HomeMy WebLinkAbout2179 AVENIDA TORONJA; ; CB050445; PermitCity of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
03-02-200 5 Residential Permit Permit No: CB050445
d Building Inspection Request Line (760) 602-2725
Job Address:
Permit Type:
Parcel No: Valuation:
Occupancy Cvnl ip: t# Dwelling U
Bedrooms:
Project Title:
2: 79 AVENIDA TORONJA CBAD
F SDNTL SubType: RAD Status:
2-52616200 Lot #: 0 Applied:
$5,425.00 Construction Type: NEW Entered By: Reference #: Plan Approved:
Structure Type: Issued:
Bathrooms: 0 Inspect Area:
n
I ' )HOLS RES-1 75 SF LOFT orig PC#:
Applicant: RLmcT'oN
ISSUED
02/14/2005
RMA
03/02/2005
03/02/2005
Plan Check#:
Owner:
NICHOLS WESLEY G JR&CATHERINE A
RE>"
760 -269'
--
Building !'lit $68.89 Meter Sire
Add'l Bi1 I Pcr Fee $0.00 Add9 Rad. Water Con. Fee $0.00
Plan Chr $44.78 Meter Fee $0.00
Add'l Plw Sheck FY $0.00 SOCWA Fee $0.00
Plan Ch ~ISCCXJ it $0.00 CFD Payoff Fee $0.00
$1.00 PFF $0.00
Park in L I Fee $0.00 PFF (CFD Fund) $0.00
Park Fe $0.00 Licensefax $0.00
LFM Fel $0.00 License Tax (CF5 Fund) $0.00 Bridge F $0.00 Traffic Impact Fee $0.00
Other B - FeC $0.00 Traffic Impact (CFD Fund) $0.00
BTD #2 $0.00 Sidewalk Fee $0.00
BTD fi 1 $0.00 PLUMBING TOTAL $0.00
Renew $0.00 ELECTRICAL TofAL $20.00
Add'l Fk 31 Fer. $0.00 MECHANICAL TOTAL $0.00
Other 8 I F $0.00 Housing Impact Fee $0.00 Pot.Wa \,I) $0.00 Housing InLieu Fee $0.00
Meter S Housing Credit Fee $0.00
Add'l Pc 'c: C: ="e $0.00 Master Drainage Fee $0.00
Reel. W Cnn $0.00 Sewer Fee $0.00
Additional Fees $0.00
TOTAL PERMIT
Total 1- 134.67 Total Payments To Date: $44.78 Balance Due: $89.89
-
2945 03/02/05 0002 01 02
refe
folio' I
revieit
CGP
Clearance:
'hat approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively : You have 90 days from the date this permit was issued to protest imposition of these feeslexactions. If you protest them, you must . set forth in Government Code Section 66020(a), and file the protest and any other required intonation with the City Manager for
:I!, Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack,
8. I ,-~il !heir imposition.
PERMIT
CITY OF
APPLl CAT10 N ./b?b
CARLSBAD BUILDING DEPARTMENT
1635 Faraday Ave., Carlsbad, CA 92008
PLAN CHECK NO.
EST. VAL.
Validated 5y . I /A-
Date &/ /L/ / Ql(' -, I I
Total # of units Phase No. Lot No. Subdivision NameINumber Unit No.
7- Proposed Use
- Description of WQrk sa. FT. #of Stories # of Bedrooms # of Bathrooms
Name Address City Statelzip Telephone #
CON MPRN
(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
lChaDter 9, commendina with Section 7000 of Division 3 of the Business and Professions Code1 or that he is exemDt therefrom. and the basis for the alleaed
Address
Designer Name Address City Statelzip Telephone
State License I
Workers' Compensation D
0 of the work for which this permit is issued.
0 issued. My worker's compensation insurance carrier and policy number are:
Insurance Company Policy No. Expiration Date
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
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
n the performance of the work for which this permit is issued, I shall not employ any person in any manner so as
aws of California.
up to one hundred
ation, damages as provided for in Section 3706
I hereby affirm that I am exempt from the Contractor's License Law for the following reason:
0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale
(Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does
such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If. however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed
pursuant to the Contractor's License Law).
0
1.
2.
3.
I am exempt under Section
I personally plan to provide the major labor and materials for construction of the proposed property improvement
I have contracted with the following person (firm) to provide the proposed construction (include name I address I phone number I dh;;=Vs license nur&rk?s
Business and Professions Code for this reason:
I (have I have not) signed an application for a building permit for the proposed work. leBy8: '1 Po io5 9002 01 $2
4.
number I contractors license number):
5. of work):
PROPERTY OWNER SIGNATURE DATE
I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone
I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone number I type
program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES 0 NO
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district?
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site?
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
0 YES 0 NO
0 YES 0 NO
I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code).
LENDER'S NAME L-0 LENDER'S ADDRESS
I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all
City ordinances and State laws relating to building construction. I hereby authorize representatives of the Cit) of Carlsbad to enter upon the above mentioned
property for inspection purposes. I 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 require
EXPIRATION: Every permit issue
authorized by such permit is not co
at any time after the work is comm
APPLICANT'S SIGNATURE
'0" deep and demolition or construction of structures over 3 stories in height.
ire by limitation and become null and void if the building or work ng or work authorized by such p rmit is suspended or abandoned
DATE 5h+b<
WHITE: File YELLOW: Applicant PINK: Finance
City of Carlsbad Bldg Inspection Request
For: 04/06/2005
Permit# CB050445
Title: NICHOLS RES-175 SF LOFT
Description:
Type: RESDNTL SubType: RAD
Job Address: 2179 AVENIDA TORONJA
Suite: Lot 0
Location:
OWNER NICHOLS WESLEY G JR&CATHERINE A
Owner: NICHOLS WESLEY G JR&CATHERINE A
Remarks:
Inspector Assignment: PD
Phone: 7607272694
inspect r'
Total Time: Reauested BY: BOB
CD Description
19 Final Structural
29 Final Plumbing
39 Final Electrical + + 49 Final Mechanical
Associated PCRs/CVs
lnwection History
Date Description Act lnsp Comments
03/17/2005 17 Interior LathlDrywall AP PD
031 5/2005 14 Frame/Steel/Bolting/Welding AP PD
0311 5/2005 34 Rough Electric AP PD
03/1 5/2005 44 RoughlDuctslDampers AP PD
PLANNING/ENGINEERING APPROVALS .-- . .
PERMIT NUMBER C6 DATE 0 z// 5/6r c
TENANT IMPROVEMENT
RESIDENTIAL ADDITION MINOR PtAZACAMfNOREAt:
(c $~0,oa0.00~
CARLSRAD COMPANY STORES
, VILLAGE'FAlRE
COMPLME OFFICE BUILDING
. s-
OTHER
EsGil Corporation
In Partnership with Government for Qluifing safety
DATE: 2/25/05
JURISDICTION: City of Carlsbad
PLAN CHECK NO.: 050445 SET: I
0 PLAN REVIEWER
0 FILE
PROJECT ADDRESS: 2179 Avenida Toronja
PROJECT NAME: Nichols Residence Addition
The plans transmitted herewith have been corrected where necessary and substantially comply
with the jurisdiction’s building codes.
0 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.
0 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.
[7 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 #:
(XI existing family room have minimum
Mail Telephone
REMARKS: City to
ceiling height of 7’-6”.
By: DavidYao Enclosures:
Esgil Corporation
GA 0 MB 0 EJ 0 PC 211 5 tmsmtl.dot
9320 Chesapeake Drive, Suite 208 SanDiego, California 92123 + (858) 560-1468 + Fax (858) 560-1576
LA COSTA CLIENT>-& V'bf-Ts ON, & LW ~~CW~ v-
ENGINEERING JOB PbWL5 w%BgP*, LA- c&s* v,
1950 KELLOGG AVE
CARISBAD, CALIFORNIA 92008 CALCULATED BYA DAIE ____ TEL 760-931-0290 FAX 438-5251 EMAIL. lcenQr@connectnet corn CHECKED BY __~- DATE
SCALE __ SHEETNOIOF18
CIkIL STRUCT1,RAL MECHAhlCAL PETROLEUM
HOW TO USE THESE TABLES 7
1. Determine the live load deflection criteria (MINIMUM CRrERlA PER CODE- 3. Select the on-center spacing you prefer.
4. Scan down the column until you meet or exceed the span of your application.
5. Scan left in the row to locate the DI@ joist series and depth which satid~e~ your
L/360 or IMPROVED PERFORMANCE SYSTEM - L/480) and locate the
appropriate table.
2. Identify the loading condition (40 PSF LIVE LOAD110 PSF DEAD LOAD or
40 PSF LIVE LOAD120 PSF DEAD LOAD) and move to the appropriate section
of the table.
condition.
MINIMUM CRITERIA PER CODE
L/360 LIVE LOAD DEFLECnON
IMPROVED PERFORMANCE SYSTEM
L/480 UVE LOAD DEFLECTION
14"
e Long term deflection under dead load which includes the effect of creep, common to aN wood mernben, has not been considemi for any of the above applications.
spans reflect initial dead load defledon exceeding 0.33', which may be unacceptable. For additional information, refer to our D-Bearn- or lJ-Xpertm software or contact your
TNS Joist MacMillan representative.
(1) Web stiffenen arc required in hangen hen the lJ@/PrO" 550pbt span is greater than the spans shown in the following table:
(2) Web stiffeners are required at intermediate supports of continuous span joists in conditions where the intermediate bearing width is less than
5%' and the span on either side of the intermediate bearing is greater than the spans shown in the following table:
'12 PSF Dead Load at VI@'/Pro" 550joisb. "22 PSF Dead Load at lJI"/Pro' 550 joists.
GENERAL NOTES t Tables are based on:
Assumed composite action with a single layer of appropriate span-
rated glue-nailed wood sheathing for deflection only (spans shall be
reduced 5" when sheathing panels are naled only).
Uniformly loaded joistr.
Increase for repetitive member use has been included.
Spans shown are clear distance between supporb. .. . , -. .
WEB mFFENER REQUIREMENTS
Required if the sides of the hanger do not laterally support the TJI" joist top flange or
per footnotes on pages 20 and 21.
End Bearings:TJl@'/Pro"l 150, 250 or 350 joists - not required.
Intermediate Bearings: Not required at intermediate bearing where joists are
continuously spanned and the intermediate bearing is at least 5%' wide. For
intermediate supporb less than 5%' wide, web stiffeners may be required
lJI?/Pro'" 55oJoistr - may be required in hangers (see footnote 1 above).
m -. L
TJI@/ProTM 150 joists
Top and bottom flanges of
1%' x 1%' Microllam@ LVLwith Yi' Performance Plus@ web.
DESIGN PROPERTIES
- '18' 11718..
14' or 16' + l'f2
TJI@/Prom 250 joists TJf@/ProTM 350 joists
Top and bottom flanges of
1%' x 1%' Microllam" LVLwith %" performance Plus@ web.
Top and bottom ffank of
2%' x 1%' Microllam' LVLwith 36. Performance Plus@ web.
71%. 117/6a,
14' or 16'
TJI@/Pro" 550 joists
Top and bottom flanges of 3%' x 1%' Microllam' LM with
%6' Performance Plus@ web.
GENERAL NOTES
Design reaction includes all loads on the joist Design shear is computed at the
face of supporb including all loads on the span(s). Allowable shear may
sometimes be increased at interior supports in accordance with NERtll9 and
NER-200 and these increases are reflected in span tables.
1%' at ends, 3%' at intermediate supports. El dxle
The following formula approximates the uniform load deflection of A (inches):
For TJJ@/Prou 150,250
and 350 Joisk
For TJl@/Pro' 550
Joisk
22.5 w14 2.61 wL2 22.5d' ~ 229wLz El d x 10' * The reaction valuer above are based on an assumed minimum bearing length of A=-+-
w - uniform load in pounds per lineal foot
L - dear span in feet
d - out to out depth of the joist in in& El = value from table
MATERIAL WEIGHTS (Indude VI@ joist weights in dead load calculations - see table above forJOlST WEIGHTS)
Sheathing
Based on: Southern pine-40 pdfor plywood, 44 pdfor OSB
Douglas fir- 36 pd for plywood, 40 @for OSB
Southern Pine Douglas Fir
%' plywood ..................... 1.7 pd ............... 1.5 pd
%' plywood ...... ........._.... 2.0 pd ............... 1.8 psf
3/4' plywood .................... 2.5 pd ............... 2.3 psf
1%. plpuod ................... 3.8 pd ............... 3.4 psf
%" OSB. ........................... 1.8 pd ............... 1.7 psf
Y4' OSB ............................ 2.7 psf ............... 2.5 psf
1%' OSB .......................... 4.1 psf ............... 3.7 psf
%' OSB ............................ 22 pd ............... 2.0 psf
Roofing Materials
Asphalt shingles ...... .2.5 psf
Wood shingles ........ 2.0 psf
ClayTile.. ........... 9.0 to 14.0 pd
Slate (%' thick) ....... 15 psf
Roll or Batt Insulation (1 " thick)
Rock Wool. ......... .0.2 psf
Glass Wool.. ......... 0.lpsf
Floon
Hardwood (Nominal 1 '1 .. .4.0 psf
Concrete (I ' thick)
Regular ............... 12.0psf
Lightweight.. ......... -8.0 to 10.0 pb
Sheetvinyl ............. .0.5 psf
%' ceramic or quarry tile ... 10.0 psf
Ceilings
Acoustical fiber tile. ....... 1.0 psf
54' gypsum board.. ...... -2.8 pd
Plaster (1 * thick) ......... 8.0 psf
Carpet and Pad .......... 1.0 psf
Gypsum concrete (%') .... .6.5 psf
'/in gypsum board.. ...... .22 psf
13/4" 1.9E MICROLLAM~ LVL
ALLOWABLE .DESIGN PROPERTIES. (100% LOAD DURATION)
9
I
a
I
1.9E MICROLLAM~ LVL ALLOWABLE DESIGN STRESSES
(100% LOAD DURATION)
Shear modulus of elasticity G = 1 18,750 psi
Modulus of elasticity E - 1.9 x 106 psi
Flexural streu Fb 2600 psi(') *
Compression perpendicular to grain
Compression parallel to grain F,g = 23 10 psi
Horizontal shear perpendicular
to glue line F, = 285 psi
('1 For 12-inch depth. For others, multiply by [ $1
(4 Fd shall not be increased for duration of load,
parallel to glue line Fd= 750 psi(z)
SENERAL ASSUMPTIONS FOR MICROLLAM" LVL
t bteral support is required at all bearing poinb and along compression
' Bearing lengths are based on Microllam@ LM's bearing stress of 750 psi.
edge at intetvals of 24' on-center or closer.
Microllam@ LVL beams are made without camber; therefore, in addition to
complying with the deflection hik of the applicable building code, other
considerations, such as long term defleceion under sustained loads
(including creep), ponding (positive drainage is essential) and aesthetics,
most be evaluated.
Roof members shall either be sloped for drainage or designed to account
for load and deflection as specified in the applicable building code.
Tables on pages 4-7 include redudions applied in accordance with:
1994 UBC 1606, 1997 NBC 1606 and 1994 SBC 1604 for floor live load;
1994 UBC 1606, 1997 NBC 1607 and 1994 SBC 1604 for roof live load in
non-rnow (125%) conditions.
3%" members are two pieces of 1%' Microllam@ LM
5%' members are three pieces of 1%' Microllam" LVL
1%'x16" and 1~~~xl8'beamsaretobeusedinmultiple
member unib only.
See page 17 for multiple member beam connections.
-.
2.OE PARALLAM@ PsL ALLOWABLE DESIGN STRESSES
(100% LOAD DURATION)
Shear modulus of elasticity G = 125,000 psi
Modulus of elasticity E = 2.0 x lo6 psi 1
Flexural stress F, = 2900 psi(')
Compression perpendicular to grain
parallel to wide face of strands Fd = 650 psi@)(')
Compression parallel to grain Fdl = 2900 psi
Horizontal shear perpendicular to wide face of strands F, = 290 psi _.
. '.
(1) For 12-inch depth. For othen, multiply by [$]""'
(2) Fdshall not be increased for duration of load.
(3) 750 psi for all Eastern Specier Parallam@'.PSL and 1%' thick Western Spedes Parallam@ PSL
ALLOWABLE DESIGN PROPERTIES (100% LOAD DURATION)
1%'' 2.OE Paraflame PSL 21%'' 2.OE PARALLAM" PSL
r-..
-" 31%~" 2.OE PARALLAM" PSL
,4151 13,055 I 17,9701 19,9001 27,160 134,955(43,6651
2601 6,430 17,615 18,035 19,475 110,825112,1801
230 I 250 I 415 I 490 I 800 I 1,195 I 1,700 I
7" 2.OE PARALLAM" PSL
7.8 I 8.0 I 9.5 I 10.0 I 11.8 I 13.4 I 15.1 I
51h" 2.OE PARALLAM" PSL
18,6251 19,5851 26,955129,855140,740152,430165,4951
9,390 I 9,645 11 1,420~12,055~14,210~16,240~18,270~
345 I 375 I 625 I 735 I 1,200 I 1,790 12,550 I
GENERAL ASSUMPTIONS FOR
NON-TREATED PARALLAM" Ps L
Lateral support is required at all bearing poi& and along compression edge at
intervals of 24' on-center or closer.
Parallam@ PSL beams are made without camber; therefore, in addition to corn-
plying with the deflection limits of the applicable building code, other consider-
ations, such as long term deflection under sustained loads (including creep),
ponding (positive drainage is essential) and aesthetics, must be evaluated.
Roof members shall either be sloped for drainage or designed to account for
load and defledion as specified in the applicable building code.
Reductions applied in accordance with: 1994 UBC 1606, 1996 NBC 1606 and
1994 SBC 1604 for floor live load; 1994 UBC 1606, 1996 NBC 1607 and 1994
SBC 1604 for roof live load in non-snow ('125%) conditions.
5%* members may be three pieces I%", one piece 1%' with one piece 3'/'2',
or a single 5Y4* width beam.
7' members may be hvo pieces 1%' around one piece 3%' , bo pieca 3%'.
or a single 7' width beam.
lee pap 16 and I7 fbr multiple member &am connectionr.
3%' members may be hvo pieces of 15/* or a single 3%' width beam.
I
LA CQSTA
ENG ILN E ERI NG
1950 KELLOGG AVE CARLSBAD. CALIFORNIA 92008 TEL 760-931-0290 FAX 438-5251 EMAIL Icengr@cannectnel corn
CIVIL STRUCTURAL MECHANICAL. PETROLEUM
CLIENT
JOB
CALCULATED BY DATE
CHECKED BY DATE
SCALE SHEU NO---OF 6
.I
LA CCI'STA
ENG I N E ERI NG
1950 K€LlOGG AVE.
CARLSBAD. CALIFORNIA 92008 TEL 760-931-0290 fAX 438-5251 EMAIL: Icenqr@connectnet.com
CIVIL * STRUCTURAL
MECHANICAL - PETROLEUM
CLIENT
JOB -
CALCULATED BY DATE -
CHECKED BY DATE
SCALE SHEET PJOLOF
LA CQQSTA
ENGINEERING
CIVIL STRUCTURAL MECHANICAL - PETROLEUM
~-
CALCULATED BY DATE
CHECKED BY DATE
SCALE ~ SHEETNO---.--OF 0
LA COSTA
ENGINEERING
1950 KELLOGG AVE. CARLSBAD, CALIFORNIA 92008 TEL 760-931-0290 FAX 438-5251 EMAIL lcenqrdconnectnet corn
CIVIL * STRUCTURAL MECHANICAL' PETROLEUM
CLIENT
CALCULATED BY DATE
DATE - CHECKED BY
SCALE SHEET NOLOF ___-
LA COSTA
ENGINEERING
1950 KELLOGG AVE CARLSBAD. CALIFORNIA 92008 TEL 760-931-0290 FAX 438-5251 EMAIL lrengr@connectnet corn
CIVIL STRUCTURAL
MECHANICAL - PETROLEUM
CLIENT
]OB
CALCULATED BY DATE
CHECKED BY DATE
SCALE SHEU ~0100~
..
LA CQSTA
ENGINEERING
1950 KELLOCC AVE CARLSBAD, CALIFORNIA 92008 TEL 760-931-0290 FAX438 5251 EMAIL Icengr@conneclnel corn
CIVIL * STRUCTURAL
MfCHANlCAL PETROLEUM
CLIENT
106
CALCULATED BY DATE
CHECKED BY DATE
SCALE SHEET NO\\OF
LA COOSPA
ENG 1 N EERl NG
1950 KELLOGG AVE. CARLSBAD, CALIFORNIA 92DOB TEL 760-931-0290 FAX 438.5251 EMAIL: lcenqr@connectnet.com
CIVIL STRUCTURAL MECHANICAL PETROLEUM
CLIENT
1OB
CALCULATED BY DATE
CHECKED BY DATE
SCALE SHEET NO----.--OF \z
*. TASLE 23-ll-B-1 1997 UNIFORM BUILDING CODE
\3
TABLE 23-11-6-1 -NAILING SCHEDULE
CONNECTION NAILING'
3-8d
2-8d
2-8d
3-8d
2-16d
1. Joist IO sill or girder, toenail
1. Bridging to joist, toenail each end
3. 1" x 6" (2.5 rnrn 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. 1" (51 mm) subfloor to joist or girder, blind and fact nail
6. Sole plate to joist or blocking, typical face nail 16d at 16" (406 mm) O.C. 3-16d per 16" (406 mm) Sole plate to joist or blocking, at braced wall panels
7. Top plale to stud, end nail 2-16d
8. Stud to sole plate 4-8d. toenail or 2-16d. end na
9. Double studs, face nail 16d at 24" (620 mm) 0.c
16d at 16" (406 mm) 0.c 8-161
3-8l
8d at 6" (152 mm) 0.c
at 16" (406 mm) O.C. along each edgc
10. Doubled top lates, typical face nail Double top pfkes, lap splice
12. Rim joist to top plate, toenail
14. Continuous header, two pieces
11. Blocking between joists or rafters to top plate, toenail
13. Top plates, laps and intersectioos, face nail 2-16(
15. Ceiling joists to plate, toenail 3-8~
16. Continuous header to stud, toenail 4-8~
17. Ceiling joisls, laps over partitions, face nail 3-1 6~ 1 3-16d
3 -8d
2-8d
2-8d
3-8d
19. Rafter to plate, toenail
20. 1" (25 mm) brace to each stud and plate, face nail
21. 1" X 8" (ZS mm x 203 mm) sheathing or Is to each bearing, face nail
21. Wider than 1" X 8" (25 mm X 203 mm) sheathing to ea& bearing, face nail
23. Built-up corner studs
24. Built-up girder and beams
25. 2" (51 mm) planks
26. Wood structural panels and particleboard:2 Subfloor and wall sheathing (to framing):
t/2" (12.7 mm) and less 6d3
19/31"3/4" (15 mm-19 mm) 8dl or 6d5
7/~~-1~ (22mm-25 mm) 8d3 ll/g"-I1/4" (29 mm-32 mm) 1w4 or &I5
3/4" (19 mm) and less 6ds
7/s*-1* (22 m-25 8d5 11/s"-11/4" (29 mm-32 mm) 10da or 8ds
!7. Panel siding (to framing)?
1/2" (12.7 mrn) or less 6d6
s/~" (16 mm) 8db
16d at 24" (610 mm) O.C.
2Od at 32" (813 mm) O.C. at top and bottom and staggered 2-20d at ends and at each splice
2-16d at each bearing
Combination subfloor-underlayment (to framing):
!8. Fiberboard sh~athing:~
I/z" (12.7 mrn)
25/32" (20 mm)
No. 11 gag 6d4 No. 16 ga.9 No. 11 gas
8d4 No. 16 gap
4d'O 19. Interior paneling
I/./ 16.4mmI
brnmon or box nails may be used except where otherwise stated. rails spaced at 6 inches (152 mm) on center at edges, 12 inches (305 mm) at intermediate supports except 6 inches (152 mrn) at all supports where spans are 48 inches (1119 mrn) or more. For nailing of wood stntctural panel and paiticleboard diaphragms and shear walk, refer to Sections 2315.3.3 and 2315.4. Nails for wall sheathing may be common, box or casing. 3Cornmon or deformed shank. 4Common. SDeformed shank. 6Corrosion-resistant siding or casing nails conforming to the requirements of Section 2304.3. 7Fastenes spaced 3 inches (76 mrn) on center at exterior edges and 6 inches (152 mm) on Center at interrnedjate supports. SCorrosion-resistant roofing nails with '/16-inch-diameler (11 mm) bead and I1/2-inch (38 mm) length for,f/t-inch (12.7 mm) sheathing and I3/e-inch (44 mm ) length for s/Jl-inch (20 mm) sheathin conforming to the requirements of Section 2304.3. 9Corrosion-resistant slaples with nomina15/16-inch 11 mm) crown and I1/g-inch (29 mrn) length for ]/*-inch (12.7 mrn) sheathing and 11/*-inch (3s mm) length
1oPanel supports at 16 inches (406 rnm) [20 inches (508 mm) if strength axis in the long direction of the panel, unless otherwise marked]. Casing or finish nails
l'Pane1 supports at 71 inches (610 rnm). Casing or finish nails spaced 6 inches (1SZ mm) on panel edges, 12 inches (305 mm) at intermediate supports.
for 25/3*-inch (20 mm) sheathing conforming to t 6 e requirements of Section 2304.3.
spaced 6 inches (152 rnrn) on panel edges, It inches (305 mm) at intermediate supports.
2-282
ENG hNEEkONG
1950 KELLOGG AVE. CARLSBAD. CALIFORNIA 92008 TEL 760-931-0290 FAX 438-5251
EMAIL: Icengr@conneclnei.com
CIVIL STRUCTURAL MECHANICAL - PETROLEUM
t4-
c
. .I.
I I & N
. _. ...
.... ..... .. .... .. .. .. ... ..
I.
..
... .. .. ...
..
.. . : .
..
..
*I . :. 1 .. -. -. , .. ..... ...
.... ... ... .......... ~ ..... ........ .Y Y _! .. .-
.. ... . . , .. I ....... ..
-.I . .. .. 3,. ..
.... ,. .. ... .. ... .... . I. . ... ,. ,' c " .:. I
X -.. ...
x. -t .. .. .. .: .. .... ,: .....
-. .. ..
..
,:. ..
, .. 1. , .. . I.. ... ...
...
I= N .. _-
.. .. ..
:.
J
., ..
.- ,
..
'.., . . , I- . .- . . .- . , . _> . . .. I .. , .. .. ; 1'
.. .
!ND FLOOR, FRAMING NOTES
>. ..
.. ..
.. '16
.-
. ..
. .:
- ._I r. .. ..
.. .
.. ..
..
..
.. ..
.- . .. . .. .
..
.. .
..
..
.. .. .. -.. ,
.. .
..
.. . .. .. ..
. ,. . 1 , ... .! .. . . ..
. . ,I
.. .
.. . .. .. '. '
c
. .!... . . . ... .. .. . .. .. .. ... ., . . .. .. .. .- . .. . , , . . -. ,. . . .. . ..
<. .
..
..
..
..
..
FOUNDATION NOTES , ..
.. ,.
..
..
..
._
, ...
!4