report
dated 3/10/94)
The soils engineer recommended that he/she review the foundation excavations.
Note on the foundation plan that "Prior to the contractor requesting a Building
Department foundation inspection, the soils engineer shall advise the building
official in writing that:
The building pad was prepared in accordance with the soils report,
The utility trenches have been properly backfilled and compacted, and
The foundation excavations comply with the intent of the soils report."
Carlsbad 94-1521
1/5/95
13. Dimension foundations per Table 29-A.
Floors Footing
Supported* Stemwall Width Depth Thickness
1 6" 12" 12" 6"
2 8" 15" 18" 7"
3 10" 18" 24" 8"
*Foundations may support a roof in addition to the floors. Where only a roof is
supported, use foundation for one floor.
Show foundation sills to be pressure treated, or equal. Section 2516 (C) 3.
Note on the plans that hold down anchors must be tied in place prior to
foundation inspection.
. ADDITIONAL
Provide sheet PT-1 for general notes and special construction notes.
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:
UYes L3 No
23. The jurisdiction has contracted with Esgil Corporation located at 9320
Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of
619/560-1468, to perform the plan review for your project. If you have any
questions regarding these plan review items, please contact David Yao at Esgil
Corporation. Thank you.
Carlsbad 94-1521
1/5/95
PLUMBING, MECHANICAL AND ENERGY CORRECTIONS
JURISDICTION: Carlsbad DATE: 1/5/95
PLAN REVIEW NUMBER: 94-1521 SET: II
PLAN REVIEWER: Glen Adamek
NOTE: No response to this list received with submittal of revised plans.
Provide water line sizing calculations, including the water pressure, pressure
losses, developed pipe length, and water demands. UPC Section 1009.
Provide drain, waste and vent plans.
Detail how floor drain trap seal is to be maintained. UPC Section 707 (floor drain
trap priming).
Show P & T valve on water heater and detail drain line route from P & T valve to
the exterior. UPC Section 1007(e).
Show 1/4" per 12" slope on drain and waste lines. UPC Section 407.
Show water heater size, and type on plans. UPC, Section 1301.
Provide gas line plans and calculations, showing pipe lengths and gas demands.
UPC Section 1219.
Show T and P valve on water heater and show route of discharge line to exterior.
UPC, Section 1007 (e).
Clearly show the type of water closets to be used, flush valve or tank?
Shower control valve must be pressure balance or thermostatic mixing valves.
UPC Section 909(g)
Note: If you have any questions regarding this plan review list please contact Glen
Adamek at (619) 560-1468. To speed the review process, note on this list (or a
copy) where the corrected items have been addressed on the plans.
ESGIL CORPORATION
9320 CHESAPEAKE DR., SUITE 208
SAN DIEGO, CA 92123
(619) 560-1468
DATE: 12/7/94
JURISDICTION: Carlsbad
PLAN CHECK NO.: 94-1521
PROJECT ADDRESS: 1626 Filaree Court
PROJECT NAME: Recreation Building
O APPLI
4 LAN REVIEWER.
0 FILE
SET: I
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
The plaps transmitted herewith will substantially comply with the jurisdiction's building codes
when minor deficiencies identified below are resolved and checked by building department staff.
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
The applicant's copy of the check list has been sent to:
Perry Devlin
2035 Corte Del Nogal #160 Carlsbad CA 92009
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted:
Date contacted: (by: ) Telephone #:
REMARKS:
By: David YAo Enclosures:
Esgil Corporation
GA CM PC 11/28/94 trnsmtl.dot
Carlsbad 94-1521
12/7/94
PLAN REVIEW CORRECTION LIST
COMMERCIAL
PLAN CHECK NO.: 94-1521
OCCUPANCY: B-2
TYPE OF CONSTRUCTION: V-N
ALLOWABLE FLOOR AREA: 8000 sq.ft.
SPRINKLERS?: no
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION: 11/22/94
DATE INITIAL PLAN REVIEW
COMPLETED: 12/7/94
JURISDICTION: Carlsbad
USE: restroom
ACTUAL AREA: 210 sq.ft.
STORIES: 1
HEIGHT: -9 ft.
OCCUPANT LOAD: 1
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 11/28/94
PLAN REVIEWER: David YAo
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 ordinances enforced 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.
Code sections cited are based on the 1991 UBC.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 303 (c),
1991 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
To speed up the recheck process, please note on this list (or a copy) where each
correction item has been addressed, i.e., plan sheet number, specification section. etc.
Be sure to enclose the marked up list when you submit the revised plans.
LIST NO. 22, GENERAL COMMERCIAL WITHOUT ENERGY OR POLICY SUPPLEMENTS (1991 UBC) comforw.dot
Carlsbad 94-1521
12/7/94
. PLANS
Please make all corrections on the original tracings and submit two new sets of
prints, to:
Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California
92123, (619) 560-1468.
GENERAL
Provide the site address and a vicinity sketch on the Title Sheet.
. SITE PLAN
Provide a fully dimensioned site plan drawn to scale. Show north arrow, property
lines, easements, streets, existing and proposed buildings and structures.
Provide a statement on the site plan stating: "All property lines, easements and
buildings, both existing and proposed, are shown on this site plan".
Show on the site plan all proposed walls, retaining walls and fences. Specify
their heights on the plans. Provide construction details if a part of this permit.
Clearly dimension building setbacks from property lines, street centerlines, and
from all adjacent buildings and structures on the site plan.
Show dimensioned parking layout including any required disabled access
spaces.
. FOUNDATION
Specify on the foundation plan or structural specifications sheet the soil
classification, the soils expansion index and the design bearing capacity of the
foundation. Section 2905(c).
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 soil report are properly incorporated
into the plans. (When required by the soil report).(see page 19 of the report
dated 3/10/94)
The soils engineer recommended that he/she review the foundation excavations.
Note on the foundation plan that "Prior to the contractor requesting a Building
Department foundation inspection, the soils engineer shall advise the building
official in writing that:
The building pad was prepared in accordance with the soils report,
The utility trenches have been properly backfilled and compacted, and
The foundation excavations comply with the intent of the soils report."
Carlsbad 94-1521
12/7/94
Note on the plans that wood shall be 6 inches above finish grade. Section
2907(a).
Note on plans that surface water will drain away from building and show
drainage pattern and key elevations. Section 2905 (f).
Dimension foundations per Table 29-A.
Floors Footing
Supported* Stemwall Width Depth Thickness
1 6" 12" 12" 6"
2 8" 15" 18" 7"
3 10" 18" 24" 8"
*Foundations may support a roof in addition to the floors. Where only a roof is
supported, use foundation for one floor.
Show foundation sills to be pressure treated, or equal. Section 2516 (c) 3.
Note on the plans that hold down anchors must be tied in place prior to
foundation inspection.
Show adequate footings under all bearing walls and shear walls. Section 2907
(b),If this project is in the area of existing fill, post-tensiones foundation systems
are recommended per soils engineer.Otherwise the foundation design shall
follow the recommendations at page 14 and 15 of the soils report. (3/10/94)
. FRAMING
Provide truss details and truss calculations for this project. Specify on the plans
the truss identification numbers.
Note on the plans that "all weather-exposed surfaces shall have a
weather-resistive barrier to protect the interior wall covering and that exterior
openings shall be flashed in such a manner as to make them weatherproof'.
Section 1708.
. TITLE 24 DISABLED ACCESS
Provide note and details on the plans to show compliance with the enclosed
Disabled Access Review List. Disabled access requirements may be more
restrictive than the UBC.
Carlsbad 94-1521
12/7/94
. ADDITIONAL
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:
DYes E3 No
22. The jurisdiction has contracted with Esgil Corporation located at 9320
Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of
619/560-1468, to perform the plan review for your project. If you have any
questions regarding these plan review items, please contact David YAo at Esgil
Corporation. Thank you.
DEPARTMENT OF STATE ARCHITECTURE-NON RESIDENTIAL
TITLE 24 DISABLED ACCESS REQUIREMENTS
SCOPE: (Show paths of travels from the condominiums to the rest rooms comply
with all the disabled access requirements)
The following disabled access items are taken from the 1991 edition of California
Administrative Code Title 24, applicable as of April 1, 1994. Per section 110 B, all publicly
and privately funded public accommodations and commercial facilities shall be accessible
to persons with physical disabilities as follows:
Any building, structure, facility, complex, or improved area, or portions
thereof, which are used by the general public.
Any sanitary facilities which are made available for the public, clients, or
employees in such accommodations or facilities.
Any curb or sidewalk intended for public use that is constructed with private
funds.
All existing accommodations when alterations, structural repairs or additions
are made to such accommodations.
GENERAL: To assure that barrier-free design is incorporated in all buildings, facilities,
site work and other improvements, these standards apply to all additions, alterations and
structural repairs. These standards incorporate the requirements covered in Title 11 and Ill
Carlsbad 94-1521
12/7/94
of the Americans with Disabilities Act of 1990. Items preceded with an asterisk (*) are
examples of changes that have occurred since the previous regulations.
NOTE: All Figures and Tables referenced in this checklist are printed in California
Administrative Code, Title 24.
. SITE ACCESSIBILITY
Site development and grading shall be designed to provide access to all entrances
and exterior ground floor exits, and access to normal paths of travel, and where
necessary to provide access, shall incorporate pedestrian ramps, curb ramps, etc.
*When more than one building or facility is located on a site, accessible routes of
travel shall be provided between buildings and accessible site facilities.
At every primary public entrance and at every major function along or leading to an
accessible route of travel, there shall be a sign displaying the international symbol
of accessibility. Signs shall indicate the direction to accessible building entrances
and facilities.
CURB RAMPS
NOTE: See Figures 31-19A through 31-22.
Curb ramps shall be constructed at each corner of street intersections and where a
pedestrian way crosses a curb per section 31 06A(e).
Curb ramps shall be a minimum of 48" wide with a maximum slope of 1:12
(8.33%), per sections 3106A(e)2 and 3106A(e)5. The lower end of each curb ramp
shall have a 1/2 "lip be beveled at 45 degrees.
*The landing at the top of the curb shall be level and 48" minimum depth for the
entire width of the curb ramp or the slope of the fanned or flared sides shall not
exceed 1:8 (12.5%), per section 3106A(e)4.
The surface of all curb ramps and its flared sides shall be slip resistant and
contrasting from the adjacent sidewalk finish per section 31 06A(e)6.
All curb ramps shall have a grooved border 12" wide at the level surface of the
sidewalk along the top and each side approximately 3/411 on center per section
3106(e)7.
*Detectable warnings extending the full width and depth of the curb ramp inside
the grooved border if the slope is between 1:15 (6.66%) and 1:20 (5%), per section
3106A(e)8. This shall consist of raised truncated domes with a diameter of 0.9 at
the base tapering to 0.45" at the top. Spacing shall be 2.35" center-to-center.
NOTE: See Figure 31-23.
Carlsbad 94-1521
12/7/94
Locate curb ramps to prevent obstruction by blocked cars per section 3106A(e)9.
The slope of adjacent surfaces, including street and gutter, within 4 feet of ramps
shall be limited to a maximum of 1:20 (5%), per section 3106A(e).
WALKS AND SIDEWALKS
Ii. Walks sloping greater than 1:20 (5%) must comply with the ramp requirements of
section 3307 per section 3324(c).
Walks shall be 48" minimum in width and have slip resistant surfaces.
The maximum cross slope shall not exceed 1/411 per foot per section 3324(a).3 If
the enforcing agency finds that an unreasonable hardship exists, then the
maximum cross slope may be increased to a maximum of 1/211 per foot for
distances not to exceed 20 feet.
Abrupt level changes shall not exceed /2 along any accessible route. When
changes do occur, they shall be beveled with a slope of no greater than 1:2. Level
changes of 1/411 or less may be vertical. Note: If level changes exceed 1/2",they
must comply with requirements of curb ramps.
At each gate or door, a 60" x 60" level area is required when the gate or door
swings toward the walk per section 3324(e). Walks shall extend 24" minimum to
the side of the strike edge of a door or gate that swings toward the walk.
NOTE: See Figure 33-2.
Provide 80" minimum headroom from all walkway surfaces to any obstruction per
section 3325(b).
At walks with continuous gradients, level areas at least 5'0" long at intervals of 400
feet are required per section 3324(f).
Grating openings are to be limited to a maximum of 1/211 in the direction of travel per
section 3324(b).
Provide 36" wide detectable warning material at the boundary between walkways
and vehicular ways. Material shall comply with criteria of section 3325A(c)1, per
section 3325(e).
*Where more than one route is provided, all routes shall be made accessible per
section 3103A(i)2.
Carlsbad 94-1521
12/7/94
. PEDESTRIAN RAMPS
20. A path of travel with a slope exceeding 1:20 (5%) shall be considered a ramp per
section 3307(a.1). Handrails are required to be provided at each side of
ramps.
21. The maximum allowable slope for accessible ramps is 1:12 (8.33%), per section
3307(e.1)1. *provide the least possible slope for all ramps.
22. The maximum cross slope at walks, and sidewalks shall not exceed 1/41t per foot
(2%) per section 3324(a)3. If the enforcing agency finds that an unreasonable
hardship exists, then the maximum cross slope may be increased to a maximum of
'2 per foot (4%) for distances not to exceed 20 feet.
23. Ramp surfaces shall be slip resistant, per section 3307(g).
24. Landings are required at the top and bottom of all ramps, per section 3307(d.1).
The bottom landing shall be a minimum of 72" in the direction of travel and the top
landing shall be a minimum of 60" x 60".
25. A 60" intermediate landing is required at maximum elevation changes of 30". A 72"
landing is required at direction changes exceeding 30 degrees per section
3307(d. 1)6.
26. When a door swings over the top landing, the minimum depth of the landing shall
equal to the door width, plus 42", per section 3307(d.1).
27. Strike edge distances to door shall be 24" at exterior ramps (and 18" at interior
ramps), per section 3307(d.1).
28. *When the slope of ramps exceeds 1:20 (5%), handrails are required at each side,
per section 3307(e.1).
29. Handrails shall be 11/4t to 1'/" in cross section and placed a minimum of 11/2!! from
walls, per section 3307(e.1).
30. Per section 3307(e.1), handrails shall meet the following requirements:
Be continuous.
*Located 34" to 38" in height above the ramp surface.
Have 12" extensions beyond the top and bottom.
Ends shall be returned.
31. If ramp exceeds 10'0" in length (and ramp is not bounded by walls, curbs or wheel
guides shall be provided, per section 3307(h.1).
Carlsbad 94-1521
12/7/94
32. *Wall surfaces, adjacent to handrails, shall be free of sharp or abrasive elements,
(i.e., no stucco), per section 3307(e.1).
. DOORS
33. Per section 3304(c.1), all hand-activated door opening hardware shall meet the
following requirements:
Shall be centered between 30" and 44" above the floor.
Latching and locking doors that are in a path of travel shall be operated with
a single effort by lever type hardware, panic bars, push-pull activating bars
or other hardware designed to provide passage without the ability to grasp
the opening hardware.
34. The lower 10" of all doors shall be smooth and uninterrupted to allow the door to
be opened by a wheelchair footrest without creating a trap or hazardous condition.
Narrow frame doors may use a 10" high smooth panel on the push side of the
door.
35. The width of the level area, on the side to which a door (or gate) swings, shall be
as follows per section 3304(i.1):
a) *Extend 12" past the strike edge on the push side if door has latch and
closer. (men)
. SANITARY FACILITIES
36. Doorways leading to men's sanitary facilities shall be identified by an equilateral
triangle 1/4!! thick with edges 12" long and a vortex pointing upward. Women's
facilities shall be identified by a circle, 1/4!! thick, 12" in diameter. Unisex facilities
shall be identified by a circle with a triangle superimposed on the circle and
within the 12" diameter. The required symbols shall be centered on the door at a
height of 60". *See section 3105A(b)1 .D. See 3105A(e)10 for additional signage.
. SINGLE ACCOMMODATION FACILITIES
37. The water closet shall be located in a space which provides a minimum 28" clear
space from a fixture or 32" clear space from a wall on one side. A minimum of 48"
clear space shall be provided in front of the water closet.
. RESTROOM FIXTURES AND ACCESSORIES
38. In new construction, water closets in accessible restrooms shall meet the following
requirements per section 5-1502:
a) The controls shall be operable with one hand and shall not require tight
grasping, pinching or twisting of the wrist.
Carlsbad 94-1521
12/7/94
The controls for flush valves shall be mounted on the side of the toilet area
and be no more than 44" above the floor.
The force required to activate the controls shall be no greater than 5
pounds of force.
In alterations where the existing fixture is less than 15" high, a 3" seat shall
be permitted.
39. Urinals in accessible restrooms shall meet the following requirements per section
3105A(h)4. and 5-1503:
The rim of at least one urinal shall project 14" from the wall and be located
17" maximum above the floor.
The force required to activate the flush valve shall be a maximum of 5
pounds of force.
The control mechanism shall be located a maximum of 44" above the floor.
A minimum of 30" x 48" clear floor space shall be provided in front of the
urinal.
40. Lavatories shall comply with the following requirements per section 3105A(b)4.A.,
3105A(h)4. and 5-1504:
A minimum of 30" x 48" clear space shall be provided in front of the lavatory
for forward approach. The clear space may include knee and toe space
beneath the fixture.
The clear space beneath lavatories shall be a minimum of 29" high x 30"
wide x 8" deep at the top and 9" high x 30" wide and 17" deep at the bottom
from the front of the fixture. The maximum height of the counter top shall be
34"
All hot water and drain pipes under the lavatory shall be insulated.
The faucet controls and operating mechanism shall be of the type not
requiring tight grasping, pinching or twisting of the wrist and have an
operating force of not greater than 5 pounds.
If self-closing valves are used, they shall remain open for at least 10
seconds.
41. Showers and shower compartments shall comply with the requirements of sections
5-1505 and 3105A(b)5. and 6:
Compartments shall be 42" in width between wall surfaces and 48" in depth
with an entrance opening of 36" minimum.
NOTE: See Figure 31-2A.
Grab bars shall comply with section 3105A(b)3.C.(ii), (iii) and (iv). They shall
be located on walls adjacent to and opposite the seat and mounted 33" to
36" above the shower floor.
NOTE: See Figure 31-2A.
When a threshold or recessed drop is used, it shall be a maximum of '2 in
height and shall be beveled or sloped at an angle of not more than 45
degrees from the horizontal.
Carlsbad 94-1521
12/7/94
The shower floor shall slope toward the rear of the compartment to a drain
located within 6" of the rear wall. Maximum slope of the floor shall be /
per foot in any direction.
The floor surface shall be of Carborundum, grit faced tile or of material
providing equivalent slip resistance.
A folding seat located on the wall opposite the controls and mounted 18"
above the floor shall be provided.
NOTE: See Figure 31-2A.
The soapdish shall be located on the control wall at a maximum height of
40" above the shower floor.
Showers in all occupancies shall be finished as specified in section
31 05A(b)5 to a height of not less than 70" above the drain inlet.
I) Where no separate shower compartment is provided, the shower shall be
located in a corner with L-shaped grab bars extending along two adjacent
walls with a folding seat adjacent to the shower controls.
m) A flexible hand-held shower unit, with a hose at least 60" long shall be
provided with head mounting height of 48" A.F.F. Two wall-mounted heads
may be installed in lieu of the hand-held unit in areas subject to excessive
vandalism per section 5-1505.
. DRINKING FOUNTAINS
42. Where water fountains are provided they shall comply with section 3105A(d)1:
Water fountains shall be located completely in an alcove or otherwise so
positioned so as to not encroach into pedestrian ways.
The alcove in which the water fountain is located shall not be less than 32"
in width and 18" in depth.
See section 1507 of the California Plumbing Code for additional
requirements.
NOTE: See Figure 31-3 of Title 24 for specific dimension requirements.
PLUMBING, MECHANICAL AND ENERGY CORRECTIONS
PLAN REVIEWER: Glen Adamek
Provide water line sizing calculations, including the water pressure, pressure
losses, developed pipe length, and water demands. UPC Section 1009.
Provide drain, waste and vent plans.
Detail how floor drain trap seal is to be maintained. UPC Section 707 (floor drain
trap priming).
Show P & T valve on water heater and detail drain line route from P & T valve to
the exterior. UPC Section 1007(e).
Carlsbad 94-1521
12/7/94
Show 1/4" per 12" slope on drain and waste lines. UPC Section 407.
Show water heater size, and type on plans. UPC, Section 1301.
Provide gas line plans and calculations, showing pipe lengths and gas demands.
UPC Section 1219.
Show T and P valve on water heater and show route of discharge line to exterior.
UPC, Section 1007 (e).
New water closets and associated flushometer valves, if any, shall use no more
than 1.6 gallons per flush and shall meet performance standards established by
the American National Standards Institute Standard A112.19.2, and urinals and
associated flushometer valves, if any, shall use no more than one gallon per
flush and shall meet performance standards established by the American
National Standards Institute Standard A112.19.2. H & S Code, Section
17921.3(b).
Shower control valve must be pressure balance or thermostatic mixing valves.
UPC Section 909(g)
Note: If you have any questions regarding this plan review list please contact Glen
Adamek at (619) 560-1468. To speed the review process, note on this list (or a
copy) where the corrected items have been addressed on the plans.
WESTERN NATIONAL HOMES
MARCH 10, 1994 W.O. 1659-SD
PAGE 13
RECOMMENDATIONS
- POST EARTHWORK CONSTRUCTION
Foundations
Based on our observations and test results, onsite soils ap
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in expansive potential. Preliminary recommendations for fou
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below. The specific criteria to use should be based o
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performed after grading is complete.
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accordance with the following criteria.
Post-Tensioned Slabs
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design. Upon request, GSI could provide additional input
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as related to post-tensioned slab design.
Post-tensioned slabs should be designed so that the super
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over the subgrade soils. Slabs should be able to span
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the slab design.
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of sand to aid in uniform curing of the concrete and be pl
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on native materials, and the barrier should be adequ
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continuous water-proof barrier under the entire slab.
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engineering practice and be in conformance with local a
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Foundation settlements are estimated to be less than 1.
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a 20 foot span.
The foundation systems should be designed and construc
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contained in Chapters 23 and 29 of the Uniform Building
C
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.
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GeoSoils, Inc.
WESTERN NATIONAL HOMES MARCH 10, 1994 W.O. 1659-SD PAGE 14
Other than in the areas of existing fill conventional foundation and slab construction in
accordance with the following criteria may be used.
Design:
Conventional spread and continuous strip footings may be used to support the proposed
structure provided they are founded entirely in bedrock or properly compacted fill.
An allowable bearing value of 2000 pounds per square foot may be used for design of
footings which maintain a minimum width of 12 inches and a minimum depth of at least
12 inches into the properly compacted fill or bedrock. The bearing value may be
increased by one-third for seismic or other temporary loads.
For lateral sliding resistance, a 0.35 coefficient of friction may be utilized for a concrete
to soil contact when multiplied by the dead toad.
Passive earth pressure of 350 pounds per square foot per foot of bedrock or compacted
fill may be utilized in the design with a maximum earth pressure of 2500 pounds per
square foot.
When combining passive pressure and frictional resistance, the passive pressure
component should be reduced by one-third. For design of isolated poles, the allowable
passive earth pressure may be increased by one hundred percent.
If footings are proposed adjacent to descending slopes, we recommend the footings be
set back from the slope or deepened to provide a minimum horizontal distance from the
outside bottom edge of the footing to the adjacent slope face. The setback should be
equal to one-third of the slope height, to a maximum of 20 feet, but not less than 7 feet.
These recommendations are meant to be preliminary and might be adjusted based on
specific site and structural parameters, which could be analyzed on a case by case basis.
Construction:
The following recommendations may be applied to construction of foundations systems for
typical one and two story residential structures.
Exterior footings should be founded at a minimum depth of 18 inches below the lowest
adjacent ground surface. Interior footings may be founded at a depth of 12 inches below
the lowest adjacent ground surface. All footings should be reinforced with two No. 4
reinforcing bars, one placed near the top and one placed near the bottom of the footing.
2. A grade beam, reinforced as above, and at least 12 inches wide should be provided
across large (e.g. garage) entrances. The base of the grade beam should be at the same
elevation as the bottom of adjoining footings.
1 . Concrete slabs including garages, where moisture condensation is undesirable, should
be underlain with a vapor barrier consisting of a minimum of six mil polyvinyl chloride or
GeoSoils, Inc.
WESTERN NATIONAL HOMES MARCH 10, 1994 W.O. 1659-SD PAGE 15
equivalent membrane with all laps sealed. This membrane should be covered with a
minimum of one inch of sand to aid in uniform curing of the concrete.
Concrete slabs, should be reinforced with six inch by six inch, No. 10 by No. 10 (6x6
- W1.4 x W1.4) welded wire mesh. All slab reinforcement should be supported to ensure
placement near the vertical midpoint of the concrete. "Hooking" the wire mesh is not
considered an acceptable method of positioning the reinforcement.
Garage slabs should be poured separately from the residence footings and quartered with
expansion joints or saw cuts. A positive separation from the footings should be
maintained with expansion joint material to permit relative movement.
Presaturation is recommended for these soil conditions. The moisture content of the
subgrade soils should be equal to or greater than optimum moisture to a depth of 18
inches below grade in the slab areas. Prior to placing visqueen or reinforcement, soil
presaturation should be verified by this office within 48 hours of pouring slabs.
Retaining Walls
General:
The equivalent fluid pressure parameters provided assume that low expansive granular backfill
is utilized behind proposed walls. Low expansive granular backfill, should be provided behind
walls at a 1:1 projection from the heal of the foundation system. If expansive soils are used for
backfill, the parameters provided should be increased by 50 percent.
Foundation systems for any proposed retaining walls should be designed in accordance with the
recommendations presented in the Foundation Design section of this report.
Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree
of moisture protection desired.
Restrained Walls:
Any retaining walls that will be restrained prior to placing or that have male or re-entrant corners,
should be designed for at-rest equivalent fluid pressures of 60 pcf, plus any applicable
surcharge loading. For areas of male or re-entrant corners, the restrained wall design should
extend a minimum distance of twice the height of the wall laterally from the corner.
Building walls, below grade, should be water-proofed or damp-proofed, depending on the degree
of moisture protection desired.
Cantilevered Walls:
The recommendations presented below are for cantilevered retaining walls up to 10 feet high.
Active earth pressure may be used for retaining wall design, provided the top of the wall is not
restrained from minor deflections. An equivalent fluid pressure approach may be used to
compute the horizontal pressure against the wall. Appropriate fluid unit weights are given below
GeoSoils, Inc.
Carlsbad 94-1521
12/7/94
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad PLAN CHECK NO.: 94-1521
PREPARED BY: David YAo DATE: 12/7/94
BUILDING ADDRESS: 1626 Filaree Court BUILDING OCCUPANCY: B-2
TYPE OF CONSTRUCTION: V-N
BUILDING PORTION BUILDING AREA VALUATION VALUE
(sq. ft.) MULTIPLIER ($)
restroom I 201 I I
Air Conditioning
Fire Sprinklers
I TOTAL VALUE I per permit application 12,000.00
Building Permit Fee:
Plan Check Fee:
Comments:
$ 144.00
$ 93.60
Sheet I of I
valuefee.dot
City of Carlsbad
BUILDING PLANCHECK CHECKLIST
DATE:
/
PLANCHECK NO.
BUILDING"ADDESS: /6 -2 6
PROJECT DESCRIPTION: •-14'1,,9 /?,4, "7
ASSESSOR's PARCEL NUMBER: /4't4.f EST.
ENGINEERING DEPARTMENT
VALUE___________
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.
[3 A Right-of-Way permit is required prior to construction
of the following improvements:
DENIAL
Pleas see the attached report of deficiencies marked
w ,rr ithMake necessary corrections to plans or
specifications for compliance with applicable codes and
standards. Submit correctedplans and/or s ifications
to this office for review.
;&LL Y z Date:______
By: Date:_________
By: Date:_________
ATTACHMENTS
12 Dedication Application
O Dedication Checklist
12 Improvement Application
0 Improvement Checklist
[2 Future Improvement Agreement
(1 Grading Permit Application
11 Grading Submittal Checklist
O Right of Way Permit Application
0 Right of Way Permit Submittal Checklist
and Information Sheet
O Sewer Fee Information Sheet
P:\D0CS\CHKLST\8P0001.FRM
ENGINEERING DEPT. CONTACT PERSON
NAME: ,*ETi' e
City of Carlsbad
ADDRESS: 2075 Las Palmas Dr., Carlsbad, CA 92009
PHONE: (6191438-1161, Ext.
A-4
REV 05/11/94
2075 Las Palmas Dr. • Carlsbad, CA 92009-1576 • (619) 438-1161 • FAX (619) 438-0894
S
BUILDING PLANCHECK CHECKLIST
SITE PLAN
3r&
Q 0 1 Provide a fully dimensioned site plan drawn to scale. Show:
A. North Arrow D. Property Lines Easements
/ . B. Existing & Proposed Structures E. Easements
C. Existing Street Improvements F. Right-of-Way Width & Adjacent Streets
0 0 2. Show on site plan:
A. Drainage Patterns C. Existing Topography
B. Existing & Proposed Slopes
0 0 3. Include note: "Surface water to be directed away from the building foundation at a 2%
gradient for no less than 5' or 2/3 the distance to the property line (whichever Is less)."
[Per 1985 UBC 2907(d)5].
On graded sites, the top of any exterior foundation shall extend above the elevation
of the street gutter at point of discharge or the inlet of an approved drainage device -
/ a minimum of 12 inches plus two percent' (per 1990 UBC2907(d)5.).
Ei?I 0 0 4. Include on title sheet
Site address
Assessor's Parcel Number
Legal Description
For commercial/industrial buildings and tenant improvement projects, include: Total
building square footage with the square footage for each different use, existing sewer
permits showing square footage of different uses (manufacturing, warehouse, office,
etc.) previously approved.
EXISTING PERMIT NUMBER DESCRIPTION
P.\O0C3\CHKLS1\8P0001.FRM Page 1 of 4 REV oeiiiiss
C
BUILDING PLANCHECK CHECKLIST
1 SW 2nd' 3rd,/
DISCRETIONARY APPROVAL COMPLIANCE
DOD 5. Project does not comply with the following Engineering Conditions of approval for
Project No.
Conditions were complied with by: Date:_________________
DEDICATION REQUIREMENTS
O 6. Dedication for all street Rights-of-Way adjacent to the building site and any storm
drain or utility easements on the building site is required for all new buildings and for
remodels with a value at or exceeding $_____________ -pursuant to Code Section
18.40.030.
Dedication required as follows:
Attached please find an application form and submittal checklist for the dedication.
process. Provide the completed application form and the requirements on the -
checklist at the time of resubmittal.
/C3
Dedication completed by Date:
IMPROVEMENT REQUIREMENTS
ElY 0 7a. 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 Code Section 18.40.040.
Public improvements required as follows:
Please have a registered Civil Engineer prepare appropriate improvement plans and
submit them together with the requirements on the attached checklist for a separate
plancheck process through the Engineering Department. Improvement plans must be
approved, appropriate securities posted and fees paid prior to issuance of permit.
Attached please find an application form and subncfttal checklist for the public
improvements requirements. Provide the completed application form and the
requirements on the checklist at the me of resubmittal. w -3
Improvement Plans signed by: Date:
P:\DOc8\CHKLS1\8P000I.FRM Page 2 of REV 05/11/94
BUILDING PLANCHECK CHECKLIST
1 Sty' 2nd../ 3rdb1
[J 0 0 7b. Construction of the public improvements may be deferred pursuant to code Section
18.40. Please submit a recent property title report or current grant deed on the
property and processing fee of $_ so we may prepare the
necessary Future Improvement Agreement. This agreement must be signed, notarized
and approved by the City prior to issuance of a Building Permit.
Future public improvements required as follows:_____________________________
Improvement Plans signed by: Date:___________
0 0 Cl 7c. Enclosed please find your Future Improvement Agreement. Please return signed and
notarized Agreement to the Engineering Department.
Future Improvement Agreement completed by:
Date:
O 0 0 7d. 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.
GRADING PERMIT REQUIREMENTS
The conditions that invoke the need for a grading permit are found in Section 11.06.030
of the Municipal Code.
O 0 0 Ba. Inadequate information available on Site Plan to make a determination on grading
requirements. Include accurate grading quantities (cut, fill import, export).
0 0 0 8b. Grading Permit required. A separate grading plan prepared by a registered Civil
Engineer must be Submitted together with the completed application form attached.
NOTE: The Gradina Permit must be issued and rouah aradina aooroval obtained orior
to issuance of a Building Permit. - 7-/-- 3,4
Grading Inspector sign off by/7ICLZt4i i''b te:
0 0 0 Bc. No Grading Permit required.
PADOCS\CHKLS1\8P0001.FRM Page 30(4 REV 05/11/94
IV
BUILDING PLANCHECK CHECKLIST
MISCELLANEOUS PERMITS
1 SW 2fldv' 3rd./
0 0 0 9. 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, trees, driveways, tieing into public storm drain, sewer
and water utilities.
Right-of-Way permit required for
A separate Right-of-Way permit issued by the Engineering Department is required for
the following:
0 0 10. A SEWER PERMIT is required concurrent with the building permit issuance. The fee
4 is noted in the fees section on the following page.
O 0 ii. INDUSTRIAL WASTE PERMIT is required. Applicant must complete Industrial:
Waste Permit Application Form and submit for City approval prior to issuance of a
Permit. poify"
Industrial waste permit accepted by: Date:
P\Docs\cHKLs1\Bp0001.FRM Page 4 of 4 REV 05/1114
ENGINEERING DEPARTMENT ENGINEERING REVIEW SECTION
FEE CALCULATION WORKSHEET
o Estimate based on unconfirmed information from applicant.
RCalculation based on building plancheck plan submittal.'i"
Address: /16 LeC7 Bldg. Permit No.
Prepared by:' Date: Checked by: Date:_______________
EDU CALCULATIONS: List types and square footages for all uses.
Types of Use: /1/i'6 - Sq. Ft.: EDU's: /
Total EDU's:_____________________ ADT CALCULATIONS: List types and square footagee for all uses.
Types of Use:A ,'e Sq. Ft.: ADVs:___________________
,ltl fr'
Total ADT's:_____________________ FEES REQUIRED: I,
PUBLiC FACILITIES FEE REQUIRED 0 YES NO (See Building Department for amount)
WITHIN CFD: 0 YES (no bridge & thoroughfare fee, NO reduced Traffic Impact Fee)
1.PARK4N-UEU FEE PARK AREA:_________
FEE/UNIT: X NO. UNITS:______ $ 4
2.TRAFFIC IMPACT FEE
frI
ADTs: X FEE/ADT:
3. BRIDGE AND THOROUGHFARE FEE
A ADVs: X FEE/ADT:
/ 4. FACIUT1ES MANAGEMENT FEE ZONE: /9
SQ.FT.: X FEE/SO.FT.:________
95. SEWER FEE
L
.: X FEE/EDU://i=s_/e/'1
REA: DRAINAGE BASIN:
: X • FEEJEDU: '9f =$ t.,?' 1-,-a 12A-/C) 411+H SEWER LATERAL ($2,500 DEPOSIT) 4
WATER FEE
EDU's: x FEE/EDU: 2
TOTAL OF ABOVE FEES:$_57ff
4
-
PLANNING (]{EQU.IIST
Plan Check No. ( /2- t Address /Cfr.2 C 7L
Planner DAVID RICK Phone 438-1161 ext. 4328
(Name)
APN:
Type of Project and Use 7 rxc
Zone Facilities Management Zone I I
(D (in/out) #________________ circle (tFroperry in, complete SPECIAL TAX CALCULATION
WORKSHEET provided by Building Department.)
[tern Complete
Ic
. ()J [tern Incomplete - Needs your action
1,2,3 Number in circle indicates plancheck number where deficiency was
identified
0'6 0 Environmental Review Required: YES - NO -T'iPE
DATE OF COMPLETION:
Compliance with conditions of approval? if not, state conditions which require action.
Conditions of Approval
E]i 0 Discretionary Action Required: YES - TYPE
APPROVAL/RESO. NO. ______ DATE:
PROJECT NO.
OTHER RELATED CASES:
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval
California Coastal Commission Permit Required: YES ZNO -
DATE OF APPROVAL:
San Diego Coast District, 3111 Camino Del Rio North, Suite 200, San Diego, CA. 92108-1725
(619) 521-8036
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval
Inclus"OnarY Houng Feerequired: YES ___ NO
(Effective date of tnclusionaiy Housing Ordinance - May 21, 1993.)
Site Plan:
Provide a fully dimensioned site plan drawn to scale. Show: North
arrow, property lines, easements, existing and proposed structures,
streets, existing street improvements, right-of-way width, dimensioned
setbacks and existing topogrphical lines.
Provide legal description of property, and assessor's parcel number.
Required. Shown
Required . Shown
Required Shown
Required Shown
Required Shown
Required Shown
Spaces Required Shown
Guest Spaces Required Shown
Zoning-
Setbacks:
Front:
Int. Side:
Street Side:
Rear:
Lot coverage:
Height:
Parking:
Additional Comments
j ci t I.
-
01< TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE _/2 f-9Y
- I t rek4a(
ell or
PLNCK.FRM
FRANK RRDMF1CHER ASSOC. ID:714-832-5721 DEC 06'94 14:31 No.002 P.02
t V
$$S4* I..4SS$3ISISISt.$....? .
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PLAN 2 PLAN 4R
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L______
PAD ,4a1 i 4b/l6.1'
PNY1I :
AVIARA AREA 7
C.T. NO. 90-5
1 I I
I
IPk ' FNK
IJ ADMACHER
AM tASSOCIATtS, INC.
J Land.:ie Architects
' ?.2'.77 ' IA.. (714) 832-5721
1 Yorba Street, Suite
PLAN 4R
ITTTI
i•
k1 GOUVIS ENGINEERING
• NEWPORT BEACH • PALM SPRINGS• SAN DIEGO • LAS VEGAS
STRUCTURAL CALCULATIONS FOR
A 124 UNIT APARTMENT COMPLEX
i•
"AVIARA
JOB NO. : 11812
DATE : 02/10/94
• PLAN NO. :POOL BUILDING
ADDRESS : AREA SEVEN
LOCATION CARLSBAD, SAN DIEGO COUNTY, CA
DEVELOPER : BARRATT AMERICAN, INC.
ARCHITECT : THE KTGY GROUP, INCORPORATED
• DESIGN CRITERIA:
CODE: 1991 UBC, EXPOSURE: B, SEISMIC ZONE: 4, WIND SPEED: 70 MPH
WOOD SPECIES: DOUGLAS FIR LARCH (NORTH) 19% MOISTURE CONTENT
4X MEMBERS NO. 2 OR BETTER
6X, 8X BEAMS & HEADERS NO. 1 OR BETTER
2X JOISTS & RAFTERS NO. 2 OR BETTER
• PLATES AND BLOCKING STUD GRADE OR BETTER
STUDS STUD GRADE OR BETTER
MUD SILLS PRESSURE TREATED UTILITY GRADE OR BETTER
ULTIMATE STRENGTH CONCRETE: 2500 PSI (MIN) (U.N.O.)
ULTIMATE COMPRESSIVE STRENGTH MASONRY: 1500 PSI (U.N.O.)
STRUCTURAL STEEL (A36) (U.N.O.)
• POST TENSION FOUNDATION SYSTEM (BY OTHERS)
SOILS AND GEOLOGY:
SOILS REPORT BY: ICG INC, 04-8357-002-00-01 02/06/91
ALLOWABLE SOIL BEARING PRESSURE: 2500 PSF
NOTE: THIS REPORT TO BE CONSIDERED AS A PART OF THESE CALCULATIONS IN
• ALL OF ITS REQUIREMENTS.
• f74 J ä\\ NO : RESTR! OF THESE CALCULATIONS. 1- *0 -
T T ED CALC AF-ALID ONLY WHEN BEARING ORIGINAL
S dF J. , REON. P}OTO COPY IS VOID.
• __________
SAE C ECUTIVE,6FFI,IER, RCE 38276
GOUVI c3J CA . XP. DATE 03/31/97
4400 CAMPUS DRIVE . NEWPORT BEACH, CALIFORNIA 92660 • (714) 752-1612 • FAX (714) 752-5321
2150 EAST TAHQUITZ CANYON, SUITE 9 • PALM SPRINGS, CALIFORNIA 92262 . (619)323-5090 FAX (619)325-2863 . 1747 HANCOCK STREET, SUITE B • SAN DIEGO, CALIFORNIA 92101 • (619) 295-5174 • FAX (619) 295-1579
1515 E. TROPICANA AVENUE, SUITE 655A LAS VEGAS, NEVADA 89119 • (702) 597-2005 • FAX (702) 597-0905
is
19
10
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• '• - • 4 -'- WA 4 4c't r
• I
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GOUVIS ENCtNEERJJG
9T: 3
JOB NO-
DATE
P L A N: Q91T:
DATE
.FE196 TO BEAM
..
Or
GOUVIS ENGINEERING SHEET. 4
STANDARD NOTES......
ROOF RAFTER/JOIST SPAN T4A3LE: OR. NO. 2
NOTE: TL DR: L/24ø
IL 0A: L/36ø
FLAT TILE SHAKE TILE SLOPE ,. . . , • • . <4: 12 (4: 12 >4.: 12 >4: 12
Li /. DL -. 10.16.0. 20./15.0 20./18.0 16.111.0:.
SIZE SPC. cic JST RET RFT 'RFT RF\
77
12 .•~Ao "Ø 8-4 8-1 9-1 "8-5'. .2x4 16 9-10 7L7 7-4 8-3 7-'8 24 8-7 6-7 6-5 7-3 6-8-
12 '17-0 : 13.-i' . .12-9 14-3 .13-3 2 x 6 16 15-5 11-11 11-7 13-0 12-0 24. . 13 - 6 10 - 5 10 - 1 11 - 4 10 - 6
12 22 - 5 17 3 . 16 - 10 18 - 10 17- 5 2 x 8 16 20-4 15-8 15-3 17-1 15-10 24 . 17-.9- 13 - 8 13-4 14- 11 13- 10 -
12 28-7. 22-0 21-5 24-0 22-3 2 x 10 16 22 - 0 - 20 -- 0 . 19 - 6 ' 21-- 10 20 - 2 24 22 - 8 17 - 6 171 - 0 19 - 1 17 - 8
12 34 - 9 26 - 9 26 - 1 29 - 2 27 - 1 2 x 12 16 31 - 7 24 - 4 23 - 8 26 - 6 24 - 7 24 27-7 21-3 20-8 23-2 21-6
• 12 40- 11 31-7 30-8 34-5 31- 10 2 x 14 16 37 - 2 28 - 8 27 - 11 31 - 3 28 - 11 24 .32 - 6 25 - 0 24 - 4 27 - 4 25 - 3
Em
0
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0
GOUVIS ENGINEERING S-T: 5
- I STA11]IARD NOTES . •- • -
MAXIMUM. SPAN TABLE FOR OFL Na 2 FLOOR JOIST1 ,
I— U) ......-V) I— — OZO: <(0
JO o o oo 0 z. 00 I'-.
ti ILI 0 -
TL OR-: L/36ø 0 i °--
. (I) 0 04 U I— td LLcFL:L/a6ø zk' Id 's... zc (LI - Id Or) . g- - g-o .
.
.le 0 -
cq
-.-! o"..... Q.J0. .O0 - 0JO
40.0/12.0 40.0/17.0 40.0/20.0 400/24.0 60.0/12.0 50.0/44.0
SIZE SPC FLR. JST. ftR. JST.. ait £1. aR. .JST. FIR. JST. ftt'-
12 7-0 7-0. - 7-0 6-10 6-1. --..6--O. 16 -.6-4".6-4 6-4 6-2 5-6' 2x4 16 5-2 5-2 5-2
24 5-6 5-5. . . - 5-4 -'.. 5-2 . 4-10: . .4-1..
12 11.;
q 147 16 - 9-10 9-3 - 8-8 -' 2x6 16 8-0 8-2 8-0 7-8 .7-3 6-5
24
9-11 .........
8-5 8-0 7-10 7-7 7-2 6-3.
12 14-5 14-5 14-5 14-1 12-7 11-T--
16 13-1 12-11 12-7 12-2 11-5 10-1 2x8 16 10-8 10-6 - 10-3 9-11 9-4 8-3
24 11-1 10-7. .10-3 10-0 9-5
12 18-5 18-5 18-5 18-0 16-1 14-10
16 16-9 16-6 16-1 15-7 14-7 12-1(} 2x10 16 14-1 13-11 13-6 13-1 12-3 10-10
24 14-1 13-6 13-2 12-9 12-0 10-6
12 22-5 22-5 22-5 21-10 19-7 18-0
16 20-4 20-1 19-7 18-11 17-9 15-7 2x12 16 16-10 16-8 16-3 15-8 14-8 12-10 24 17-2 16-5 16-0 15-5 14-7 12-9
12 26-4 26-4 26-4 25-9 23-0 21-3
16 23-11 23-8 23-0 22-4 20-11 18-5 2x14 16 19-8 19-5 . 18-11 18-4 17-2 15-2 24 20-2 19-4 18-10 18-2 17-2 15-0
NOM -
1 THE MAXIMUM SPAN IS BASED ON THE MAXIMUM ALLOWABLE STRESSES OR OEFLEC11ON (1/240 FOR TOTAL LOADS DEflECTiON OR 1/360 FOR U'€ LOADS DEFLECTION)
THIS MAXIMUM SPAN SCHEDULE IS PRO1OED FOR THE CONTROL OF BOUNCE OR TRAMPOLINE EFFECT OF FLOOR JOIST
[]
I Va. 03110=1
SHEAR TRANSFER / CONNECTION DETAIL
LA
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-
I GOUVIS ENGINEERING T: 6
STAt'C4SRO NOTES - ...
fl
WHEN U9C RAT N]ETE TILE FUR IG MA1BAL PLEASE BE AWAI€ THE SPAN OF RIF RAFTERS PR)VICE) IN ATTACHED TAaE MEETS S ALL S1RC1UL DIE FENTS I-OWEVBR. W-84 USED TO MA)&N ALLOWABLE SPAN F(AFTIEFIS MAY 9-OW C R...ECTD'4 OR SAG OE TO THE NATURE AND APPEARANCE OF 5101 TLE MATERIAL
WE SUGGEST TEE USE OF R..FUW BEANS TO OR TIME SPAN OF TEE 2 x 13 ROOF RAFTERS TO 6-0 AND 2 x 2 RAFTERS TO 20'-6 MA)GM..M WFEN SPACED AT ON Ca4TSR. Al_SQ,*UlSE TEE OETAL sanw FOR D3t€TRCTO4 TO urr TEE oeeiiai.
AT 12" O.C. AT 16" O.C. . AT 20" O.C.
2 x 4 5-9" 5-2"
2 x 6 9-1" 8'-3" 7-O"
2 x 8 12-1" 10-8' 9-0"
2 x 10 15-2 14-1'
2 .x 12 - 18'-6" - - - 16s- 10" 14'-O"
2 x 14 21' 10" 19'-8" 16'-6"
.ic
- -•&
GOUVIS ENGINEERING S-EET: 7 M(i
STANDARD NOTES......
TEE FOLLDWVG TABLE RAS BEEN OEATB3 AS A GLICE. TO ASSIST IN .TEE Q)ffRL OR THE
BON OR TRIMI1iE U ILL1 OF FE9[B4TLAL Rfl(]R .CST OF VAIIOIS 9ZES AND FE-LATUG TO TI-ER MGMJ4 SPANS TO M4MZE THE SO U i UT. .
I
GOUVIS ENGINEERING S-T: ô
- STANDARD NOTES- •. -
Ll SHEAR WALL SCHEDULE
1991 UNIFORM BUILDING CODE - REVISED 06/01/92
fl SHEAR WALL IS OK BY STANDARD CONSTRUCTION () ...................1005/' (SEE UBC 2517 G-3) USE EITHER 2, 3. 8. OR 10 SHEAR PANEL TYPES
2 THROUGH 7 MUST. BE APPLIED IN ACCORDANCE Will-I REQUIREMENTS OF TABLE 47-1 OF UBC
lIZ' DRYWALL WITH 50 COOLER NAILS AT 7" O.C. ALL EDGES AND FIELD () . ..100#/'-
5/8" DRYWALL WITH 6D COOLER NAILS AT 7" O.C. ALL EDGES AND FIELD ().... 1005/'
1/2" DRYWALL WITH 5D COOLER NAILS AT 4" O.0 All EDGES AND FIELD
518" DRYWALL WITH .60 COOLER NAILS AT 4" O.C. ALL EDGES AND FIELD ()....;1251,(
1/2" BLOCKED DRYWALL WITH 5D COOLER NAILS AT 4" O.C. ALL EDGES.
BLOCKING. AND FIELD(•) ...............................................................1501/'
5/8" BLOCKED DRYWALL WIN 6D COOLER NAILS AT 4" O.C. ALL-EDGES..
BLOCKING AND FILED.(")....... ........... ...................... 175j/
.8. 7/8" STUCCO OVER PAPER-BACKED LATH WITH 16 GAUGE STAPLES AT :
6" 0 C. AT TOP AND BOTIOM PLATES. EDGE OF SHEAR WALL AND ON FIELD (**) . 18Ojt.. - -.
7/8" STUCCO -OVER PAPER-BACKED LATH WITH 16 GAUGE STAPLES AT - . ..
3" O.C. AT TOP AND BOTTOM PLATES AND EDGE OF SHEAR WALL . 6" O.C. FIELD (*•) ...............................................3255/'
3/8° APA RATED PLYWOOD WITH SD NAILS AT 6" O.C. AT EDGES AND ..
12" O.C. FIELD (TABLE 25-K UBC) ................................2645/'
3/5" APA RATED PLYWOOD WITh 80 NAILS AT 4' O.C. AT EDGES AND
12° D.C. FIELD (TABLE 25-K UBC) ..................................3841/!
3/8° APA RATED PLYWOOD WITH 80 NAILS AT 3" O.C. AT EDGES AND
12" O.C. FIELD (TABLE 25-K UBC)........................... . 4925/'
15/32" STRUCTURAL I PLYWOOD WITH 10D NAILS AT 3" O.C. AT EDGES
AND 12" O.C. FIELD (TABLE 25-K UBC) ("")......................6655/'
15/32" STRUCTURAL I PLYWOOD WITH 100 NAILS AT 2" O.C. AT EDGES
AND 12° O.C. FIELD (TABLE 25-K UBC) (•).......................8701/'
507. REDUCTION HAS BEEN CONSIDERED FOR SHEAR WALL TYPES 2 THROUGH 7 FOR
SEISMIC LOADING IN CALCULATIONS.
SHEAR PANEL TYPES 8 AND 9 SHALL BE APPLIED IN ACCORDANCE WITH IC8O REPORT
51315. APRIL 1991, WITh 16 GAUGE GALVANIZED WIRE-WITH 7/8" LEG AND 3/4° CROWN
(WALL SECTIONS I-IAING HEIGHT TO LENGTH RATIOS IN EXCESS OF 1-1/2 TO 1 SHALL
BE BLOCKED).
PRO1DE 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES AND NAILS
STAGGERED FOR SHEAR PANEL TYPES 13 AND 14.
S.
[1
Ll
1
GOUVIS ENGINEERING 9EET: 9
STANDARD NOTES ....-
ALTERNATE TO ANCHOR BOLTS
SPACING
SHEAR 1/2" DI SIMPSON MAS SIMPSON MA SIMPSON MA SILVER FA23 SILVER FA23 LOAD REVISED ON P1DP 2x4 ON PIDP 3x4 OR 2x6 ON P1DF ON RDWD 06/28/87 ON PTDF#
124 72" 68" 64" 50" 48"
140 72" - . 60" 46" 58" 52"
158 64" 52" 40" 50" 46" 36"
181 56' 46" 36" 44' 40" 32" --
211 46' 40" 30" 38" 32":4:28"
253 40" 32" 24" 32" 24" 24'
316 3Z 24" 20" 24" 20" 16"
422 24" . 18" 16" 18" 16" 12"
633 16" 12" - 12" 12" 8"
844 12"
925 - 8"
1266 8" •. - - - . - - . -
SIMPSON MA AND MAS ANCHORS REQUIRE MONOLITHIC SLAB OR FOUNDATION A.B. IN CONCRETE USC TABLE 25F [sEclioN 2510 (b)]
V 635 (1.33) 844.6 WOOD GOVERNS - - SILVER:
ALLOWABLE LOAD PARALLEL TO PLATE ON 2x6 PRESSURE TREATED D.F. = 6201, PER ICBO 2108 FEB. 1992. WHERE USED TO REPLACE FOUNDATION BOLTS REQUIRED BY SECTION 2907 (1) OF
THE CODE, THE 2—BY 6—INCH FOUNDATION ANCHORS SHALL BE INSTALLED Will-I A MAXIMUM
SPACING OF 5 FEET FOR DOUGLAS AR—LARCH OR SOUTHERN PINE AND 4—FEET FOR WOOD. THERE SHALL BE A MINIMUM OF TWO. ANCHORS PER PIECE. 'MlH ONE ANCHOR LOCATED WITHIN 12—INCHES OF EACH END.
SIMPSON:
ALLOWABLE LOAD PARALLEL TO PLATE FOR PRESSURE - 720fl SIMPSON MAS
5500 SIMPSON MA W/ 2x4 SILL
- I 680j SIMPSON MA W/ 3x4 OR 2x6 SILL
•.•:••> ••. .••••
•
SHEET :131
JOB NO... : 11812-POOL
CLIENT : KTGY
. PLAN NO.: POOL HOUSE-
DATE :11- 8-94
- ENGINEER: DON
Ll
DESIGN LOADS
ROOF FLOOR )
LL 16..00PSF . LL 4900PSF
DL ROOFING = 10.00 DL FIN FL = /4..00
SHEATHING 2..50 SHEATHING / 2.50
RAFTERS 2.00 JOISTS 3.00
CElL JST. = 2.00 . CEILINa°/ = 2.50
CEILING 2.50 PARTIT'N = 0.00.
MISC 0.00 MISC7/ = 0.00
TOTAL D.L. = 19.00 TO AL D-L. 12.00
TOTAL LOAD = 35.00 TAL LOAD = 52.00
REVISIONS
DATE
-------------------------------------------------------
------------------------------------------------------
SHEET
I I
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GOUVIS ENGINEERING C
--------------------
SHEET :
JOB NO. :
CLIENT :
PLAN NO..: ri
DATE : IT
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q
1-DROP BM AT FRONT
• OVER-ALL LENGTH: 6..75 RCTS AT: OOO 675
APPLIED LOADS (DOWN +)
35 _SC)C/24i).t 0 UNIF LOAD It/LF
851 AT 3..25 I4. Fee, CONC LOAD
REACTIONS (UP +):
LEFT: 1571..9 RIGHT: 1540.4
****** USE NO2 DFL 4X 8
A= 25..375 S= 30..661 1= 111..148
FV= 95.. E1700000.. DF1..25
CRIT SHEAR 1369. AT 0..60 1..5*V/(A*FV*DF) = 0..68
• SPAN MAX MOM 3339.. FT..LBS AT 3..25
FB1250.. M/(FB*S*DF) 0..84
. . DEFL0..13 AT 3..33 L/240.. 0..34
;.
2-RIDGE BM AT FRONT
OVER-ALL LENGTH: 11..25 . ., RCTS AT: 0..00 11.25
APPLIED LOADS (DOWN +)
1.51..25. 39•5-/2'-? UNIF LOAD #/LF
REACTIONS (UP +):
LEFT: 850..8 RIGHT: 850.8
****** USE NO2 DFL 4X 8 ******
A:z 25.375 S= 30.661 Iz 111..148
FV= 95.. E1700000.. DFz1..25
• CRIT SHEAR 759.. AT 10.65 1..5*V/(A*FV*DF) = 0..38
SPAN MAX MOM = 2393. FT .. LBS AT 5.63
FB=1250.. M/(FB*S*DF)= 0..60
DEFL-0..29 AT 5..63 L/240..= 0.56
Ll
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GOUVIS ENGINEERING -------------------
SHEET :
JOB NO..
CLIENT :
PLAN NO..:
DATE
3-BM PERPEND.. TO FRONT WALL
OVER-ALL LENGTH: 11.75 ROTS AT: 0.00 11..00
APPLIED LOADS (DOWN +)
500 AT 11 CONC LOAD
125 FROM 0 TO 11 PTL LOAD I1/LF
REACTIONS (UP +):
LEFT: 687.5 RIGHT: 1187...5
USE We27 DFL -48 ******
A= 25..375 3= 30.661 I= 111..148
FV= 95.. E1700000. DF1..25
ORIT SHEAR 612.. AT 10..40 1..5*V/(A*FV*DF) 0..30
SPAN MAX MOM 1891. FT..LBS AT 5..50
FB1250.. M/(FB*S*DF)= 0.47
DEFL-0..22 AT 550 L/240..= 0..55
RGT CANT MAX MOM 1855.. FT..LBS AT 6..25
FB1250.. M/(FB*S*DF) 0..46
DEFL 0.05 AT 11..75 L/180.. 0..05
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SHEET 2 r
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'- LATERAL ANALYSIS .306 NO.. : 11812-P
CLIENT : KTGY
POURING MONO PLAN NO..: POOL HOUSE
DATE :11- 8-94
SECTION I
--------------------LQIIUDINL
13T FLR HT: 8..00 BLDG HT:11..25 FT
WIND HEIGHT (FT) : 15
WIND FORCE (PSF) : 10..16
WIND LD ROOF 73..63 PLF
TOTAL LOAD = 73..63 PLF
SEISMIC ROOF :
DL ROOF 19..00X 16..00 = 304..00
DL EXT WALL =14..00X 2X( 8..00- 4..00) = 112..00
DL INT WALL 10..00X OX( 8.00- 4..00) = 0.00
SHEAR iz0..183X( 304.00 + 112..00 + O..00) 76.13 PLF
TOTAL LOAD = 76.13 PLF
SEISMIC GOVERNS > ROOF: 76..13 PLF0.1319(LJ
ROOF DIAPHRAGM : V= 7at=ftl PLF 2.12
MAX SHEAR c22X 18..00/(2 X 16.00)= 142- PLF
CHORD FORCE 18..00X 18.001(8 X 16..00)z
SPLICE -WITH ----- SINKER-NAILS -----------------------------------------
i.
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10
*** SHEAR WALL It 1 LOCATION
TOT FORCE = = 1224..14 LBSi(Th ~AA Cve
SW LENGTH = 11..00 FT
SW = 1224..14/ 11.0 = 111.29 PLF
------------------------------------------------
_EQE CONNECTION H WALL _..J.
TOTAL FORCE AT WALL 1224..14 LBS
LENGTH OF DIAPHRAGM 27.00 FT
SHEAR DIAPHRAGM (SD) 4534 LBS/FT
SUM OF SHEAR WALL LENGTH= 11..00 FT
SHEAR WALLS (SW) 111.29 LBS/FT
MAX DRAG FORCE 702..75 LBS
USE 8-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS
LENGTH OF PANEL 11..00 FT
HEIGHT OF PANEL 8..00 FT
ROOF DL ( 19..OX 2..0/2)= 19..00 PLF
PANEL DL ( 140X 8..0) 112.00 PLF
TOTAL 131..00 PLF
OVERTURNING MOMENT 4509..44 FT..LBS
UPLIFT FORCE 409..95 LBS
-------------------------------
*** SHEAR WALL It 2 LOCATION RIGHT ELEVATION
TOT FORCE = 829.03 LBS-
SW LENGTH = 5..00 FT
SW 829..03/ 5..0 = 165..81 PLF I
______________________________________________________
------------------------------------------------------------
1W DRAG FORCE CONNECTION DESIGN SHEAR WALL 2
TOTAL FORCE AT WALL 829.03 LBS
LENGTH OF DIAPHRAGM = 146 22..6 FT
SHEAR DIAPHRAGM (SD) = 3---e LBS/FT
SUM OF SHEAR WALL LENGTH= 5..00 FT
SHEAR WALLS (SW) 16581 LBS/FT
MAX DRAG FORCE 399.16 LBS
0
; ::.
•
SHEET L 4 •
LATERAL ANALYSIS JOB NO. 11812-P
CLIENT : KTGY
POURING MONO PLAN NO: POOL HOUSE
. DATE :11- 8-94
LENGTH OF PANEL 500 FT
HEIGHT OF PANEL 800 FT
ROOF DL ( 19OX 2..0/2) 1900 PLF
PANEL DL ( 14..OX 8..0) 11200 PLF
. TOTAL 13100 PLF
OVERTURNING MOMENT 5540..61 FT..LBS
UPLIFT FORCE 1108..12 LBS
--------------------------------------------------------------------
1 $4 BAR TOP & BUT IN FOOTING IS SUFFICIENT
i•
ie
I .•. • •. ..•
10
I.
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1ST FLR HT: 800 BLDG HT:1050 FT
WIND HEIGHT (FT) 15
WIND FORCE (PSF) 10..16
WIND LD ROOF 66.01 PLF
TOTAL LOAD 66.01 PLF
SEISMIC ROOF :
DL ROOF z190OX 18..00 342..00
DL EXT WALL 14..00X 2X( 8..00- 4..00) = 112.00
DL INT WALL 10..00X 1X( 8..00- 4.00) = 40.00
SHEAR iz0..183X( 34200 + 112..00 + 40..00) 9040 PLF
TOTAL LOAD 90.40 PLF
SEISMIC GOVERNS > ROOF: 9040
ROOF DIAPHRAGM : V ji2L.. PLF Ii.o
MAX SHEAR II2.0SX 16..00/(2 x 18..00)= 52.L.S PLF
CHORD FORCE= fl&.og'X 16..00X 16..00/(8 X 1800) 26I:92.H
ul
*** SHEAR WALL $t 3 LOCATION REAR ELEVATION
TOT FORCE = - JJ -ILL tjr 2176.43 LBS 5cc-z-r. 6u'vej6tL
SW LENGTH = 7.00 FT ( SW = 2176..43/ 7.0 = 310..92 PLF '- b I.3Iq(q5)JLI()
-------------------------------------------------
DRAG FORCE CONNECTION DESIGN SHEAR WALL 3
TOTAL FORCE AT WALL 2176..43 LBS
LENGTH OF DIAPHRAGM J 24-F.T
SHEAR DIAPHRAGM (SD) .--± LBS/FT SUM OF SHEAR WALL LENGTH= 7.00 FT
SHEAR WALLS (SW) 310..92 LBS/FT
MAX DRAG FORCE 1109..14 LBS
-------------- USE 10-16D SINKER NAILS MINIMUM BTWN SPLICE PNTS
LENGTH OF PANEL 7..00 FT
HEIGHT OF PANEL 8..00 FT
ROOF DL ( 1.9-OX 16..0/2)= 152..00 PLF
PANEL DL ( 14..OX 8..0) 112..00 PLF
TOTAL 264..00 PLF
OVERTURNING MOMENT 13099..43 FT..LBS
UPLIFT FORCE 1871..35 LBS
1 ft4 BAR TOP & BOT IN FOOTING IS SUFFICIENT
ul
GOUVIS ENGINEERING T: L1
G. E. JOB NO.: Ill2
DATE (t-os-9't-
WENT
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10
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D. J. ENGINEERING
17690 San Vicente Street, Fountain Valley, CA 92708
Phone (714)962-5425 FAX (714)%8-4783
POST-TENSIONED SLAB-ON-GRADE DESIGN CALCULATIONS
FOR
AVIARA - AREA 7
CARLSBAD, CALIFORNIA
BARRATT AMERICAN HOMES
PLAN NO.: P.T. FOUNDATION PLAN
POOL/CABANA BUILDING
PREPARED FOR c5
c OFESSi0
'¼
J.L. DAVIDSON CO., INC. w 3241
Exp, 9/30/97
JOB NO.:
OF
LW
'
.POST—TENSIONED SLAB—ON—GRADE DESIGN
CALCULATIONS
Design by: D.J. Engineering (714)962-5425 PAGE
17690 San Vicente St.
Fountain Valley, California 92708
Pciqr Cr- itr- i ax -*--x---
Structural design of slab is based on recommendations by
'Design and Construction of Post-Tensioned Slabs on Ground'
,1986...Ed.i,tion, published by the Post-Tensioning Institute and 1991 U.B.C.
This computer program covers a design procedure for the design of slab-on-
ground foundations to resist the effects of expansive soils in accordance with
Chapter 29 of the Uniform Building Code. Use of this program shall be
limited to buildinqs three stories or less in height in which gravity loads are
transmitted to the foundation orimarily by means of bearing walls constructed of
mnry.,wood or steel studs, and with or without masonry veneer.
Project Name AVIARA - AREA 7 (POLL/CABANA BLDG.)
Project Location : CARLSBAD
D. 3. Engineering Job Number 94923
,..Desian date A 11-29-94 . . .
Na. of Stories
PROVIDED SOILS DESIGN INFORMATION:
Soil Report By GEOSOILS
Soil Report Number : 1559-SD
Soil Rpct Date : 3-10-94
COMPRESSIBLE SOIL DESIGN PARAMETERS:
Expected max. differential settlement .75 in
Allowable soil bearing pressure = 1500 psf
Slab-subarade friction coefficient = .75
Soil modulus of elasticity Es (assumed if not provided) = 1000 psi
*****************************************************************************
-*-- CONCRETE DESIGN DATA --*--*
Conc-rete 28 days strength f'c = 2500 psi
Concrete elastic modulusE • 57xSG1R(f'c) = 2850 ksi
Concrete creep modulus Ec 0.5E = 1425 ksi
FOUNDATION SIZE:
Foundation plan geometry = 25.5 ft long x 16 ft wide
Slab thickness = 5.inches .
Slab surface area 408 sg.ft • .
Average foundation overall thickness = 8.6 inches
PAGE A
STIFFENING BEAM SIZES:
In the icing direction:
Exterior Beams: 2 beams @ 12.00 in. wide x 18.00 in. deep (Incl. slab)
Interior Beams: 1 beams @ 12.00 in. wide x 12.00 in. deep (Incl. slab)
(Average beam spacing = 8.0 ft.)
In the short direction:
Exterior Beams: 2 beams @ 12.00 in. wide x 18.00 in. deep (Incl. slab)
Interior Beams: 2 beams @ 12.00 in. wide x 12.00 in. deep (Incl. slab)
(Aeraae beam spacing 8.5 ft.)
--- P/T. STRAND DESIGN DATA -*----
7-wire 1/2 in. dia. stress-relieved strands conforming to ASTM-416
Tendon strength Fpu = 270 ksi
Cross-sectional area Aps 0.153 sq.in
Modulus of elasticity Eps 28,500,000 psi
Maximum jacking force (to overcome friction) = O.8Fpu x Aps = 33 kips
Maximum anchor force (to account for seating loss) = 0.7Fpu x Aps = 28.9 kips
Maximum effective force (to account for total prestress-losses) = 0.6Fpu x Aps
24.8 kips
In the Jong direction:
5 provided slab strands at c.g.s. = 2.50 in. from top of slab
0 provided beam strands at c.g.s. = 0.00 in. from top of slab
(Average strand spacing = 3.8 ft. o.c.)
In the short direction: .
6 provided slab strands at c. a. s. = 22.50 50 in. from top of slab
C) provided beam strands at c.a.s. = 0.00 in. from top of slab
(Average strand spacing = 4.9 ft. o.c.)
TOTAL STRAND QUANTITY = 245.5 LF 128.9 LBS
RIBBED SLAB SECTION PROPERTIES
In the long direction:
Cross-sectional area = 1356.0 in"2
Moment of inertia = 26943.5 in"4
Vt (c.q.c.) = .4.9 in :...
Yb (c.q.c.) . 11.1 in
Section. modulus, St = 5451.4 in"3
.Section modulus, Sb = 2436.7 in-,3
Beta distance (relative stiffness lengths) = (Ec x I/Es)".25/12 6.6 ft
In the short direction:
Cross-sectional area 2010.0 inA2
Moment of inertia 32342.8 in-'4
Yt (c.q.c.) = 4.4 in
Yb (c.g.c) . 10.6 in .
Section modulus, St = 7353.1 in"3
Section modulus, Sb = 3050.8 in-'3
Beta distance (relative stiffness lengths) = (Ec x l/Es)".25/12 6.9 ft
--
PAGE'zA
DESIGN LOADINGS -X- -* -
UNIFORM LOADS W/O USING CODE ALLOWED LIVE LOAD REDUCTION (psf)
DL LL .
Roof 19 16
Exterior skin weight (In the long dir.) 200 plf 11
Extericrkin. weight (In the short dir.) = 200 plf
Long Direction Short Direction
(Exterior) (InteriOr)(Exterior) (Interior)
TRIBUTARY WIDTHS - FT:
Roof 8.00 0.00 0.00 0.00
3rd Floor 0.00 0.00 0.00 0.00
2nd Floor 0.00 0.00 0.00 0.00
TOTAL BEAM LOADINGS (including beam self-weight) - PLF.
DL only . 577 150 425 ........ 150
DL + LL 705 150 425 150
NUMBER OF BEAMS: 2 1 2 2
WEIGHTED AVERAGES - DL+LL (PLF)
-
.AVerãe of ll exterior and interior beams 414 plf
Average of all exterior beamsonly = 597 plf
Average of interior beams only 150 plf
Use slab perimeter loading a = 700 pif (for flexure and shear design only)
RESULTS OF SLAB ANALYSIS:
,E--3E-SOIL BEARING STRESSES IN'1ESTIGATIONS-w-.
(The average bearing stresses below are conservatively based
on loads carried by the rectangular beams coupled witJeffe.cti.ve slab OF 2XW wi
de) . .
DL ONLY = 184 psf
DL+LL . . 207 psf
Soil pressure.safety factor = 7.2 -
FLEXURAL STRESSES IN'JESTIGATIONS ---*.*
Tensile stresses are considered negative in sign conventions
Allowable tensile stress = 6xSQR(f'c) -.300 ksi
Allowable compressive stress = 0.45xf'c = 1.125 ksi
PAGE 4
try the icing direction
Prestress summary: .
Average 'compressive stress at edge of building 0.091 ksi
Average compressive stress at distance Beta from edq'e of building = 0.085
ksi
Average compressive stress at center of building = 0.079 ksi
Minimum number of strands required = 3.40 to overcome subgrade friction
drag and also reach 50 psi minimum residual compressive stresses
Total number of strands provided 5 at average c.g.s. = 2.50 in. from
top of slab . .
Moment analysis:
Calculated positive moment induced by expected maximum settlement 2.41
ft-kips/ft
Top compressive stress 0.212 ksi
.........Bottom tensile stress -.219 ksi
In the short direction
Prstress summary: .
Average compressive stress at edge of building 0.074 ksi
Average compressive stress at distance Beta from edge of building 0.067
ksi
Average compressive stress at center of building = 0.066 ksi
-Minimum- numberof strands required = 472 to overcome subgrade friction
drag and also reach 50 psi minimum residual compressive stresses
Total number of strands provided 6 at average c.q.s. = 2.50 in. from
top of slab .
Moment analysis:
Calculated positive moment induced by expected maximum settlement = 2.62
-. ft-k ips/ft .
Top compressive stress = 0.209 ksi
Bottom tensile stress -.279 ksi
--*-- SHEAR STRESSES AND DIFFERENTIAL -w
SLAB DEFLECTION INVESTIGATIONS
In the long direction : ......... .
.
Allowable shear stress 1.5xSQR(f1 c) 0.075 ksi .
Allowable differential deflection (6x8eta or L)/8000,38 in
Actual shear stress induced by expected maximum settlement 0.007 ksi
Expected differential deflection 0.20 in
In the short direction
Allowable shear stress = 1.5xS0R(f1 c) 0.075 ksi'
Allowable differential deflection (6xBeta or L)/800 0.24 in
Actual shear stress induced by expected maximum settlement 0.009 ksi
Expected differential deflection 0.23 in
rn ,ism
iiuuuuiii
PIN`: C400
NOTES
DATE /1/94
2. DRA.N BYDAVE
3 SCALE :2/8" =1'
RODE PITCH4.5/12
CEILING •FITCH:0/12
SPACING: 24" D.C.
7 TYP OVERHANG 19-
e RODE MA TER IAL:TILE
E.A.U. INATTIC:ND
9'-i" FL. HT. TYP,
11 • ALL HAROVARE BY OTHERS
12, HANGERS NOTED ARE TO BE
VERIFIED BY ARCHITECT
DR ENGINEER
flnr)r rfrlr'cr- ' itJJLJ7 JLiL
JOE': SAVDERLING TO WA,7
J.
IOTfES
PT PL Ti ,.j,. . ..,
I-?
\-' 15457 FOOTHILL BLVD. FOXT.4.VA, CA 92335
(909)355-8787 FAX (909)355-8821
LUMBER SPECIFICATIONS
Top Chord 2x 4 x 01 C 81R. DF-L
Bot Chord 2x 4 a •i C BTR. DF-L
Web Piece 2x 4 9 02 DF-L
BEARING REOUIREI4ENTS
BEARING ACT. SIZE REQ. SIZE LBS
81 3.50 In. 1.50 In. 645
BL 3.50 In. 1.50 In. 645
TRUSS DESIGNED FOR 10 PSF BOTTOM CHORD
LIVE LOAD ACTING NONCONCURRENTLY WITH
TOP CHORD LIVE LOAD.
PLATING BASED ON GREEN LUMBER AT TIME
OF MANUFACTURE.
Top CrIB Bottom CrIB Webs SPECIAL PLATE POSITIONING CHART T 1= -989 B 1= 826 W I = 46 W 2 = 46 Standard Uniform Loading (PSF) JDINTW X: (in) Y: (in) ANGLE T 2 -794 B 2 826 TCLL = 160: TCOL 14.0: BCDL 5.0; T 3 -794 B 3= 826 Increase = 1.250 1 2.53 1.20 0.0 T 4= -989 B 4= 826 LIVE LOAD DEFLECTION BASED ON L/240 5 -2.53 1.20 0.0
GABLE PLATE IS 1630 Top CFIB Bottom Chu Webs
T 1= 0.579 B 1= 0.1B7 W 1 0.008 W 2 0.008 T 2= 0.446 B 2= 0.176
T 3= 0.446 B 3= 0.176
T 4= 0.579 B 4= 0.187
6-10-4 9-1-12 I 8_0 _0I 16-0-0 I
6-10-4 1-i I -1-1 6-10-4
3-4-0
0-4-01 -
2445
6-10-4
6-10-4
F- 6-10-4 I
-4-0
2445
60
C
P5000 N.C.C.Ldn 24.00 D.C. 1 12/16/94
A TrusPus Design
C400/ INLAND TRUSS/ Version 4.25
DEADLINES ENGINEERING HAS VERIFIED THE JOIST
I TRUSS TO CARRY THE APPLIED LOADS. THE U4PUT
AND DIMENSIONS WERE PRO.1DED BY OTHERS ANDS
APPROVED FOR THE SPECIFIC BE VERIFIED AND
&PPLICAflON BY THE PROJECT DESIGN PROFESSONM..
Oty I / Truss name PHI
CO28710
EXP 9-30-98
DE -QLYI\-. 0f rAL '
-
ii
SPECIAL PLATE POSITIONING CHART Standard Uniform Loading )PSF) JDINTI X: (in) Y: (in) ANGLE TCLL = 16.0; TCDL 14.0: BCDL 5.0: Increase = 1.250 1 2.53 1.20 0.0 LIVE LOAD DEFLECTION BASED ON L/240 2 0.00 -3.74 90.0 3 -2.53 1.20 0.0
0-4-0
3-4-0
0-4-01 -
8-0-0 I
. 8-0-0 I
16-0-0
8-0-0
2445
2445
1-6-0
L
-- -- - - ---- --• -.---
LUMBER SPECIFICATIONS Top Chord 2x 4 x #1 & BIR. OF-L
- Bat Chord 2x 4 x #1 & BTR. OF-L
Web Piece 2x 4 x #2 OF-L
BEARING REQUIREMENTS
BEARING ACT. SIZE REQ. SIZE LBS 81 3.50 In. 1.50 In. 645 BL 3.50 In. 150 In. 645
TRUSS DESIGNED FOR 10 PSF BOTTOM CHORO
LIVE LOAD ACTING NONCONCURRENTLY WITH
TOP CHORD LIVE LOAD.
PLATING BASED ON GREEN LUMBER AT TIME
OF MANUFACTURE.
Top CFid Bottom Ctid Webs T 1= -764 B 1= 714 W 1 = 77 T 2= -764 B 2= 714
Top Chd Bottom ChU Webs T 1= 0.696 B 1= 0.210 W I = 0.013 1 2= 0.696 B 2= 0.210
8-0-0
8-0-0
16-0-0
8-0-0
R3245
R5000 ]N.C.C.Ldn 24.00 D
.C.
12/16/94
A TrusPlus Design
TTIIIIH_ __
C400/ INLAND TRUSS/ Version 4.25
DEADLINES ENGINEERING HAS VERIFIED THE JOISTFBEA I TRUSS TO CARRY THE PLIED LOADS. THE INPUT LOADS
AND D1)ENSONS WERE PFeYIOED BY OTHERS AND M1JS! BE VERIFIED AND APtROVED FOR THE SPECIFID APPLICATION BY THE PROJECT DESIGN PROFESSION..
Oty 1 / Truss name PH2
CO2g710
EXR 9-30-98
DEC
4'
-
-:' 23
...- - -:•'
EARTH AND GEOTECHNICAL
ENVnONMENTAL
E Io1sivnmL E IAiAIS TESTING
MME~ ASSESSMENT
ENGINEERING, INC.
- -
ENGINEERING GEOLOGY
February 24, 1995
W.O. 106-CA
BARRATT AMERICAN
2035 CORTE DEL NOGAL, SUITE 160
CARLSBAD, CALIFORNIA 92009
Attention: Mr. Perry Devlin
Subject: Review of Grading and Foundation Plans
Pool Cabana - Aviara Area 7 West
Tract No. CT 90-5, Recreation Building Pad
Carlsbad, California
Gentlemen:
As requested, Earth and Environmental Engineering, Inc. (E3) has reviewed plans and the related
specifications for the recreation area for Aviara Area 7 West, Tract No. CT 90-5, Carlsbad, California.
The plans reviewed include the grading plans prepared by Hunsaker and Associates and the Foundation
Plans by J.L. Davidson, Co., Inc. Our recent review is specific to Sheets PT-1, "General Notes" and PT-8,
"PT. Foundation Plan Pool/Cabana Bldg.", of the Davidson plans. PT-1 has a last revision date of 1-18-
95; PT-8 has a last revision date of 1-24-95.
Review of the plans indicate that they are in general conformance with the appropriate geotechnical
recommendations. We were not provided with, nor requested to review, the structural calculations. Within
the limits of our review, plans are found to be in general conformance with the soil design parameters
recommended with the exception of the exterior perimeter footing/grade beam embedment depth.
Original recommendations indicated that: "Perimeter grade beams be a minimum of 15 inches deep". This
was based on the anticipation of "low to moderate" expansive soils near finish grade. Expansion testing
following completion of rough grading indicates that the finish grade soils are very low to low expansive.
Therefore, it is our opinion that the 12 inch minimum embedment is acceptable.
It should be noted that our review of these plans is limited in nature and addresses compliance with the soil
design parameters. It is in no way intended nor should it be construed to include structural aspect of design.
~Iz
5650 EL CAMINO REAL SUITE 200, CARLSBAD, CALIFORNIA 92008 619-894-1511 FAX 619-438-2765
BARRATF AMERICAN FEBRUARY 24,1995 AVIARA AREA 7 WEST W.O. 106-CA REVIEW OF POOL CABANA PAGE 2
The opportunity to be of continued service is sincerely appreciated. If you should have any questions, please do not hesitate to call our office.
Respectively submitted,
Earth and Environmental Engineering, Inc.
et
Principal eologist pal Engineer
xc: (4) Addressee
No. 49754
Exp L:ø )*j 9 /30/96
FC
Al
I " E3