HomeMy WebLinkAbout1845 CANYON PL; ; CB001272; Permit08-03-2006
Job Address:
Permit Type:
Parcel No:
Valuation:
Occupancy Group:
# Dwelling Units:
Bedrooms:
Project Title:
City of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
Residential Permit Permit No: CB001272
Building Inspection Request Line (760) 602-2725
1845 CANYON PL CBAD
RESDNTL
2050808800
$168,453.00
0
0
Sub Type:
Lot#:
Construction Type:
Reference #:
Structure Type:
Bathrooms:
RAD
0
NEW
LITTLE RESIDENCE
RAD 1628 SF/DECK 108 SF/GAR 331 SF
Status:
Appli
Entered By:
Plan Approved:
Issued:
Inspect Area:
Orig PC#:
Plan Check#:
Applicant:
WORTHING INC, B. A.
690 CARLSBAD VILLAGE DR
CARLSBAD, CA 92008 92008
619-729-3965
Owner:
LITTLE FAMILY TRUST
1845 CANYON PL
CARLSBAD CA 92008
Building Permit
Add'l Building Permit Fee
Plan Check
Add'l Plan Check Fee
Plan Check Discount
Strong Motion Fee
Park in Lieu Fee
Park Fee
LFM Fee
Bridge Fee
Other Bridge Fee
BTD #2 Fee
BTD #3 Fee
Renewal Fee
Add'l Renewal Fee
Other Building Fee
HMP Fee
Pot. Water Con. Fee
Meter Size
Add'l Pot. Water Con. Fee
Reel. Water Con. Fee
$862.58 Meter Size
$0.00 Add'l Reel. Water Con. Fee
$560.68 Meter Fee
$0.00 SDCWA Fee
$0.00 CFD Payoff Fee
$16.85 PFF (3105540)
$0.00 PFF (4305540)
$0.00 License Tax (3104193)
$0.00 License Tax (4304193)
$0.00 Traffic Impact Fee (3105541)
$0.00 Traffic Impact Fee (4305541)
$0.00 Sidewalk Fee
$0.00 PLUMBING TOTAL
$0.00 ELECTRICAL TOTAL
$0.00 MECHANICAL TOTAL
$0.00 Housing Impact Fee
?? Housing InLieu Fee
$0.00 Housing Credit Fee
Master Drainage Fee
$0.00 Sewer Fee
$0.00 Additional Fees
TOTAL PERMIT FEES
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$1,440.11
Total Fees: $1,440.11 Total Payments To Date:$560.68 Balance Due:$879.43
Inspector:
FINAL APPROVAL
Date:Clearance:
NOTICE: Please take NOTICE that approval of your project includes the 'Imposition* of fees, dedications, reservations, or other exactions hereafter collectively
referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must
follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for
processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
review, set aside, void, or annul their imposition.
You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity
changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any
fees/exactions of which vou have previously been aiven a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired.
PERMIT APPLICATION
CITY OF CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave., Carlsbad, CA 92008
1. PROJECT INFORMATION
FOR OFFICE USE ONLY
PLAN CHECK NO.
EST. VAL. / (
Plan Ck. Deposit
Validated By
Date
Address (include Bldg/Suite #)
vnrt 'ptegrt
Business Name (at this address)
Legal Description Lot No.Subdivision Name/Number Unit No.Phase No.Total # of units
Assessor's Parcel #Existing Use Proposed Use
Description of Worl
2. CONTACT PERSON (If different
' SO. FT.
lfc>
#of Stories
7
# of Bedrooms # of Bathrooms
344 04/05/00 0001 k 02
C-PRMT .560.
Name Address City
X APPLICANT O Contractor D Agent for Contractor D Owner Q Agent for Owner
R a wopTHTMf. TNTP TJ n P.DY in^i fapT.gpan fa
State/Zip Telephone *
~7&O~
Name
S. CONTRACTOR - COMPANY NAME
(Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its
issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law
[Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code] or that he is exempt therefrom, and the basis for the alleged
exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]).
TMf POY
Name
State License #1QQ764
Address
License Class
1C WORTHING
R-1
1041 CARLSBAD C
City' State/Zip
City Business License # VFfi
Telephone /
9 2 0 1 G 0 p 0 G 5Design
State License #
*.
City T
JLJL- 392894
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:
l~l I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance
of the work for which this permit is issued.a I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is
ed. My worker's compensation insurance carrier and policy number are:
Insurance Company nm-.rr.T-i T-...-,,-,^ Policy No. ^-,n no . - • i rr -> .Expiration Date „ < ^ „i? J.AJ.1J ir UlNlJ £. £. 3 — J O 1111J. L. OO J I I — I — U I(THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS)
Q CERTIFICATE OF EXEMPTION: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as
to become subject to the Workers' Compensation Laws of California.
WARNING: Failure to secure wodteu' comnansation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred
thousand dollars ($100.000).]Br£ddiAniytoJne'jcabtjrf compensation, damages as provided for in Section 3706 of the^abpr co<Je, interest and attorney's fees.
SIGNATURE '^^/S/rvfryVV'XfC'* DATE
7, OWNER-BUILDER DECLARATION / \
I hereby affirm that I am exempt from the Contractors License Law for the following reason:
D I, as owner of the property or my employees witbXvages 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).
Q 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).
CH I am exempt under Section Business and Professions Code for this reason:
1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. l~l YES ED NO
2. I (have / have not) signed an application for a building permit for the proposed work.
3. I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number):
4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name / address / phone
number / contractors license number):
5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type
of work):
PROPERTY OWNER SIGNATURE DATE
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? d YES n NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? Q YES d NO
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? D YES Q NO
IF ANY OF THE ANSWERS ARE YES. A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE
REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT.
8, CONSTRUCTION LENDING AGENCY
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(0 Civil Code).
LENDER'S NAME LENDER'S ADDRESS
9. APPLICANT CERTIFICATION
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction. I hereby authorize representatives of the City of Carlsbad to enter upon the above mentioned
property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES,
JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.
OSHA: An OSHA permit is required for excavations over 5'0" deep and demolition or construction of structures over 3 stories in height.
EXPIRATION: Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work
authorized by such permit is not commenced withinj*ftdays from the date of such permit or if the building or work authorized by such permit is suspended or abandoned
at any time after the work is commenced for ajj^fiocUa 180 days (SectjflB-106.4.4 Uniform Building Code).
APPLICANT'S SIGNATURE DATE
PINK: Finance
City of Carlsbad
02/02/2001
Building Department
WORTHING INC, B. A.
690 CARLSBAD VILLAGE DR
CARLSBAD, CA 92008
Re:
Application Date: 04/05/2000
Plan Check #: CB001272
Address: 1845 CANYON PL
Expiration Date: 04/05/2001
Permit Type: RESDNTL
Description: LITTLE RESIDENCE
RAD 1628 SF/DECK 108 SF/GAR 331 SF
You applied to have your plans checked on the date noted above. To date, the related building
permit has not been obtained. The original plan review application will expire as no building permit
has been issued.
Plans submitted and not retrieved from the building department prior to the plan check expiration
date noted above will be destroyed.
The provisions of sections 304 (d) of the Uniform Building Code state:
"Section 304 9d) Expiration of Plan Review
Applications for which no permit is issued within one year following the date of
application shall expire by limitation, and plans and other data submitted for review
may thereafter be returned to the applicant or destroyed by the Building Official.
In order to renew action on an application after expiration, the applicant shall
resubmit plans and pay a new plan review fee."
In order to provide better service, please indicate your handling choice for the plans originally
submitted and return this letter to the Building Department.
Project Abandoned - I will pick up plans within 10 days
Project Abandoned - Plans may be destroyed.
If you have any questions, please contact the Building Department at (760) 602-2718.
Raenette Abbey
Building Department
1635 Faraday Avenue • Carlsbad, CA 92008-7314 • (760) 602-27OO • FAX (76O) 602-856O
Building Counter • (760) 602-2719 • FAX (76O) 6O2-8558
EsGil Corporation
In Partnership with government for Quitting Safety
DATE: _ FEBRUARY 8. 2001 _ Q APPLICANT
JURISDICTION: _ CARLSBAD _ a PLAN REVIEWER
a FILE
PLAN CHECK NO.; 00-1272 _ SET: i
PROJECT ADDRESS: 1845 CANYON PLACE _
PROJECT NAME: LITTLE RESIDENCE ADDITION & REMODEL
I I The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction's building codes.
l~l 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.
n The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck.
I I The check list transmitted herewith is for your information. The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck.
I | The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person.
| | The applicant's copy of the check list has been sent to:
| | Esgil Corporation staff did not advise the applicant that the plan check has been completed.
| | Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Telephone #:
Date contacted: (by: ) Fax #:
Mail Telephone Fax In Person
00 REMARKS:
PLANS DISCARDED AT CITY'S REQUEST. (PROJECT ABANDONED)
By: KR Enclosures:
Esgil Corporation
D GA D CM D EJ D PC trnsmO.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 4 (619)560-1468 4 Fax (619) 560-1576
EsGil Corporation
In Partners flip with government for Quitting Safety
DATE: April 11, 200O a APPLICANT
JURISDICTION: Carlsbad CT-ptAN-RB/lEWER
a FILE
PLAN CHECK NO.: 00-1272 SET: I
PROJECT ADDRESS: 1845 Canyon Place
PROJECT NAME: Little Residence Addition and Remodel
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.
I | 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:
B.A. Worthing Inc.
P.O. Box 1041, Carlsbad, Ca. 92008
Esgil Corporation staff did not advise the applicant that the plan check has been completed.
Esgil Corporation staff did advise the applicant that the plan check has been completed.
Person contacted: Brooks Worthing Telephone #: 760-729-3965
Date contacted: ^/t2-/oo (by: f*/*) Fax #: 760-729-0784
Mail ^/Telephone Faxc-^ In Person
REMARKS:
By: Bill Elizarraras Enclosures:
Esgil Corporation
D GA D MB D EJ D PC 4/6/00 trnsmtl.dot
9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 > (858)560-1468 4 Fax (858) 560-1576
Carlsbad OO-1272
April 11,20OO
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK NO.: OO-1272 JURISDICTION: Carlsbad
PROJECT ADDRESS: 1845 Canyon Place
FLOOR AREA: 1628 sqft. Dwelling Add'nSTORIES: 1
331 sqft. Garage
HEIGHT:
REMARKS:
DATE PLANS RECEIVED BY
JURISDICTION:
DATE INITIAL PLAN REVIEW
COMPLETED: April 11, 200O
DATE PLANS RECEIVED BY
ESGIL CORPORATION: 4/6/00
PLAN REVIEWER: Bill Elizarraras
FOREWORD (PLEASE READ):
This plan review is limited to the technical requirements contained in the Uniform Building Code,
Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws
regulating energy conservation, noise attenuation and access for the disabled. This plan review
is based on regulations enforced by the Building Department. You may have other corrections
based on laws and ordinance by the Planning Department, Engineering Department, Fire
Department or other departments. Clearance from those departments may be required prior to
the issuance of a building permit.
Present California law mandates that residential construction comply with the 1998 edition of
the California Building Code (Title 24), which adopts the following model codes: 1997 UBC,
1997 UPC, 1997 UMC and 1996 NEC (all effective 7/1/99).
The above regulations apply to residential construction, regardless of the code editions adopted
by ordinance.
The following items listed need clarification, modification or change. All items must be satisfied
before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3,
1997 Uniform Building Code, the approval of the plans does not permit the violation of any
state, county or city law.
To speed up the recheck process, please note on this list for a copy) where each
correction item has been addressed, i.e.. plan sheet number, specification section, etc.
Be sure to enclose the marked UP list when you submit the revised plans.
Carlsbad OO-1272
April 11, 2000
• PLANS
1. Please make all corrections on the original tracings, as requested in the
correction list. Submit three sets of plans for commercial/industrial projects (two
sets of plans for residential projects). For expeditious processing, corrected sets
can be submitted in one of two ways:
1. Deliver all corrected sets of plans and calculations/reports directly to the City of
Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760)
602-2700. The City will route the plans to EsGil Corporation and the Carlsbad
Planning, Engineering and Fire Departments.
2. Bring one corrected set of plans and calculations/reports to EsGil Corporation,
9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468.
Deliver all remaining sets of plans and calculations/reports directly to the City of
Carlsbad Building Department for routing to their Planning, Engineering and Fire
Departments.
NOTE: Plans that are submitted directly to EsGil Corporation only will not be
reviewed by the City Planning, Engineering and Fire Departments until review by
EsGil Corporation is complete.
2. Plans, specifications and calculations shall be signed and sealed by the
California State licensed engineer or architect responsible for their preparation,
for plans deviating from conventional wood frame construction. Specify
expiration date of license. (California Business and Professions Code).
• FIRE PROTECTION
3. Show locations of smoke detectors: @ existing.
a) Inside each bedroom.
b) Centrally located in corridor or area giving access to sleeping rooms.
4. When the valuation of a room addition or repair exceeds $1,000, or when
sleeping rooms are created, smoke detectors shall be provided per the above,
except that smoke detectors added at existing construction need only be battery
powered. Section 310.9.1.2.
• GENERAL RESIDENTIAL REQUIREMENTS
5. Glazing in the following locations should be of safety glazing material in
accordance with Section 2406.4 (see exceptions):
a) Fixed or operable panels adjacent to a door where the nearest exposed
edge of the glazing is within a 24-inch arc of either vertical edge of the door
in a closed position and where the bottom exposed edge of the glazing is
less than 60 inches above the walking surface.
Carlsbad OO-1272
April 11, 2000
• STAIRWAYS
6. Provide spiral stairway details, per Section 1003.3.3.8.3:
a) Minimum run is 7-1/2 inches measured at a point 12 inches from where
the treads are the narrowest.
b) Maximum rise is 9-1/2 inches. Maximum clear opening between risers is 4
inches.
c) Minimum headroom is 6 feet 6 inches.
d) The tread must provide a clear walking area measuring at least 26 inches
from the outer edge of the supporting column to the inner edge of the
handrail.
7. Provide I.C.B.O. Research Report and number for metal stairway, or submit
plans and calculations and approved fabricator registered with the building
department or note that the stairway fabrication plans shall be submitted to and
approved by the building official prior to installation.
• ROOFING
8. Show the required ventilation for attics (or enclosed rafter spaces formed where
ceilings are applied directly to the underside of roof rafters). The minimum vent
area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required
vent is at least 3 feet above eave vents or cornice vents). Show area required
and area provided. Section 1505.3.
• GARAGE
9. Garage requires one-hour fire protection on the garage side of walls and ceiling
common to the dwelling. Table 3-B, Section 302.4.
10. Show a self-closing door, either 1-3/8" solid core or a listed 20 minute assembly,
for openings between garage and dwelling. Section 302.4.
• FOUNDATION REQUIREMENTS
11. Provide a copy of the project soil report prepared by a California licensed
architect or civil engineer. The report shall include foundation design
recommendations based on the engineer's findings and shall comply with UBC
Section 1804.
12. In Seismic Zone 4, each site shall be assigned a near-source factor. Identify this
value in the soils report and on the plans. Section 1629.4.2.
Carlsbad OO-1272
April 11,20OO
• FRAMING
13. Per UBC Section 2321.4, provide the following note on the plans if trusses are
used: "Each truss shall be legibly branded, marked or otherwise have
permanently affixed thereto the following information located within 2 feet of the
center of the span on the face of the bottom chord:
a) Identity of the company manufacturing the truss.
b) The design load.
c) The spacing of the trusses."
14. Provide details and calculations for drag trusses.
• MECHANICAL (UNIFORM MECHANICAL CODE)
15. Show the location, type and size (BTU's) of all heating and cooling appliances or
systems.
* CARLSBAD SPECIAL CODE REQUIREMENTS
16. All new residential buildings, including additions, require a soils report.
• MISCELLANEOUS
To speed up the review process, note on this list (or a copy) where each correction item
has been addressed, i.e., plan sheet, note or detail number, calculation page, etc.
Please indicate here if any changes have been made to the plans that are not a result
of corrections from this list. If there are other changes, please briefly describe them and
where they are located in the plans.
• Have changes been made to the plans not resulting from this correction list?
Please indicate:
Yes Q No Q
The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake
Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to
perform the plan review for your project. If you have any questions regarding these plan
review items, please contact Bill Elizarraras at Esgil Corporation. Thank you.
Carlsbad OO-1272
April 11, 2OOO
VALUATION AND PLAN CHECK FEE
JURISDICTION: Carlsbad
PREPARED BY: Bill Elizarraras
BUILDING ADDRESS: 1845 Canyon Place
BUILDING OCCUPANCY: R3/U1
PLAN CHECK NO.: 00-1272
DATE: AprU 11, 2000
TYPE OF CONSTRUCTION: VN
BUILDING PORTION
Dwelling Add'n
Garage
Air Conditioning
Fire Sprinklers
TOTAL VALUE
BUILDING AREA
(ft.2)
1628sqft.
331 sqft.
VALUATION
MULTIPLIER
* Per City Estimate
VALUE
($)
168,453.00
168,453.00
G 1994 UBC Building Permit Fee Q Bld9- Permit Fee by ordinance: $ 862.57
n 1994 UBC Plan Check Fee Q p'an Check Fee by ordinance: $ 560.68
Type of Review: ^ Complete Review fj] Structural Only Q Hourly
O Repetitive Fee Applicable Q Other:
Esgil Plan Review Fee: $ 448.54
Comments: Permit = 70% of 94 UBC EsGil Fee = 52% of Permit
Sheet 1 of 1
macvalue.doc 5196
City of Carlsbad
DATE: _
BUILDING ADDRESS:
PROJECT DESCRIPTION:
ASSESSOR'S PARCEL NUMBER;
Public Works
BUILDING PLANCHECK CHECKLIST
PLANCHECK NO.:
Engineering
A
ENGINEERING DEPARTMENT
APPROVAL
The item you have submitted for review has been
approved. The approval is based on plans,
information and/or specifications provided in your
submittal; therefore any changes to these items after
this date, including field modifications, must be
reviewed by this office to insure continued
conformance with applicable codes. Please review
carefully all comments attached, as failure to comply
with instructions in this report can result in
suspension of permit to build.
CA Right-of-Way permit is required prior to
construction of the following improvements:
EST. VALUE:
DENIAL
Please seev the^ettached report of deficiencies
marked with^r"Make necessary corrections to plans
or specifications for compliance with applicable
codes and standards. Submit corrected plans and/or
specifications to this office for review.
Date:
Date:
Date:By:
FOR OFFICIAL USE ONLY
ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT:
By:Date:
ATTACHMENTS
D Dedication Application
D Dedication Checklist
D Improvement Application
D Improvement Checklist
D Future Improvement Agreement
D Grading Permit Application
D Grading Submittal Checklist
D Right-of-Way Permit Application
[] Right-of-Way Permit Submittal Checklist
and Information Sheet
D Sewer Fee Information Sheet
ENGINEERING DEPT. CONTACT PERSON
Name: JOANNE JUCHNIEWICZ
City of Carlsbad
Address: 1635 Faraday Avenue, Carlsbad. CA 92008
Phone: (760) 602-2775
CFD INFORMATION
Parcel Map No:
Lots:
Recordation:
Carlsbad Tract:
A-4
CA 92008-7314 • (760) 6O2-272O - FAX (760^0^-8562
1ST> 2N
Q
BUILDING PLANCHECK CHECKLIST 8
SITE PLAN
1. Provide a fully dimensioned site plan drawn to scale. Show:
Property Lines
FsSGITlGntS """ I
^ Right-of-Way Width & Adjacent S
Driveway widths
North Arrow
Existing & Proposed Structures
isting Street Improvements
2. Show on site plan:
P\(Ay Drainage Patterns -See- #= (3>
^ 1. Building pad surface drainage must maintain a minimum slope of one
percent towards an adjoining street or an approved drainage course.
2. ADD THE FOLLOWING NOTE: "Finish grade will provide a minimum positive
drainage of 2% to swale 5' away from building."
Existing & Proposed Slopes and Topography
3. 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
DISCRETIONARY APPROVAL COMPLIANCE
Q Q 4a. Project does not comply with the following Engineering Conditions of approval for
Project No._
Q Q Q 4b. All conditions are in compliance. Date:
H:\WORDCOCS\CHKLST\BuMing Plancheck CMst BROOCH Form JJ.doc
BUILDING PLANCHECK CHECKLIST
DEDICATION REQUIREMENTS
3RD/
Q 5. 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 Carlsbad
Municipal Code Section 18.40.030.
Dedication required as follows:
Dedication required. Please have a registered Civil Engineer or Land Surveyor
prepare the appropriate legal description together with an 8 !4" x 11" plat map
and submit with a title report. All easement documents must be approved and
signed by owner(s) prior to issuance of Building Permit. Attached please find an
application form and submittal checklist for the dedication process. Submit the
completed application form with the required checklist items and fees to the
Engineering Department in person. Applications will not be accept by mail or fax.
Dedication completed by: Date:
IMPROVEMENT REQUIREMENTS
Q Q Q 6a. All needed public improvements upon and adjacent to the building site must be
constructed at time of building construction whenever the value of the
construction exceeds $_ , pursuant to Carlsbad Municipal Code
Section 18.40.040.
Public improvements required as follows:
Attached please find an application form and submittal checklist for the public
improvement requirements. A registered Civil Engineer must prepare the
appropriate improvement plans and submit them together with the requirements
on the attached checklist to the Engineering Department through a separate plan
check process. The completed application form and the requirements on the
checklist must be submitted in person. Applications by mail or fax are not
accepted. Improvement plans must be approved, appropriate securities posted
and fees paid prior to issuance of building permit.
Improvement Plans signed by: Date:
Q Q 6b. Construction of the public improvements may be deferred pursuant to Carlsbad
Municipal Code Section 18.40. Please submit a recent property title report or
current grant deed on the property and processing fee of $ so
we may prepare the necessary Future Improvement Agreement. This agreement
must be signed, notarized and approved by the City prior to issuance of a
Building permit.
Future public improvements required as follows:
H:\VyORD\OOCS\CHKLSTVi«dlrgPlancheckCkls(BPaoaiFonnJJ.doc o "*». 1MW96
BUILDING PLANCHECK CHECKLIST
•i*t/ fyAf 3"^
Q Q Q 6c. Enclosed please find your Future Improvement Agreement. Please return
agreement signed and notarized to the Engineering Department.
Future Improvement Agreement completed by: _
Date:
6d. No Public Improvements required. SPECIAL NOTE: Damaged or defective
improvements found adjacent to building site must be repaired to the satisfaction
of the City Inspector prior to occupancy.
GRADING PERMIT REQUIREMENTS
The conditions that invoke the need for a grading permit are found in Section
1 1 .06.030 of the Municipal Code.
Q 7a. Inadequate information available on Site Plan to make a determination on grading
requirements. Include accurate grading quantities (cut, fill import, export).
Q 7b. Grading Permit required. A separate grading plan prepared by a registered Civil
Engineer must be submitted together with the completed application form
attached. NOTE: The Grading Permit must be issued and rough grading
approval obtained rior to issuance of a Building Permit.
Grading Inspector sign off by: _ __ Date:
Q Q Q 7c. Graded Pad Certification required. (Note: Pad certification may be required even
if a grading permit is not required.)
Q Q Q 7d.No Grading Permit required.
Q Q Q 7e.lf grading is not required, write "No Grading" on plot plan.
MISCELLANEOUS PERMITS
Q Q Q 8. A RIGHT-OF-WAY PERMIT is required to do work in City Right-of-Way and/or
private work adjacent to the public Right-of-Way. Types of work include, but are
not limited to: street improvements, tree trimming, driveway construction, tieing
into public storm drain, sewer and water utilities.
Right-of-Way permit required for:
BUILDING PLANCHECK CHECKLIST
H:\WORD\DOCS\CHKLST\BuiMing Plancheck Ctclst BP0001 Farm JJ.doc A Rw. 12OW9B
X
Q 9. A SEWER PERMIT is required concurrent with the building permit issuance. The
fee is noted in the fees section on the following page.
Q 10. INDUSTRIAL WASTE PERMIT If your facility is located in the City of Carlsbad
sewer service area, you need to contact the Carlsbad Municipal Water District,
located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can
provide forms and assistance, and will check to see if your business enterprise is
on the EWA Exempt List. You may telephone (760) 438-2722, extension 153, for
assistance.
Industrial Waste permit accepted by: _ _
Date: ___ _
Q 1 1 . NPDES PERMIT
Complies with the City's requirements of the National Pollutant Discharge
Elimination System (NPDES) permit. The applicant shall provide best
management practices to reduce surface pollutants to an acceptable level prior to
discharge to sensitive areas. Plans for such improvements shall be approved by
the City Engineer prior to issuance of grading or building permit, whichever
occurs first.
Q 12. Q Required fees are attached
Q No fees required
13. Additional Comments:
H:\WORD\OOCS\CHKLST\BuMlng PtondMcfc CMst 8P0001 Form JJ.doc
JO
J~
G-
£
*% S
1Q.
DD
DD
PLANNING DEPARTMENT
BUILDING PLAN CHECK REVIEW CHECKLIST
Plan Check No. CBQQ 1073.
Planner Paul
APN:
Address 1345
• gft-OQ
Phone (760) 602-
PI.
Type of Project & Use:
Zoning: R-1 General Plan: RLfTj
_Date of participation:.
Net Project Density: DU/AC
_ Facilities Management Zone: _J
Remaining net dev acres:CFD (in/out) #_
Circle One
(For non-residential development: Type of land used created by
this
permit:
Legend: [Xj Item Complete I I Item Incomplete - Needs your action
Environmental Review Required: YES NO /\ TYPE
DATE OF COMPLETION:
Compliance with conditions of approval? If not, state conditions which require action.
Conditions of Approval:
Discretionary Action Required:
APPROVAL/RESO. NO.
PROJECT NO.
YES NO X TYPE
DATE
OTHER RELATED CASES:
Compliance with conditions or approval? If not, state conditions which require action.
Conditions of Approval:
I | Coastal Zone Assessment/Compliance
Project site located in Coastal Zone? YES.
CA Coastal Commission Authority? YES.
NO
NO
If California Coastal Commission Authority: Contact them at - 31 1 1 Camino Del Rio North, Suite 200, San
Diego CA 92108-1725; (619) 521-8036
Determine status (Coastal Permit Required or Exempt): _
NO.Coastal Permit Determination Form already completed? YES
If NO, complete Coastal Permit Determination Form now.
Coastal Permit Determination Log #: _
Follow-Up Actions:
1) Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor
Plans).
2) Complete Coastal Permit Determination Log as needed.
H:\ADMIN\COUNTER\BldgPlnchkRevChklst
Inclusionary Housing Fee required: YES NO
(Effective date of Inclusionary Housing Ordinance - May 21,1993.)
Data Entry Completed? YES NO
(A/P/Ds. Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!)
Site Plan:
CH 1 • Provide a fully dimensional site plan drawn to scale. Show: North arrow, property
lines, easements, existing and proposed structures, streets, existing street
improvements, right-of-way width, dimensional setbacks and existing topographical
lines.
I I 2. Provide legal description of property and assessor's parcel number.
D
Zoning:
l~1 1. Setbacks:
Front:
Interior
Street Side:
Rear:
Required
Required
Required
Required
20
\0
o'
Shown
Shown
Shown
Shown
D
I I 3. Lot Coverage:
D 4. Height:Required Shown
Shown
Shown
Required —' H 0 % Shown Q
{Q EH CH 5. Parking: Spaces Required
Guest Spaces Required
I I I I Additional Comments
G> lot c<
gar. Shown
Shown.
AOA - Cef rv
Q.nd fe.ar y &tA. "ToHai arc
40 % o-T oft'
O f i a ( O a I
C *
t n •*v-*a bui Id LI 9r¥^o r\1 on
0-f
OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER DATE
"rc
H:\ADMIN\COUNTER\BldgPlnchkRevChklst
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondido, CA. 92025
Tel.: (760) 746-5112, Fax: (760) 741-0480
STRUCTURAL CALCULATIONS
PROJECT: LITTLE RESIDENCE (00-21)
1845 CANYON PLACE, CARLSBAD
DATE: APRIL 3. 2000
curt
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondido, CA. 92025
JOB
SHEET NO.
CALCULATED BY.
CHECKED BY
SCALE
THIS ANALYSIS VALID ONLY WITH
WET SEAL & SIGNATURE OF
ENGINEER
Notes:
. Structural calculations are for the analysis or design of primary structural systems
and elements. Other connections and attachments of non-structural elements, or
systems are the responsibilities of the architectural designer unless they are shown
otherwise by the Engineer.
This calculations and specifications are for this address only. Any other use is not
allowed and Engineer shall not be responsible for the unauthorized use.
. Architectural designer is responsible for all applicable sketching details on plans
which should represent required framing conditions, details needed for construction
purposes.
Cram Hut. OU71TeOrt« PHONE TOll FBff I«0-Z2M3»
TH&A, INC.
Engineering and Cod* Consultants
125 Wett MlMlon Avc. Suite 201
Escondldo, CA. 92025
tbr
»«,74-*•%«• •« i I
j|r0i;U-0
fl'4 I .•4 t-
4XI4.PI-
^ Ri*
0*t? X/• O X U 4-
• *Cci*
I
/oR.pu>2ATiOAy (VK^A)
! «"«> UIH tiiM hik*n>M mi INI imman
JOB
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondido, CA. 92025
irrrnr
\W$tf•xw ?SK
PflODUCT 204-1 iSlngk Slura) !05 I (P»l*d) /<VBH»/. Inc., Grolon. Miss. Ol«l. lo Ortei PHONE IOU FBfE I-IOO-22S-43M
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondldo, CA. 92025
JOB.
SHEET NO..
CALCULATED BY_
CHECKED BY _
SCALE _
OF
DATE.
DATE.
fV^j^iffi
\\\ • ; V \ i
PHODUCl JW-I (S«gH SHedi] J05- 1 Int., CroWi, Min, 01471. T» Onto PlOllt 1011 mi I -800-I25-63M
Title:
Dsgnn
Description:
Scope:
Job*
Date:
Multi-Span Timber Beam Page 1
Description (RB-2J^-jkt MJfrf/WL ^*U3 - /o Q a /&
General Information
Truss Joist - MacMPIan, Parallam 2.0E E
Spans Considered Continuous Over Support
1
Fb : Basic AHow 2,900.0 psi
Fv : Basic AHow 290.0 psi
Elastic Modulus
Load Duration Factor
2,000.0 ksi
1.000
I Timber Member Information
Description
Span
Timber Section
Beam Width
Beam Depth
End Fixity
Le: Unbraced Length
Member Type
| RB-Z
ft
in
in
ft
17.00
C.nt.
6.00
>rll»: 3.5x14.0*rll»: 3.5x14.0
3.500
14.000
Pin -Pin
0.00
3.500
14.000
Ph)-rr««
0.00
Loads
Live Load Used This Span
Dead Load
Live Load
Point #1 Dead Load
Live Load
@X
? Yes
#/ft
#ffi
Ibs
Ibs
ft
171.00
144.00
Yes
1
82.00
24.00
315.00
168.00
6.000
Results
Mmax @ Cntr
@X =
Max @ Left End
Max @ Right End
fb : Actual
Fb : Allowable
Shear @ Left
Shear @ Right
fv : Actual
Fv : Allowable
in-k
ft
in-k
in-k
psi
psi
k
k
psi
psi
109.2
7.59
0.0
-57.7
955.4
2,900.0
BMdwjOK
2.39
2.96
78.6
290.0
Sk»r OK
0.0
0.00
-57.7
0.0
504.4
2,900.0
BtxfegOK
1.12
0.00
30.5
290.0
SlwwOK
Reactions & Deflection
DL @ Left
LL @ Left
Total @ Left
DL @ Right
LL @ Right
Total @ Right
Max. Deflection
@X»
k
k
k
k
k
k
in
ft
1.26
1.14
2.39
2.46
1.62
4.08
-0.277
8.16
1
1
2.46
1.82
4.08
0.00
0.00
0.00 /
0.183 /
6.00 "^
i Query Values
Location
Moment
Shear
Deflection
ft
in-k
Ibs
in
0.00
0.0
2.4
0.0000
0
/?&n oV-'jt't*
\
0.00
-57.7
1.1
0.0000
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondido, CA. 92025
JOB.
SHEET NO..
L/flXiyyix
A-W L£&_LpiL±l&£s
CALCULATED BY_
CHECKED BY
SCALE.
T-K.OF.
DATE.
DATE.
3^2s^2frgy
Miciollanr LVL& Parallam"" PSL Design Properties
Design values shown are for 100% load duration
1%" 1.8E WS MICROLLAM1" LVL
'].,.'•' .- ::•-*'"(*.*•• • .,vi.i, .'•.•,- >"4<r<?:• DESIGN PROPERTY^•'• ,:^-/-:, ;' ;;•-,..' 'V1 :'-*i,';yf*
Moment (ft. Ibs.) -S^
:'"::»ri:r Shear (lbs.):^N^
Moment of Inertia (In-)
Weight (Ibs^lln. ft.) -
-%v.y >.^s*--' '>•!•.*.-. ^Y-W-^ DEPTHt,
*?«*"•••
2,190
1,830
25
2.8
^.TW.:
3,520
2,410
55
3.7
9W
5,885
3,160
125
4.8
S11%"?
8,940
3,950
245
6.0
^K^^ii^m^'^--:
•#14"$>
12,125
4,655
400
7.1
WVfr-
15,495
5,320
595
8.1
wi8";v
19,365
5,985
850
9.1
1.8E WS MICROLLAM" LVL
ALLOWABLE DESIGN STRESSES
GENERAL NOTES:
• Lateral support of beam compression edge is required at intervals of 24" o.c. or closer.
• See NER-126 for additional design information.
Shear modulus ol elasticity
Modulus of elasticity
Flexural stress
Compression perpendicular to grain
parallel to glue line
Compression parallel to grain
Horizontal shear perpendicular
to glue line
G = 112,500 psi
E = 1.8x106psi
Fb = 2600 psi"1
Fci = 750 psi12'
Fc|| = 2460 psi
Fv = 285 psi
(1) For 12-inch depth. For others, multiply by \¥\ °-136
(2) Fcl shall not be increased for duration of load.
13/4" 2.0E WS PARALLAM® PSL
DESIGN PROPERTY
Moment (ft. Ibs.) •
VV Shear (Ibs.) •*•
Moment' of Inertia (In4)
Weight (lbs./lln. ft.)
,-.•...'•. ••if-if;'- DEPTH :•:•'••
9V4"'
6,530
3,215
125
5.2
11%"
9,950
4,020
245
6.5
14"i:
13,580
4,735
400
7.7
«.16"V.
17,475
5,415
595
8.8
.;yff*v
21 ,830
6,090
850
9.8
31/2" 2.0E WS PARALLAM® PSL
DESIGN PROPERTY
Moment (ft. Ibs.)
• --y Shear (Ibs.)
Moment of Inertia (ire)
Weight (IbsJIIn. ft.)
.;;--, */.':,•.(: :;'vDEPTH.i-.-';''.-;-.'..;;.'
9V4"
13,055
6,430
250
10.4
11%"
19,900
8,035
490
13.0
»14'^
27,160
9,475
800
15.3
16" '
34,955
10,825
1,195
17.5
is";
43,665
12,180
1,700
19.7
2W 2.0E WS PARALLAM® PSL
DESIGNPROPERTY
^Moment (ft. Ibs.) '
^Shear(lb8.):^1*
Moment of Inertia (In4)
Weight (lbs;/lln, ft.)«
DEPTH
%&?$.
10,025
4,935
190
8.0
i.11.%"'
15,280
6,170
375
10.0
4H4<^
20,855
7,275
615
11.8
-!'16^--
26,840
8,315
915
13.4
•'i.W'.
33,530
9,350
1,305
15.1
SW' 2.0E WS PARALLAM® PSL
iJifJ^-jKy.':^!* ,. jj ffsffitv
'$•: Moment (ftl'lbs.) a*
*^ishear(ibi*^^
Moment of Inertia (in4)
Weight (lbs./lln. ft.)
'$m
'>ivF$
19,585
9,645
375
15.6
^:-^|-«DEPTH!*^:;i!:!,iiiv '-•••
'11%'^
29,855
12,055
735
19.5
^4-¥
40,740
14,210
1.200
23.0
*&&•.
52,430
16,240
1,790
26.3
*18"
65,495
18,270
2,550
29.5
7" 2.0E WS PARALLAM® PSL
DESIGN PROPERTY
Moment (ft. Ibs.)
Shear (Ibs.)
Moment of Inertia (In4)
'Weight (IbsJIin. ft.)
,V-''.-,vV.'4,'X,;. DEPTH •'""•••'••-•
9W
26,115
12,855
500
20.8
11'A"
39,805
16,070
975
26.0
14,"
54,325
18.945
1,600
30.6
,16"
69,905
21,655
2,390
35.0
18"
87,325
24,360
3,400
39.4
2.0E WS PARALLAM® PSL
ALLOWABLE DESIGN STRESSES
GENERAL NOTES:
• Lateral support of beam compression edge is required at intervals of 24" o.c. or closer.
• See NER-292 for additional design information.
Shear modulus of elasticity G
Modulus of elasticity E
Flexural stress Fb
Compression perpendicular to grain
parallel to wide face of strands Fcl
Compression parallel to grain Fc||
Horizontal shear perpendicular
to wide face of strands Fu
WS indicates Western Species. Western Species may include
Douglas fir, lodgepole pine, western hemlock or white fir.
(1) For 12-inch depth. For others, multiply by \—\ °
(2) Fcl shall not be increased (or duration of load.
= 125,000 psi
= 2.0x106psi
= 2900 psi"1
- 650 psi'2'
= 2900 psi
= 290 psi
'.111
Microllarrr LVL & Parallanf PSL - Allowable Holes
2 x Diameter of the largest hole (minimum)
GENERAL NOTES:
1. The Allowed Hole Zone in this chart is suitable for uniformly loaded beams using
maximum loads for any tables listed in this guide. For other load conditions or hole
configurations, please contact your Trus Joist MacMillan Representative.
2. If more than one hole is to be cut in beam, the length of the uncut beam between
holes must be a minimum of twice the diameter of the largest hole.
3. Reclangular holes are not allowed.
4. Holes in cantilevers require additional analysis.
DO NOT cut, notch or drill holes in
Parallam* PSL except as indicated
in chart and illustration.
ROUND HOLE CHART
|£iAM ..DEPTH-;,
•••i .•••.:-6Vi"
7V4" through 18"
MAXIMUM ROUND
"•HOLE SIZE
iy."
2"
Page 26
31/?" 2.0E ES or WS Parallam® PSL Allowable Load
(For 1%", 211/i«", 51/4" and 7" beams, see multiplier below)
Table 4: Floor — (plf)
SPAN
(Ft.)
6
8
10
12
14
16
18
20
22
24
26
28
30
On»-3V4" x 9'/i"
LIVE
LOAD
1169
627
372
238
161
114
84
63
49
38
31
25
TOTAL
LOAD
2091
1470
930
548
347
232
161
115
84
63
47
36
27
Ont-3%" x 9Vk"
LIVE
LOAD
1258
676
402
257
174
123
90
68
53
42
33
27
TOTAL
LOAD
2163
1517
1003
592
376
251
175
125
92
69
52
40
30
On«-3V4"x11V4"
LIVE
LOAD
1084
651
420
285
203
149
112
87
69
55
45
TOTAL
LOAD
2694
1862
1421
964
617
416
292
211
156
118
91
70
55
On«-3W'x11%"
LIVE
LOAD
1258
758
490
334
237
174
132
102
81
65
53
TOTAL
LOAD
2898
1991
1515
1093
722
488
343
249
185
140
108
84
66
On«-3V4"x14"
LIVE
LOAD
1198
781
535
382
282
213
166
131
105
86
TOTAL
LOAD
3652
2456
1848
1480
1093
788
558
407
305
233
181
143
113
On*-3V4" x 16"
LIVE
LOAD
1722
1132
781
560
414 .
315
244
194
156
127
TOTAL
LOAD
4463
2935
2185
1738
1409
1075
822
,604
4§5
349
273
216
173
One-3Wx 18"
LIVE
LOAD
1561
1084
781
580
442
344
273
220
180
TOTAL
LOAD
5394
3460
2545
2010
1660
1345
1058
850
643
496
390
310
250
Table 5: Roof—(plf)
SPAN
(Ft.)
6
8
10
12
14
16
18
20
22
24
26
28
30
On»-3Vi" x 9%"
TOTAL LOAD
Snow
115%
2406
1692
1132
734
466
312
218
157
116
87
67
51
40
Non-
Snow
125%
2616
1840
1231
734
466
312
218
157
116
87
67
51
40
DEFL
L/240
1754
940
556
357
242
171
125
95
73
58
46
38
One-3W x 9V4"
TOTAL LOAD
Snow
115%
2489
1746
1191
793
504
338
236
170
126
95
73
56
44
Non-
Snow
125%
2706
1899
1295
793
504
338
236
170
126
95
73
56
44
DEFL
L/240
1887
1014
603
386
262
185
136
102
79
62
50
41
OlW-3V4"Xliy<"
TOTAL LOAD
Snow
115%
3100
2143
1636
1136
827
558
393
285
213
162
125
98
77
Non-
Snow
125%
3371
2330
1779
1236
827
558
393
285
213
162
125
98
77
DEFL
U240
1626
977
629
428
304
223
169
130
103
83
67
On*-3Vt"x11'/t"
TOTAL LOAD
Snow
115%
3335
2291
1744
1259
921
654
461
336
251
191
148
116
92
Non-
Snow
125%
3626
2492
1896
1369
967
654
461
336
251
191
148
116
92
DEFL
L/240
1887
1137
735
501 .
356
262
198
153
121
97
79
One-3\4" x 14"
TOTAL LOAD
Snow
115%
4202
2827
2128
1705
1260
961
749
548
412
316
246
195
156
Non-
Snow
125%
4569
3074
2314
1854
1370
1046
749
548
412
316
246
195
156
DEFL
L/240
1798
1171
803,
tt
423
320
248
196
158
129
On*-3Wx16"
TOTAL LOAD
Snow
115%
5135
3378
2515
2002
1623
1239
975
786
612
471
370
294
237
Non-
Snow
125%
5583
3673
2735
2177
1766
1348
1061
811
612
471
370
294
237
DEFL
L/240
1698
1171
840
621
472
367
290
234
191
On«-3Vi" x 18"
TOTAL LOAD
Snow
115%
6206
3982
2929
2315
1912
1550
1220
985
810
668
526
420
340
Non-
Snow
125%
6747
4330
3186
2518
2080
1686
1328
1072
864
668
526
420
340
DEFL
L/240
1626
1171
870_
S63
516
409
330
270
GENERAL NOTES:
1 Values shown are the maximum uniform loads, in pounds per lineal
foot (plf), that can be applied to the beam in addition to its own weight.
2. Tables are based on uniform loads and the most restrictive of simple
or continuous span. Shaded areas represent load conditions con-
trolled by a continuous span condition.
3 Tables can be used for IV-T, 2"/ie", 3W, SVt", or 7" width beams. Use
the following multipliers to calculate the allowable load for each width:
1V/ width beam'6':
2"/i6" width beam:
3Vj" width beam (":
5%" width beam:
7' width beam:
(a)
Use values in table x 0.50
Use values in table x 0.77
Use values in table.
Use values in table x 1.50
Use values in table x 2.00
Tables are for one 3Vi" beam. When properly fastened together,
double the values for two 3V4" beams. When top loaded, fasten
together per L6 on page 18. When side-loaded see page 24 for
connection of multiple pieces,
(b) 1%" x 16" and W x 18" beams are to be used In multiple
member units only.
Parallam1 PSL beams are made without camber; therefore, in addi-
tion to complying with the deflection limits of the applicable model
code, other deflection considerations, such as ponding (positive drain-
age is essential) and aesthetics, shall be evaluated.
5. Lateral support of beam compression edge is required at intervals of
'24" o.c. or closer.
6. Lateral support of beams is required at bearing points.
7. Bearing area to be calculated for specific application; see table on
page 24.
Floor Beam Sizing:
• To size a beam for use in a floor it is necessary to check both live load
and total load. Make sure the selected beam will work in both columns.
When no live load is shown, total load will control.
• Total load column limits deflection to L/240. Live load column is based
on deflection of L/360. Check model code for other deflection criteria
• For live load deflection limits of L/240 and L/480 multiply loads shown
in live load column by 1.5 and 0.75 respectively. The resulting live load
shall not exceed the total load shown.
Roof Beam Sizing:
• Total load column limits deflection to L/180. For stiffer deflection crite-
ria, check L/240 column at total load. Check model code for other
deflection criteria.
• Roof members shall either be sloped for drainage or designed to
account for load and deflection as specified in the applicable model
code.
Page 54 of 56 Report No. NER-119
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondido. CA. 92025
PRODUCT !«-1 |S»g» S««l) Z05-1 IPMiMI /S|g5?« tic,, tow! Mai. 01471. To Oc* mm IM.I FREE MOO-22W3W
Report No. NER- 200 Pag* 7 of 15
TABLE 2 . PROPERTIES FOR TJI JOISTS
BASIC PROPERTIES
JOIST
DEPTH
(in.)
JOIST
WT.(pin
RESISTIVE
MOMENT
(ft-lbs.)
VERT.
SHEAR
(Ibs.)
Elx
10*6
in*2-lbi
K
REACTION PROPERTIES
END REACTION (Ibt.)
1-3/4"
Bearing Lgth.
W«b Stiffener*
NO YES
3-1 IV
Bearing Lgth.
W«b Stiffener*
NO YES
NAILS
REQ'D.
INTERMEDIATE REACTION (Ibi.
3-1/2"'M*fftr 'Bearing Lgth.
Web Stiffenen
NO YES
6-1/4"
FMBearing Lgth.
Web Stiffeners
NO YES
NAILS
REQ'D.
TJl/Pro 160
9-1/2
1 1 -7/8
2.0
2.3
2730
3620
1120
1420
160
276
4.5
4.5
945
945
NA
NA
1120
1420
NA
NA
NA
NA
1895
1895
NA
NA
2440
2440
NA
NA
NA
NA
TJl/Pro 260
7-1/2
9-1/2
11-7/8
14
16
9-1/2
10
11-7/8
te14
' 16
2.0
2.2
2.5
2.8
3.0
2335
3210
4260
5210
6075
860
1120
1420
1710
1970
2.7
2.8
3.0
3.2
3.5
3745
4010
5000
6135
7205
1120
1185
1420
171Q
1970
103
185
319
474
653
4.5
4.5
4.5
4.5
4.5
860
1015
1015
1015
1015
NA
NA
1120
1120
1120
860
1120
1420
1560
1560
NA
NA
1420
1710
1915
TJl/Pro 360
231
261
395
584
801
4.5
4.5
4.5
45
4.5
1120
1160
1160
1160
1160
NA
1185
1420
1505
1505
1120
1165
1420
1615
1615
NA
1185
1420
1710
1970
NA
NA
3-8d
3-8d
3-8d
2030
2030
2030
2030
2030
NA
NA
2385
2385
2385
2225
2575
2575
2575
2575
NA
NA
2930
2930
2930
NA
NA
3-8d
3-8d
3-8d
NA
3-8d
3-8d
3-8d
3-8d
2320
2320
2320
2320
2320
NA
2680
2680
2680
2680
2870
2870
2870
2870
2870
NA
3065
3225
3225
3225
NA
3-8d
3-8d
3-8d
3-Sd
TJl/Pro 860
10
11-7/8
14
16
3.9
4.2
4.5
4.7
6150
7675
9420
11065
1720
1925
2125
2330
16
18
20
22
24
26
28
30
3.7
4.0
4.3
4.5
4.8
5.1
5.4
5.6
8015
8825
9905
10985
11635
12680
13725
14770
2330
2535
2740
2935
3060
2900
2900
2900
394
593
874
1192
5.3
5.3
5.3
5.3
1400
1400
1400
1400
847
1119
1437
1801
2214
2678
3196
3769
5.3
5.3
5.3
5.3
5.3
5.3
5.3
5.3
1315
1315
NA
MA
NA
NA
NA
NA
1715
1875
1875
1875
1720
1885
1885
1865
1720
1925
2125
2330
TJI/L60
1505
1505
1505
1505
1505
1505
1505
1505
1885
1885
NA
NA
NA
NA
NA
NA
2330
2535
2740
2935
3010
2900
2900
2900
2-1 6d
3-1 6d
3-1 6d
3-1 6d
3355
3355
3355
3355
3670
3630
3830
3830
3970
3970
3970
3970
4285
4445
4445
4445
2-16d
3-16d
3-16d
3-16d
6-6d
7-«d
8-8d
9-8d
10-Sd
11 -fld
12-8d
13-8d
2625
2625
NA
NA
NA
3330
3330
3330
3330
3330
$»'
...406..
3245
3245
NA
NA
NA
,'**,•'••#*-'...'«* .
3990
4115
4235
4360
4485
«3G
64t6
6-8d
7-8d
8-8d
9-8d
10-8d
11-8d
12-8d
13-8d
TJI/U90
16
18
20
22
24
26
28
30
4.7
5.0
5.3
5.6
5.8
6.1
6.4
6.6
12425
13680
15360
17040
18060
19680
21300
22925
2330
2535
2740
2935
3060
2900
2900
2900
1246
1635
2085
2597
3172
3814
4525
5306
5.3
5.3
5.3
5.3
5.3
5.3
5.3
5.3
1400
1400
NA
NA
NA
NA
NA
NA
2030
2030
2190
2345
2345
2345
2345
2345
1885
1885
NA
NA
NA
NA
NA
NA
2330
2515
2675
2830
2830
2900
2900
2900
4-1 6d
4-1 6d
5-1 6d
6-1 6d
6-1 6d
7-1 6d
8-1 6d
8-1 6d
3355
3355
NA
NA
NA
' **v;
\#U..?.*».;.
3985
3985
4145
5090
5195
&00
-W» ,*mto*
3970
3970
NA
NA
NA
AM
" HA...:«*...
4605
4605
4760
5710
6025
«8«>
«Wtat>o
4-16d
4-1 6d
5-16d
11-16d
13-1 6d
14-16d
15-16d
17-16d
TJI/H60
10
11-7/8
14
16
18
20
22
24
26
28
30
3.2
3.4
3.7
4.0
4.2
4.5
4.8
5.1
5.3
5.6
5.9
5000
6260
7695
9055
10070
11340
12590
13350
14555
15760
16965
1720
1925
2125
2330
2535
2740
2935
3060
2900
2900
2900
300
456
679
934
1236
1587
1989
2444
2955
3523
4151
5.3
5.3
5.3
5.3
5.3
5.3
5.3
5.3
5.3
5.3
5.3
1400
1400
1400
1400
1400
NA
NA
NA
NA
NA
NA
1505
1505
1505
1505
1505
1505
1505
1505
1505
1505
1505
1720
1885
1885
1885
1885
NA
NA
NA
NA
NA
NA
1720
1925
2125
2330
2535
2740
2935
3010
2900
2900
2900
3-8d
3-8d
5-8d
6-8d
7-8d
8-8d
9-8d
10-8d
11 -8d
12-8d
13-8d
3335
3335
3335
3335
3335
NA
NA
NA
iS 'w. <
3335
3335
3335
3335
3335
3335
3335
3335
<&» ..
<O#
4949
4090
4090
4090
4090
4090
NA
NA
NA
, Mmm
4450
4460
4710
4830
4840
4840
4840
4840
58ft?
«W>
9900
3-8d
3-Bd
5-«d
6-8d
7-8d
8-Sd
9-8d
10-8d
11-8d
12-8d
13-8d
TJI/H90
10
11-7/8
14
16
18
20
22
24
26
28
30
4.3
4.6
4.9
5.2
5.4
5.7
6.0
6.3
6.5
6.8
7.1
7760
9730
11975
14100
15685
17670
19625
20810
22695
24580
26465
1720
1925
2125
2330
2535
2740
2935
3060
2900
2900
2900
453
687
1015
1389
1827
2331
2904
3549
4266
5059
5930
5.3
5.3
5.3
5.3
5.3
5.3
5.3
5.3
5.3
5.3
5.3
1400
1400
1400
1400
1400
NA
NA
NA
NA
NA
NA
1715
1715
1875
2030
2030
2190
2345
2345
2345
2345
2345
1720
1885
1885
1885
1885
NA
NA
NA
NA
NA
NA
1720
1925
2125
2330
2515
2675
2830
2830
2900
2900
2900
2-1 6d
2-1 6d
3-1 6d
4-1 6d
4-1 6d
5-1 6d
6-1 6d
6-1 6d
7-1 6d
8-1 6d
8-1 6d
3495
3495
3495
3495
3495
NA
NA
NA
' «M
---«* ""
t*4.-...:
3810
3810
3970
4130
4130
4285
5195
5195
WOO
-5«H»
>**»
4100
4100
4100
4100
4100
NA
NA
NAm
NA:.m
4420
4420
4575
4735
4735
4890
5840
6155
6900
9800
MOO
2-16d
2-16d
3-16d
4-16d
4-16d
5-1 6d
11-16d
13-16d
14-16d
15-16d
17-16d
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondldo, CA. 92025
PRODUCT 204-1 (Slrqk Steels) 20S-I IPidMd) (wji), lac, troBn.Uiis OM7I. loOn»( PHO« IOU.fffi! 1-HMiM3M
JOB.
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondido, CA. 92025
SHEET NO..to.
CALCULATED BY_
CHECKED BY _
SCALE.
OF_
DATE.
DATE.
-i IP«M«I) /AB»;« IK. Gnu, Mat. 01(71. To oto PHONE TOLL FREE i-no-n»3aa
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondldo, CA. 92025
fTTg/
^A
PSOOUCT »• I (Sbg« 5«M| S5-1 (PxkWI (*&&), tat.. SiOm. Urn. 01471. To Ord* PHOK TOU FMf t«».!SM3«
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. SuHe 201
Escondido, CA. 92025
JOB.
SHEET NO..
II
II
CALCULATED BY_ZJL,OF
DATE.
DATE.
BTJUF
PKOOUCT20H |S«ig»Sri«iti)20S-l (
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondldo, CA. 92025
PRODUCT !W-l(S«i5fcSh«ll) 205-1 (P«MM|(^TO7»I«.. Grakn, Man. OI«I.T|> Older PHONE lOU OK I-MO-22S-63M
Re» 506001
Description ^^f- /"f'^Tfl Al
TOte:
Osgnn Data:
Cantilevered Retaining Wall
*«• wa»i*i<
General I
Retained Height =
Wall height above retained soil -
Slope Behind Wall =
Height of Soil over Toe =
Soil Density =
Footing Data
Toe Width =
Heel Width =
Total Footing Width =
Footing Thickness -
Footing Key Data
Distance from Toe =
Width =
Depth =
i Footing Design Results
fc
Minimum As % =
Rebar Cover @ Top =
Rebar Cover @ Bottom =
ACI Factored Soil Pressure =
Mu' : From Upward Loads =
Mu' : From Downward Loads =
Mu: Used For Design =
Actual One-Way Shear =
Allowable One-Way Shear =
Design Summary
Total Bearing Load =
...resultant ecc. =
Soil Pressure @ Toe = 942 <*=
Soil Pressure @ Heel = 554 <=
ACI Factored Press @ Toe =
ACI Factored Press @ Heel =
Footing Shear @ Toe = 2.8 <=
Footing Shear @ Heel & 31.1 <=
WALL STABILITY RATIOS
Overturning Stability Ratio =
Sliding Ratio Ratio =
5.00ft
0.00ft
0.00 : 1
0.00 in
110.00 pcf
*0.50 ft
6.00ft
6.50ft «
18.00 in
1
0.50ft "
12.00 in "
6.00 in
\rtr MMit & K^Tfcs
Soil Data
Allow Soil Bearing
Equivalent Fluid Pressure Method
Active Soil Pressure - Heel Side
Active Soil Pressure - Toe Side
Passive Pressure
Water table height over heel
| Sliding Data
Friction Factor @ Footing & Soil
...neglect ht. for passive
Lateral Sliding Force
less Passive Pressure Force
less Friction Force
Added Restraint Force Required
Job*
Page 1 |
?^vr &WM
= 1,000.0 psf <"
= 43.0 psf ^
= 0.0 pcf
= 200.0 pcf
B 0.0ft
= 0.250 -
= 0.00 in
= 908.4
= - 400.0 Ibs
= - 1,215.2 Ibs
= 0.0 Ibs
2,000 psi Minimum Footing Rebar Options
cMxm PS' To* SWe He*' Sid*--
2.00 in Not req'd Not req'd
3.00 in Mu < S * Fr Mu < S * Fr
Toe Heel
1,319 775 psf
289 Oft-*
70 Oft-*
282 31 11 si Key Reinforcement: Not Req'd = Mu<S*Fr
76.03 76.03 psi
t
|
|
1
4,861 Ibs Summary of Stem Section Designs....
3.38 in Top: 8 in Mas, #5®16.00 in@Edge, From 5.0 ft to 0.0 ft ""
1,000 psf
1,000 psf
1,319 psf
775 psf
76.0 psi
76.0 psi
8.33 S
1.78 S
Title:
Dsgnn
Description:
Scope:
Job*
Date:
Cantilevered Retaining Wall Page 2J
Description
Stem Design & Construction
Design location for stem is at
this height above footing
/Vail Material Above "Ht"
"hickness
Rebar Size
Rebar Spacing
Rebar Placed at
fb/FB + fa/Fa
Total Force @ Section
Moment.... Actual
Moment Allowable
Axial Stress.... Actual
Axial Stress Allowable
Shear Actual
Shear Allowable
Bar Embed ABOVE Hi
Bar Embed BELOW Ht.
Wall Weight
Rebar Depth 'd'
fm
Fs
Solid Grouting
Special Inspection
Modular Ratio 'n'
Short Term Factor
Equiv. Solid Thick.
fc
Fy
=
=
=
=
B
-
=
=
=
=
=
S
=
=
s.
=
r
=
=
s
s
s
=
s
s
=
=
1
TOD Stem
Stem OK
0.00ft
Masonry
8.00 in '
# 5 •"
16.00 in '
Edge
0.847 •'
537.5 Ibs
895.8 tt-#
1, 058.0 ft-#
4.3 psi
143.2 psi
9.60 psi
19.36 psi
12.47 in
6.00 in
78.0 psf
5.25 in
1 ,500 psi
20,000 psi
Yes
No
25.78
1.000
7.60 in
psi
Title:
Osgnn
Description:
Scope:
Job*
Dote:
Cantilevered Retaining Wall Page 3
Description
Summary of Overturning & Resisting Forces & Moments
Item
Heel Active Pressure
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem
Toe Active Pressure
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions
Footing Weight
Key Weight
Vert. Component
Added Lateral Load
Load @ Stem Above Soil
OVERTURNING
Force Distance Moment
Ibs ft ft-#
908.4 2.17 1,968.1
0.50
TOTALS =
RESISTING
Force Distance MomentIbs ft ft-#
2,933.3
390.0
1,462.5
75.0
3.83
0.00
0.83
3.25
1.00
908.4 Ibs O.T.M. = 1,968.1 4,860.8 R.M. «
Resisting/Overturning Ratio =
Total used for Soil Pressure = 4,860.8 ( + Axial Liv* Load, - Vertical Soil Component)
Vertical component of active pressure used for soil pressure
Toe Surcharge Not Used To Resist Overturning
Heel Surcharge Not Used To Resist Overturning
11,244.4
325.0
4,753.1
75.0
16,397.5
8.33
JTH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite Z01
Escondido, CA. 92025
SHEET NO.
CALCULATED BY
CHUCKtDUY
SCALE
•^2?-20fr9
DATb.
^flftfV ww\
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondido, CA. 92025
PDOOUCT 204-1 (Suvjll SMs) 205-1 ("iWMI
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondido, CA. 92025
JOB.iQqf&M*
PROOUCI !«•! (SUigk SMtl Z05-I |PHd«|
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondldo, CA. 92025
JOB.
SHEET NO..
to\
CALCULATED BY_
CHECKED BY
SCALE.
OF
DATE.
DATE.
PflOOUCT !WI|S«^lStM«)TO-l (PldcWI ^TO?« he, GMM. Uw. OH7I. lo Or* PHOKE UJUfflEEl O>!2«3M
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondido, CA. 92025
JOB.
SHEET NO..
CALCULATED BY.
CHECKED BY
SCALE.
r-x.OF
DATE.
DATE.
STRONG-WALL™ SHEAR
Check our website
www.stronatie.com for
structural details.
The Strong-Wall Shearwall has ICBO Code No. PFC-5485.
Standard model walls are used (or slab-on-grade applications, cr toi nistji
wall will bear directly on concrete. The top ol ihe wall attaches to oowjir to|
fasten to verious header maienals. Standard model walls can M inii.iiku .;
and door openings, on garage wing walls, interior applications ui any oir.d
increased lateral resistance is required.
FEATURE BENEFIT
Standard Strong-Wall
Shearwall
US Patent 5,706,626
Continuous Top Plate
3 1/2 Inches Thick
Pre-Attached Holdowns
Slotted Holes tor
Perpendicular Adjustments
Factory Built, Fingerprinted,
High Quality Materials
Allows for Greater Than
2-to-1 Aspect Ratio
Template available for
Placement of Anchor Bolts
Design Load Values Derived
from Cyclic Testing of
Complete Wall System
Higher loads than conventional
field built shearwalls
Achieves higher drag strut capacity.
No diaphragm sticking out of the plane of the
wall; no furring out adjacent walls—saves
on installation costs.
Assures high quality control, saves installation time
Field adjustability results in fewer problems
associated with misplaced anchor dolts
Consistent quality and performance.
Can use less expensive wood wall, steel-type
is labor-intensive.
Anchor bolts less likely to be off layout.
Saves time tor concrete and framing contractor
Higher degree of confidence in building
performance for owner, engineer and
insurance company.
Requires 30-70% less lineal footage than conventional
Shearwall. Eliminating excess shear panels can reduce
water entrapment problems associated with some
stucco installation methods.
Naming Scheme: SW24x8-4
IStrong-Wall TTTWidth I
(in.) N(
Nominal Wall
Thickness
Nominal
Height
(ft.)
STANDARD STRONG-WALL SHEARWALL
>.
Model
SW24x8-4
SW32x8-4
SW48x8-4
SW24X9-4
SW32x9-4
SW48x9-4
SW32X10-4
SW48x10-4
W
(in)
24
32
48
24
32
48
32
48
H
(in)
93X
93X
93/«
105/4
105^
105/4
1 17/.
117/4
T
(in)
3/,
3/,
3*
3/2
3/2
3/>
3*
3*
Number ol
Fasteners In
Top of Wall
12-SDS/.X6
16-SOS/4x6
24-SDS/4x6
12-SDS/.X6
16-SDSXX6
24-SDS/.X6
16-SDS/4x6
24-SDS/4x6
Number of
Mudsill
Anchors
2-K
2*
3-K
2-X
2-K
3-K,
2-X
3-K
Holdown
Reaction
at Strength
Limit Stales
(Ids)
16470
20670
19920
21540
21510
20520
19530
21270
Holdown
Reaction at
Allowable
Shear
(Ibs)
3070
7100
5900
3560
4960
6190
4670
6680
Holdown'
Anchor
Bolts
2-SSTB28
2-SSTB28
2-SSTB28
2-SSTB28
2-SSTB28
2-SSTB28
2-SSTB28
2-SSTB28
Allowable
Shear V
Load (Ib)
1610
2865
4545
1585
2600
4370
Drift at
Allowable
Shear V
(in)
.389
.377
.380
.396
.427
.439
2460 i .453
4095
Allowable
Shear V
Load
(Ib/lt)
804
Max.
wall
Weight
(Ibs)
91
1074 : 116
1136 i 149
793
975
101 :
128
1093 | 165
923 13-!
.435 1024 17'
1. For plywood shear panel, add "P" to model name (e.g. SW24x8-4P), and multiply the table loads by 0.88.
2, for two-pour applications, use the SSTB34.
3 Recommended minimum 5/8" x 12" mudsill anchor.
The building designer shall verify that these details are consistent with the complete load path requirements of the structure.
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondldo, CA. 92025
JOB.
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondido, CA. 92025
SHEET NO..OF.
CALCULATED 8Y_
CHECKED BY
SCALE
DATE.
^ = o"
.
i lin« SMu MS IIPMMI (^W/. Me.. Cmon Mm. OMH. Io Ot*mO« foil fflS l«»22M3n
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Escondldo, CA. 92025
mmmmMm
pjfeaffijQUjfljl
1^4ffi
PflOOUCTa<-IBi«<ileSlmlllil»-IIPlllll«ll/Si5r?«lK..lirel»l. Mat 01471 .ToOnH(»IOmOUHItEHOm5<380
TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201
Eacondido, CA. 92025
)pq?/L!^i^ USA' S '•• >r l\ n ni;\ :
SHEAR WALL SCHEDULE
SYM MATERIAL NAILING SHEAR
VALUE
1/2" Gyp Bd 5d Cooler Nails @ 7" OC 50#/FT
Unblocked F.N. & EN.
5/8" Gyp Bd 6d Cooler Nails @ 7" OC 50#/FT
Unblocked F.N. & EN.
1/2" Gyp Bd 5d Cooler Nails @ 4" OC 75#/FT
Unblocked F.N. & E.N.
5/8" Gyp Bd 6d Cooler Nails @ 4" OC 75#/FT
Unblocked F.N. & EN.
7/8" Stucco w/ 16 GA Staples 6" OC 180#/FT
Paper Backed Top & Bottom Plates, Edges
Wire Lath & Field of Shear Panel
3/8" Struct II 8d @ 6" OC E.N. & B.N. 260#/FT
C-D or C-C 12" OC F.N.
Plywood
3/8" Struct II 8d @ 4" OC EN. & B.N.
C-D or C-C 12" OC F.N. (3)
Plywood
3/8" Struct II 8d @ 3" OC EN. & B.N. 490#/FT
C-D or C-C 12" OC F.N. i
Plywood
3/8" Struct II 8d @ 2" OC EN. & B.N. 640#/FT
C-D or C-C 12" OC F.N. (2) (3)
Plywood
1/2" Struct II lOd @ 3" OC EN. & B.N. 600#/FT
C-D or C-C 12" OC F.N. (2) (3)
Plywood
1/2" Struct I lOd @ 2" OC EN. & B.N. 770#/FT
C-D or C-C 12" OC F.N. (2) (3)
Plywood
TRANSFER
NAILING
16d @ 12" OC or
A35 @ 32" OC
16d @ 12" OC or
A35 @ 32" OC
16d @ 8" OC or
A35 @ 32" OC
16d @ 8" OC or
A35 @ 32" OC
16d @ 8" OC or
A35 @ 32" OC
16d @ 6" OC or
A35 @ 24" OC
16d @ 4" OC or
A35 @ 16" OC
16d @ 3" OC or
A35 @ 12" OC
16d @ 2" OC or
A35 @ 9" OC
16d @ 3" OC or
A35 @ 12" OC
16d @ 2' OC or
A35 @ 8" OC
ANCHOR
BOLTS
5/8"xlO" @48"OC (1)
5/8"xlO" @ 48" OC (1)
5/8"xlO"@48"OC(l)
5/8"xlO" @ 48" OC (1)
5/8"xlO" @ 48" OC (1)
5/8MO" @ 24" OC (1)
5/8"xlO" @ 24" OC (1)
5/8"xlO"@ 16"OC(1)
5/8"xlO" @ 12" OC (1)
5/8"xlO" @ 12"OC(1)
5/8"xlO"@8"OC(l)
NOTE.- (1) Spacing of anchor bolts and shear transfer nailing shall be reduced by half if shear wall materials are required on both
faces of wall.
(2) Framing at adjoining panel edges shall be 3-inch nomimal or wider and nails staggered
(3) Where plywood is on both sides of wall, framing member for panel joints shall be 3-inch nomimal or wider and nail
on each side is staggered
EDGE NAIL (E.N.)
16d NAILS SPACED
PER SCHEDULED
B
PLYWOOD SHEATHING
2x RIM JST. OR BLK'C.
E.N.
16d NAILS
PER SCHEDULE
D8L TOP PLATE
A35 FRAMING ANCHOR
SPACED PER SCHEDULE
SHEAR TRANSFER W/
2x4 BLOCKING
SHEAR TRANSFER W/
METAL CUPS
TABLE 23-II-B-1 1997 UNIFORM BUILDING CODE
TABLE 23-II-B-1—NAILING SCHEDULE
CONNECTION -' NAILING1
1. Joist lo sill or girder, loenail • ' 3-8d
2. Bridging lo joisl, loenail each end 2-8d
3. 1" x 6" (25 mm x 152 mm) subfloor or less lo each joist, face nail 2-8d
4. Wider than 1" X 6" (25 mm x 152 mm) subfloor to each joist, face nail 3-8d
5. 2" (51 mm) subfloor to joist or girder, blind and face nail 2-16d
6. Sole plate to joist or blocking, typical face nail 16d at 16" (406 mm) o.c.
Sole plate to joist or blocking, at braced wall panels 3-1 fid per 16" (406mm)
7. Top plate lo stud, end nail 2-16d
8. Stud to sole plate 4-8d, toenail or 2-16d, end nail
9. Double studs, face nail 16d at 24" (6JOmm)o.c.
10. Doubled top plates, typical face nail 16d at 16" (406 mm) o.c.
' 8-16d
Doubled top plates, typical fa
Double top plates, lap splice
11. Blocking between joists or rafters to lop plate, toenail 3-8d
12. Rim joisl to lop plate, loenail ' 8d al 6* (152 mm) o.c.
13. Top plates, laps and intersections, face nail 2-16d
14. Continuous header, two pieces 16d al 16* (406 mm) o.c. along each edge
15. Ceiling joists lo plate, loenail 3-8d
16. Continuous header to slud, loenail 4-8d
17. Ceiling joists, laps over partitions, face nail 3-l6d
18. Ceiling joists lo parallel rafters, face nail 3-1 fid
19. Rafter lo plate, loenail 3-8d
20. 1" (25 mm) brace lo each slud and plate, face nail 2-8d
21. 1" x 8" (25 mm x 203 mm) sheathing or less lo each bearing, face nail 2-8d
22. Wider Ilian 1" x 8" (25 mm x 203 mm) sheathing to each bearing, face nail 3-8d
23. Built-up corner studs 16d al 24" (610 mm) o.c.
24. Built-up girder and beams 20d al 32" (813 mm) o.c. al lop and bottom and staggered 2-20d al ends and al each splice
25. 2" (51 mm) planks 2- 16d at each bearing
26. Wood structural panels and parliclcboard:2
Subllour und Wiill sheathing (to framing):
I/." fit 1 mm\ nr.,1 I.re'//(12.7 mm) and less 6d3
1 Vj20/<* (15 mm-19 mm) Kd4 or fid*7/H"-l"(22mm-25mm) Hd1
1 '/s"-1 "At" (29 mm-32 mm) 10d4 or 8d5
Combination subfloor-underlaymenl (lo framing):3/4" (19 mm) and less 6d5
7/K"-l"(22mm-25mm) 8d5
il/8"-l1/4"(29mm-32mm) 10d4or8d5
27. Punel siding (lo framing)2:
'/:" (12.7 mm) or less fid6
V (16 mm) 8d6
28. Fiberboard sheathing:'
'/2"(12.7mm) No. 11 ga.8
6d4
No. iega.'
25/32" (20 mm) No. 11 ga.8
8d4
No. 16ga."
29. Interior paneling
'/.»" (6.4 mm) 4d10
3/8" (9.5 mm) 6d"
'Common or box nails may be used except where otherwise slated.2Nails spaced at 6 inches (152 mm) on center al edges, 12 inches (305 mm) al intermediate supports except 6 inches (152 mm) at all supports where spans are
48 inches (1219 mm) or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Sections 2315.3.3 and 2315.4. Nails
for wall sheathing may be common, box or casing.3Common or deformed shank.
^Common.
'Deformed shank.
'Corrosion-resistant siding or casing nails conforming to the requirements of Section 2304.3.7Fasteners spaced 3 inches (76 mm) on center at exterior edges and 6 inches (152 mm) on center al intermediate supports.8Corrosion-resislant roofing nails with 7/]6-inch-diameler (11 mm) head and iVz-inch (38 mm) length for '/2-inch (12.7 mm) sheathing and !3/4-inch (44 mm)
length for "fo-inch (20 mm) sheathine conforming to the requirements of Section 2304.3.
'Corrosion-resistant staples with nominal Vj6-inch (11 mm) crown and I'/g-inch (29 mm) length for '/j-inch (12.7 mm) sheathing and l'/2-inch (38 mm) length
for 2S/32-inch (20 mm) sheathing conforming to the requirements of Section 2304.3.
'"Panel supports at 16 inches (406 mm) [20 inches (508 mm) if strength axis in the long direction of the panel, unless otherwise marked]. Casing or finish nails
spaced 6 inches (152 mm) on panel edges, 12 inches (305 mm) al intermediate supports.
"Panel supports at 24 inches (610 mm). Casing or finish nails spaced 6 inches (152 mm) on panel edges, 12 inches (305 mm) at intermediate supports.
2-282
jet.TH&A, INC.
Engineering and Code Consultants
125 West Mission Ave. Suite 201 c«tcm*Tt»iT I ' ff\r ow.
Escondldo, CA. 92025 -„.»...... O*TI.
T«l.i (760) 746-5112, Fax. (760) 741-0480 , „-„,._—_
SPECIFICATIONS/NOTES*
GENERAL i •
1 ALL DETAILS. SECTIONS AND NOTES SHOWN ON STRUCTURAL DRAWINGS
ARE INTENDED TO BE TYPICAL AND SHALL APPLY TO SIMILAR SITUATIONS
ELSEWHERE U.N.O.
2 ALL DESIGN AND CONSTRUCTION SHALL BE IN ACCORDANCE UtTH THE
LATEST ADOPTED EDITION OF THE UNIFORM BUILDING CODE.
3 ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE
WORKING DRAWINGS AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE
PROCEEDING -WITH ANY WORK INVOLVED.
4 CONTRACTOR TO PROVIDE ADEQUATE SHORING AND BRACING TO SUPPORT
ALL LOADS DURING CONSTRUCTION.
3 DURING CONSTRUCTION AND PRIOR TO THE INCORPORATION OFt ALL CHAN-
GESi REVISIONS! MODIFICATIONS AND/OR DEVIATIONS FROM THE STRUCTURAL
DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF» AND OBTAIN APPROVAL
FROM THE ARCHITECTi STRUCTURAL ENGINEER AND THE GOVERNING BUILDING
DEPARTMENT.
•
LUMBER/FRAMINGI
1 ALL 2X HORIZONTAL RF/CLG LUMBER TO BE MIN DFft2 U.N.O.
2 ALL 2X HORIZONTAL FLR LUMBER TO BE MZN DF*X U.N.O.
3 ALL 4X & LARGER HORIZONTAL LUMBER TO BE MIN DF «1 U.N.O.
4 ALL GLULAMS TO BE DF/DF COMB 24F-V4 DRY USE U.N.O.
3 ALL 2X VERTICAL LUMBER TO BE MIN DF *2 U.N.O.
6 ALL 4X & LARGER VERTICAL LUMBER TO BE MIN DFM1 U.N.O.
7 ALL PLYWD TO BE MIN CD-CC STRUCT IX OR CDX.
8 TYPICAL NAILING SCHEDULE AS PER UBC 23-P.
9 BUILT-UP BEAMS I DBL ±H MEMBRS TO BE FACE NAILED W/ MIN 164 9
121 n OC STAGGERED TOP/BOT. 3 OR MORE 2X LAMINATIONS TO BE CONN
W/ 1/2in DIA MB & WASHER MIN 8 24in OC STAGGERED TOP/BOT •»• 2 EA END.
10 CARRY .ALL POSTS tt DBL STUDS DOWN TO FOUNDATIONS. BLOCK SOLID
AS RE'2'D FOR FULL BRG 9 FLR LINES.
•
CONCRETES
1 PROVIDE MINIMUM BAR COVERAGE OF 31 n FOR CONCRETE CAST AGAINST
EARTH.OR MINIMUM 2in FOR ALL FORMED CONCRETE.
2 CONCRETE AS PER ASTM C-13B (AGGREGATES PER ASTM C-33>i TYPICAL
PORTLAND CEMENT TYPE
o
3
iWiVi1.1) <M*w*'»:ix*i«
TH&A, INC.Ml*
AMflffY MO FT_^_*g ApEngineering and Code Consultants "
125 West Mission Avc, Suite 201 ewcuuTi»>v | "n »*"•
Escondldo. CA. 92025 T^f.... — om.
T«l.i (760) 746-3112, Faxi (760) 741-0480 M*n_
CONCRETE*
3 ALL CONCRETE TO REACH MIN ULT COMPRESSIVE STRESS OF 2*00 PSI
3 28 DAYS U.N.O.
«MASONRY: .
1 CONCRETE MASONRY UNITS TO BE NORMAL WEIGHT HOLLOW LOAD BEARING
TYPE CONFORMING TO ASTM C-90. MASONRY UNITS SHALL BE CLEAN AND
FREE OF ALL SUBSTANCE THAT MIGHT IMPAIR BOND AND SHALL BE STORED
UNDER COVER ON THE JOB.
2 ALL CONCRETE MASONRY UNITS TO BE GRADE N-II U.N.O.
3 MIN COMPRESSIVE STRENGTH OF ALL MASONRY UNITS SHALL BE 1500 PSI.
4 TYPICAL TYPE 'M' MORTAR: 1 PART CEMENTi 3-1/2 PARTS SANDi
I/A PART LIME PUTTYt CONFORM W/ ASTM C-270. WATER CONTENT
SHALL BE MIN REQ'D FOR WORKING CONSISTENCY. MIN 2000 PSI.
5 GROUT MIX SHALL BE I PART CEMENTf 3 PARTS SAND AND (OPTIONAL)
1/10 PART LIME PUTTY. ADD UP TO 2 PARTS PEA GRAVEL WHERE SPACES
EXCEED 2in MIN. 28 DAY ULT STRENGTH OF GROUT SHALL BE 2000 PSI.
' USE SUFFICIENT WATER TO PRODUCE POURING CONSISTENCE W/0 SEGREGATION
REINF STL*
1 ALL REINF STL TO BE MIN ASTM-A613 GRADE
2 HELPED WIE1 riSSNl A1TI-I»A1J3I UH M1HI *X*MXB/tUB U.HI
LAP ALL MESH MIN 2 MODULES.
3 ALL REINF BARS SHALL BE ACCURATELY & SECURELY PLACED BEFORE
POURING CONG OR APPLYING MORTAR OR GROUT.
•
STRUCT STL I
1 ALL STEEL TO CONFORM TO ASTM-A36 U.N.O.
2 DETAILING & FABRICATION PER AISC - LATEST EDITJON.
3 ALL STEEL PIPES TO CONFORM TO ASTM A53
FASTENERS*
1 ALL CONNECTORS NOTED TO BE SIMPSON OR EQUIVALENT.
2 ALL BOLTS TO BE M^N ASTM-A307.
3 BOLT HOLES: MAX l/l6in LARGER'THAN BOLT DIA.
A ALL BOLTS BRG ON WOOD TO USE M.I. WASHER UNDER HEAD & NUT.
3 LAG BOLTS: LEAD HOLES FOR SHANK TO BE SAME AS SHANK; THREADED
PORTION TO BE 60-70* OF SHANK DIA.
6 ALL NAILS TO BE COMMON U.N.O.
TH&A, INC."..„. .
Engineering and Code Consultants
125 West Mission Ave. Suite 201 CALCULATE* it - }"ffl' - DATE.
Escondido, CA. 92025 CHECKED §v _ DATE.
Tel.: (760) 746-51 1 2, Fax: (760) 741-0480 ,CAie _
FASTENERS:
7 USE FULL NAILING/BOLTING 9 ALL CONNECTORS U.N.O.
FOUNDATIONS:
1 PROVIDE MIN CODE REQUIREMENTS FOR ALL FOUNDATIONS U.N.O.2 ALL CONT/ISOLATED FTGS TO BE PLACED HIN in INTO COMPETENTBRG SOIL OR BEDROCK.
3 ACQUISITION OF A SOILS REPORT IS RECOMMENDED FOR ALL JOBS.IF NO SOILS REPORT IS AVAILABLE. ASSUM'D SOIL TYPE & BRG VALUEUSED IN CALCULATIONS ARE SUBJECT TO BUILDING DEPT APPROVAL.ENGR WILL NOT BE HE.LD RESPONSIBLE FOR BLDG DEPT APPROVED VALUES.
4 SEE FOUNDATION PLAN FOR ALLOWABLE SOIL BRG PRESSURE.
RETAINING WALLS:
1 CONTRACTOR SHALL VERIFY ALL DIMENSIONS & CONDITIONS ON THE JOB,2' RESPONSIBILITY FOR ACCURATELY DESCRIBING THE SITE CONDITIONSRESTS ON THE CLIENT. REVIEW CALCULATIONS IMMEDIATELY TO DETERMINEWHETHER CONSIDERATION WAS GIVEN IN WALL DESIGN FOR ADJACENT FTGiVEHICLE OR BACKSLOPE SURCHARGES. CONTACT THIS OFFICE IMMEDIATELYIF THERE IS ANY QUESTION REGARDING THIS MATTER.3 IF NO SOILS REPORT IS AVAILABLE! ASSUM'D SOIL TYPE L BRG VALUEUSED IN CALCULATIONS ARE SUBJECT TO BUILDING DEPT APPROVAL.4 VERIFY INSPECTION REQUIREMENTS W/ BLDG DEPT PRIOR TO CONSTR.5 SEE RETAINING WALL SCHEDULE FOR BLOCK INSPECTION REQUIREMENTS.6 ALL RETAINING WALL FTGS TO EXTEND MIN in INTO COMPETENT BRGSOIL AS DEFINED BY SOILS REPORT OR APPROVED STANDARD PRACTICE.RECOMMENDATIONS OF SOILS REPORT TO SUPERCEDE THIS MIN REQUIREMENT7 BOTTOM OF PAD TO BE MIN 5' FROM DAYLIGHT. MEASURED IN A HORI2DIRECTION FROM THE NEAREST BOTTOM EDGE OF PAD.
8 PROVIDE EITHER A MIN 12in x 12in GRAVEL POCKET 9 BASE OF WLWITH 4in DIA PVC PERFORATED DRAIN PIPE TO DAYLIGHT, OR MIN 2 S3IN WEE? HOLES 3 BASE OF WALL STEM TO ADJACENT GRADE 3 48in OC.9 BACKFILLING SHALL NOT BE STARTED FOR AT LEAST2I DAYS AFTERTHE FILLING OF THE CELLS WITH GROUT.10 DO NOT BACKFILL UNTIL ALL WORK HAS PASSED REfc'D INSPECTIONS.BACKFILLING MUST BE THOROUGHLY TAMPED TO PREVENT FURTHER SETTLING.11 IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE ALLSHORING DURING CONSTRUCTION AS REQ'D.12 ALL BACKFILL MATERIALS TO BE GRANULAR, i.*. SAND. GRAVELi ORSOIL APPROVED BY PROJECT SOILS ENGINEER.
FROM : STRUCTLJRflL TRUSS, INC.FftX NO. : 17607220436 ftpr. 03 2000 03:38PM P3
FROM = STRUCTURAL TRUSS, INC.FflX NO. : 17607220438 qpr. 83 2000 03:43PM P10
FROM : STRLICTURflL TRUSS, INC.FflX NO. : 17607228436 ftpr. 03 2000 B3:39PH
I
t!
Q
^
^
-J
* g
o i u
• U O III
o sfw " SS
55 fiO-W-i
-A.i
!§
'#
IBM ** If i t • *|Hi! «s i i a
*
1.i
11UIIi
i!
§
s 3
i s s
FROfi : STRUCTURAL TRUSS, INC.FftX NO. : 176072204.36 fipr. 03 2600 03:39PM P5
FROM : STRUCTURAL TRUSS, INC.FflX NO. : 17607220438 fipr. 03 2000 03:40PM P6
r r
r ,f
l§
it8*is5S•»*I
N
(— -
4
j
,M!l
\\,
u
s
•5a
U
?
?
:Sg
I
8 ,
"
i
FROM : STRIJCTURflL TRUSS, INC.FflX NO. '• 17607220438 flpr. 33 2008 03:42PM P89M- 24 O.C.SPAC JST106154/1 2IS19351
3
I
X
5
*
~-i 16143016723RAFTER SLOPE < 4/12TCU<PSF} 20 20 20TCOLfPSF) 8 15 20TOTAL(PSF) 2« 35 40*k
ID «0
fefefefe
3333
btort
to
M
•?*?
i
to
??y^*r
fefetV
?fr
in
!r,fofc <)>
"tf«?P. Ik
Si
333
??io inN CJiA « bIni'mio
in
10
3333
Kir«
333
febyfv
V
f?
3
is
01
I
I
li
5:a. •
35
1
1! 1
5l d>o
oI 8
OJ111o
I
iu £ A:
c SB
FROM : STRUCTURAL TRUSS, INC.FflX HO. : 17607220438 flpr. 03 2000 03:41PM P7
FROM : STRUCTURfiL TRUSS, INC.FflX NO. : 17607220438 fipr. 03 2000 03:43PM P9
s1
en S fiz m rvi»:i ««» n <<uj « « 5 <£ & fcfzs s**in iv ni S ** "^
a ' S •• n
S-* 5 55
||
o <y
^% in
"*~it(
g
ri rrt is
f* t IT
40 (X a, (L
*S o *-^ i51 I 85 "is- s *
*! 5 i« "
?i ^s ?
P ii s
• !'3
<• «• ».SSsii• " S 5i ' B D • U*Oz O**o 3 „_&USS?it^'?ih Nuj h No *• M
MKXM
2
9»-' r:>JL
.->CC c/>C.C W -.
|
g
. .
?-* -s K* i
" « -
SuSaP
%5 5"
4 4 -
0\
rt
O
e J
" si i
FROM : STRUCTLIRfiL TRUSS, INC.FfiX HO. : 17607220436 flpr. 03 2BBB 03:44PM Pll
5
\
^
£
-S
<* « 1 t Jl » «» «i n « n 0»»»**«"" N8*§**$*i«uu.« o oIs?;m?p • Jl t >v f ft n <i—^! l»«• |T»^X¥ i^bga$gc» ItI Iin ip E
§ +
we
2 u Jo tu
* * • »°??»
.... '*•
"=3Se> o o B - -- =•- ~ (B ^
' 1 » » "a • o o at«••-- ?s
* • 2 • °.°
I u> °. ***! *i| s sa»« '•• O »t «i •
B8 2 ,»,, *«
9 •:
ll
I S*R'K ?5PR
WQCTS --fift« * d:1
II
555i gy
4. U. H. U.*4 M ^^ «N
§35S^y^a
s
3|
l| I .1g|;°;!£r,»- i *
33 seis .1
I!wo
wB fc "" ia«'»*» » || s;
3 « .. afW ^ «r w w V It)
S « ft 5 SS 1^
ii|||
co-^-o »HII
•;«
-n nviii • rM» ^g ;
,!i
it
il
I
!Wi4 H 4 .-
•*pa
* «a «
• S
i/i O8r $
FROM : STRUCTURPL TRUSS, INC FflX NO. : 17607220438 flpr. 03 2000 03:45PM P13
FROM : STRUCTURAL TRUSS, INC.FflX NO. : 17607220438
^m
ftpr. 03 2000 03!45PM PI2 ^*i!) »-«v A 4a * » « * >***; w iv rv ^*as"1"-*.' r a s
lli
ul7i OL,.. I*- i,v .- 5; jr
jjj •» - •» _j _j
s a * 4 sg
</>
S<h
!
Si31
1
I
ji*te
I- 1 i«»It 1i * * Id!I J HIg I l«jjta
a
.T«^ri fjwU • f*"rf a»2 *
«
I
.J, i?iMKJ
111Hill1ilii *S»l:j I Piil
o
« H
« OK O5 3 £
I 1
C 'J i 17 'AM
CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R
Date..04/03/00 19:32:31*******
*v5.10********
Project Title Brent & Laura Little
Project Address 1845 Canyon Place
Carlsbad, Ca. 92009
Documentation Author... T.Q.H.
TH & A, Inc.
125 West Mission Ave, Ste 201
Escondido, CA 92025
760-746-5112
Climate Zone 07
Compliance Method MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc.
Building Permit #
Plan Check / Date
Field Check/ Date
MICROPAS5 V5.10 File-LITTLE Wth-CTZ07S92 Program-FORM CF-1R
User#-MP2129 User-TH & A, Inc. Run-Little Residence
GENERAL INFORMATION
Conditioned Floor Area 1628 sf
Building Type Single Family Detached
Construction Type Addition Alone
Building Front Orientation. Front Facing 0 deg (N)
Number of Dwelling Units... 0.45
Number of Stories 1
Floor Construction Type.... Slab On Grade
Glazing Percentage 25.6 % of floor area
Average Glazing U-value.... 0.59 Btu/hr-sf-F
Average Glazing SHGC 0.65
Average Ceiling Height 9 ft
BUILDING SHELL INSULATION
Component
Type
Wall
Roof
Door
Frame
Type
Wood
Wood
None
Cavity
R-value
R-15
R-30
R-0
Sheathing
R-value
R-0
R-0
R-0
Total
R-value
R-15
R-30
R-0
Assembly
U-value Location/Comments
0.081 Exterior Wall
0.035 Ceiling
0.330 Garage Door
FENESTRATION
Orientation
Window
Window
Door
Window
Window
Window
Door
Window
Window
Door
Door
Window
Window
Window
Window
Window
Window
Front
Front
Front
Front
Front
Front
Back
Back
Back
Back
Back
Right
Right
Right
Right
Left
Left
(N)
(N)
(N)
(N)
(N)
(N)
(S)
(S)
(S)
(S)
(S)
(W)
(W)
(W)
(W)
(E)
(E)
Area(sf)
21
6
16
16
8
12
20
13
25
16
40
16
40
40
36
25
10
.0
.0
.7
.0
.0
.0
.0
.0
.0
.7
.0
.0
.0
.0
.0
.0
.0
U-
Value
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
.600
.570
.550
.600
.570
.600
.550
.570
.600
.550
.550
.600
.600
.600
.600
.600
.600
SHGC
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
650
670
650
650
670
650
650
670
650
650
650
650
650
650
650
650
650
Interior
Shading
Blind
Blind
Blind
Blind
Blind
Blind
Blind
Blind
Blind
Blind
Blind
Blind
Blind
Blind
Blind
Blind
Blind
Exterior
Shading
Standard
Standard
Standard
Standard
Standard
Standard
Standard
Standard
Standard
Standard
Standard
Standard
Standard
Standard
Standard
Standard
Standard
Over-
hang/
Fins
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes