HomeMy WebLinkAbout2083 CALETA CT; ; CB071816; Permit08-14-2067
City of Carlsbad
1635 Faraday Av Carlsbad CA 92008
Residential Permit Permit No CB071816
Building Inspection Request Line (760) 602-2725
Job Address
Permit Type
Parcel No
Valuation
Occupancy Group
# Dwelling Units
Bedrooms
Project Title
2083 CALETA CT CBAD
RESDNTL Sub Type
2151101100 Lot#
$1 890 00 Construction Type
Reference #
0 Structure Type
0 Bathrooms
WEBB ADD 70SF TOURETT
RAD
0
NEW
Status
Applied
Entered By
Plan Approved
Issued
Inspect Area
Orig PC#
Plan Check*
ISSUED
07/06/2007
JMA
08/14/2007
08/14/2007
Applicant
GREGORY WEBB
Owner
SPIRO REVOCABLE TRUST 07 16 044
11024
7609298190
19 HARBOUR RD
GREAT NECK NY 11024
Building Permit
Add I Building Permit Fee
Plan Check
Add I Plan Check Fee
Plan Check Discount
Strong Motion Fee
Park in Lieu Fee
Park Fee
LFM Fee
Bridge Fee
Other Bridge Fee
BTD #2 Fee
BTD #3 Fee
Renewal Fee
Add I Renewal Fee
Other Building Fee
HMP Fee
Pot Water Con Fee
Meter Size
Add I Pot Water Con Fee
Reel Water Con Fee
$36 45 Meter Size
$0 00 Add I Reel Water Con Fee
$23 69 Meter Fee
$0 00 SDCWA Fee
$0 00 CFD Payoff Fee
$100 PFF (3105540)
$0 00 PFF (4305540)
$000 License Tax (3104193)
$0 00 License Tax (4304193)
$000 Traffic Impact Fee (3105541)
$000 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
$0 00 Housing InLieu Fee
$0 00 Housing Credit Fee
Master Drainage Fee
$0 00 Sewer Fee
$0 00 Additional Fees
TOTAL PERMIT FEES
$000
$000
$000
$000
$000
$000
$000
$000
$000
$000
$000
$000
$2000
$000
$000
$000
$000
$000
$000
$000
$81 14
Total Fees $81 14 Total Payments To Date $81 14 Balance Due $000
BUILDING PLANS
IN STORAGE
ATTACHED
Inspector
FINAL A
Date
'AL
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 you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired
City of Carlsbad
1635 Faraday Ave Carlsbad CA 92008
766 602 2717 / 2718 / 2719
Fax 760 602 8558
Building Permit Application
ros-p a
Plan Check No Q^O""?
Est Value
Plan Ck Deposit
Date
? /
EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE
YES &#"NO D
AIR CONDITIONING
YES/eTNOD
FIRE SPRINKLERS
YES D
CONTACT NAME (7f Different Font Applicant)APPLICANT NAME
ADDRESS ADDRESS
.2.0 £A
CITf STATE ZIP CITY STATE
Q.O-
ZIP
PHONE FAX PHONE FAX
EMAIL EMAIL
PROPERTY OWNER NAME CONTRACTOR BUS NAME
ADDRESS ADDRESS
CITY STATE ZIP CITY STATE ZIP
PHONE FAX PHONE FAX
EMAIL EMAIL
ARCH/DESIGNER NAME & ADDRESSE & ADDRESS STATE LIC #CLASS CITY BUS LIC #
(Sec 70315 Business and Professions Code Any City or County which requires a permit to construct, alter, improve demolish or repair any structure, pnor to its issuance also requires the applicant for such permit to file a signed statement that he is
licensed pursuant to the pro isions of the Contractors 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 70315 by any applicant for a permit subjects the applicant to a ci il penalty of not more than five hundred dollars {$500})
Workers Compensation Declaration / hereby affirm under penalty of perjury one of the following declarations
G 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
n I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is issued My workers compensation insurance earner and policy
number are Insurance Co Policy No Expiration Date
This section need not be completed if the permit is for one hundred dollars ($100) or less
n Certificate of Exemption I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workers Compensation Laws of
California WARNING Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100 000) in
addition to the cost of compensation damages as provided for in Section 3706 of the Labor code interest and attorney s fees
^CONTRACTOR SIGNATURE DATE
/ hereby affirm that I am exempt from Contractor s License Law for the following reason
d I as owner of the property or my employees with wages as their sole compensation will do the work and the structure is not intended or offered for sale (Sec 7044 Business and Professions Code The Contractor s
License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees provided that such improvements are not intended or offered for
sale If however the building or improvement is sold within one year of completion the owner builder will have the burden of proving that he did not build or improve for the purpose of sale)
O 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)
5^ 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 Sfres D 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 / 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 / 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 / type of work)
JS^PROPERTY OWNER SIGNATURE
Is the applicant or future building occupant required to submit a business plan acutely hazardous matenals registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the
Presley Tanner Hazardous Substance Account AcP O Yes O No
Is the applicant or future building occupant required to obtain a permit from the air pollution control distnct or air quality management district? O Yes O No
Is the facility to be constructed within 1 000 feet of the outer boundary of a school site' D Yes O No
IF ANY OF THE ANSWERS ARE YES
EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT
I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec 3097 (i) Civil Code)
Lender's Name Lender's Address
I certify that I have read the application and state thattheaboveintbrmatoniscorrectandtriattheinformabon on tfie plans is accurate I agreetocomptywrth all City ordinances and State laws relatmgto building construction
I hereby authorize representative 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 stones m height
180 days from the date of such permit or if the bi^ng or work authorized by such permit is suspended or abandoned at any tone after Die work is commenced for a penod of 180 days (Section 106 4 4 Uniform Building Code)
-££APPLICANT S SIGNATURE DATE 7-ST-0-7
Permit* CB071816 Type RESDNTL RAD WEBB ADD 70SF TOURETT
Date Inspection Item Inspector Act Comments
03/24/2008 89 Final Combo PC AP
09/28/200713 Shear Panels/HDs PC AP
09/28/2007 14 Frame/Steel/Boltmg/Weldin PC AP
09/28/200715 Roof/Reroof PC AP
09/28/2007 34 Rough Electric PC AP
08/17/200711 Ftg/Foundation/Piers PC AP
08/17/200712 Steel/Bond Beam PC AP
Monday March 24 2008 Page 1 of 1
«**'!* .f ,
UNSCHEDULED BUILDING INSPECTION
INSPECTOR
ftjfe
DESCRIPTION
1*•
DESCRIPTION
-1 ^ ? s,
V* -r „ *
J-
f_ ^
PLAN CHECK #
ACT COMMENTS'
4
if * ,t. )
EsGil Corporation
In (Partners/iip with government for (Buifding Safety
DATE Augusts, 2007
' JURIS
JURISDICTION Carlsbad
a FILE
PLAN CHECK NO 07-1816 SET II
PROJECT ADDRESS 2089 Caleta Ct
PROJECT NAME Entry Turret for The Webb Residence
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction s building codes
The plans transmitted herewith will substantially comply with the jurisdiction s building codes
when minor deficiencies identified below are resolved and checked by building department staff
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck
The check list transmitted herewith is for your information The plans are being held at Esgil
Corporation until corrected plans are submitted for recheck
The applicant s copy of the check list is enclosed for the jurisdiction to forward to the applicant
contact person
The applicant s copy of the check list has been sent to
Esgil Corporation staff did not advise the applicant that the plan check has been completed
2<J Esgil Corporation staff did advise the applicant that the plan check has been completed
Person contacted Gregory Webb Telephone # In Person
Date contacted (by ) Fax #
Mail Telephone fax In Person
REMARKS
By Bill Ehzarraras Enclosures
Esgil Corporation
D GA D MB D EJ D PC LOG
9320 Chesapeake Drive Suite 208 + San Diego California 92123 + (858)5601468 4 Fax (858) 560 1576
EsGil Corporation
In (Partnership with government for (Bui fifing Safety
DATE July 17, 2OO7 O^EEIJCANT
djURISJ)
JURISDICTION Carlsbad O~~PDtfTREVlEWER
Q FILE
PLAN CHECK NO 07-1816 SET I
PROJECT ADDRESS 2089 Caleta Ct
PROJECT NAME Entry Turret for The Webb Residence
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction s building codes
The plans transmitted herewith will substantially comply with the jurisdiction s building codes
when minor deficiencies identified below are resolved and checked by building department staff
The plans transmitted herewith have significant deficiencies identified on the enclosed check list
and should be corrected and resubmitted for a complete recheck
XI 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
Al The applicant s copy of the check list has been sent to
Gregory Webb
2089 Caleta Ct Carlsbad CA 92009
Esgil Corporation staff did not advise the applicant that the plan check has been completed
XI Esgil Corporation staff did advise the applicant that the plan check has been completed
Person contacted Gregory Webb Telephone* 760-929-8190
Date contacted "3 Wo> (by fc- ) Fax #
Mail Telephone ^ FaxiX In Person
REMARKS
By Bill Ehzarraras Enclosures
Esgil Corporation
D GA D MB D EJ D PC 7/10/07
9320 Chesapeake Drive Suite 208 + San Diego California 92123 4 (858)560 1468 + Fax (858) 560 1576
Carlsbad O7-1816
July 17, 20O7
PLAN REVIEW CORRECTION LIST
SINGLE FAMILY DWELLINGS AND DUPLEXES
PLAN CHECK NO 07-1816 JURISDICTION Carlsbad
PROJECT ADDRESS 2089 Caleta Ct
FLOOR AREA 70 sq ft Entry Turret STORIES 1
HEIGHT 15
REMARKS
DATE PLANS RECEIVED BY
JURISDICTION
DATE INITIAL PLAN REVIEW
COMPLETED July 17, 2007
DATE PLANS RECEIVED BY
ESGIL CORPORATION 7/10/07
PLAN REVIEWER Bill Ehzarraras
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 2001 edition of
the California Building Code (Title 24) which adopts the following model codes 1997 UBC
2000 UPC 2000 UMC and 2002 NEC
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 (or a copy) where each
correction item has been addressed, le. plan sheet number, specification section, etc
Be sure to enclose the marked up list when you submit the revised plans
Carlsbad O7-1816
July 17, 2O07
• PLANS
1 Please make all corrections on the original tracings as requested in the correction list
Submit 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)5601468 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
2 All sheets of plans must be signed by the person responsible for their preparation
(California Business and Professions Code)
3 Plans specifications and calculations shall be signed and sealed by the California state
licensed engineer or architect responsible for their preparation Specify expiration date
of license (California Business and Professions Code)
4 Provide a statement on the Title Sheet of the plans stating that this project shall comply
with the 2001 editions of the California Building/Plumbmg/Mechanical Codes and the
2004 edition of the California Electrical Code which adopt the 1997 UBC 2000 UMC
2000 UPC and the 2002 NEC
5 Specify on the Title Sheet of the plans the gross floor area of this project Section
10633
6 Provide a floor plan to show window and path openings for this project
7 Show or note locations of smoke detectors @ Bedroom #1
a) Inside each bedroom
b) Centrally located in corridor or area giving access to sleeping rooms
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
3109 1 2
8 Specify on the plans the following information for the roof materials per Section 106 3 3
a) Manufacturers name
b) Product name/number
c) ICBO approval number or equal
9 Specify roof slope
10 Show hip/ridge support for roof structure
11 Show foundation sills to be pressure treated or equal Section 2306 4
Carlsbad 07-1816
July 17, 2007
12 Provide a positive connection between new addition and existing Dwelling @ footings
and top plates
13 Update the minimum construction spec s to match the latest code requirements
14 The following anchor bolt requirements shall apply in Seismic Zones 3 and 4 per
Section 18066 1
a) The minimum nominal anchor bolt diameter shall be 5/8 inch (for Seismic Zone 4
only) Note This will require a minimum distance from the ends of sill plates to
be 4-3/8 (and a maximum of 12 )
b) Plate washers (minimum size of 2 x 2 x 3/16 ) shall be used on each anchor
bolt
15 The Conventional Light-Frame Construction provisions of Section 2320 may not be used
in Seismic Zones 3 & 4 for unusually shaped buildings and thus design calculations
must be provided as per Section 2320 5 4
a) Proposed structure exceeds the 10-0 max height limitation for conventionally
framed buildings
t
16 Detail shear transfer connections including roof diaphragms to shear walls Section
2315
17 Specify nail size and spacing for all shear walls floor and roof diaphragms Indicate
required blocking Maintain maximum diaphragm dimension ratios Sections 2315
and 2513
18 Specify plywood thickness grade and panel span rating for roof sheathing Table 23 II
E1
19 Provide an electrical lighting plan for this project
20 Show on the plans compliance with the residential energy lighting requirements
(Mandatory requirement) Outdoor lighting fixtures are required to be high efficacy or
controlled by a combination photocontrol/motion sensor
Note Generally a high efficacy style of fixture is fluorescent complete with electronic
ballasts Regular incandescent quartz halogen and halogen MR lamps do not comply
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
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 Ehzarraras at Esgil Corporation Thank you
Carlsbad 07-1816
July 17, 2O07
VALUATION AND PLAN CHECK FEE
JURISDICTION Carlsbad
PREPARED BY Bill Ehzarraras
BUILDING ADDRESS 2O89 Caleta Ct
BUILDING OCCUPANCY R3/U1
PLAN CHECK NO 07-1816
DATE July 17, 2007
TYPE OF CONSTRUCTION VN
BUILDING II AREA
PORTION (Sq Ft)
Entry Turret
Air Conditioning
Fire Sprinklers
TOTAL VALUE
Jurisdiction Code
70
cb
Rlrin Ppr-mif FPP hv/ nrrlmanro ^T
Valuation
Multiplier
2661
By Ordinance
Reg
Mod
VALUE ($)
1 863
1,863
$3645
Plan Check Fee by Ordinance
Type of Review
I"! Repetitive Fee
Repeats
Complete Review
D Other
r—I Hourly
Structural Only
Hour*
Esgil Plan Review Fee
$2369
$2041
Comments
Sheet 1 of 1
macvalue doc
CLTA Homeowner s Policy of Title Insurance (6/2/98) Order Number DIV 2800263
ALTA Homsowner s Policy of Title Insurance (10/17/98) Page Number 8
SCHEDULE A
(Continued)
1 Name of insured
Gregory D Webb and Twila J Webb, husband and wife as community property
2 Your interest in the land covered by this policy is
A fee
3 The land referred to in this policy is described as follows
Real property in the City of Carlsbad County of San Diego, State of California, described as
follows
LOT 58 OF LA COSTA VALLEY UNIT NO 1, IN THE CITY OF CARLSBAD, COUNTY OF SAN DIEGO,
STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO 5434, FILED IN THE OFFICE OF
T1HE_COUNT¥-RECQRDER OF SAN DIEGO COUNTY JULY 29, 1964
First American Title
PLANNING/ENGINEERING APPROVALS
PERMIT NUMBER CB 01 ~
ADDRESS
RESIDENTIAL ADDITION MINOR
« $10.000.001
TENANT IMPROVEMENT
PLAZA CAMINO REAL
CARLSBAD COMPANY STORES
VILLAGE FAIRE
COMPLETE OFFICE BUILDING
OTHER
PLANNE DATE ~7 ~ I ~7 -
ENGINEER DATE
Doca/Mttformvmanmng EngUiMrtng
roger eliot kerr - architect
architecture & planning, me, aia, fax (760) 9181685
13:3 shorebird lane, carlsbad, ca 92011 (760) 9181684
Architectural Registration Numbers California C8325
Arizona 11474 Colorado 1637 Hawaii 9569 New York 13833
Texas 6414 Washington 2860 NCARB 17 106
STRTirTTJRAT TAT rTIT.ATTONS
FILE NO 111 07
DATE 7 21 07
PRQJFCT OWNER & ADDRESS.
Mr Greg Webb
2089 Caleta Court
Carlsbad Ca 92009
PROCTECT NAME & ADDRESS.
Mr Greg Webb Addition
2089 Caleta Court
Carlsbad Ca 92009
LOADS. Roof Live load 20#/sf
Dead load 168#/sf.
Total load 36 8#/s f
Floor Live load 40#/s f
Dead load 15#/s.f.
Total load 55#/s f
Deck Live load 40#/sf
Dead load 15#/s.f.
Total load 55#/s f
Soil Assumed 1000#/sf
Shear Horizontal shear per table 23 II H 2001 CBC
Vertical shear per table 23 II I 1 2001 CBC
Connectors & Hold downs Simpson Strong tie Co
CALCUI ATION INDFX
1 Cover sheet loads & Index
2 Span Table
3 Properties of Structural Lumber
5 Maximum Compression Loads perpendicular to the gram
6 Concrete footing weights
7 Shear panel designations
8 Overturning hold downs
9 Embedded Bolt loads
10 Bolt Design Values
11 Horizontal Shear nailing
12 Vertical Shear Panel Nailing
13 Nailing Schedule
14 Foundation / floor Plan
15 Roof Plan
16 Common wire nail values
17 Values for joists & rafters
19 Roof rafter and framing calculations
20 Lateral calculations
22 hold down calculations
STRUCT1
/
ROOF AND FLOOR FRAMING
SPAN. TABLES
Lumber Grade
DOUGLAS
FIR/LARCH
NO 2
Nominal
Size
(In)
2x4
2x 6
2x8
2x 10
2x 12
2x 14
On
Center
Spacing
(In)
12
16
24
12
16
24
12
16
24
12
16
24
12
16
24
12
16
24
ALLOWABLE SPANS FOR JOISTS AND RAFTERS
FLOOR JOISTS 1
Plaster
or
Drywall
Below
DL=15PSF
LL=40PSF
6 11
6 3
5 6
10 11
9 11
8 2
14 5
13 1
10 9
18 5
16 9
13 8
22 5
20 4
16 8
26 3
24 0
19 7
No
Finish
Below
DL=10PSF
LL=40PSF
6 11
6 3
5 6
10 11
9 11
8 6
14 5
13 1
11 3
18 5
16 9
14 4
22 5
20 4
17 5
26 3
24 0
20 7
CEILING JOISTS
Plaster
Below
DL=5PSF
LL=10PSF
11 1
10 0
8 9
17 4
15 9
13 9
22 11
20 10
18 2
29 2
26 6
23 2
35 6
32 3
28 2
2
Drywall
Below
DL=5PSF
LL=10PSF
12 8
11 6
10 0
19 11
18 1
15 7
26 2
23 10
20 7
33 5
30 5
26 3
40 7
37 0
31 11
0-54 F
OPEN BEAM CEILINGS
Nominal
Size
(In)
4x4
4x6
4x8
4x 10
On Cntr
Spacing
(In)
24
32
48
24
32
48
24
32
48
24
32
48
DOUGLAS FIR/LARCH
NO 2
1
21
10 6 3r
9 7 f
8 4 s
c
16 7 c
15 0 fc
13 2
21 10 4L
19 10
17 4
28 0
25 4
22 2
RAFTER CEILING
JOIST COMBINATION3
Plaster
Below
DL=15PSF
LL=20PSF
8 9
7 11
7 0
13 9
12 6
10 11
18 2
16 6
14 5
23 2
21 0
18 4
28 2
25 7
22 4
33 2
30 2
26 4
2
Drywall
Below
DL=15PSF
LL=20PSF
10 0
8 11
7 4
15 9
14 0
11 5
20 9
18 5
15 0
26 6
23 6
19 2
32 3
28 7
23 4
38 0
33 8
27 6
RAFTERS2 3
Slope
less
than
4 in 12
DL=10PSF
LL=20PSF
10 0
9 1
7 11
15 9
14 4
12 4
20 9
18 11
16 3
26 6
24 1
20 8
32 3
29 4
25 2
Slope
4 in 12
or
more
DL=10PSF
LL=16PSF
10 9
9 9
8 7
17 0
15 5
13 3
22 4
20 4
17 5
28 7
26 0
22 3
34 9
31 7
27 1
DOTNOTES
Deflection based on L/360 (LL only)
Deflection based on L/240 (LL only)
Minimum Slopes 1/4 in 12 Roof surfaces
laving a slope less than 1/4 in 12 are con
idered to be flat roofs Flat roofs must be
!esigned to accommodate potential ponding
if water This information bulletin may not
>e used for the design of flat roofs
-L+ DL = 30PSF
___ ROOF & FLOOR FRAMING - SPAN TABLES
PROPERTIES OF STRUCTURAL LUMBER -Sectional Properties of Standard Dressed (S4S) Sues
NOMINAL
SIZE
b ( inches) h
i v TIX -J
1 x 4
1 x 6
1 v 8i A O
1 X 10
1 x 12
2 x 3
2x4
2x6
2x8
2 x 10
2 x 12
2 x 14
3x1
3x2
3x4
3x6
3x8
3 x 10
3 x 12
3 x 14
3 x 16
4x1
4x2
4x3
4x4
4x6
4x8
4 x 10
4 x 12
4 x 14
4 x 16
6x1
6x2
6x3
6x4
6x6
6x8
6 x 10
6 x 12
6 x 14
6 x 16
6 x 18
6 x 20
6 x 22
6 x 24
8x1
8x2
8x3
8x4
8x6
8x8
8 x 10
8 x 12
8 x 14
8 x 16
8 x 18
8 x 20
8 x 22
8 x 24
STANDARD
DRESSED
SIZE
(S4S)
b (inches) h
3/4 x 2 1/2
3/4 x 3 1/2
3/4 x 5 1/2
3/4 x 7 1/4
3/4 x 9 1/4
3/4 x 11 1/4
1 1/2 x 2 1/2
1 1/2 x 3 1/2
1 1/2 x 5 1/2
1 1/2 x 7 1/4
1 1/2 x 9 1/4
1 1/2 x 11 1/4
1 1/2 x 13 1/4
2 1/2 x 3/4
2 1/2 x 1 1/2
2 I/? x 3 1/2
2 1/2 x 5 1/2
2 1/2 x 7 1/4
2 1/2 x 9 1/4
2 1/2 x 11 1/4
2 1/2 x 13 1/4
2 1/2 x 15 1/4
3 1/2 x 3/4
3 1/2 x 1 1/2
3 1/2 x 2 1/2
3 1/2 x 3 1/2
3 1/2 x 5 1/2
3 1/2 x 7 1/4
3 1/2 x 9 1/4
3 1/2 x 11 l/A
3 1/2 x 13 1'2
3 1/2 x I* 1/2
5 1/2 x 3/4
5 1/2 x 1 1/2
5 1/2 x 2 1/2
5 1/2 x 3 1/2
5 1/2 x 5 1/2
5 1/2 x 7 1/2
5 1/2 x 9 1/2
5 1/2 x 11 1/2
5 1/2 x 13 1/2
5 1/2 x 15 1/2
5 1/2 x 17 1/2
5 1/2 x 19 1/2
5 1/2 x 21 1/2
5 1'2 x 23 1/2
7 1/4 x 3/4
7 1/4 x 1/2
7 1/4 x 2 1/2
7 1/4 x 3 1/2
7 1/2 x 5 1/2
7 1/2 x 7 1/2
7 1/2 x 9 1/2
7 1/2 x 11 1/2
7 1/2 x 13 1/2
7 1/2 x 15 1/2
7 1/2 x 17 1/2
7 1/2 x 19 1/2
7 1/2 x 21 1/2
7 1/2 x 23 1/2
AREA
OF
SECTION
A
1 875
2 625
4 125
5 438
6 938
8 438
3 750
5 250
8 250
10 875
13 875
16 875
19 875
1 875
3 750
8 750
13 750
18 125
23 125
28 125
33 125
38 125
2 625
5 250
8 750
12 250
19 250
25 375
32 375
39 375
47 2jO
54 250
4 125
8 250
13 750
19 250
30 250
41 250
52 250
63 250
74 250
85 250
96 250
107 250
118 250
129 250
5 438
10 875
18 125
25 375
41 250
56 250
71 250
86 250
101 250
116 250
131 250
146 250
161 250
176 .50
MOMENT
OF
INERTIA
I
0 977
2 680
10 398
23 817
49 466
88 989
1 953
5 359
20 797
47 635
98 932
177 979
290 775
0 088
0 703
8 932
34 661
79 391
164 886
296 631
484 625
738 870
0 123
0 984
4 557
12 505
48 526
111 148
230 840
415 283
717 609
1086 130
0 193
1 547
7 161
19 651
76 255
193 359
392 963
697 068
1127 672
1706 776
2456 380
3398 484
4555 086
5948 191
0 255
2 039
9 440
25 904
103 984
263 672
535 859
950 547
1537 734
2327 422
3349 609
4634 297
6211 484
8111 172
SECTION
MODULUS
S
0 781
1 531
3 781
6 570
10 695
15 820
1 563
3 063
7 563
13 141
21 391
31 641
43 891
0 234
0 938
5 104
12 604
21 901
35 651
52 734
73 151
96 901
0 328
1 313
3 646
7 146
17 646
30 661
49 911
73 828
106 313
140 146
0 516
2 063
5 729
11 229
27 729
51 563
82 729
121 229
167 063
220 229
280 729
348 563
423 729
506 229
0 680
2 719
7 552
14 802
37 813
70 313
112 813
165 313
227 813
300 313
382 813
475 313
577 813
690 313
Weight in pounds per linear foot of piece when
weight of wood per cubic foot equals
25 Ib
0 326
0 456
0 716
0 944
1 204
1 465
0 651
0 911
1 432
1 888
2 409
2 930
3 451
0 326
0 651
1 519
2 387
3 147
4 015
4 883
5 751
6 619
0 456
0 911
1 519
2 127
3 342
4 405
5 621
6 836
8 203
9 418
0 716
1 432
2 387
3 342
5 252
7 161
9 071
10 981
12 891
14 800
16 710
18 620
20 530
22 439
0 944
1 888
3 147
4 405
7 161
9 766
12 370
14 974
17 578
20 182
22 786
25 391
27 995
30 .99
30 Ib
0 391
0 547
0 859
1 133
1 445
1 758
0 781
1 094
1 719
2 266
2 891
3 516
4 141
0 391
0 781
1 823
2 865
3 776
4 818
5 859
6 901
7 943
0 547
1 094
1 823
2 552
4 010
5 286
6 745
8 203
9 844
11 302
0 859
1 719
2 865
4 010
6 302
8 594
10 885
13 177
15 469
17 760
20 052
2? 344
2<v 635
26 927
1 133
2 266
3 776
5 286
8 594
11 719
14 844
17 969
21 094
24 219
27 344
30 469
33 594
36 719
35 Ib
0 456
0 638
1 003
1 322
1 686
2 051
0 911
1 276
2 005
2 643
3 372
4 102
4 831
0 456
0 911
2 127
3 342
4 405
5 621
6 836
8 051
9 266
0 638
1 276
2 127
2 977
4 679
6 168
7 869
9 570
11 484
13 186
1 003
2 005
3 342
4 679
7 352
10 026
12..700
15 373
18 047
20 720
23 394
26 068
28 741
31 415
1 322
2 643
4 405
6 168
10 026
13 672
17 318
20 964
24 609
28 255
31 901
35 547
39 193
42 839
40 Ib
0 521
0 729
1 146
1 510
1 927
2 344
1 042
1 458
2 292
3 021
3 854
4 688
5 521
0 521
1 042
2 431
3 819
5 035
6 424
7 813
9 201
10 590
0 729
1 458
2 431
3 403
5 347
7 049
8 933
10 938
13 125
15 069
1 146
2 292
3 819
5 347
8 403
11 458
14 514
17 569
20 625
23 08!
26 736
29 792
32 847
35 903
1 510
3 021
5 035
7 049
11 458
15 625
1° 792
23 958
28 125
32 292
36 458
40 625
44 792
48 958
-1 s ^ ' I - u
45 Ib
0 586
0 820
1 289
1 699
2 168
2 637
1 172
1 641
2 578
3 398
4 336
5 273
6 211
0 586
1 172
2 734
4 297
5 664
7 227
8 789
10 352
11 914
0 820
1 641
2 734
3 828
6 016
7 930
10 117
12 305
14 766
16 953
1 289
2 578
4 297
6 016
9 453
12 891
16 328
19 766
23 203
26 641
30 078
33 516
36 953
40 391
1 699
3 398
5 66<t
7 930
12 891
17 578
22 266
26 953
31 641
36 328
41 016
45 703
50 391
55 078
50 Ib
0 651
0 511
1 432
1 888
2 409
2 930
1 302
1 823
2 865
3 776
4 818
5 859
6 901
0 651
1 302
3 038
4 774
6 293
8 030
9 766
11 502
13 238
0 911
1 823
3 038
4 253
6 684
8 811
11 241
13 672
16 406
18 837
1 432
2 865
4 774
6 684
10 503
14 323
18 142
21 962
25 781
29 601
33 420
37 240
41 059
44 878
1 888
3 776
6 293
8 811
14 323
19 531
24 740
29 948
35 156
40 365
4 573
50 781
55 990
61 198
PROPERTIES OF STRUCTURAL LUMBER - S«c»i&nal Property of Standard Drttwd (S4S) S!z«
NOMINAL
SIZE
b(inches)h
10 x 1
10 x 2
10 x 3
10 x 4
10 x 6
10 x 8
10 X 10
10 x 12
10 x 14
10 x 16
10 x 18
10 x 20
10 x 22
10 x 24
12 x 1
12 x 2
12 x 3
12 x 4
12 x 6
12 x 8
12 x 10
12 x 12
12 x 14
12 x 16
12 x 18
12 x 20
12 x 22
12 x 24
14 x 2
14 x 3
14 x 4
14 x 6
14 x 8
14 x 10
14 x 12
14 x 16
14 x 18
14 x 20
14 x 22
14 x 24
16 x 3
16 x 4
16 x 6
16 x 8
16 x 10
16 x 12
16 x 14
16 x 16
16 x 18
16 x 20
16 x 22
16 x 24
18 x 6
18 x 8
18 x 10
18 x 12
18 x 14
18 x 16
18 x 18
18 x 20
18 x 22
18 x 24
STANDARD
DRESSED
SIZE
(S4S)
b(inches)h
9 1/4 x 3/
9 1/4 x 1 I/
9 1/4 x 2 I/
9 1/4 x 3 I/
9 1/2 x 5 I/
9 1/2 x 7 I/
9 1/2 X 9 I/
9 1/2 x 11 I/
9 1/2 x 13 I/
9 1/2 x 15 I/
9 1/2 x 17 I/
9 1/2 x 19 I/
9 1/2 x 21 I/
9 1/2 x 23 I/
11 1/4 x 3/4
11 1/4 x 1 I/
11 1/4 x 2 I/
11 1/4 x 3 1/2
11 1/2 x 5 1/2
11 1/2 x 7 1/2
11 1/2 x 9 1/2
11 1/2 x 11 1/2
11 1/2 x 13 1/2
11 1/2 x 15 1/2
11 1/2 x 17 1/2
11 1/2 x 19 1/2
11 1/2 x 21 1/2
11 1/2 x 23 1/2
13 1/4 x 1 1/2
13 1/4 x 2 1/2
13 1/2 x 3 1/2
13 1/2 x 5 1/2
13 1/2 x 7 1/2
13 1/2 x 9 1/2
13 1/2 x 11 1/2
13 1/2 x 15 1/2
13 1/2 x 17 1/2
13 1/2 x 19 1/2
13 1/2 x 21 1/2
13 1/2 x 23 1/2
15 1/2 x 2 1/2
15 1/2 x 3 1/2
15 1/2 x 5 1/2
15 1/2 x 7 1/2
15 1/2 x 9 1/2
15 1/2 x 11 1/2
15 1/2 x 13 1/2
15 1/2 x 15 1/2
5 1/2 x 17 1/2
5 1/2 x 19 1/2
5 1/2 x 21 1/2
5 1/2 x 23 1/2
7 1/2 x 5 1/2
7 1/2 x 7 1/2
7 1/2 x 9 1/2
7 1/2 x 11 1/2
7 1/2 x 13 1/2
7 1/2 x 15 1/2
7 1/2 x 17 1/2
7 1/2 x 19 1/2
7 1/2 x 21 1/2
7 1/2 x 23 1/2
AREA
fVffur
SECTIO
A
6 93
13 87
23 12
32 37
52 25
71 25
90 25
109 25
128 25
147 25
166 25
185 25
204 25
223 25
8 43
16 87
28 12
39 37
63 25
86 25
109 250
132 250
155 250
178 250
201 250
224 250
247 250
270 250
19 875
33 125
47 250
74 250
101 250
128 250
155 250
209 250
236 250
263 250
290 250
317 250
38 750
54 250
85 250
116 250
147 250
178 250
209 250
240 250
271 250
302 250
333 250
364 250
96 250
131 250
166 250
201 250
236 250
271 250
06 250
41 250
76 250
11 250
MOMENT
OF
INERTIA
I
0 32
2 60
12 044
33 04
131 714
333 984
678 755
1204 026
1947 79
2948 068
4242 836
5870 109
7867 879
10274 148
0 396
3 164
14 648
40 195
159 443
404 297
821 651
1457 505
2357 859
3568 713
5136 066
7105 922
9524 273
12437 129
3 727
17 253
48 234
187 172
474 609
964 547
1710 984
4189 359
6029 297
8341 734
11180 672
14600 109
20 182
55 380
214 901
544 922
1107 443
1964 463
3177 984
4810 004
6922 523
9577 547
2837 066
6763 086
242 630
615 234
1250 338
2217 943
3588 047
5430 648
7815 754
0813 359
4493 461
8926 066
SECTION
MODULUS
S
0 86
3 46
9 63
18 88
47 89
89 06
142 896
209 396
288 563
380 396
484 896
602 063
731 896
874 396
1 055
4 219
11 719
22 969
57 979
107 813
172 979
253 479
349 313
460 479
58JS 979
728 813
883 979
1058 479
4 969
13 802
27 563
68 063
126 563
203 063
297 563
540 563
689 063
855 563
1040 063
1242 563
16 146
31 646
78 146
145 313
233 146
341 646
470 813
620 646
791 146
982 313
1194 146
1426 646
88 229
164 063
263 229
385 729
531 563
700 729
893 229
109 063
348 229
610 729
Weight in pounds per linear foot of piece when
weight of wood per cubic foot equals
25 Ib
1 204
2 409
4 015
5 621
9 071
12 370
15 668
18 967
22 266
25 564
28 863
32 161
35 460
38 759
1 465
2 930
4 883
6 836
10 981
14 974
18 967
22 960
26 953
30 946
34 939
38 932
42 925
46 918
3 451
5 751
8 203
12 891
17 578
22 266
26 953
36 328
41 016
45 703
50 391
55 078
6 727
9 418
14 800
20 182
25 564
30 946
36 328
41 710
47 092
52 474
57 856
63 238
16 710
22 786
28 863
4 939
1 016
7 092
3 168
9 245
5 321
1 398
30 Ib
1 445
2 891
4 818
6 745
10 885
14 844
18 802
22 760
26 719
30 677
34 635
38 594
42 552
46 510
1 758
3 516
5 859
8 203
13 177
17 969
22 760
27 552
32 344
37 135
41 927
46 719
51 510
56 302
4 141
6 901
9 844
15 469
21 094
26 719
32 344
43 594
49 219
54 844
60 469
66 094
8 073
11 302
17 760
24 219
30 677
37 135
43 594
50 052
56 510
62 969
69 427
75 885
20 052
27 344
34 635
41 927
49 219
56 510
63 802
71 094
78 385
85 677
35 Ib
1 686
3 372
5 621
7 869
12 700
17 318
21 936
26 554
31 172
35 790
40 408
45 026
49 644
54 262
2 051
4 102
6 836
9 570
15 373
20 964
26 554
32 144
37 734
43 325
48 915
54 505
60 095
65 686
4 831
8 051
11 484
18 047
24 609
31 172
37 734
50 859
57 422
63 984
70 547
77 109
9 418
13 186
20 720
28 255
35 790
43 325
50 859
58 394
65 929
73 464
80 998
88 533
23 394
31 901
40 408
48 915
57 422
65 929
74 436
82 943
91 450
99 957
40 Ib
1 92
3 85
6 42
8 99
14 51
19 79
25 06
30 34
35 62
40 90
46 18
51 458
56 73
62 014
2 344
4 68
7 81
10 938
17 56
23 958
30 347
36 736
43 125
49 514
55 903
62 292
68 681
75 069
5 521
9 201
13 125
20 625
28 125
35 625
43 125
58 125
65 625
73 125
80 625
88 125
10 764
15 069
23 681
32 292
40 903
49 514
58 125
66 736
75 347
83 958
92 569
101 181
26 736
36 458
46 181
55 903
65 625
75 347
85 069
94 792
04 514
14 236
45 Ib
2 168
4 336
7 227
10 117
16 328
22 266
28 203
34 141
40 078
46 016
51 953
57 891
63 828
69 766
2 637
5 273
8 789
12 305
19 766
26 953
34 141
41 328
48 516
55 703
62 891
70 078
77 266
84 453
6 211
10 352
14 766
23 203
31 641
40 078
48 516
65 391
73 828
82 266
90 703
99 141
12 109
16 953
26 641
36 328
46 016
55 703
65 391
75 078
84 766
94 453
04 141
13 828
30 078
41 016
51 953
62 891
73 628
84 766
95 703
06 641
17 578
28 516
50 Ib
2 409
4 818
8 030
11 241
18 142
24 740
31 337
37 934
44 531
51 128
57 726
64 323
70 920
77 517
2 930
5 859
9 766
13 672
21 962
29 948
37 934
45 920
53 906
61 892
69 878
77 865
85 851
93 837
6 901
11 502
16 406
25 781
35 156
44 531
53 906
72 656
82 031
91 406
100 781
110 156
13 455
18 837
29 601
40 365
51 128
61 892
72 656
83 420
94 184
104 948
115 712
126 476
33 420
45 573
57 726
69 878
82 031
94 184
06 337
18 490
30 642
42 795
roger eliot kerr • architect
mhiticliri & pUuUj Inc ill fix (7DO)81IU!5
1329 itiniird lint cirlshd eilifornit 92009US! (760) 91t 1681
MAXIMUM COMPRESSION LOADS PERPENDICULAR TO THE GRAIN (POUNDS)
385 PS I
Post Area D F & Larch
4 x 4 = 12 25 4716 25
4 x 6 = 19 25 7411 25
4x8 = 25 375 9769 375
4 x 10 = 32/375 12464 375
4 x 12 = 39 375 15159 375
6 x 6 = 30 25 11646 25
6x8 = 41 25 15881 25
6 x 10 = 52 25 20116 25
6x12= 63 25 24351 25
8x8 = 56 25 21656 25
8 x 10 = 71 25 27431 25
8 x 12 = 86 25 33206 25
roger eliot kerr • architect
irttiletltri & pluslaj IDC in !« (760)9191695
IJ23 ihorelird liai cirlitit eililornu 32003 til! (760) 911 Ull
CONCRETE FOOTING WEIGHTS (I50#/cu ft)
S i ze
1 5x1 5x2 cu ft
1 25x2x2
2x2x2
1 25x4x2
2 5x2 5x2
2 75x2 75x2
2x4x2
3x3x2
2 33x4x2
3 25x3 25x2
3 33x3 33x2
3 5x3 5x2
3 67x3 67x2
3 75x3 75x2
4x4x2
4 5x4 5x2
5x5x2
5 25x5 25x2
1 5x4x2
1 25x2 17x1
1 5x2 17x1
Weight $
675 #
750
1200
1500
1875
2269
2400
2700
2796
3169
3327
3675
4041
4219
4800
6075
7500
8268 75
1800
407
488
Area sf
2 25 sf
2 50
4 00
5 00
6 25
7 56
8 00
9 00
9 32
10 56
11 09
12 25
13 47
14 06
16 00
20 25
25 00
27 56
6 0
1 25
1 5
Load Capacity
Max Load @ 1000 #/sf
1575
1750
2800
3500
4375
5291
5600
6300
6524
7391
7763
8575
9429
9841
11200
14175
17500
19293
4200
843
1012
roger eliot kerr • architect
architecture & planning IDC aia fix (760)3181685
1329 iiorebud Unt carlsbai cihtirnii 32009 4885 (760) 9181634
SHEAR PANEL DESIGNATIONS
All vertical shear panels shall be 3/8" structural 1 plywood with
nailing as indicated below Use a 4x4 mm post @ each vertical
panel edge Block solid each horizontal panel edge with 4x_ mm
blocking use common nails only, size and spacing as specified
(A) 8d @ 6" o/c edge nail & 12" o/c field nail Use 5/8" diameter
anchor bolts @ 48" o/c w/ 7" mm embedment, 12" from each end
of sill plate
(B) 8d @ 4" o/c edge nail & 12" o/c field nail Use 5/8" diameter
anchor bolts @ 30" o/c w/ 7" mm embedment, 12" from each end
of sill plate
(c) 8d @ 3" o/c edge nail & 12" o/c field nail Use 5/8" diameter
anchor bolts @ 24" o/c w/ 7" mm embedment, 12" from each end
of sill plate
(3) 8d @ 2" o/c edge nail & 12" o/c field nail Use 5/8" diameter
anchor bolts @ 18" o/c w/ 7" mm embedment, 12" from each end
of sill plate
Table 23-III-B-2 (UBC) 5/8" bolts parallel to the grain, spruce-
pme-fir, double shear = 1100/ per bolt
short duration = 1100# x 1 33 = 1463#
A
B
C
D
6" o/c = 280//FT 1463/280 = 5 225' USE 4'-0" spacing
4" o/c = 430#/FT 1127/430 = 3 40' Use 2'-6" spacing
3" o/c = 550#/FT 1127/550 = 2 66' Use 2'-0" spacing
2" o/c = 730//FT 1127/730 = 2 004' Use l'-6" spacing
STRUCT5
roger eliot korr • architect
irchiltcUre & planning me sis Isx (7(0)919163!
1329 ihtnkird lane carlsbid tililirnia 920091885 (760) 9191681
OVERTURNING HOLD DOWNS
CASE 1 MIN PANEL WIDTH = 2'-4", HEIGHT = 8'-0"
B SHEAR PANEL = 430#/FT
Fv = 2 33" x 430//FT = 1002# (no DL used)
REACTION (Rf) = Fv X HEIGHT / WIDTH =
Rf = 1002# X (8')/2 33' = 3440#
From the Simpson Connectors 1996 Catalog (C-96)
USE, HD5A, HPAHD22, OR MST60 W/ VERIFIED CONDITIONS
CASE 2 MIN PANEL WIDTH = 4'-0", HEIGHT = 8'-0"
B SHEAR PANEL = 430#/FT
Fv = 4'-0" X 430#/FT = 1720# (no DL used)
REACTION (Rf) = Fv X HEIGHT / WIDTH =
Rf = 1720# X (81) / 4' = 3440#
THEREFORE OVERTURNING REACTION WILL REMAIN CONSTANT WITH
HORIZONTAL SHEAR FORCE PER FOOT AND HEIGHT REMAINING CONSTANT
CASE 3 MIN PANEL WIDTH = 3'-0", HEIGHT = 10'-0"
B SHEAR PANEL = 430#/FT
Fv = 3'-0" X 430#/FT = 1290# (no DL used)
REACTION (Rf) = Fv X HEIGHT / WIDTH =
Rf = 1290 X (101) / 3' = 4300#
From the Simpson Connectors 1996 Catalog (C-96)
USE, HD6A, HPAHD22, OR MST60 W/ VERIFIED CONDITIONS
STRUCT9
2001 CALIFORNIA BUILDING CODE TABLE 19 C2
TABLE 19 D
TABLE 19 C 2—MAXIMUM PERMISSIBLE COMPUTED DEFLECTIONS
TYPE OF MEMBER
Flat roofs not supporting or attached to nonstructural elements likely to be damaged by
large deflections
Floors not support ng or attached to nonstruct ral elements I kely to be d maged by
large deflections
Roof or floor construction supporting or attached to nonstructural elements likely to be
damaged by large deflections
Roof or floor construction supporting or attached to nonstructural elements likely to not
be damaged by large deflections
DEFLECTION TO BE CONSIDERED
Immediate deflection due to live load L
Immediate deflection du to live load L
That part of the total deflection
occurring after attachment of
nonstructural elements (sum of the
long time deflection due to all sustained
loads and the immediate deflection due
lo any additional live loads)3
DEFLECTION LIMITATION
/'
180
360
/2
480
f4
240
'Thelimit isnot intended losafeguard agamstpondmg The member shall be checked forpondmgby suitable calculations of deflection including added deflections
due to ponded water and considering long term effects of all sustained loads camber construction tolerances and reliability of provisions for drainage
2The 1 mil may be exceeded if adequate measures are taken to prevent damage to supported or attached elements
3Long t me deflect on shall be determined in accordance with Section 1909 52 5 or 1909 542 but may be reduced by the amount of deflection calculated to occur
before attachment of nonstructural elements This amount shall be determined on basis of accepted engineering data relating to time deflection characteristics
of members similar to those being considered
4But not greater than tolerance provided for nonstructural elements The limits may be exceeded if camber is provided so that total deflection minus camber does
not exceed limit
TABLE 19 C 3—MINIMUM THICKNESS OF SLABS WITHOUT INTERIOR BEAMS
YIELD STRENGTH fy p
0 006B9 I [ MP
40000
60000
75000
WITHOUT DROP PANELS
Ext P n Is
Wlh tedg b m
/
33
/
30
/
28
Wih dg b m 2
/
36
/
33
/
31
1 t 1 p IS
/
36
/
33
/
31
WITH DROP PANELS'
Ext P n 1
Wth t dgeb m
/
36
/
33
/
3l
With dg b m 2
;
40
I
36
/
34
It pi
/
40
/
36
/
34
For values of reinforcement yield strength between the values given in the table minimum thickness shall be determined by linear interpolation
'Drop panel is defined in Section 1913 3 7
2Slabs with beams between columns along exterior edges The value of a for the edge beam shall not be less than 0 8
TABLE 19 D—ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (Pounds) (Newtons)1^3
BOLT
DIAMETER
( h )
MINIMUM4
EMBEDMENT
( h )
EDGE
DISTANCE
(in h )
SPACING
(I h )
x 25 4 I r mm
V4
3/8
V2
5/8
3/4
7/8
]
iV8
l'/4
2V2
3
4
4
4V2
4V2
5
5
6
7
8
9
1V2
2l/4
3
5
33/4
6'/4
4V2
7V2
5>/4
6
63/4
?V2
3
4'/2
6
6
7|/2
7V2
9
9
10 >/2
n
13V2
15
MINIMUM CONCRETE STRENGTH (p 1)
0 00689 f rMP
1 2000
T 1 Sh r6
f 3000
T i Sh r6
1 4000
T 1 Sh r6
4 5 10 wt n
200
500
950
I 400
1 500
2050
2250
2700
? 550
2850
3400
4000
500
1 100
1250
1550
2750
2900
2940
4250
3350
3750
4750
5800
200
500
950
1500
1500
2200
2250
2950
2550
3250
34J)0
4000
500
1 100
1250
1 650
2750
3000
3560
4300
4050
4500
4750
5800
200
500
950
1550
1500
2400
2250
3200
2550
3650
3400
4000
500
1 100
1 250
1750
2750
3050
3560
4400
4050
5300
4750
5800
'Values are natural slone aggregate concrete and bolts of at leasl A 307 quality Bolts shall have a slandard head or an equal deformity in the embedded portion
2The tabulated values are for anchors installed a! the specified spacing and edge distances Such spacing and edge distance may be red ced 50 percent with an equal
reduction m value Use linear interpolation for intermediate spacings and edge margins
3The allowable values may be increased per Section 1612 3 for duration of loads such as wind or seismic forces
4An additional 2 inches (51 mm) of embedment shall be provided for anchor bolts located in the top of columns located in Seismic Zones 2 3 and 4
5Values shown are for work without special inspection Where special inspection is provided values may be increased 100 percent
^Values shown are for work with or without special inspection
2 181
TABLE 23 III B 1
TABLE 23 III B 2
2001 CALIFORNIA BUILDING CODE
TABLE 23 III B 1—BOLT DESIGN VALUES (Z) FOR SINGLE SHEAR (Two Member) CONNECTIONS1 2 3
(For sawn lumber with both members of identical species)
THICKNESS
MAIN MEMBER Im
(I h )
SIDE MEMBER /
(I h )
BOLT DIAMETER D
(I h )
x 25 4 I mm
l'/2
3>/2
5>/2
7'/2
iV2
i'/2
" l'/2
l'/2
/2
/s
7/4
7/8
1
5/2
5/8
7/4
7/8
1
*/8
7/4
7/8
1
5/8
7/4
7/8
1
G 0 55 SOUTHERN PINE
Z,|lb Z. Ib zm lb
G 0 50 DOUGLAS FIR LARCH
Z,|lb Z Ib Zm *
G 0 42 SPRUCE PINE FIR
Z,,lb z. Ib Zm ^
X 4 45 (Of N
530
660
800
930
1060
660
940
1 270
1 680
2010
940
1 270
1680
2150
940
1270
1680
2150
330
400
460
520
580
400
560
660
720
770
560
660
720
770
560
660
720
770
330
400
460
520
580
470
620
690
770
830
640
850
1090
1 190
640
850
1090
1350
480
600
720
850
970
610
880
1 200
1590
1830
880
1 200
1590
2050
880
1200
1590
2050
300
360
420
470
530
370
520
590
630
680
520
590
630
680
520
590
630
680
300
360
420
470
530
430
540
610
680
740
590
790
980
1060
590
790
1010
1270
410
510
610
710
810
540
780
1 080
1 340
1 530
780
1 080
1 440
1 760
780
1 080
1440
1760
240
290
340
380
430
320
410
450
490
530
410
450
490
530
410
450
490
530
240
290
340
380
430
370
430
480
540
590
520
690
760
830
520
690
890
1 110
'Tabulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see Division III Part I)
2Tabulated lateral design values (Z) are for full diameter' bolts with a bending yield strength (fy,) of 45 000 psi (310 N/mm2)
3For other species and configurations see Division 111 Parti
TABLE 23 III B 2—BOLT DESIGN VALUES (Z) FOR DOUBLE SHEAR (Three Member) CONNECTIONS1 2 3
(For sawn lumber with all members of identical species)
THICKNESS
MAIN MEMBER Im
(I h )
SIDE MEMBER; (i h )BOLT DIAMETER D
(I h )
x 25 4 lor mm
l'/2
3'/2
5'/2
7>/2
iV2
l'/2
l'/2
l'/2
/2
5/8
-,<*7/8
1
%i
5/a
''('
%7/8
1
G 055 SOUTHERN PINE
Zll'b Z Ib zm Ib
G 0 50 DOUGLAS FIR LARCH
Z,|lb Z Ib z™ Ib
G 0 42 SPRUCE PINE FIR
Z,|lb Z Ib Z™ Ib
X 4 45 (or N
1 150
1440
1730
2020
2310
1320
1 870
2550
3360
4310
1 870
2550
3360
4310
1 870
2550
3360
4310
800
1 130
1330
1440
1530
800
1 130
1330
1440
1530
1 130
1 330
1 440
1530
1 130
1 330
1 440
1530
550
610
660
720
770
940
1290
1 550
1 680
1 790
1 290
1 690
2170
2700
1 290
1 690
2 170
2700
1050
1310
1580
1840
2100
1 230
1760
2400
3280
4090
1760
2400
3 180
4090
1760
2400
3 180
4090
730
1040
1 170
1260
1350
730
1040
1 170
1260
1350
1040
1 170
1 260
1 350
1 040
1 170
1260
1 350
470
530
590
630
680
860
1 190
1370
1470
1580
1 190
1 580
2030
2480
1 190
1 580
2030
2530
880
1 100
1320
1 540
1 760
1080
1570
2 160
2880
3530
1 570
2160
2880
3530
1 570
2160
2880
3530
640
830
900
970
1050
640
830
900
970
1050
830
900
970
1050
830
900
970
1050
370
410
450
490
530
740
960
1050
1 130
1230
1040
1 380
1780
1930
1 040
1 380
1 780
2240
'Tabulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see Di ison III Pa 11)
^Tabulated lateral design values (Z) are for full diameter1 bolls with a bending yield strength (/y,) of 45 000 psi (310 N/mm2)
3For other species and configurations see Division III Part I
2 296
2001 CALIFORNIA BUILDING CODE
CHAP 23 DIV II
TABLE 23 II H
II
TABLE 23 II H—ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HORIZONTAL WOOD STRUCTURAL PANEL
DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR LARCH OR SOUTHERN PINE1
PANEL GRADE
Structural 1
CD CC
Sheathing
and other grades
covered in UBC
Standard 23 2 or
233
COMMON
NAIL SIZE
6d
8d
10d3
6d
8d
10d3
MINIMUM
NAIL
PENETRATION
IN FRAMING
(Inches)
MINIMUM
NOMINAL
PANEL
THICKNESS
(Inches)
MINIMUM
NOMINAL
WIDTH OF
FRAMING
MEMBER
(Inches)
25 4 1 mm
l'/4
l'/2
!5/8
iV4
W2
!5/8
5/!6
3/8
I5/32
5/16
3/8
3/8
7/16
15/32
15/32
19/32
2
3
2
3
2
3
2
3
2
3
2
3
2
3
2
3
2
3
2
3
BLOCKED DIAPHRAGMS
N II p g( ) Id ph qmb ci i (II
) t 0 tl p 1 dg p II It
lo d (Case 3 nd 4) d 1 II p el edge
(C 5 d 6)
25 4 (o mm
6 4 21/22 22
N it p 1 g (in ) t th p n 1 dg
254fo mm
6 6 4 3
UNBLOCKED DIAPHRAGMS
Nip a 6 (152 mm) m x
t pp rt d dg
C 1 (N
bl k d dge
o ont nuous
jo nts par llcl to
load)
All othe
c figurations
(Cases 2 3 4
5 and 6)
0 0146 for N/mm
185
210
270
300
320
360
170
190
185
210
240
270
255
285
270
300
290
325
320
360
250
280
360
400
425
480
225
250
250
280
320
360
340
380
360
400
385
430
425
480
375
420
530
600
640
720
335
380
375
420
480
540
505
570
530
600
575
650
640
720
420
475
600
675
730
820
380
430
420
475
545
610
575
645
600
675
655
735
730
820
165
185
240
265
285
320
150
170
165
185
215
240
230
255
240
265
255
290
285
320
125
140
180
200
215
240
110
125
125
140
160
180
170
190
180
200
190
215
215
240
'These aluesare for short time loads due to wind or earthquake and must be reduced25 percent for normal loading Space nails 12 inches (305 mm) on center along
intermediate framing members
Allowable shear values for nails in framing members of otherspecies set forth in Division III Part III shall be calculated for all othergrades by multiplying the shear
capacities for nails in Structural 1 by the following factors 0 82 forspecies with specific gravity greaterthan or equal to 0 42 but less than 0 49 and 0 65 for species
with a specific gravity less than 0 42
^Framing at adjoining panel edges shall be 3 inch (76 mm) nominal or wider and nails shall be staggered where nails are spaced 2 inches (51 mm) or 2'/2 inches
(64 mm) on center
3Framingat adjoining panel edges shall be 3 inch (76 mm) nominal or wider and nails shall be staggered where lOd nails having penetration into framing of
than P/g inches (41 mm) are spaced 3 inches (76 mm) or less on center
LOAD
iUl
FRAMING
II INI
1 1 1 M,+
1 1 1 1 X
1
1 1 1 1 ^1 1 1 1 1 N
1 1 1 1
.._
^X
UU CASE 2CASE2
DIAPHRAGM BOUNDARY
BLOCKING 1F USED ««,« UU
——
—
——
-
's
-
1 — -
— J-
LO -UU
•n
\11"
*l
CONTINUOUS PANEL JOINTS
LOAD 1 m CASES
s
\
*s|^
?*«
/ FRAMING
=t]|-
CONTINUOUS PANEL JOINTS BLOCKING
LOAC ,l^ASC O 1
4
\
Xi
^
J r I
i1
1
. k
^
CONTINUOUS PANEL
JOINTS
NOTE Framing may be oriented in either direction for diaphragms provided sheathing is properly
designed for vertical loading
' FRAMING
1 BLOCKING
2 287
CHAP 23 DIV II
TABLE 23 II I 1
TABLE 23 II I 2
2001 CALIFORNIA BUILDING CODE
TABLE 23 II I 1—ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR WOOD STRUCTURAL PANEL
SHEAR WALLS WITH FRAMING OF DOUGLAS FIR LARCH OR SOUTHERN PINE1 23
PANEL GRADE
Structural I
C D C C
Sheathing plywood
panel siding and
other grades co ered
in UBC Standard
23 2 ot 23 3
Plywood panel
siding in grades
covered in UBC
Standard 23 2
MINIMUM
NOMINAL PANEL
THICKNESS
(In he )
MINIMUM NAIL
PENETRATION
IN FRAMING
(1 ch )
25 4 f mm
5/16
3/8
7/16
1S/32
15/32
5/16
3/8
3/8
7/!6
15/32
15/32
19/32
5/16
3/8
IV4
iV2
!5/8
l'/4
l'/2
!5/8
l'/4
l'/2
PANELS APPLIED DIRECTLY TO FRAMING
N II SI
(C mm
r
G 1 d
B )5
6d
8d
lOd
6d
8d
lOd
N IISI2
(G 1 n d
C s ng)
6d
8d
N 1 Sp g t P 1 Edg (1 )
25 4 f mm
6 4 3 2
001461 N/mm
200
2304
2554
280
340
180
200
2204
2404
260
310
340
300
3604
3954
430
510
270
300
3204
3504
380
460
510
390
4604
5054
550
665
350
390
4104
4504
490
600
665
510
6104
6704
730
870
450
510
5304
5854
640
770
870
140
160
210
240
275
310
360
410
PANELS APPLIED OVER 1/z INCH (13 mm)
OR 5/a INCH (16 mm) GYPSUM SHEATHING
N II SI
(C mm
or
G I d
B )5
8d
lOd
—
8d
lOd
~
N IISIZ
(Gal I d
C Ing)
8d
lOd
N II Sp I g I P 1 Edg ( )
25 4 f mm
6 4 3 2
001461 rN/mm
200
280
—
180
200
260
~
300
430
—
270
300
380
"
390
550
—
350
390
490
~
510
730
—
450
510
640
140
160
210
240
275
310
360
410
1A11 panel edges backed with 2 inch (51mm) nominal or wider framing Panels installed either horizontally or vertically Space nails at 6 inches (152 mm) on center
along intermediate framing members for 3/8 inch (9 5 mm) and 7/]6 inch (11 mm) panels installed on studs spaced 24 inches (610 mm) on center and 12 inches
(305 mm) on center for other conditions and panel thicknesses These values are for short time loads due to wind or earthq ake and must be reduced 25 percent
for normal loading
Allowable shear values for nails in framing members of other species set forth in Di ision 111 Part III shall be calculated for all other grades by multiplying
the shear capacities for nails in Structural 1 by the following factors 0 82 for species vith specific gravity greater than or equal to 0 42 but less than 0 49 and
0 65 for species with a specific gravity less than 0 42
2Where panels are applied on both faces of a wall and nail spacing is less than 6 inches (152 mm) on centeron either side panel jointsshall be offset to fall on different
framing members or framing shall be 3 inch (76 mm) nominal or thicker and nails on each side shall be staggered
3ln Seismic Zones 3 and 4 where allowable shear values exceed 350 pounds per foot (511 N/mm) foundation sill plates and all framing members receiving edge
nailing from abutting panels shall not be less than a single 3 inch (76 mm) nominal member and foundation sill plates shall not be less than a single 3 inch (76
mm) nominal member In shear walls where total wall design shear does not exceed 600 pounds per foot (8 76 N/mm) a single 2 inch (51 mm) nominal sill plate
may be used provided anchor bolts are designed for a load capacity ofSOpercentorlessoftheallowablecapacity and boltshaveaminimumof2 inch by 2 inch
by -Vis inch (51 mm by 51 mm by 5 mm) thick plate washers Plywood joint and sill plate nailing shall be staggered in all cases
4The values for 3/s inch (9 5 mm) and 7/i6 inch (llmm) panels applied direct to framing may be increased to values shown for 15/32 inch (12mm) panels provided
studs are spaced a maximum of 16 inches (406 mm) on center or panels are applied with long dimension across studs
5Galvamzed nails shall be hot dipped or tumbled
TABLE 23 II I 2—ALLOWABLE SHEAR IN POUNDS PER FOOT FOR PARTICLEBOARD
SHEAR WALLS WITH FRAMING OF DOUGLAS FIR LARCH OR SOUTHERN PINE1-2 3
PANEL GRADE
M S4 and M 24
MINIMUM NOMINAL PANEL
THICKNESS ( ch )
MINIMUM NAIL PENETRATION
IN FRAMING (Inches)
x 25 4 f mm
3/8
3/8
V2
V2
5/8
l'/2
1V2
!5/8
PANELS APPLIED DIRECT TO FRAMING
N II I (C mm
G 1 i dB )
6d
8d
lOd5
All w bl Sh rip u dsp rl t)'
N ISp 1 9 IP lEdg (1 h )
x 25 4 f mm
6 4 3 2
x 001461 rN/mm
120
130
140
185
200
180
190
210
275
305
230
240
270
360
395
300
315
350
460
520
'All panel edges backed with 2 inch (51 mm) nominal or wider framing Space nails at 6 inches (152 mm) on center along intermediate framing members for 3/g inch
(9 5 mm) panel installed with the long dimension parallel to studs spaced 24 inches (610 mm) on center and 12 inches (305 mm) on center for other conditions
and panel thicknesses These values are for short time loads due to wind or earthquake and must be reduced 25 percent for normal loading
Allowable shear values for nails in framing members of other species set forth in Division 111 Part 111 shall be calculated for all grades by multiplying the values
for common and gal anized box nails by the following factors Group III 0 82 and Group IV 0 65
2Where particleboard is applied on both faces of a wall and nail spacing is less than 6 inches (152 mm) on center on either side panel joints shall be offset to fall
on different framing members or framing shall be 3 inch (76 mm) nominal or thicker and nails on each side shall be staggered
3In Seismic Zones 3 and 4 where allowable shear values exceed 350 pounds per foot (511 N/mm) foundation sill plates and all framing members receiving edge
nailing from abutting panels shall not be less than a single 3 inch (76 mm) nominal member and foundation sill plates shall not be less than a single 3 inch (76
mm) nominal member In shear walls where total wall design shear does not exceed 600 pounds per foot (876 N/mm) a single 2 inch (51mm) nominal sill plate
may be used provided anchorbolts are designed for a load capacity of50percentorlessoftheallowablecapacityandboltshaveamimmumof2 inch by 2 inch
by -Vis inch (51 mm by 51 mm by 5 mm) tb ck plate washers Plywood joint and sill plate nailing shall be staggered in all cases
4Producls shall be manufactured with exterior glue and shall be identified with the words Exterior Glue following the product grade designation
^Framing at adioimns canel edges shall be 3 inch (76 mml nominal or wider and nails shall be staggered where lOd nails having penetration into framing of more
r less on center
Framing at adjoining panel edges shall be 3 inch (76 mm) nomina
than 1-Yg inches (41 mm) are spaced 3 inches (76 mm) or less c
2 288
CHAP 23 DIV II
TABLE 23 II B 1 2001 CALIFORNIA BUILDING CODE
TABLE 23 II B 1—NAILING SCHEDULE
CONNECTION
1 Jo si to s 11 or girder loenail
2 Bridging lo joi t loenail each nd
31x6 (25mm x 152 mm) subfloor or less to each joist face nail
4 Wider lhan 1 X 6 (25 mm X 152 mm) subfloor to each joist face nail
5 2 (51mm) subfloor to joist or girder blind and face nail
6 Sole plate to joist or blocking typical face nail
Sole plate to joist or blocking at braced wall panels
7 Top plate to stud end nail
8 Stud to sole plate
9 Double studs face nail
10 Doubled top pi tes typical face nail
Double top plates iap splice
11 Blocking between joists or rafters to top plate toenail
12 Rim joist to top plate toenail
13 Top plates laps and intersections face nail
14 Continuous header two pieces
15 Ceiling joists to plate toenail
16 Continuous header to stud toenail
17 Ceiling joists laps o et partitions face nail
18 Ceiling joists to parallel rafters face nail
19 Rafter to plate toena 1
20 1 (25 mm) brace to each stud and plate face nail
21 1 X 8 (25mm X 203 mm) sheathing or less to each bearing face nail
22 Wider than 1 X 8 (25mm X 203 mm) sheathing to each bearing face nail
23 Built up corner studs
24 Built up girder and beams 20d at 32 (813mm)oc
25 2 (51 mm) planks
26 Wood structural panels and particleboard 2
Subfloor and wall sheathing (to framing)
'/2 (12 7 mm) and less
19/32 3/4 (15 rnm 19 mm)7/8 1 (22 mm 25 mm)
iVs l'/4 (29 mm 32 mm)
Combination subfloor underlayment (to framing)
3/4 (19 mm) and less
7/8 1 (22 mm 25 mm)
!J/8 l'/4 (29mm 32mm)
27 Panel siding (to framing)2
]/2 (12 7 mm) or less
5/8 (16mm)
28 Fiberboard sheathing '
>/2 (12 7 mm)
2s/32 (20 mm)
29 Interior paneling
V4 (6 4 mm)
3/8 (95mm)
NAILING1
3 8d
2 8d
2 8d
3 8d
2 16d
16dat 16 (406mm)oc
3 16d per 16 (406 mm)
2 16d
4 8d toenail or 2 16d end nail
16dat24 (610mm)oc
16d at 16 (406mm)oc
8 16d
3 8d
8dat6 (152mm)oc
2 16d
16d at 16 (406 mm) o c along each edge
3 8d
48d
3 16d
3 16d
3 8d
2 8d
2 8d
3 8d
16dal24 (610mm)oc
at top and bottom and staggered 2 20d at ends and at each splice
2 16d at each bearing
6d3
8d4 or 6d5
8d3
10d4or8d5
6d5
8d5
10d4 or 8d5
6d6
8d6
No 11 ga8
6d4
No 16 ga9
No 11 ga8
8d4
No 16 ga9
4dio
6d»
'Common or box nails may be used except where otherwise slated
2Nails spaced at 6 inches (152 mm) on center at edges 12 inches (305 mm) at 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
^Common or deformed shank
4Common
5Deformed shank
^Corrosion resistant siding or casing nails conforming to the requirements of Section 2304 3
'Fasteners spaced 3 inches (76 mm) on center at exterior edges and 6 inches (152 mm) on center at intermediate supports
8Corrosion resistant roofing nails with 7/j6 inch diameter (11 mm) head and lV2 mch (38 mm) length for !/2 mch (12 7 mm) sheathing and !3/4 inch (44 mm )
length for 25/32 inch (20 mm) sheathing conforming to the requirements of Section 2304 3
'Corrosion resistant staples with nominal '/]$ inch (11 mm) crown and I'/s inch (29 mm) length for !/2 inch (12 7 mm) sheathing and l'/2 inch (38 mm) length
for 25/j2 mch (20 mm) sheathing conforming to the requirements of Section 2304 3
10Panel 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) at 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
It
/fr
TABLE 23 III C 2
TABLE 23 III D
2001 CALIFORNIA BUILDING CODE
TABLE 23 III C 2—COMMON WIRE NAIL DESIGN VALUES (Z) FOR SINGLE SHEAR (Two Member) CONNECTIONS1-2 3
(with both members of identical species)
SIDE MEMBER
THICKNESS 1
(1 h )
1/2
3/4
1
l'/2
NAIL LENGTH L
( h )
NAIL DIAMETER D
(1 ch )
x 25 4 f mm
2
2V2
3
3V4
3'/2
4
4>/25
5V2
6
2*/2
3'/4
3V24
4]/2
5
5'/2
6
3
3V4
3V2
4
4J/2
5
5V2
6
~ 3V24
4'/2
5
5'/2
6
0113
0131
0148
0148
0162
0192
0207
0225
0244
0263
0131
0148
0148
0162
0192
0207
0225
0244
0263
014*8
0148
0162
0192
0207
0225
0244
0263
0162
0192
0207
0225
0244
0263
PENNYWEIGHT
6d
8d
lOd
12d
16d
20d
30d
40d
50d
60d
8d
lOd
12d
16d
20d
30d
40d
50d
60d
lOd
12d
16d
20d
30d
40d
50d
60d
16d
20d
30d
40d
50d
60d
G 055
SOUTHERN PINE
Zlb
G 050
DOUGLAS FIR LARCH
Zlb
G 042
SPRUCE PINE FIB
Zlb
X 4 45 f N
67
85
101
101
117
137
148
162
166
188
104
121
121
138
157
166
178
182
203
128
128
154
183
192
202
207
227
154
185
203
224
230
262
59
76
90
90
105
124
134
147
151
171
90
105
105
121
138
147
158
162
181
118
118
141
159
167
177
181
199
141
170
186
205
211
240
47
61
73
73
87
103
112
123
127
144
70
83
83
96
111
119
129
132
149
96
96
109
124
131
140
143
159
120
144
158
172
175
191
'Tabulated lateral design values (Z) for nailed connections shall be multiplied by all applicable adjustment factors (see Division III Part 1)
2Tabulated lateral design values (Z) are for common wire nails inserted in side grain wilh nail axis perpendicular to wood fibers and with the following nail bending
yield strengths (fyi,)
Fyl,=100 000 psi (690 N/mm2) for 0 113 (2 9 mm) 0 131 (3 3 mm) and 0 135 inch diameter (3 4 mm) common wire nails
Fyt,=90 000 psi (621 N'mm2) for 0 148 (3 8 mm) and 0 162 inch diameter (4 1 mm) common wire nails
/V,=80 000 psi (552 N/mm2) for 0 192 (49mm) 0 207 (5 3 mm) and 0 225 inch diameter (57mm) common wire nails
Fyt,=10 000 psi (482 N/mm2) for 0 244 (6 2 mm) and 0 263 inch diameter (6 7 mm) common wire nails
3For other species and configurations see Division III Part I
TABLE 23 III D—NAIL AND SPIKE WITHDRAWAL DESIGN VALUES (W)* 2
Tabulated Withdrawal Design Values (W) Are in Pounds per Inch of Penetration into Side Gram of Mam Member
Southern Pine
Douglas Fir
Larch
Spruce Pine Fir
SPECIFIC
GRAVITYa
055
050
042
COMMON WIRE NAILS BOX NAILS AND COMMON WIRE SPIKES D m t D
0099
31
24
16
0 113
35
28
18
0128
40
31
20
0 131
41
32
21
0135
42
33
21
0148
46
36
23
0 162
50
40
26
0192
59
47
30
0207
64
50
33
0225
70
55
35
0244
76
60
38
0263
81
64
41
0283
88
69
45
0312
97
76
49
0375
116
91
59
'Tabulated withdrawal design values (W) for nail or spike connections shall be multiplied by all applicable adjustment factors (see Division III Part I)
2For other species and configurations see Division III Parti
2 298
n
TABLE 23 IVV1 2001 CALIFORNIA BUILDING CODE
TABLE 23 IV V 1—VALUES FOR JOISTS AND RAFTERS—VISUALLY GRADED LUMBER—(Continued)
SPECIES AND GRADE
SIZE
(In h )
25 4 ( mm
DESIGN VALUE IN BENDING Fb p i
N m 1
Du tion Snow L ding 7-d y Loading MODULUS OF
ELASTICITY E p 1
0 00689 ( N/mm2 GRADING RULES AGENCY
COTTONWOOD
Select Structural
No 1
No 2
No 3
Stud
Construction
Standard
Utility
Select Structural
No 1
No 2
No 3
Stud
Select Structural
No 1
No 2
No 3
Select Structural
No 1
No 2
No 3
Select Structural
No 1
No 2
No 3
2x4
2x6
2x8
2 x 10
2 x 12
1 510
1 080
1080
605
600
805
460
200
1 310
935
935
525
545
1 210
865
865
485
1 105
790
790
445
1005
720
720
405
1 735
1240
1240
695
690
925
530
230
1 505
1075
1075
600
630
1390
990
990
555
1275
910
910
510
1 155
825
825
465
1 885
1 350
1350
755
750
1 005
575
250
1 635
1 170
1 170
655
685
1 510
1080
1 080
605
1 385
990
990
555
1260
900
900
505
1 200 000
1 200 000
1 100000
1 000 000
1 000 000
1 000 000
900 000
900 000
1200000
1 200 000
1 100 000
1 000 000
1 000 000
1 200 000
1 200 000
1 100000
1 000 000
1 200 000
1 200 000
1 100 000
1 000 000
1 200 000
1 200 000
1 100 000
1 000 000
NSLB
DOUGLAS FIR LARCH
Select Structural
No 1 and better
No 1
No 2
No 3
Stud
Construction
Standard
Utility
Select Structural
No 1 and better
No 1
No 2
No 3
Stud
Select Structural
No 1 and better
No 1
No 2
No 3
Select Structural
No 1 and better
No 1
No 2
No 3
Select Structural
No 1 and better
No 1
No 2
No 3
2X4
2x6
2x8
2 x 10
2 x 12
2500
1985
1 725
1510
865
855
1 150
635
315
2170
1 720
1 495
1 310
750
775
2000
1585
1 380
1210
690
1835
1 455
1265
1 105
635
1670
1325
1 150
1005
575
2875
2280
1 985
1 735
990
980
1325
725
365
2495
1975
1 720
1 505
860
895
2300
1 825
1585
1390
795
2 110
1 675
1455
1 275
725
1920
1520
1325
1 155
660
3125
2480
2155
1885
1 080
1065
1440
790
395
2710
2150
1 870
1 635
935
970
2500
1985
1725
1510
865
2295
1 820
1580
1385
790
2085
1 655
1440
1260
720
1 900 000
1 800 000
1 700 000
1 600 000
1 400 000
1 400 000
1 500 000
1 400 000
1 300 000
1 900 000
1 800 000
1 700 000
1 600 000
1 400 000
1 400 000
1 900 000
1 800 000
1 700 000
1 600 000
1 400 000
1 900 000
1 800 000
1 700 000
1 600 000
1 400 000
1 900 000
1 800 000
1 700 000
1 600 000
1 400 000
WCLIB
WWPA
(Continued)
2 324
2001 CALIFORNIA BUILDING CODE TABLE 23 IVV 1
TABLE 23 IV V 1—VALUES FOR JOISTS AND RAFTERS—VISUALLY GRADED LUMBER—(Continued)
SPECIES AND GRADE
SIZE(1 ches)
25 4 f r mm
DESIGN VALUE IN BENDING Ft p 1
N m 1
Du tl S w Lo ding 7-d y L ding MODULUS OF
ELASTICITY E p 1
0 00689 ( N/mm2 GRADING RULES AGENCY
DOUGLAS FIR LARCH (North)
Select Structural
No I/No 2
No 3
Stud
Construction
Standard
Utility
Select Structural
No I/No 2
No 3
Stud
Select Structural
No I/No 2
No 3
Select Structural
No I/No 2
No 3
Select Structural
No I/No 2
No 3
2X4
2X6
2X8
2 X 10
2 X 12
2245
1425
820
820
1 095
605
290
1945
1 235
710
750
1 795
1 140
655
1 645
1045
600
1 495
950
545
2580
1 635
940
945
1 255
695
330
2235
1 420
815
860
2065
1310
755
1890
1 200
690
1720
1090
630
2805
1 780
1 025
1030
1 365
755
360
2430
1540
890
935
2245
1 425
820
2055
1 305
750
1 870
1 185
685
1 900 000
1 600 000
1 400 000
1 400 000
1 500 000
1 400 000
1 300 000
1 900 000
1 600 000
1 400 000
1 400 000
1 900 000
1 600 000
1 400 000
1 900 000
1 600 000
1 400 000
1 900 000
1 600 000
1 400 000
NLGA
DOUGLAS FIR (South)
Select Structural
No 1
No 2
No 3
Stud
Construction
Standard
Utility
Selec! Structural
No 1
No 2
No 3
Stud
Selec! Structural
No 1
No 2
No 3
Sele t Struct ral
No 1
No 2
No 3
Select Structural
No 1
No 2
No 3
2X4
2x6
2x8
2 X 10
2 X 12
2245
1555
1 425
820
820
1 065
605
290
1945
1345
1235
710
750
1795
1240
1 140
655
1 645
1 140
1045
600
1495
1035
950
545
2580
1 785
1 635
940
945
1225
695
330
2235
1545
1420
815
860
2065
1430
1310
755
1890
1310
1200
690
1720
1190
1090
630
2805
1 940
1 780
1025
1030
1 330
755
360
2430
1 680
1540
890
935
2245
1555
1425
820
2055
1 425
1305
750
1 870
1295
1 185
685
1 400 000
1 300 000
1 200 000
1 100 000
1 100 000
1 200 000
1 100 000
1 000 000
1 400 000
1 300 000
1 200 000
1 100 000
1 100 000
1 400 000
1 300 000
1 200 000
1 100 000
1 400 000
1 300 000
1 200 000
1 100 000
1 400 000
1 300 000
1 200 000
1 100 000
WWPA
(Continued)
2 325
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