HomeMy WebLinkAbout2516 LUCIERNAGA ST; ; CB120208; PermitBuilding Permit Finaled
Residential Permit
Print Date: 10/05/2023
Job Address: 2516 LUCIERNAGA ST, CARLSBAD, CA 92009
Permit Type: BLDG-Residential Work Class: Addition
Parcel#: 2152503900 Track#:
Valuation: $45,864.00 Lot#:
Occupancy Group: Project#:
#of Dwelling Units: Plan#:
Bedrooms: Construction Type:
Bathrooms: Orig. Plan Check#:
Occupant Load: Plan Check#:
Code Edition:
Sprinkled:
Project Title:
Permit No:
Status:
(city of
Carlsbad
CB120208
Closed -Fina/ed
Applied: 02/03/2012
Issued: 02/24/2012
Finaled Close Out: 10/05/2023
Final Inspection: 08/07/2023
INSPECTOR: Renfro, Chris
Alvarado, Tony
Krogh, Andy
Burnette, Paul
West, Jonathan
Description: MEZOUARI RES-ADD 130 SF LOFT REPLACE EXT. DECK//REMODEL 500 SF KITCHEN & MASTER BATH, REPLACE WINDOWS,
REPLACE KITCHEN WALL W/ LARGE WINDOW, REPLACE FIREPLACE IN LIV. RM. REPLACE WATER HEATER/ 200A PANEL
UPGRADE/ REPLACE FURNACE
Applicant:
MEZOUARI SAID
2516 LUCIERNAGA ST
CARLSBAD, CA 92009-5819
FEE
Property Owner:
MEZOUARI SAID
2516 LUCIERNAGA ST
CARLSBAD, CA 92009-5819
ELECTRICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL
MECHANICAL BLDG RESIDENTIAL NEW/ADDITION/REMODEL
Total Fees: $83.00 Total Payments To Date: $83.00 Balance Due:
AMOUNT
$41.00
$42.00
$0.00
Please take NOTICE that approval of your project includes the II Imposition" of fees, dedications, reservations, or other exactions hereafter
collectively referred to as "fees/exaction." 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 limitation has previously otherwise expired.
Building Division Pagelofl
1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov
CT/PROJECT#
IIS-i/!.SS-
<>HE-2-()v I
PROPERTY OWNER NAME
ADDRESS
Cl1Y
PHONE
EMAIL
ARCH/DESIGNER NAME & ADDRESS
Building Permit Application
1635 Faraday Ave., Carlsbad, CA 92008
760-602-2717 / 2718/ 2719
@Y-1
Fax: 760-602-8558
www.carlsbadca.gov
O, cor'-1
Dt/E
ZIP
FM
STATE LIC. #
~ ADDRESS
Cl1Y
PHONE
EMAIL
CONTRACTOR BUS. NAME
ADDRESS
Cl1Y
PHONE
EMAIL
STATE UC.#
Est. Valu
STATE ZIP
Fi'X
STATE ZIP
Fi'X
CLASS CITY BUS. LIC.#
(Sec, 7031.5 Business and P_rofessions Code: Any City or Coun_ty which requires a permit to_construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the
applicant for such per_m1t to file a signed statement that he 1s licensed pursuant to the prov1s1ons of the Contractor's License Law {Chapter 9, comme_nd1ng with Section 7000 of D1v1s1on 3 of the
B_usIness 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 perm rt subJects the applicant to a cIvII penalty of not more than five hundred dollars {$500)),
Workers' Compensation Declaration: I hereby affinn under penalty of perjury one of the following declarations:
□ 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.
□ 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 carrier and policy
number are: Insurance Co, Policy No. ________________ Expiration Date __________ _
This section need not be completed if the permit is for one hundred dollars ($100) or less □ Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of
California. WARNING; Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollaNi {&100,000), in
addition to the cost of compensation, damages as Provided for in Section 3706 of the Labor code, Interest and attomey's fees.
,,6$ CONTRACTOR SIGNATURE □AGENT DATE
I hereby affirm that I am exempt from Contlactor's Ucense Law for the following reason:
.-a I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's
License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for
sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale).
□ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of
property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law).
□ I am exempt under Section. Busmess and Professions Code for this reason
1 I ally plan to provide the major labor and materials for construcUon of the proposed property improvement. ·,fyes □ No
have not) signed an applicaUon for a building permit for the proposed work.
ontracted 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 I 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 I address /phone/ type of work):
~ PROPERTY OWNER SIGNATURE □AGENT DATE L
Is !he 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? □ Yes □ No
Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? □ Yes □ No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? □ Yes □ 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.
I certify that I have read the application and state that the above information is oorrectand that the information on the plans is accurate, I agree to comply with alt City ordinances and State lav,s relating to building oonstruction.
I hereby authorize representative of the City of Cart.sbad to enter u~n the atove mentioned property for inspecijon purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY a= CARLSBAD
AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE Of THE GRANTING OF THIS PERMIT.
OSHA: AA OSHA pennit is required kir excavations over 5'0' deep and demolition or construclion of structures over 3 stores in height.
EXPIRATION: Every permit issued by the Buik:li ial under the provisions of this Code shall ex~re by limitation and become null and void if the buik:ling or w::irk authorized by such permit is not commenced 'Mthin
180 days from the date of such permit or ii th ui mg or w::irk authorized by such permit is suspended or abandoned at any time after the oork is commenced for a perbd of 180 days (Seeton 106.4.4 Uniform Building Code).
A$APPLICANT'SSIGNATURE /,,-=Jl/'t1J~-l,<2~ DATE li>/L-o / l,
City of Carlsbad Bldg Inspection Request
For: 04/26/2012
Permit# CB120208 Inspector Assignment: PB ---Title: MEZOUARI RES-ADD 130 SF LOFT
Description: REPLACE EXT. DECK//REMODEL 500 SF OF KITCHEN &
MASTER BATH (WORK PARTIALLY DONE W/OUT
Type: RESDNTL Sub Type: RAD
Job Address:
Suite:
Location:
2516 LUCIERNAGA ST
Lot:
APPLICANT MEZOUARI SAID
Owner: MEZOUARI SAID
Remarks:
Total Time:
0
Act Comments
Phone: 8582454585
Inspector: _..,l~'./5-~-
Requested By: SAIDE
Entered By: CHRISTINE
CD
14
24
Description
Frame/Steel/Bolting/Welding
Rough/Topout
LL _______ _
Li._ ____________ _
Comments/Notices/Holds
Associated PCRs/CVs/SWPPPs Original PC#
lns12ection Hisle!)'
Date Description Act lnsp Comments
04/24/2012 14 Frame/Steel/Bolting/VVelding WC MC
04/24/2012 24 Rough/Topout co MC PROVIDE TEST
04/24/2012 34 Rough Electric WC MC
04/24/2012 44 Rough/Ducts/Dampers WC MC
03/28/2012 14 Frame/Steel/Bolting/Welding PA PB
City of Carlsbad Bldg Inspection Request
For 03/28/2012
Permit# CB120208 Inspector Assignment: PB ---
Title: MEZOUARI RES-ADD 130 SF LOFT
Description: REPLACE EXT. DECK//REMODEL 500 SF OF KITCHEN &
MASTER BATH (WORK PARTIALLY DONE W/OUT
Type: RESDNTL Sub Type: RAD
Job Address: 2516 LUCIERNAGA ST
Suite:
Location:
APPLICANT MEZOUARI SAID
Owner: MEZOUARI SAID
Lot: 0
Remarks: please call 45 min. prior to arrival
Total Time:
CD Description Act Comments
Phone: 8582454585
Inspector: -----
Requested By: SAID
Entered By: CHRISTINE
14 Frame/Steel/Bolting/Welding _&____ ____________________ _
Comments/Notices/Holds
Associated PCRs/CVs/SWPPPs Original PC#
lns12ection Histo[Y
Date Description Act lnsp Comments
03/23/2012 11 Fig/Foundation/Piers PA PB
03/23/2012 12 Steel/Bond Beam PA PB
City of Carlsbad Bldg Inspection Request
For 03/23/2012
Permit# CB120208 Inspector Assignment: __f!g__
Title: MEZOUARI RES-ADD 130 SF LOFT
Description: REPLACE EXT. DECK//REMODEL 500 SF OF KITCHEN &
MASTER BATH (WORK PARTIALLY DONE W/OUT
.... ~nr-,..."T'l-·I\ r-.r-n1 A l"r" A I I .......... _,.,~ nr-n, A,.. ....
Type: RESDNTL Sub Type: RAD Phone: 6198573422
Job Address: 2516 LUCIERNAGA ST
Suite: Lot: 0
Location: Inspector: ----
OWNER MEZOUARI SAID
Owner: MEZOUARI SAID
Remarks:
Total Time: -----
CD Description Act Comments
Requested By: ORYAN
Entered By: CHRISTINE
11 Ftg/Foundation/Piers _ j.f'4_ ___________________ _
14 Frame/Steel/Bolting/Welding .../!IJ____ ___________________ _
-~,-t ------
Comments/Notices/Holds
Associated PCRs/CVs/SWPPPs Original PC#
Inspection History
Date Description Act lnsp Comments
«1~ ~ CITY OF
CARLSBAD
DATE: ______ _
PERMIT#: • \'b,O -u>Q
Unscheduled
Building Inspection
Building Department
1635 Faraday Avenue
Carlsbad CA 92008
760-602-2700
l,.._c, dJ_ ~X \ "'L \ ~
INSPECTOR: _1-_,__~---"""'-~---
CONT ACT: '1'> : J. • ,1
PHONE#: ~, L'-'-~--¼S·&,-
JOB ADDRESS: t.,S \ Ca \..,.1.1,,c, oJ\.n--""-2f-,
DESCRIPTION:---------~----------
CODE DESCRIPTION ACT COMMENTS
Bldg Inspection Form Page 1 of 1 Rev. 06/09
PERMIT INSPECTION HISTORY for (CB120208)
Permit Type: BLDG-Residential
Work Class: Addition
Application Date: 02/03/2012 Owner: MEZOUARI SAID
Issue Date: 02/24/2012 Subdivision: LA COSTA MEADOWS #1
Status:
Scheduled
Date
02/0812023
06/30/2023
08/0712023
Closed -Finaled Expiration Date: 02/07/2023
IVR Number: 687352
Address: 2516 LUCIERNAGA ST
CARLSBAD, CA 92009
Actual Inspection Type
Start Date
Inspection No. Inspection Primary Inspector
Status
02/08/2023 BLDG-Final Inspection
Checklist Item
202534-2023
COMMENTS
Partial Pass Tony Alvarado
BLDG-Plumbing Final
BLDG-Electrical Final
NOTES Created By
Seta Levanduski
February 8, 2023:
1. Rough electrical and rough plumbing
work for pool equipment and barbecue
areas -approved.
TEXT
SAID MAZOURI 858-245-4585
06/30/2023 BLDG-34 Rough
Electrical
216096-2023 Cancelled Tony Alvarado
Checklist Item
BLDG-Building Deficiency
NOTES Created By
Angie Teanio
COMMENTS
Cancelled , not ready, needs a.m
inspection, per homeowner representative.
TEXT
SAID 858-245-4585
08/07/2023 BLDG-Final Inspection 219753-2023 Passed Tony Alvarado
Checklist Item
BLDG-Plumbing Final
BLDG-Mechanical Final
BLDG-Structural Final
BLDG-Electrical Final
COMMENTS
Reinspection Inspection
Reinspection Complete
Passed
Yes
Yes
Created Date
02/07/2023
Reinspection Incomplete
Passed
No
Created Date
06/2912023
Passed
Yes
Yes
Yes
Yes
Complete
Thursday, October 5, 2023 Page 5 of 5
PERMIT INSPECTION HISTORY for (CB120208)
Permit Type: BLDG-Residential
Work Class: Addition
Application Date: 02/03/2012
Issue Date: 02/24/2012
Owner: MEZOUARI SAID
Subdivision: LA COSTA MEADOWS #1
Address: 2516 LUCIERNAGA ST Status: Closed -Fina led Expiration Date: 02/07/2023
IVR Number: 687352 CARLSBAD, CA 92009
Scheduled
Date
08/18/2020
02/16/2021
08/16/2021
08/11/2022
Actual Inspection Type
Start Date
Inspection No. Inspection
Status
Primary Inspector
NOTES Created By
Jonathan West
TEXT
Wrong Inspection Type
08/18/2020 BLDG-14 135872-2020 Partial Pass Paul Burnette
Frame/Steel/Bolting/We
!ding (Decks)
Checklist Item
BLDG-Building Deficiency
COMMENTS
02116/2021 BLDG-84 Rough
Combo(14,24,34,44)
150546-2021 Partial Pass Chris Renfro
Checklist Item
BLOG-Building Deficiency
BLDG-14
Frame-Steel-Bolting-Welding
(Decks)
BLDG-24 Rough-Topout
BLDG-34 Rough Electrical
BLDG-44
Rough-Ducts-Dampers
COMMENTS
Partial pass on rough framing and rough
electrical under stair closet storage area
onfy. OK to drywall
08/16/2021 BLDG-14 164341-2021 Partial Pass Tony Alvarado
Frame/Steel/Bolting/We
lding (Decks)
Checklist Item
BLDG-Building Deficiency
COMMENTS
August 16, 2021:
1. No building/guard rail system
Deficiencies.
2. Front elevation, courtyard
elevations-balcony guard raiJing system,
anchoring and tempered glass/glazing,
scope of work and approved.
3. Pending:
a) supporting Structural/Architectural
method of attachment anchoring system
detail. from architect or structural
engineer-required prior to final sign off
clearances.
4. Downstairs bathroom shower
enclosure, shower tempered glass,
method of attachment-approved.
08/11/2022 BLDG-34 Rough
Electrical
189000-2022 Partial Pass Chris Renfro
Checklist Item
BLOG-Building Deficiency
COMMENTS
Partial pass on outlet and box relocated in
downstairs bathroom
Thursday, October 5, 2023
Reinspection Inspection
Created Date
02/06/2017
Reinspection Incomplete
Passed
Yes
Reinspection Incomplete
Passed
No
Yes
No
Yes
No
Reinspection Incomplete
Passed
Yes
Reinspection Incomplete
Passed
Yes
Page 4 of 5
PERMIT INSPECTION HISTORY for (CB120208)
Permit Type: BLDG-Residential Application Date: 02/03/2012 Owner: MEZOUARI SAID
Work Class: Addition Issue Date: 0212412012 Subdivision: LA COSTA MEADOWS #1
Status: Closed -Finaled Expiration Date: 02107/2023 Address: 2516 LUCIERNAGA ST
IVR Number: 687352 CARLSBAD, CA 92009
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
BLDG-34 Rough 060108-2018 Partial Pass Paul Burnette Reinspection Incomplete
Electrical
Checklist Item COMMENTS Passed
BLOG-Building Deficiency No
08101/2018 08/01/2018 BLDG-17 Interior 065614-2018 Failed Andy Krogh Reinspection lncortlplete
Lath/Drywall
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Wrong code. .exterior lath No
BLDG-18 Exterior 065747-2018 Passed Andy Krogh Complete
Lath/Drywall
12119/2018 12119/2018 BLDG-17 Interior 079394-2018 Passed Paul Burnette Complete
Lath/Drywall
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Wrong code . . exterior lath No
BLDG-34 Rough 079238-201 B Partial Pass Paul Burnette Reinspection Incomplete
Electrical
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
04/16/2019 04/1612019 BLDG-14 088988-2019 Partial Pass Paul Burnette Relnspection Incomplete
Frame/Steal/Bolting/We
!ding (Decks)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
08129/2019 0812912019 BLDG-84 Rough 102454-2019 Passed Paul Burnette Complete
Combo(14,24,34,44)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
BLDG-14 No
Frame-Steel-Bolting-Welding
(Decks)
BLDG-24 Rough-Topout No
BLDG-34 Rough E!ectrica! No
BLDG-44 No
Rough-Ducts-Dampers
02121/2020 0212112020 BLOG-24 Rough/Topout 119941-2020 Passed Tony Alvarado Complete
Checklist Item COMMENTS Passed
BLDG-Building Deficiency February 21, 2020-downstairs bathroom Yes
and guest bathroom plumbing and fixtures
installed (only), and scope of work
approved.
Thursday, October 5, 2023 Page 3 of 5
PERMIT INSPECTION HISTORY for (CB120208)
Permit Type: BLDG-Residential Application Date: 02/03/2012 Owner: MEZOUARI SAID
Work Class: Addition Issue Date: 02/24/2012 Subdivision: LA COSTA MEADOWS #1
Status: Closed -Finaled Expiration Date: 02/07/2023 Address: 2516 LUCIERNAGA ST
IVR Number: 687352 CARLSBAD, CA 92009
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
03/28/2017 03/28/2017 BLDG-33 Service 017871-2017 Passed Paul Burnette Complete
Change/Upgrade
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
04/12/2017 04/12/2017 BLDG-84 Rough 019686-2017 Partial Pass Paul Burnette Reinspection Incomplete
Combo(14,24,34,44)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
BLDG-14 No
Frame-Steel-Bolling-Welding
(Decks)
BLDG-24 Rough-Topout No
BLDG-34 Rough Electrical No
BLDG-44 No
Rough-Ducts-Dampers
06/01/2017 06/01/2017 BLDG-84 Rough 024949-2017 Passed Paul Burnette Complete
Combo(14,24,34,44)
Checklist Item COMMENTS Passed
BLOG-Building Deficiency Yes
BLDG-14 Yes
Frame-Steel-Bolting-Welding
(Decks)
BLDG-24 Rough-Topout Yes
BLDG-34 Rough Electrical Yes
BLDG-44 Yes
Rough-Ducts-Dampers
12/14/2017 12/14/2017 BLDG-14 043377-2017 Cancelled Paul Burnette Reinspection Incomplete
Frame/Steel/Bolting/We
lding (Decks)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
BLDG-43 Air 043502-2017 Passed Paul Burnette Complete
Cond./Furnace Set
Checklist Item COMMENTS Passed
BLDG-Building Deficiency Yes
06/06/2018 06/06/2018 BLDG-14 060109-2018 Partial Pass Paul Burnette Reinspection Incomplete
Frame/Steel/Bolting/We
lding (Decks)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
Thursday, October 5, 2023 Page 2 of 5
Building Permit Inspection History Finaled
(city of
Carlsbad
PERMIT INSPECTION HISTORY for (CB12O208)
Permit Type: BLDG-Residential Application Date: 02/03/2012 Owner: MEZOUARI SAID
Work Class: Addition Issue Date: 02/24/2012 Subdivision: LA COSTA MEADOWS #1
Status: Closed -Finaled Expiration Date: 02/07/2023 Address: 2516 LUCIERNAGA ST
IVR Number: 687352 CARLSBAD, CA 92009
Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection
Date Start Date Status
02/06/2017 02106/2017 BLDG-24 Rough/Topout 012633-2017 Withdrawn Jonathan West Reinspection Incomplete
NOTES Created By TEXT Created Date
Jonathan West Wrong Inspection Type 02106/2017
BLDG-25 Water 012830-2017 Passed Jonathan West Complete
HeaterNents
0311412017 03/14/2017 BLDG-14 016340-2017 Partial Pass Paul Burnette Reinspection Incomplete
Frame/Steel/Bolting/We
lding (Decks)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
BLDG-34 Rough 016341-2017 Partial Pass Paul Burnette Reinspection Incomplete
Electrical
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
03/23/2017 03/23/2017 BLDG-11 017528-2017 Partial Pass Paul Burnette Reinspection Incomplete
F oundatlo nf Ftg f Pie rs
(Rebar)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
BLDG-21 017529-2017 Partial Pass Paul Burnette Reinspection Incomplete
Underground/Underflo
or Plumbing
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
0312712017 03/27/2017 BLDG-81 Underground 017705-2017 Failed Paul Burnette Reinspection Incomplete
Combo(11, 12,21,31)
Checklist Item COMMENTS Passed
BLDG-Building Deficiency No
BLDG-11 Foundation-Ftg-Piers No
(Rebar)
BLDG-12 Steel-Bond Beam No
BLDG-21 No
U nderg round-U nderfl oo r
Plumbing
BLDG-31 No
Underground-Conduit Wiring
Thursday, October 5, 2023 Page 1 of 5
Structural Calculations
for
CARLSBAD_HOME ADDITION
6136 Galante Place
San Diego, CA 92130
Prepared for:
Mr. Luciemaga
Project No.: 1201
Date Issued: 02/01/2012
Revision Date: o-i./ rJ-/ 1A> 12-
1. Vertical Load
1.1 Roof Framln1
Dead
Clay Tile Roofing
3/8" Plywood Roof Sheathing
Roof Framing 2 x 12 @ 24" o.c
Rigid lsulation
MISC
Total
1.2 Floor Framin1
Dead
Hardwood Flooring
S/8" Plywood Sheathing
Flooring Framing 2 x 12 @ 16" o.c
lsulation
5/8" Gypsum Board Ceiling
MISC
Total
1.3Wall
Dead
Ext. Wall
Int Wall
2.3. Weight for Seismic Load Design
W....,= 16psf X 69' X 30' = 33.12
WWIA = 15psf X (69' X 2) X 8.67'/2 =
psf
10
1.1
2.2
1.S
1.S
16.3
psf
3.8
2.2
3.3
1.5
2.5
1.50
14.8
psf
15
10
kips
8.97
w-= (lS + l0)psfx 69' x 30' = 51.75
Wwa1 = 15psf X (69' X 2) X (8.67'/2 + 8.5'/2) =
W1(k)
Roof to 2nd Floor 42.09
2nd Floor to 1st Floor 69.52
Total 111.61
SAY 16psf
SAY15psf
kips
kips
11.n
I
~ psf
20
Live psf
40
kips
N
...
1 I
, , .. mo.
(N) RHDR1 4x12
Cl
X .,
i ,... z ......
(N)
FLOOR
ON I I I I I I I I I I I I J4
(N)
~OOF f~M/t\,'4 K£Y p~f\,/
J -Cl ~ ,. .,
i
z ...,
(N)
WALL
AND
ROOF
n,o,
-n
~
<:
)
7S
1
~ < ~ A
-<
""
"
'
r t
g I
! ..
I
! ..
C -0
1. Vertical load
1.1 Roof Framln1
Dead psf Live psf
Clay Tile Roofing 10 20
3/8" Plywood Roof Sheathing 1.1
Roof Framing 2 x 12@ 24" o.c 2.2
Rigid lsulation 1.5
MISC 1.5
Total 16.3 SAY 16psf
1.2 Floor Framln1
Dead psf Live psf
Hardwood Flooring 3.8 40
5/8" Plywood Sheathing 2.2
Flooring Framing 2 x 12 @ 16" o.c 3.3
lsulation 1.5
5/8" Gypsum Board Ceiling 2.s
MISC 1.50
Total 14.8 SAY 15psf
1.3Wall
Dead psf
Ext. Wall 1S
Int. Wall 10
2.3. Weight for Seismic Load Design
Wroo1 = 16psf x 69' x 30' = 33.12 kips
W.,.1 = 15psf X (69' X 2) X 8.67'/2 = 8.97 kips
Wnoo,= (15 + l0)psfx 69' X 30' = 51.75 kips
w.,.,= 15psf x (69' x 2) x (8.67'/2 + 8.5'/2) = 17.77 kips
W1(k)
Roof to 2nd Floor 42.09
2nd Floor to 1st Floor 69.52
Total 111.61
Project Name = 2516 Luciernaga St. Carlsbad, CA
Date = Mon Jan 09 19:32:46 PST 2012
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 33.102517
Longitude = -117 .24992
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B -Fa= 1.0 ,Fv = 1.0
Data are based on a 0.01 deg grid spacing
Period Sa
(sec) (g)
0.2 1.115 (Ss, Site Class B)
1.0 0.421 (S1, Site Class B)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 33.102517
Longitude = -117 .24992
Spectral Response Accelerations SMs and SM1
SMs =Fax Ss and SM1 = Fv x S1
Site Class D -Fa= 1.054 ,Fv = 1.579
Period Sa
(sec) (g)
0.2 1.175 (SMs, Site Class D)
1.0 0.664 (SM1, Site Class D)
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude= 33.102517
Longitude = -117 .24992
Design Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and SD1 = 2/3 x SM1
Site Class D -Fa = 1.054 ,Fv = 1.579
Period Sa
(sec) (g)
0.2 0.784 (SDs, Site Class D)
1.0 0.443 (SO1 , Site Class D)
2. Seismic Load Design
Height of Building: h =
Site Class: D
Occupancy Category:
Important Factors: I=
18.17 ft
(Default)
other ii
1.00
(Table 1.1)
(Table 11.5-1)
From Table 12.2-1 Design Coefficients & Factors For Seismic Force-Resisting System
TyPe item A-13 Wood structural panels
I 6~5 I ~ I ~~ I
From USGS Web Site:
s.= 1.115 (USGS) F.= 1.054 (Table 11.4-1 )
S1 = 0.421 (USGS) F.= 1.579 (Table 11.4-2)
SMS = 1.175 (Eq.11.4-1) Sos= 0.783 (Eq.11.4-3)
SM1 = 0.665 (Eq.11.4-2) So,= 0.443 (Eq.11.4-4)
Seismic Design Category: D
The Foundamental Period of the Structure
(Table 11.6-1 ,2)
T = C,(hit = 0.176 sec (Eq. 12.8-7)
T0 = 0.2So1'Sos =
T. = So,/Sos =
0.113 sec
0.566 sec
TL= 8
Base Shear: V = c. W =
c. = S0sf(R/1) =
Fig.15-22
0.121 W
0.121
Max. c. = S01/T(R/I) = 0.387
Min. Cs= S01 TL/T2(R/1) = NO NEED
Min. Cs= 0.010
Min. Cs= 0.5S,/(R/I) = NO NEED
Since T < TL, Eq. 12.8-4 is not necessary.
Seismic Load Vertical Distribution
E= pQE= 1.0*0.121/1.4 =
W=
p=
112
1.0
k
Base Shear: V = 0.084*112k =
Seismic Force Vertical Distribution
Level H. (ft) Wl(k)
2 18.17 42.09
1 8.67 69.52
Total 111.61
0.086 W
9.61 k
w1H1k
764.84
602.75
1367.58
SO: To < T<Ts
(For Ts TL)
(ForT >TL)
(If S1 :!: 0.6g)
k= 1
(ASD)
k c"" V.(k)
1 0.56 5.37
1 0.44 4.24
1.00 9.61
Type
All other
(Eq.12.8-1 )
(Eq.12.8-2)
(Eq.12.8-3)
(Eq.12.8-4)
(Eq.12.8-5)
(Eq.12.8-6)
v(psf)
2.60
2.05
4.64
7
C1 X
0.02 0.75
A(SF)
2070
2070
2070
4. Wind Load Design
Mean Roof of Height HS 20Ft
Exposure: B
Wind Speed: 85mph
Adjustment Factor: ). = 1.00
Kz1= 1.0
Occupancy Category: II
Important Factor: I = 1.00
Longitudinal and Transverse MWFRS
Type Zone Surface Label
End Wall A
Horiz. Roof B
Int Wall C
Roof D
End Wall E
Vert. Roof F
Int Wall G
Roof H
OVER EOH
HANGS GOH
Simplified Design Wind Pressure
Ps = ).Kztlp30 = 10.3 psf
L = 69 ft
a= 0.1L= 0.1 x69 =
a= 0.4h = 0.4x18.17 =
Wind force:
6.9 ft
7.3 ft
(Figure 6-2)
(Sec. 6.5.7)
(Table 1.1)
(Table 6-1 )
PJO
Roof Angle
18.430
15.4
-4.4
10.3
-2.4
-13.8
-9.4
-9.6
-7.2
-19.3
-15.1
(Eq.6-1)
H=
Governs!
Wwtnc1 = 15.4psf x 6.9' x 2 + 10.3psf x (69 -2•0.69) =
Vertical Distribution of Wind Force
Level Height (ft} Fi(#} Area (SF)
Roof 9.5 4315 2070
2nd Floor 8.67 8253 2070
Therefore, Seismic Load Governs I
B
I Kzt I Ps
1.00 1.0 1.00 15.4
1.00 1.0 1.00 -4.4
1.00 1.0 1.00 10.3
1.00 1.0 1.00 -2.4
1.00 1.0 1.00 -13.8
1.00 1.0 1.00 -9.4
1.00 1.0 1.00 -9.6
1.00 1.0 1.00 -7.2
1.00 1.0 1.00 -19.3
1.00 1.0 1.00 -15.1
18.17 ft
908 plf
Shear{#) vi {psf)
Roof 4315 2.08
2nd Floor 12569 6.07
4. Shear Wall Design
4.1 Roof to 2nd Floor
Line 1
Shear wall width: L = 4.33 ft
Shear wall height: H = 8.5 ft
Tributary area: A = 68.83' x 33'/2 = 1136 SF
Unit shear force: w = 2.60 psf
Shear force: F,, sw, = 2.60 x 1136 = 2949 #
Liner shear force: v = 2949/4.33 = 681 plf < 730 plf
USE STRUCT I 3/8" PLYWOOD 8d @ 2" o.c (2 on shear wall schedule per detail S2.1)
Check Uplift
Load Combination: (0.6-0.14S05)D -0.7p0e (ASCE 7-05, Section 12.4.2.3)
Sos= 0.783 0.490D-0.7pQe
W w,11 = 0.490 X 15psf X 4.33' X 8.5'/2 = 135 #
5788 # T = vH = 681plf x 8.5' =
Uplift= T -W = 5788 -135 = 5653 # > 0 UPLIFT
USE S-5 (MST-72)@EA. END (See typical detail 2/S1.1)
The allowable tension load: T 111ow =
4.2 2nd Floor to Foundation
Line 1
Shear wall width: L = 8.17' + 7.17' =
Shear wall height: H = 8.67 ft
Tributary area: A = 52.5' x 62.33'/2 =
Unit shear force: w = 4.64 psf
Shear force: F,.sw1 = 4.64 x 1636 =
5800 # > 5653#, O.K.
15.34 ft
1636 SF
7596 #
Liner shear force: v = 7596/15.34 = 495 plf < 550 plf
USE STRUCT I 3/8" PLYWOOD 8d @ 3" o.c (See typical detail 3/S 1.1)
Check Uplift
Load Combination: (0.6 -0.14S0s)D -0.7pQe (ASCE 7-05, Section 12.4.2.3)
Sos= 0.783 0.490 D -0.7pQe
Wwa1 = 0.490 X 15psf X 15.34 X 7.17'/2 = 404 #
T = vH = 495plf x 8.5' =
Uplift = T -W = 4293 -404 =
The allowable tension load: T a11ow =
4293 #
3888 # >
USE HD5B @ EA. END
4505 # > 3888#,
0 UPLIFT
O.K.
q
5. Framing Design
5.1 Roof Framing
1) Roof Haeder 1 (RHDR1)
W = 0.132 kif
Uniform Load:
t 0.99 k L = 14'-0"
WDl. roof= 16psf x 2' =
WU.. roof= 20psf X 2' =
Wwa1 = 15psf x 8'/2 =
USE 4 x 12 DFL#2
2) Roof Beam (RB 1)
Uniform Load:
W=
t 2.98 k L = 10'-0"
W Dl. roof = 16psf X 32.5'/2 =
Wu.. roof = 20psf x 32.5/2 =
USE 4 x 14 DFL#2
3) Roof Beam (RB2)
0.032 kif
0.040 kif
0.06 kif
0.585 kif
0.260 kif
0.325 kif
Reactions:
R1 = R2 = 0.72k + 0.28k =
2J
Reactions:
R1 = R2 = 1.35k + 1.63k =
W = 0.759 kif
t
Uniform Load :
3.88 k L = 10'-0"
WDl. roof = 16psf x 42.17'/2 =
Wu.. roof = 20psf X 42.17'/2 =
USE 6 x 14 DFL#2
3.88ik
. 0.337 kif
0.422 kif
Reactions:
R 1 = R2 = 1. 77k + 2.1 1 k = 3.88 k
/0
0.99 k
2.98 k
5.2 Floor Framing
1) Stair Stringer
Unifonn Load:
2) Floor Joist (FJ)
Unifonn Load:
W = 0.087 kif
0.48 k L = 10"-0"
W DL. floor: 15psf X 3.17'/2 = 0.024 kif
W LL. floor= 1 00psfx 1.33'/2 =
USE 4 x 12 DFL#2
w= 0.073 kif
t L = 7'-9"
W DL. r.o« = 15psfx 1.33' = 0.020 kif
W LL. fro«= 40psf X 1.33' = 0.053 kif
USE 2 x 12@ 16" o.c DFL#2
3) Floor Beam 1 (FB1) 0.48 k
w= 0.073 kif
Unifonn Load:
3.17'
0.6 k L = 7'-9"
W DL. f = 15psf X 1.33' =
WLL.t= 40psfx 1.33' =
Point load from stringer:
POL= 0.16 k
0.32 k
USE 4 x 12 DFL#2
0.020 kif
0.053 kif
0.48 k
0.063 kif Reactions:
Rl=R2=0.16+0.32=
t
0.56 k
Reactions:
Rl=0.25k+0.39k =
R2=0.22k+0.34k
0.6 k
0.56 k
I I
0.48 k
4) Floor Beam 2 (FB2)
Uniform Load:
t
0.33 k
WoL. floor= 15psf x 7.75'/2 =
WLL, floor= 40psf X 7.75'/2 =
USE 4x 12 DFL#2
5) Floor Header 1 (HOR 1)
t
0.38 k
Uniform Load: Wwau = 15psf x 3'=
USE 4 x 12 DFL#2
6) Floor Header 2 (HDR2)
t
1.00 k
Uniform Load: WwaN = 15psf X 11.5'/2 =
USE 4 x 12 DFL#2
w = 0.213 kif
L = 3'-0"
0.058 kif
0.155 klf
Reaction:
Rl=R2 =(0.l+0.23)k =
w= 0.045 kif
L = 14'-0"
0.045 kif Reaction:
Rl=R2 = 0.38 k
w= 0.086 kif
L = 21'-0"
0.086 kif Reaction:
Rl=R2 = 1.00 k
/2
t
0.33 k
0.33 k
t
0.38 k
t
1.00 k
6. Foundation Design
6.1 Isolated Footing
Allowable soil pressure: 1000 psf (No Soil Report)
Beams p qa FTG. Area Width Footing
(k) (ksf) (SF) (ft)
RB1+FB2 3.31 1 3.31 1.819 2'-0" x 2'-0" x 12"/W #4@12"o.c T&B EW.
RB2+Stringer 4.36 1 4.36 2.09 2'-6" x 2'-6" x 12"/W #4@12"o.c T&B EW.
FB2+Stringer 0.81 1 0.81 0.90 1'-0" x 1'-0" x 12"/W#4@12"o.c T&B EW.
FB1 + FB2 0.93 1 0.93 0.96 1'-0" x 1'-0" x 12"/W ~12"o.c T&B EW.
RHDR1+HDR1 1.37 1 1.37 1.17 1'-6" x 1'-6" x 12"/W #4@12"o.c T&B EW.
RHDR1+HDR2 1.99 1 1.99 1.41 1'-6" x 1'-6" x 12"/W#4@12"o.c T&B EW.
RB2 3.88 1 3.88 1.97 2'-0" x 2'-0" x 12"/W #4@12"o.c T&B EW.
RB1 2.98 1 2.98 1.73 2'-0" x 2'-0" x 12"/W #4@12"o.c T&B EW.
Note: All of isolated footing are 18" Depth.
18" Min
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Description : RHDR1
Material Properties
Analysis Method: Allowable Stress Design
Load Combination 2006 IBC & ASCE 7-05
Wood Species : Douglas Fir -Larch
Wood Grade : No.2
Beam Bracing : Completely Unbraced
Title:
Engineer
Project Desc.:
Project Notes :
Job# 14
Prtnted: 1 FEB 2012, 8:14AM
Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05
Fb-Tension 875.0 psi E: Modulus of Elasticity
Fb-Compr 875.0 psi Ebend• xx 1,300.0ksi
Fc-Prtl 600.0psi Eminbend-xx 470.0ksi
Fe• Perp 625.0 psi
Fv 170.0 psi
Ft 425.0 psi Density 32.210pcf
• f D(O.og2iLr(0.04)
f +
Span = 14.0 ft
Service loads entered. Load Factors will be applied for calculations.
Beam sen weight calculated and added to loads
Unfform Load: D = 0.0920, Lr= 0.040, Tributary Width= 1.0 ft
DESIGNSI.JMMARY .,t ~-"-'-""''-"c,;,=::.""L:"-, --,-c--,--,---c----,-,---=-----=-cc-----
Maximum Bending Stress Ratio 0.471. 1 Maximum Shear Stress Ratio
Design OK
=
Section used for lhis span 4x12 Section used for this span
lb: Actual = 560.73psi Iv: Actual
FB : Allowable = 1,175.68psi Fv : Allowable
Load Combination <D->lr+!-1 Load Combination Location of maximum on span = 7.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs
Maximum Deflection
Max Downward L +Lr+S Deflection 0.065 in Ratio= 2602 Max Upward L +Lr+S Deflection 0.000 in Ratio= 0 <240 Max Downward Total Deflection 0.227 in Ratio= 739 Max Upward Total Deflection 0.000 in Ratio= 0 <180
Maximum Forces & Stressesfortoad Combinations
Load Combination Max Stress Ratios Moment Values
Segment Leng1h Spen# M V Cd C FN C r Cm C1 CL M lb
..0->lr--H
Length = 14.0 ft 1 0.477 0.154 1.250 1.100 1.000 1.000 1.000 0.977 3.45 560.73
Overall Maidmum Deflections , Uiifactorecl Loaas {,,
Load Combination Span Max.•-• Oefl Location in Span Load Combination
0-<lr 1 0.2272 7.070
Vertical Reactions • Unfactorecl Support notation: Far left~ #1
Load Combination
Overall MAXimum
D Onfy
LrOnfy
D-<lr
Support 1
0.966
0.706
0.280
0.966
Support 2
0.986
0.706
0.260
0.986
=
=
=
=
=
Fb V
0.00 0.00
1175.68 0.86
Max."+" Defl
0.0000
Values in KIPS
0.154:1
4x12
32.67 psi
212.50 psi
<O->lr+!-1
13.090ft
Span# 1
Shear Values
(v
0.00
Fv
0.00
32.67 212.50
Location in Span
0.000
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1.11 • I
Description : RB1
Material Properties
Analysis Method: Allowable Stress Design
Load Combination 2006 IBC & ASCE 7-05
Wood Species : Douglas Fir -Larch
Wood Grade : No.2
Title:
Engineer.
Project Desc.:
Project Notes :
Job#
Prtnted: 1 FEB 2012, 6:15AM
Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05
Fb -Tension 875.0 psi E: Modulus a/Elasticity
Fb-Compr 875.0 psi Ebend-xx 1,300.0ksi
Fc-Prtl 600.0 psi Eminbend -xx 470.0ksi
Fe -Perp 625 .0 psi
Fv 170.0psi
Ft 425.0 psi
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
Density 32.210pcf
t ' D(0.26) Lr{0.325) ' ' +
Span= 10.0 ft
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
UnfformLoad: D=0.260, Lr=0.3250, TributaryWidlh=1.0ft
p~SIGN SUMMARY ; '
Maximum Bending Stress Ratio = 0.797. 1
Section used for this span 4x14
lb: Actual = 872.03psi
FB : Allowable = 1,093.75psi
Load Combination +!l+lr+H
Location of maximum on span = 5.000ft
Span # where maximum occurs = Span# 1
Maximum Deflection
Max Downward L +Lr+S Deflection 0.084 in
Max Upward L +Lr+S Deflection 0.000 in
Max Downward Total Deflection 0.153in Max Upward Total Deflection 0.000 in
• Maximum Forces & • Stresses fohoad Combinations
Load Combination
Segment Lenglh
.04.r->H
Max Stress Ratios
Span# M V Cr
Maximum Shear Stress Ratio
Section used for this span
Iv: Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Ratio= 1435
Ratio= 0 <240
Ratio= 783
Ratio= 0 <180
Moment Values
M lb
Lenglh=10.0ft 1 0.797 0.353 1250 1.000 1.000 1.000 1.000 1.000 7.44 872.03
Overali Maximum Deflections , Unfacfored Loads ;, •
Load Combination Span Max. ' -• Defl Location in Span Load Combination
O+Lr 1 0.1531 5.050
Vertical Reactions· Unfactored Support notation : Far left is #1
Load Combination Support 1 Support 2
Overal MAXimum 2.9n 2.9n
OOnfy 1.352 1.352
LrOnfy 1.625 1.625
D+Lr 2.sn 2.9n
=
=
=
=
=
Fb
0.00
1093.75
V
0.353: 1
4x14
75.10psi
212.50 psi
+!l+lr+H
0.000ft
Span# 1
Shear Values
fv Fv
0.00 0.00
2.32 75.10
0.00
212.50
Max. '+' Deft Location in Span
0.0000 0.000
Values in KIPS
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Description : RB2
Material Properties
Analysis Method : Allowable Stress Design
Load Combination 2006 IBC & ASCE 7-05
Wood Species : Douglas Fir -Larch
Wood Grade : No.2
Title:
Engineer
Project Desc.:
Project Notes :
Job#
Prillled: 1 FEB 2012, 8:15AM
Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05
Fb. Tension 875.0 psi E: Modulus of Elasticity
Fb -Comp, 875.0 psi Ebend-xx 1,300.0ksi
Fc-Prll 600.0psi Eminbend-xx 470.0ksi
Fe-Perp 625.0 psi
Fv 170.0 psi
Ft 425.0 psi 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
Density
f t D(0.337) Lr(0.422) t t t
Span= 10.0 ft ~--------------------~------------------------------~--
Service toads entered. Load Factors will be applied for calculations.
Beam seif weight calculated and added to loads
Uniform Load : D = 0.3370, Lr= 0.4220, Tributary Width= 1.0 ft
DEs1ot1stJM!!AkYr·· ·~· ~·•=''""+:_:.:•_::~~---Desi n OK
Maximum Bending Stress Ratio = 0.64S 1 Maximum Shear Stress Ratio = 0.288: 1
Section used for this span 6x14
fb: Actual = 696.39psi
FB: Allowable = 1,079.53psi
Load Combination +0-<lr..+i
Location of maximum on span = 5.000ft
Span # where maximum occurs = Span # 1
Maximum Deflection
Max Dovmward L +Lr+S Deflection
Max Upward L +Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.065 in
0.000 in
0.120 in
0.000 in
Maximum Forces & Stresses for 1..oad Combinations
Load Combination
Segment Lenglh
..O+lr->H
Span#
Max Stress Ratios
M V C FN Cr
Ratio=
Ratio=
Ratio=
Ratio=
Section used for this span
Iv: Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
1838
0 <240
1000
0 <180
Moment Values
=
=
=
=
lb Fb
0.00
6x14
61.11 psi
212.50 psi
+0-<lr..+i
0.000 ft
Span# 1
Shear Values
V fv Fv
0.00 0.00 0.00
Lenglh = 10.0 ft 1 0.645 0.288 1.250 0.987 1.000 1.000 1.000 1.000 9.70 696.39 1079.53 3.02 61.11 212.50
Overall Maximum Deflections· Unfactoredloads •
Load Combination Span
D+lr
. • Vertical Reactions• Unfactored
Load Combination Support 1
Overall MAXimum 3.878
D On~ 1.768
LrOo~ 2.110
D+lr 3.878
Max.•.• Deft Location in Span Load Combination
0.1200 5.050
Support notation : Far left~ #1
Support2
3.878
1.768
2.110
3.878
Max. •+• Def! Location in Span
0.0000 0.000
Values in KIPS
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Description : Stair Stringer
Title:
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Job# ,7
Project Desc.:
Project Notes :
Printed: 1 FEB 2012, 8:15AM
Material Properties Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05
Analysis Method : Allowable Stress Design
Load Combination 2006 IBC & ASCE 7-05
Fb. Tension 875.0 psi E: Modulus of Elasticity
Fb-Compr 875.0psi Ebend-xx 1,300.0ksi
Fc-Prll 600.0psi Eminbend-xx 470.0ksi
Wood Species : Douglas Fir -Larch
Wood Grade : No.2
Beam Bracing
Fe -Perp 625 .0 psi
Fv 170.0 psi
Ft 425.0 psi
: Beam is Fully Braced against lateral-torsion buckling Density 32.210pcf
t + D(0.024~L(0.063) t
Span = 10.0 ft
• A11111iec1toac:1s : Service loads entered. Load Factors will be applied for calculations.
Beam se~ weight calculated and added to loads
Uniform Load: D = 0.0240, L = 0.0630, Tnbutarv Width= 1.0 ft
l)ESJGN~'t!MMARY'}i'.:•>' ·=-':-"-,0::c-"-'<;_;_' -----~
Maximum Bending Stress Ratio = 0.202 1 Maximum Shear Stress Ratio
Section used for this span 4x12 Section used for this span
lb : Actual = 194.66 psi Iv : Actual
FB : Allowable = 962 .50 psi Fv : Al Iowa bl e
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection Max Downward L +Lr+S Deflection
Max Upward L +Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
=
+D-e.. +H Load Combination
5.000ft Location of maximum on span
Span # 1 Span # where maximum occurs
0 .026 in Ratio =
0.000 in Ratio =
0.040 in Ratio=
0.000 in Ratio=
4534
0 <360
2981
0 <180
--------~-
Maximum Forces & Stresses forload Combinations
Load Combination Max Slress Ratios Moment Values
Segment Length Span# M V Cd C FN Cr Cm Ct CL M lb
-+ll
Length= 10.0 ft 0.069 0.030 1.000 1.100 1.000 1.000 1.000 1.000 0.41 66.66
-+04.<H 1.100 1.000 1.000 1.000 1.000
Length= 10.0 ft 0202 0.088 1.000 1.100 1.000 1.000 1.000 1,000 1.20 194.66
-+!l+0.750Lr+O. 750L <Ii 1.100 1.000 1.000 1.000 1.000
Length= 10.0 ft 0.169 0.074 1.000 1.100 1.000 1,000 1.000 1.000 1.00 162.66
-+0+0.750L +0.750S</i 1.100 1.000 1.000 1.000 1.000
Length= 10.0 ft 1 0.169 0.074 1.000 1.100 1.000 1.000 1.000 1,000 1.00 162.66
-+!l+0.750Lr+O. 750L +O. 750W ..+I 1.100 1.000 1.000 1.000 1.000
Length= 10.0 ft 1 0.169 0.074 1.000 1.100 1.000 1,000 1.000 1.000 1.00 162.66
-+IJ+O. 750L +O. 7505+0. 750W..+i 1.100 1.000 1.000 1.000 1,000
Length= 10.0 ft 1 0.169 0.074 1.000 1.100 1.000 1.000 1.000 1.000 1.00 162.66
..O+O. 750Lr+O. 750L +O .5250E<H 1.100 1.000 1.000 1.000 1.000
Length= 10.0 ft 1 0.169 0.074 1.000 1.100 1.000 1.000 1.000 1.000 1.00 162.66
-+ll+O. 750L +0. 750S+0.5250E <Ii 1.100 1.000 1.000 1.000 1.000
=
=
=
=
=
Fb
0,00
962.50
0.00
962.50
0.00
962.50
0,00
962.50
0.00
962.50
0.00
962.50
0.00
962.50
0.00
Design OK
V
0.00
0.13
0.00
0.39
0.00
033
0.00
0.33
0.00
0.33
0.00
0.33
0.00
0.33
0.00
0.088: 1
4x12
14.96 psi
170.00 psi
+D-e..+H
0,000ft
Span# 1
Shear Values
fv
0,00
Fv
0.00
5.12 170.00
0.00 0,00
14.96 170.00
0.00 0.00
12.50 170.00
0.00 0.00
12.50 170.00
0.00 0.00
12.50 170.00
0.00 0.00
12.50 170.00
0.00 0.00
12.50 170.00
0.00 0.00
Title Block Line 1
You ca_n change this area
using lhe 'Settings' menu item
and then using the 'Printing &
Title Block' selection.
Title Block Line 6
1.1t • I
Description: Stair Stringer
Load Combination Max Stress Ratios
Segment Lengl/1 Span# M V Cd C FN
Lengl/1=10.0tt 1 0.169 0.074 1.000 1.100
tOverail Maximum··0eflections· -llnfactorei!Loacis • .(
Title:
Engineer:
Project Desc.:
Project Notes :
Cr M
1.000 1.000 1.000 1.000
Load Combination Span Max.'-' Defl Location in Span load Combination
D4. 1 0.0402
Load Combination Support 1
Overall MAXimum 0.479
D On~ 0.164
L On~ 0.315
D4. 0.479
Support2
0.479
0.164
0.315
0.479
5.050
Support notation : Far ~ft • #1
Moment Values
lb
1.00 162.66
Job#
Printed: 1 FEB 2012, 8:15AM
Shear Values
Fb V Iv Fv
962.50 0.33 12.50 170.00
Max,"+" Defl Location in Span
0.0000
Values in KIPS
0.000
Title Block Une 1
You csn change this area
using the 'Settings' menu item
and then using the 'Printing &
Title Block' selection.
Title Block Une 6
Description : FJ
Material Properties
Analysis Method : Allowable Stress Design
Load Combination 2006 IBC & ASCE 7-05
Wood Species : Douglas Fir• Larch
Wood Grade : No.2
Title:
Engineec
Project Desc.:
Project Notes :
Job#
Printed: 1 FEB 2012, 8:16AM
Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05
Fb. Tension 875.0 psi E: Modulus of Elasticity
Fb -Compr 875.0 psi Ebend-xx 1,300.0ksi
Fc-Prll 600.0psi Eminbend-xx 470.0ksi
Fe -Perp 625.0 psi
Fv 170.0psi
Ft 425.0psi
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
Density 32.210pcf
I + • D(0.02) L(0.053) • •
'
Span= 7.750 ft
>Appliedloads ;, y,;:; : .. > .,,,,;,·11, Service loads entered. Load Factors will be applied for calculations. tt'i
Beam se~ weight calculated and added to loads
Uniform Load: D = 0.020, L = 0.0530 , Tributary Width= 1.0 It
.• DESIGN SUMMARY,. •141l·lsl•U
Maximum Bending Stress Ratio = 0.250 1 Maximum Shear Stress Ratio = 0.118: 1
Section used for this span 2x12 Section used for this span 2x12
lb: Actual = 218.61 psi Iv: Actual = 20.10psi
FB : Allowable = 875.00psi Fv : Allowable = 170.00 psi
Load Combination ..0;!. ..+i load Combination ..0;!...+i
Location of maximum on span = 3.875ft Location of maximum on span = 6.820ft
Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1
Maximum Deflection
Max Downward L +Lr+S Deflection 0.019 in Ratio= 4962
Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360
Max Downward Total Deflection 0.027 in Ratio= 3425
Max Upward Total Deflection 0.000 in Ratio= 0 <240
--"·---~~---··---
,<)llaximum Forces &Stresses forload Combinations
Load Combination Max Stress Ratios Moment Values Shear Values
Segment Leng1h Span# M V Cd C FN C r Cm Ct CL M lb Fb V fv Fv
"° 0.00 0.00 0.00 0.00
Length = 7.750 ft 0.077 0.037 1.000 1.000 1.000 1.000 1.000 1.000 0.18 67.70 875.00 0.07 6.22 170.00
..o-,.+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
Length = 7.750 ft 0.250 0.118 1.000 1.000 1.000 1.000 1.000 1.000 0.58 218.61 875.00 0.23 20.10 170.00
..0..0.750Lr..0.750L +H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
Length= 7.750 ft 0.207 0.098 1.000 1.000 1.000 1.000 1.000 1.000 0.48 180.88 875.00 0.19 16.63 170.00
..0..0.750L ..0.750S+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
Length = 7.750 ft 1 0.207 0.098 1.000 1.000 1.000 1.000 1.000 1.000 0.48 180.88 875.00 0.19 16.63 170.00
..0..0.750Lr..0.750L.0.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
Length = 7.750 ft 1 0207 0.098 1.000 1.000 1.000 1.000 1.000 1.000 0.48 180.88 875.00 0.19 16.63 170.00
..0..0.750L ..0.750S.0.750W+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
Length= 7.750 ft 1 0.207 0.098 1.000 1.000 1.000 1.000 1.000 1.000 0.48 180.88 875.00 0.19 16.63 170.00
..0..0. 750Lr..0. 750L .0.5250E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
Length= 7.750 ft 1 0.207 0.098 1.000 1.000 1.000 1.000 1.000 1.000 0.48 180.88 875.00 0.19 16.63 170.00
..0..0.750L ..0.750S..0.5250E+H 1.000 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
Title Block Line 1
You can change this area
using tfie 'Settings' menu item
• and then using the 'Printing &
Title Block' selection.
Title Block Line 6
I• If • I
Description: FJ
Load Combination Max Stress Ratios
Segment Length Span # M V C d C FN
Length= 7.750 ft 1 0.207 0.098 1.000 1.000
, Ove'r.!11 Maximum Deflections'l~nfactored L.oads .
Cr
1.000
Title:
Engineec
Project Desc.:
Project Notes :
1.000 1.000 1.000
Load Combination Span Max.•-• Deft Location in Span Load Combination
dilertli:al Reactions :unfactoted ir/!? •
Load Combination Support 1
Overall MAXimum 0.298
D Only 0.092
L On~ 0.205
D+L 0.298
0.0271 3.914
0.298
0.092
0.205
0.298
Support notation : Far left is #1
Job#
Printed: 1 FEB 2012, 8:16AM
Moment Values Shear Values
fb Fb V Iv Fv
0.48 180.88 875.00 0.19 16.63 170.00
Max.'+' Defl Location in Span
0.0000 0.000
Values in KIPS
Title Block Line 1
You can change this area
using tJie 'Settings' menu item
• : and then using the 'Pnnting &
Title Block' selection.
Title Block Line 6
Lie. # ; KW-06002950
Descnption : FB1
Material Properties
Analysis Method: Allowable Stress Design
Load Combination 2006 IBC & ASCE 7-05
Wood Species : Douglas Fir -Larch
Wood Grade : No.2
Title:
Engineer.
Project Desc.:
Project Notes :
Job# )/
Printed: 1 FEB 2012, 8:16.AM
Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05
Fb. Tension 875.0 psi E: Modulus of Elasticity
Fb -Compr 875.0 psi Ebend-xx 1,300.0ksi
Fc-Prll 600.0 psi Eminbend -xx 470.0ksi
Fe-Perp 625.0 psi
Fv 170.0psi
Ft 425.0 psi
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
Density 32.210 pct
D(0.16) L(0.32)
4x12
Span = 7. 750 ft
Applied toads.· . Service loads entered. Load Factors will be applied for calculations.
Beam se~ weight calculated and added to loads
Unifonn Load: D, 0.0320, L = 0.0530, Tnbutarv Width, 1 .0 ft
Point Load: D, 0.160, L ,0.320 kl@. 3.170ft
DESIGN SUMMAR_,_,_y_>""·,:'-'-•-'-· ~~~~--'-"'-'--'-----------~----
Maximum Shear Stress Ratio Maximum Bending Stress Ratio = 0.267. 1
Section used for this span 4x12 Section used for this span
fb; Actual = 256.68psi fv; Actual
FB : Allowable = 962.SOpsi Fv : Allowable
Load Combination ..04.+H Load Combination
Location of maximum on span = 3.178ft Location of maximum on span
Span # where maximum occurs ; Span# 1 Span # where maximum occurs
Maximum Deflection
Max Downward L +Lr+S Deflection 0.018 in Ratio= 5284
Max Upward L +Lr+S Deflection 0.000 in Ratio= 0 <360
Max Down'-""ard Total Deflection 0.029 in Ratio= 3255
Max Upward Total Deflection 0.000 in Ratio= 0 <240
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Moment Values
Segment Length Span# M V Cd C FN Cr Cm Ct CL M lb
+O
Length, 7.750 ft 0.101 0.048 1.000 1.100 1.000 1.000 1.000 1.000 0.60 96.82
+04.+H 1.100 1.000 1.000 1.000 1.000
Length = 7.750 ft 0.267 0.125 1.000 1.100 1.000 1.000 1.000 1.000 1.58 256.68
+0<-0.750Lr+0.750L +H 1.100 1.000 1.000 1.000 1.000
Length, 7.750 ft 0.225 0.106 1.000 1.100 1.000 1.000 1.000 1.000 1.33 216.72
+0<-0.750L +0.750S+H 1.100 1.000 1.000 1.000 1.000
Length= 7.750 ft 1 0.225 0.106 1.000 1.100 1.000 1.000 1.000 1.000 1.33 216.72
+0<-0 .750Lr<-0 .750L +O .750W +H 1.100 1.000 1.000 1.000 1.000
Length= 7.750 ft 1 0.225 0.106 1.000 1.100 1.000 1.000 1.000 1.000 1.33 216.72
+0<-0.750L +Q.750S<-0.750W+H 1.100 1.000 1.000 1.000 1.000
Length , 7.750 ft 1 0.225 0.106 1.000 1.100 1.000 1.000 1.000 1.000 1.33 216.72
+0<-0. 750Lr<-0. 750L +0.5250E+H 1.100 1.000 1.000 1.000 1.000
Length= 7.750 ft 1 0.225 0.106 1.000 1.100 1.000 1.000 1.000 1.000 1.33 216.72
Design OK
; 0.125:1
4x12
21.33 psi
= 170.00 psi
..04.+H
= 0.000 ft
= Span# 1
Shear Values
Fb V rv Fv
0.00 0.00 0.00 0.00
962.50 0.21 8.18 170.00
0.00 0.00 0.00 0.00
962.50 0.56 21.33 170.00
0.00 0.00 0.00 0.00
962.50 0.47 18.04 170.00
0.00 0.00 0.00 0.00
962.50 0.47 18.04 170.00
0.00 0.00 0.00 0.00
962.50 0.47 18.04 170.00
0.00 0.00 0.00 0.00
962.50 0.47 18.04 170.00
o.oo 0.00 0.00 0.00
962.50 0.47 18.04 170.00
Title Block Line 1
You can change this area
using the 'Settings' menu item
• • and then using the 'Printing &
Title Block' selection.
Title Block Une 6
l,fl • I
Description: FB1
Load Combination Max Stress Ratios
Segment Length Span# M V Cd C FN
+D..0.750L<-0.750S->0.5250E+H 1.100
Length= 7.750 ft 1 0.225 0.106 1.000 1.100
• Overall Maxiriiurri Deflections ,,untactored Loads • •
Cr
1.000
1.000
··, ,;.,· ,,. \-'-',
Title:
Engineer:
Project Desc.:
Project Notes :
Cm C1 CL M
1.000 1.000 1.000
1.000 1.000 1.000
Load Combination Span Max.'-' Defl location in Span Load Combination
D+L 1 0.0286 3.798
Vertical Reactions :Unfactorecl Support notallon : Far left~ #1
Load Combination Support 1 Support2
Overall MAXimum 0.647 0.560
DOn~ 0.253 0.224
Lon~ 0.394 0.336
D+L 0.647 0.560
Moment Values
lb
1.33 216.72
Job#
Printed: 1 FEB 2012. 8:16AM
Shear Values
Fb V fv Fv
0.00 0.00 0.00 0.00
962.50 0.47 18.04 170.00
Max.'+' Defl Location in Span
0.0000
Values in KIPS
0.000
Title Block Line 1
You can change this area
using the 'Settings" menu item
and then using the 'Printing &
Title Block' selectlon.
Title Block Line 6
loll • I
Description : FB2
Material Properties
Analysis Method : Allowable Stress Design
Load Combination 2006 IBC & ASCE 7-05
Wood Species : Douglas Fir -Larch
Wood Grade : No.2
Title: Job#
Engineer:
Project Desc.:
Project Notes :
Printed: 1 FEB 2012. 8:17AM
Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05
Fb-Tension 875.0psi E: Modulus o/Elasticity
Fb -Compr 875.0 psi Ebend-xx 1,300.0ksi
Fe-Prll 600.0 psi Eminbend -xx 470.0ksi
Fe -Perp 625.0 psi
Fv 170.0 psi
Ft 425.0 psi
Beam Bracing : Beam is Fully Braced against lateral-torsion buckling
Density 32.210pcf
• 0(0.058) L(0.155) ' ' ' •
Span• 3.0 ft
Aepliecl. Loads,. .,' • ·:·:,,: /f-:;1:.,-: • > Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
UnifonnLoad: D•0.0580, L=0.1550, TributaryW1dth•1.0ff
DESIGN SUMMARY :IC,,\'.' •• •Jl11•11l•I:
Maximum Bending Stress Ratio = 0.042 1 Maximum Shear Stress Ratio : 0.028: 1
Section used for this span 4x12 Section used for this span 4x12
lb: Actual = 40.56psi Iv: Actual = 4.82 psi
FB : Allowable = 962.SOpsi Fv : Allowable = 170.00 psi
Load Combination -+04.,H Load Combination -+04.,H
Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft
Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1
Maximum Deflection
Max Downward L +Lr+S Deflection 0.000 in Ratio= 0<360
Max Upward L +1..r+S Deflection 0.000 in Ratio• 0 <360
Max Downward Total Deflection 0.001 in Ratio= 47696
Max Upward Total Deflection 0.000 in Ratio• 0 <240
Maxfmum Forces & Stresses for Load Combinations
Load Combinatlon Max Stress Ratios Mlment Values Shear Values
Segment Length St)an# M V Cd C FN Cr Cm ct CL M lb Fb V fv Fv
..0 0.00 0.00 0.00 0.00
Length• 3.0 ft 0.013 0.009 1.000 1.100 1.000 1.000 1.000 1.000 0.08 12.22 962.50 0.04 1.45 170.00
..04.<H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
Length • 3.0 ft 0.042 0.028 1.000 1.100 1.000 1.000 1.000 1.000 0.25 40.56 962.50 0.13 4.82 170.00
..0->-0.750Lr..0.750L <H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
Length • 3.0 ft 0.035 0.023 1.000 1.100 1.000 1.000 1.000 1.000 0.21 33.47 962.50 0.10 3.97 170,00
..0->-0.750L..0.750S<H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
Length • 3.0 ft 1 0.035 0.023 1.000 1.100 1.000 1.000 1.000 1.000 0.21 33.47 962.50 0.10 3.97 170.00
..0->-0. 750Lr..O. 750L ..0. 750W<H 1,100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
Length = 3.0 ft 1 0.035 0.023 1.000 1.100 1.000 1.000 1.000 1.000 0.21 33.47 962.50 0.10 3.97 170.00
..0..0. 750L ..0. 750S..O. 750W<H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
Length = 3.0 ft 1 0.035 0.023 1.000 1.100 1.000 1.000 1.000 1.000 0.21 33.47 962.50 0.10 3.97 170.00
..0..0.750Lr..0.750L ..0.5250E<H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0,00
Length • 3.0 ft 1 0.035 0.023 1.000 1.100 1.000 1.000 1.000 1.000 0.21 33.47 962.50 0.10 3.97 170.00
..0->-0, 750L ..0. 750S..0.5250E <H 1.100 1.000 1.000 1.000 1.000 0.00 0.00 0.00 0.00
r,tie Block Line 1
You ca~ change this area
using !tie "Settings" menu item
• and then using the "Printing &
Title Block" selection.
Title Block Line 6
..... '
Description : FB2
Load Combination Max Stress Ratios
Segment Length Span # M V C d C FN C r
Length=3.0ft 1 0.035 0.023 1.000 1.100 1.000
Overall Maximum Deflections • Unfac\ored Loads • ,i; •
Title:
Engineer.
Project Desc.:
Project Notes :
1.000 1.000 1.000
load Combination Span Max.•-• Def! location in Span Load Combination
D+l
. Veii1ca(Reactions :'ti11factored .: .,
Load Combination
OVeraH MAXimum
DOn~
LOn~
D+l
Support 1
0.333
0.100
0.233
0.333
0.0008 1.515
Support2
0.333
0.100
0.233
0.333
Support notation: Far left~ #1
Job#
Printed: 1 FEB l012, 8:17M4
Moment Values Shear Values
fb Fb V fv Fv
0.21 33.47 962.50 0.10 3.97 170.00
Max. •+• Deft Location in Span
0.0000 0.000
Values in KIPS
Title Block Une 1
You can change this area
using the 'Settings' menu item
·: and then using the 'Pnnting &
Title Block' selection.
Title Block Line 6
Material Properties
Analysis Method: Allowable Stress Design
Load Combinatlon 2006 IBC & ASCE 7-05
Wood Species : Douglas Fir -Larch
Wood Grade : No.2
Beam Bracing : Completely Unbraced
• f
Title:
Enginee~
Project Desc.:
Project Notes :
Job#
Printed". 1 FEB 2012, 8:17AM
E:\1;!\lt_CalsJ,~.ec6
Build:& 12.01.12, Voc&. i1.6.30
Calculatlons per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05
Fb. Tension 875.0 psi E: Modulus of Elasticity
Fb-Compr 875.0 psi Ebend-xx 1,300.0ksi
Fe-Prll 600.0 psi Eminbend -xx 470.0ksi
Fe -Perp 625.0 psi
Fv 170.0 psi
Ft 425.0psi Density 32.210pct
D(0.045) • •
Span = 14.0 ft
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform load: D = 0.0450 , Tributary Width = 1.0 ft
_DES}GN SiJMMARY'ii• •••• :·•·
Maximum Bending Stress Ratio =
Section used for this span
lb: Actual =
FB : Allowable
Load Combinatlon
Location of maximum on span =
Span# where maximum occurs =
Maximum Deflection
Max Downward L +Lr+S Deflection
Max Upward L +Lr+S Deflection
Max Downward Total Deflection
Max Upward Total Deflection
':,,<
0.226: 1
4x12
214.27psi
946.21 psi
.{I
7.000ft
Span# 1
0.000 in
0.000 in
0.087 in
0.000 in
• Maximum Forces~ Stresses'for Load Combinations
Load Combinatioo Max Stress Ratios
Segment Length Span # M V C d C FN Cr
+D
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Ratio= 0<360
Ratio= 0 <360
Ratio= 1934
Ratio= 0 <240
Moment Values
lb
Length= 14.0 ft 1 0.226 0.073 1.000 1.100 1.000 1.000 1.000 0 .983 1.32 214.27
Overall Maximum Deflections i Unfactored Loads .
Load Combination Span
D On~ 1
. Vertical Reactions, Unfactored .
Load Combinatioo Support 1
Overall MAXimum 0.377
D On~ 0.377
Max.'-' Deft
0.0868
Support 2
0.377
0.377
Location in Span Load Combination
7.070
Support notation : Far left is #1
=
=
=
=
=
Fb
0.00
946.21
0.073: 1
4x12
12.48 psi
170.00 psi
.{I
13.090 ft
Span# 1
Shear Values
V fv Fv
0.00 0.00 0.00
0.33 12.48 170.00
Max ...... Defl Location in Span
0.0000
Values in KIPS
0.000
Title Block Une 1
You con change this area
using the 'Settings' menu item
'and then using the "Printing &
Title Block' selection.
Title:
Engineer.
Project Desc.:
Project Notes :
Job#
Title Block Une 6 """"' 1 FEB 201z ,,,.AM
Description : HDR2
Material Properties
Analysis Method : Allowable Stress Design
Load Combination 2006 IBC & ASCE 7-05
Wood Species : Douglas Fir• Larch
Wood Grade : No.2
Beam Bracing : Completely Unbraced
+
Beam se~ weight calculated and added to loads
Uniform Load: D = 0.0860, Tributary Width = 1.0 ft
Calculations per NOS 2005, IBC 2009, CBC 2010, ASCE 7-05
Fb. Tension 875.0 psi E: Modulus of Elasticity
Fb-Compr 875.0 psi Ebend-xx 1,300.0ksi
Fe-Prll 600.0 psi Eminbend -xx 470.0ksi
Fe • Perp 625 .0 psi
Fv 170.0 psi
Ft 425.0 psi Density 32.210pcf
D(0.086) f
Span= 21.0 ft
Service loads entered. Load Factors will be applied for calculations.
DESIGN SUMMARY f; ... "-'~; -' \" t . =~=~~------,-------,,------c-------c---=----Maximum Bending Stress Ratio 0.910: 1 Maximum Shear Stress Ratio
Design OK
0.205: 1
4x12
34.89psi
170.00 psi
=
Section used for this span 4x12
lb: Actual = 849.47psi
FB : Allowable = 933.97psi
Load Combination <{I
Location of maximum on span = 10.500ft
Span # where maximum oocurs = Span# 1
Maximum Deflection
Max Downward L +Lr+S Deflection 0.000 in
Max Upward L +Lr+S Deflection 0.000 in
Max Downward Total Deflection 0.775 in Max Upward Total Deflection 0.000 in
• Maximum Forces & Stresses for Load Combiriatlcins
Load Combination
Segment Length
+O
Span#
Max Stress Ratios
M V Cr
Section used for this span
Iv: Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Ratio= 0<360
Ratio= 0 <360
Ratio= 325
Ratio= 0 <240
Moment Values
lb
Length= 21.0 ft 1 0.910 0.205 1.000 1.100 1.000 moo 1.000 o.970 5.23 849.47
.• Overall i.taximufo Deflections , Urifacfored L.cla<ls I
Load Combination Span
D Only 1
Vertical Reactions -Unfactoreci
Load Combination
Overall MAXimum
DOnly
Support 1
0.995
0.995
Max.·-· Defl
O.TT46
Support2
0.995
0.995
Location in Span load Combination
10.605
Support notation : Far left L, #1
=
=
=
=
=
Fb
0.00
933.97
<{I
0.000 ft
Span# 1
Shear Values
V rv
0.00 0.00
0.92 34.89
Fv
0.00
170.00
Max. "+"Oefl Location in Span
0.0000
Values in KIPS
0.000