HomeMy WebLinkAbout2100 COSTA DEL MAR RD; ; CB161578; PermitCity of Carlsbad
1635 Faraday Av Carlsbad, CA 92008
04-25-2016 Commercial/Industrial Permit Permit No:CB161578
Building Inspection Request Line (760) 602-2725
Job Address:2100 COSTA DEL MAR RD CBAD
Permit Type:TI Sub Type: COMM Status: ISSUED
Parcel No:2165900100 Lot #:0 Applied: 04/25/2016
Valuation:$22,000.00 Construction Type: NEW Entered By: RMA
Occupancy Group:Reference #Plan Approved: 04/25/2016
Issued: 04/25/2016
Inspect Area
Plan Check #:
Project Title:PREMIER FITNESS CAMP-ENLARGE
IN A LOAD BEARING WALL-BETWEEN THE DINING ROOM & KITCHEN.
FROM 8 FT TO 10 FT
Applicant:Owner:
REAL ESTATE RENOVATIONS INC L C INVESTMENT 2010 L L C
STE A
105 COPPERWOOD WY 1601 ELM ST
OCEANSIDECA 92058 DALLAS TX 75201
760 433-5419
Building Permit $221.03 Meter Size
Add'I Building Permit Fee $0.00 Add'I Red. Water Con. Fee $0.00
Plan Check $154.72 Meter Fee $0.00
Add'I Building Permit Fee $0.00 SDCWA Fee $0.00
Plan Check Discount $0.00 CFD Payoff Fee $0.00
Strong Motion Fee $6.16 PFF (3105540)$0.00
Park Fee $0.00 PFF (4305540)$0.00
LFM Fee $0.00 License Tax (3104193)$0.00
Bridge Fee $0.00 License Tax (4304193)$0.00
BTD #2 Fee $0.00 Traffic Impact Fee (3105541)$0.00
BTD #3 Fee $0.00 Traffic Impact Fee (4305541)$0.00
Renewal Fee $0.00 PLUMBING TOTAL $0.00
Add'I Renewal Fee $0.00 ELECTRICAL TOTAL $0.00
Other Building Fee $0.00 MECHANICAL TOTAL $0.00
Pot. Water Con. Fee $0.00 Master Drainage Fee $0.00
Meter Size Sewer Fee $0.00
Add'I Pot. Water Con. Fee $0.00 Redev Parking Fee $0.00
Red. Water Con. Fee $0.00 Additional Fees $0.00
Green Bldg Stands (SB1473) Fee $1.00 HMP Fee ??
Fire Expedidted Plan Review $0.00 Green Bldg Standards Plan Chk ??
TOTAL PERMIT FEES $382.91
Total Fees:$382.91 Total Payments To Date:$382.91 Balance Due:$0.00
,411
FINAL APPROVAL-
Inspector:Date:7 -6 -14.Clearance:
NOTICE Please take NOTICE that approial d yar project includes the "Imposition"dfees, dadoations, reservations, or ctI cecctions hereafter collectively
referred to as "fees/exactions."You have 90 days from the date thispantInes issuedtoprotest impositiond these feestexalicrs.If you protest them you rast
tawthe protest procedures set forth in Cilernment Crilp Section 03320(a), and file the protest and any other required Won-nation with the CityMierfor
processing in accordance with Carlsbad Ni ideal Cuie Section 3.32.030.Palm to timely fdlcm that prooadure will bar any subsequent legal action to attack,
review, set aside, void, oranrd their inpositicn.
You are hereby FLIRT-ERNOT1RED that yar right to protest the specified fees/emotions DOES NOT APPLY to water and saner connection fees and capacity
changes, ncr planing, zoning, grating or other similar application processing or service fees in comedian with this project.NCR DOES IT APPLYto any
fees/exactions of which vou haw previously been riven a NOTICE sirrilar to this. or as to which the statuted limitations has prwicusly dterWsecdred.
MIN
',THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE:OPLANNING EIENGINEERING OBUILDING OFIRE 0 HEALTH CDHAZMATIAPCD
'
C '
Ci ty of Building Permit Application Plan Check No.
1635 Faraday Ave., Carlsbad, CA 92008 CV) i 5 y
Est. Value adzoPh: 760-602-2719 Fax: 760-602-8558Carlsbademail: building@carlsbadca.gov 4.....
Plan
Ck.repojitwww.carlsbadca.gov Date 5 2 5 I(A
SWPPP
JOB ADDRESS SUITEVSPACEB/UNIV APN
ZI C<C--A-
16-
0e4-K*44-zto.-173 -0 -
CT/PROJECT #LOT #PHASE ##OF UNITS # BEDROOMS # BATHROOMS TENANT BUSINESS NAME CONSTR. TYPE OCC. GROUP
15keettateL-14rtike.Cl/14ga \l'$E'-2 /4'3
DESCRIPTION OF WORK:Include Square Feet of Affected Area(s)t utIgi•-)L-4414---60 .0010L.)4L...1 il",V3 Vits....A..)1:74e,-7 .6 1--e;`-ro tot -6./...)
_.idalik j4A4A.k.„di.a apvix.ir ,.........._
EXISTING USE PROPOSED USE GARAGE (SF)PATIOS (SF)DECKS (SF)FIREPLACE
02)LIIKONDITIONI
G FIRE SPRINK S
YESE)N YES 0 El YES NODi
APPLICANT NAME A PROPERTY OWNER
Primary Contact 4.1.4.-JOrGA-.0 L43.CizZlfrAZ.IA <A-1M -..1-5 .--7A74‘.
ADDRESS ADDRESS
60. (2-•64-4.-1.--1.-116-ANA(e..--21 —e..v.res..r_A......Pi ewe-
CITY STATE ZIP CITY STATE _.,_ZIP‘9C-WO-11.-(Cia •el 7.-a '"7 66444-.lr'0 t c/a..61 2.-ca9 `1
PHONE FAX PHONE FAX
C7e.o) toqz -‘'2.--7---2-I
EMAIL EMAIL
irt)C/41.4/...ir Ar•i-4:7—.lees (C'S h k R4-A-t '.a.to c-./-,Ac_.
DESIGN PROFESSIONAL /'''''.-Nie 1....•••
CONTRACTOR BUS. NAMEi 0.-.)
ADDRESS ADDRESS
242e7 q 0 g 4 -.-.0 -er Nicus,t.e-A--
.1 a s e.A4rAtit.4.utztvin ivA.--(tIA
CITY STATE ZIP CITY STATE ZIP
ilt.c CA..•47...al'0644-i-to-ei
clk.
./...2.ept51PHON5-FAX ,PHONE FAX
(16.Q)qt.0*-655 ‘16°C0 ''.67690 (764 Lt-'5-3'--S (-Ft "11
EMAIL EMAIL
.1(e/'''....V248'3t .4;Crl STAT LIC.#STATE LIC.#1 CI ASS 6 CITY BUS. LIC.#
41-‘.z-1-2-q9.33S3 1 Li 0014 I
(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_reouiresthe.applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of theBusiness 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 fora permit subjects the applicant to a
civil penalty of not more than five hundred dollars ($500)).
WORKERS'COMPENSATION
Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations:0 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.
ahave 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 am: Insurance Co.Cr-(f CD v"s-t11--I IA-S (-1 ".--0.-<--Co •Policy No.Ili 41° 1-Z-S 8'0 i Expiration Date 46 I 61 /2-01-6
This section need not be completed if the permit is for one hundred dollars ($100) or less.0 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 cov :— u'-wful, 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 S -z.•
.011.
e Labor code, interest and attorney's fees.4 AKCONTRACTOR SIGNATURE be'i El AGENT DATE iitail /6
OWNER -BUILDER DECLARATION
Ihereby affirm thatlam exempt from Contractor's License Law for the following reason:
EiI,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 improvementis 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).
EDI,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).
ElI 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.ElYes DNo
2.I (have / have not) signed an application fora building permit for the proposed work.
3.I have contracted with the following person (firm) to provide the proposed construction (include name address / phone I contractors' license number):
4.I plan to provide portionsof the work, butI 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):
..46PROPERTY OWNER SIGNATURE DAGENT DATE
111101111111
••
1-.C.0417COMPLETETHIS SECTION FOR NON -RESIDENTIAL BUILDING PERMITS ONLY
Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the
Presley-Tanner Hazardous Substance Account Act?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?0 Yes 0 No
Is the facility to be constructed within 1,000 feet of the outer boundary of a school site?0 Yes 0 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.
••'17rNkftRUCTION LENDING AGENCY
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).
Lenders Name Lenders Address
APPLICANT CERTIFICATION
I certify thatI have read the application and staW that the above information is collect and that the information on the plans is accurate.Iagree to complywith all City ordinances and State lava relating to building consbuction.
I hereby authorize representativeofthe 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 storiesin height.
EXPIRATION: Every permit issued by the Building Official under the provisionsofthis Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within
180 days from the dateofsuch permit or if the building or work authorized by such permit is suspended or abandoned at any time after the workis commenced for a period of 180 days (Section 106.4.4 Uniform Building Code).
AKAPPLICANT'S SIGNATURE DATE
_•
• •
TOP
STOP:THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE.
Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection.
Fax (760) 602-8560, Email building@carlsbadca.gov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008.
CO#:(Office Use Only)
CONTACT NAME OCCUPANT NAME
ADDRESS BUILDING ADDRESS
CITY STATE ZIP CITY STATE ZIP
Carlsbad CA
PHONE FAX
EMAIL OCCUPANT'S BUS. LIC. No.
DELIVERY OPTIONS
PICK UP:o CONTACT (Listed above)o OCCUPANT (Listed above)
o CONTRACTOR (On Pg. 1)
o ASSOCIATED CB#
MAIL TO:o CONTACT (Listed above)o OCCUPANT (Listed above)
o CONTRACTOR (On P.1)o NO CHANGE IN USE/NO CONSTRUCTION
MAIL /FAX TO OTHER:o CHANGE OF USE /NO CONSTRUCTION
..iSAPPLICANT'S SIGNATURE DATE
Inspection List
Permit#:CB161578 Type:TI COMM PREMIER FITNESS CAMP-ENLARGE
IN A LOAD BEARING WALL-BETWEEN TH
Date Inspection Item Inspector Act Comments
07/18/2016 19 Final Structural RI
07/18/2016 19 Final Structural PB AP
05/09/2016 17 Interior Lath/Drywall PB AP
05/05/2016 14 Frame/Steel/Bolting/Weldin PB AP
•
•
Tuesday, July 19, 2016 Page 1 of 1
1111
DUNN SAVOIE INC.908 G.CLEvELAND ST.
STRUCTURAL ENGINEERING OCEANSIDE.CA 92054
760.966.6355 Ph.
760.966.6360 FX.
OSI..BURFDSI.CDP.4 EMAIL
STRUCTURAL CALCULATIONS
FOR
NEW WALL OPENING
2100 COSTA DEL MAR
2100 Costa Del Mar Rd
Carlsbad, CA 92009 Ai
.............vmkiiii
4........p'p....4.(DSI JOB NO. 16-140.00)'.
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MARCH 15, 2016 .../.........•%R.dr
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TABLE OF CONTENTS
...
ITEM PAGE
DESIGN CRITERIA 1
DESIGN LOADS 2
KEY PLAN 3-6
GRAVITY DESIGN 7-11
il 4 1 /I S.7P
kir DUNN SAVOIE INC.I.STRUCTURAL ENGINEERING
,908 S.CLEVELAND ST.
i
'--.:OCEANSIDE,CA.92054.
PH:(760)966 -6356
elf/......)elan Fax:(760)966 -6360
JOB
SHEET NO.
CALCULATED BY
CHECKED BY
`1—
AK
2100 Costa Del Mar
OF
DATE
DATE
3/16
SCALE
DESIGN CRITERIA
CODE:
2012 International Building Code
2013 California Building Code
WOOD:2005 NDS
2x & 3x No.2
>3x No.1
CALC14-2100 Coasta Del Mar_Design Loads
JOB 2100 Costa Del Mar--\ce---
1:1
DUNN SAVOIE INC.
1 i
STRUCTURAL ENGINEERING SHEET NO.
Q_...;..s„.900E1 5.s ICCLEDE,
VELAND
N9D2 0ST5.4
,J ...)Fl PH:(760)966 -6355
FAX:(750)966 -6360
CALCULATED BY
CHECKED BY
SCALE
9--
AK DATE
DATE
3/16
DESIGN LOADS
4:12
x slope
4:12 Sloped ROOF factor
DEAD LOADS I (psf)1.055
Tile Roof 10.0 10.6
5/8" Plywd. Sheathing 2.0 2.1
2x8@ 24" o.c.1.5 1.6
6x14 @ 9'-0" o.c.2.0
ME&P 1.0
Insul.1.0
Miscellaneous 1.8
I Dead Load 20.0
Live Load 20.0
4:12
x slope
4:12 Sloped Attic (Old Gable Roof)factor Flat Attic (Old Flat Roof)
DEAD LOADS I (psf)1.055 DEAD LOADS I (psf)
5/8" Plywd. Sheathing 2.0 2.1 Rigid Insul & Membrane 3.0
2x4@ 16" o.c.1.0 1.1 5/8" Plywd. Sheathing 2.0
5/8" Gyp B (Ceiling)2.8 3.0 2x12@ 24" o.c.2.2
Trusses @ 8'-0" o.c.2.9 Batt Insul.(0.2xThick.)0.8
ME&P 1.0 2x4@ 24" o.c. Ceiling Joist 0.7
Insul.1.0 5/8" Gyp B 2.8
Miscellaneous 2.0 ME&P 1.0
I Dead Load 13.0 Miscellaneous 1.5
Live Load 20.0 E Dead Load 14.0
Live Load 20.0
WALLS
1 Interior ExteriorDEAD LOADS Partition (psf)(psf)
-
Stucco 10.0 -
Stone Veneer
5/8" Gyp
1/2" Gyp 4.4 2.2
3/8" Plywood 1.1
2x4 @ 16"o.c.
2x6 @ 16"o.c.1.7 1.7
Batt Insulation
(0.2xThickness)1.0
Miscellaneous 0.5 1.0
E Dead Loads'6.6 1 17.0 _
CALC14-2100 Coasta Del Mar_Design Loads
--4
Dunn Savoie Inc.JOB 2/.-)0 Cop.--.-TA DEL MAR .eim\--sVAD
Structural Engineering SHEET NO 3 OF908S.Cleveland St., Oceanside, Ca 92054
Ph:(760) 966-6355 Fax:(760) 966-6360 CALCULATED BY Ay.DATE C5-61 il•/2.0 i 4.E-mail:dsi@surfdsi.com
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Title Block Line 1 Project Title:2100 Costa Del Mar Rd
You can change this area Engineer:AK Project ID:
using the "Settings" menu item Project Descr:(N) Wall Opening
and then using the "Printing & Title Block"Block" selection.
Tale Block Line 6 Printed:9MAR 2016, 12:15PM.
.:File ' trYalhfrii.109red12109Cos!a-De!:M?.YROPt.A.,.1...41(40
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Lic. #:KW-06002938 Licensee :DUNN SAVOIE INC. STRUCTURAL ENGINEERS
Description :ROOF BEAM FOR REFERENCE ONLY
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set :ASCE 7-10
Material Properties
Analysis Method :Allowable Stress Design Fb -Tension 1350 psi E :Modulus of Elasticity
Load Combination ASCE 7-10 Fb -Compr 1350 psi Ebend-xx 1600 ksi
Fc -Prll 925 psi Eminbend -xx 580ksi
Wood Species :Douglas Fir -Larch Fc -Perp 625 psi
Wood Grade :No.1 Fv 170 psi
Ft 675 psi Density 31.2pcf
Beam Bracing :Beam is Fully Braced against lateral-torsion buckling
.I
D(0.16) Lr(0.16)**$$*
D(0.111 Lr(0.111)
0(0.161r_r(0.16),,****
X Ilt
i 7 7
6x14
1
Span =16.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load :D =0.020,Lr =0.020 ksf, Extent =0.0 —>>3.330 ft,Tributary Width =8.0 ft, (ROOF
Uniform Load :D =0.020,Lr =0.020 ksf, Extent =3.330 -->>12.0 ft,Tributary Width =5.550 ft, ((9+1)^2/2X9=5.55
Uniform Load :D =0.020,Lr =0.020 ksf, Extent =12.0 —>>16.50 ft,Tributary Width =8.0 ft, (ROOF
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio =0.353 1 Maximum Shear Stress Ratio =0.180 :1
Section used for this span 6x14 Section used for this span 6x14
fb :Actual =597.94 psi fv :Actual =38.35 psi
FB :Allowable =1 ,665.56psi Fv :Allowable =212.50 psi
Load Combination +D+Lr+H Load Combination +D+Lr+H
Location of maximum on span =8.370ft Location of maximum on span =15.416 ft
Span # where maximum occurs =Span #1 Span # where maximum occurs =Span #1
Maximum Deflection
Max Downward Transient Deflection 0.115 in Ratio =1717 >=360
Max Upward Transient Deflection 0.000 in Ratio =0 <360
Max Downward Total Deflection 0.231 in Ratio =858 >=180
Max Upward Total Deflection 0.000 in Ratio =0 <180
11
Vertical Reactions Support notation :Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 2.185 2.245
Overall MINimum 1.093 1.123
4D+Lr+1-1 2.185 2.245
D Only 1.093 1.123
Lr Only 1.093 1.123
..
Title Block Line 1 Project Title:2100 Costa Del Mar Rd
You can change this area Engineer:AK Project ID:
using the "Settings" menu item Project Descr:(N) Wall Opening
and then using the Printing &
Title Block" selection.
Title Block Line 6 Printed:9 MAR 2016,1:47PM
Woad Beam File=AdekaehemIshared12100 Costa Del MarRgENGlaiec1612100 a:4sta01 mar4lesigniiiidsiidiect
••.
'--ENEFtc.AtAIK19.83:20:16;Build:6.16:248,:yer:6A61:28
Lic. #:KW-06002938 Licensee :DUNN SAVOIE INC. STRUCTURAL ENGINEERS
Description :ROOF BEAM FOR REFERENCE ONLY 2
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set :ASCE 7-10
Material Properties
Analysis Method :Allowable Stress Design Fb -Tension 1,350.0 psi E :Modulus of Elasticity
Load Combination ASCE 7-10 Fb -Compr 1,350.0 psi Ebend-xx 1,600.0 ksi
Fc -PrIl 925.0 psi Eminbend -xx 580.0ksi
Wood Species :Douglas Fir -Larch Fc -Perp 625.0 psi
Wood Grade :No.1 Fv 170.0 psi
Ft 675.0 psi Density 31.20pcf
Beam Bracing :Beam is Fully Braced against lateral-torsion buckling
D(0.16) Lr(0.16)
,****
--
*
D(0.08
Ir_r(0.05)
i ***
i $**
D(0.161 Lr(0.161
*
K
*
K
6x14
.
Span =16.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load :D =0.020,Lr =0.020 ksf, Extent =0.0 —>>3.330 ft,Tributary Width =8.0 ft, (ROOF
Uniform Load :D =0.020,Lr =0.020 ksf, Extent =3.330 -->>12.0 ft,Tributary Width =4.0 f
Uniform Load :D =0.020,Lr =0.020 ksf, Extent =12.0 —>>16.50 ft,Tributary Width =8.0 ft, (ROOF
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio =0.28a 1 Maximum Shear Stress Ratio =0.157 :1
Section used for this span 6x14 Section used for this span 6x14
fb :Actual =481.59 psi fv :Actual =33.31 psi '
FB :Allowable =1,665.56psi Fv :Allowable =212.50 psi
Load Combination +D+Lr+H Load Combination +D+Lr+H
Location of maximum on span =8.551ft Location of maximum on span =15.416ft
Span # where maximum occurs =Span #1 Span # where maximum occurs =Span #1
:Maximum Deflection I
Max Downward Transient Deflection 0.094 in Ratio =2104 >=360
Max Upward Transient Deflection 0.000 in Ratio =0 <360
Max Downward Total Deflection 0.188 in Ratio =1052 >=180
Max Upward Total Deflection 0.000 in Ratio =0 <180
'1
Vertical Reactions Support notation :Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.897 1.996
Overall MINimum 0.949 0.998
+D+Lr+H 1.897 1.996
D Only 0.949 0.998
Lr Only 0.949 0.998
Title Block Line 1 Project Title:2100 Costa Del Mar Rd
You can change this area Engineer:AK Project ID:
using the "Settings" menu item Project Descr:(N) Wall Opening
and then using the "Printing &
Title Block" selection.
Title Block Line 6 Printed: 15 MAR 2016,2:52PM
File .T-U:lakadhernIstiared12100 Costa DelMar FtdEN_Gsalal6.2160.coesfa del riier-designfOeds:45'.ec6,Steel Beamottk..0N4.:59.016..;(30.0.064kw44.428
Lic. #:KW-06002938 Licensee :DUNN SAVOIE INC. STRUCTURAL ENGINEERS
Description :HEADER OPT 3
CODE REFERENCES
Calculations per AISC 360-10, IBC 2012, ASCE 7-10
Load Combination Set :ASCE 7-10
Material Properties
Analysis Method :Allowable Strength Design Fy :Steel Yield :46.0 ksi
Beam Bracing :Beam is Fully Braced against lateral-torsional buckling E:Modulus :29,000.0 ksi
Bending Axis :Major Axis Bending
D(4.224) L2.56) L(2.56)0(1.093) Lr1.093)D(4.224) Lr2.56) L(2.56)
D(0.109;
L(0.156)
A Span =10.0 ft
HSS7x5x3/16
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load :D =0.0140,L =0.020 ksf,Tributary Width =7.80 ft, (FLAT ATTIC'
Point Load :D =4.224,Lr =2.560,L =2.560 k p 1.50 ft, (TRUSS'
Point Load =4.224,Lr =2.560,L =2.560 k A 9.50 ft, (TRUSS'
Point Load :D =1.093,Lr =1.093 k A 8.50 ft, (ROOF COL:
DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio =0.530:1 Maximum Shear Stress Ratio =0.267 :1
Section used for this span HSS7x5x3/16 Section used for this span HSS7x5x3/16
Ma :Applied 11.573 k-ft Va :Applied 9.939 k
Mn / Omega :Allowable 21.852 k-ft Vn/Omega :Allowable 37.257 k
Load Combination +D+L+H Load Combination +D+Lr+H
Location of maximum on span 3.171ft Location of maximum on span 10.000 ft
Span # where maximum occurs Span #1 Span # where maximum occurs Span #1
Maximum Deflection
Max Downward Transient Deflection 0.111 in Ratio =1,082 >=360
Max Upward Transient Deflection 0.000 in Ratio =0 <360
'Max Downward Total Deflection 0.278 in Ratio =432 >=240.
Max Upward Total Deflection 0.000 in Ratio =0 <240.0---
!Vertical Reactions Support notation :Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 7.668 9.939•
Overall MINimum 2.468 3.596
+D+L+H 7.668 9.790
+D+Lr+H 7.052 9.939
D Only 4.584 6.194
Lr Only 2.468 3.745
L Only 3.084 3.596
Title Block Line 1 Project Title:2100 Costa Del Mar Rd
You can change this area Engineer:AK Project ID:
using the "Settings" menu item Project Descr:(N) Wall Opening
and then using the "Printing &IC>Title Block" selection.
Title Block Line 6 Printed:15MAR 2016,2:55PM
Wood Column ...
File =U:kakadliengsharedk2100 Costa Del Marfyg#906t6-.2110coeita del mar....4091.3(16Ndsle4.
ENER0ACD.4ICI'190.1016,200:6:{6.2.18Ser:6:16.2.28.
Lic. #:KW-06002938 Licensee :DUNN SAVOIE INC. STRUCTURAL ENGINEERS
Description :NORTH POST FOR HEADER OPT 16X6
Code References
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Analysis Method :Allowable Stress Design Wood Section Name 6x6
End Fixities Top & Bottom Pinned Wood Grading/Manuf.Graded Lumber
Overall Column Height 8.0 ft Wood Member Type Sawn
(Used for non-slender calculations)Exact Width 5.50 in Allow Stress Modification Factors
Wood Species Douglas Fir -Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0
Wood Grade No.2 Area 30.250 in^2 Cf or Cv for Compression 1.0
Fb -Tension 750.0 psi Fv 170.0 psi Ix 76.255 inA4 Cf or Cv for Tension 1.0
Fb -Compr 750.0 psi Ft 475.0 psi ly 76.255 inA4 Cm :Wet Use Factor 1.0
Fc -Prll 700.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0
Fc -Perp 625.0 psi Chi:FlatUse Factor 1.0
E :Modulus of Elasticity ...x-x Bending y-y Bending Axial Kf :Built-up columns 1.0 NDS 15.3
Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr :Repetitive ?No (non-glb of
Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns :
X-X (width) axis :Fully braced against buckling along X-X Axis
Y-Y (depth) axis :Unbraced Length for X-X Axis buckling =8.0 ft, K =1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included :52.433 lbs *Dead Load Factor
AXIAL LOADS ...
HEADER: Axial Load at 8.0 ft, Xecc =0.920 in,0 =4.584, Lr =2.468, L =3.084 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =0.6236 :1 Maximum SERVICE Lateral Load Reactions ..
Load Combination +D+0.750Lr+0.750L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp + Myy, NDS Eq. 3.9-3 Top along X-X 0.07349 k Bottom along X-X 0.07349 k
Location of max.above base 7.946 ft Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial 8.80 k for load combination :niaApplied Mx 0.0 k-ft
Applied My 0.6662 k-ft Along X-X 0.04842 in at 4.671 ft above base
Fc :Allowable 594.87 psi for load combination :+0+0.750Lr+0.750L+H
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =0.01630 :1 Bending Compression Tension
Load Combination +D+0.750Lr+0.750L+H
Location of max.above base 8.0 ft
Applied Design Shear 4.157 psi
Allowable Shear 170.0 psi
Maximum Reactions Note: Only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
•
Load Combination @ Base @ Top @ Base @ Top @ Base
+D+L+H 0.073 -0.073 k k 7.720 k
+D+Lr+H 0.068 -0.068 k k 7.104 k
D Only 0.044 -0.044 k k 4.636 k
Lr Only 0.024 -0.024 k k 2.468 k
L Only 0.030 -0.030 k k 3.084 k
._,---------.-------
Title Block Line 1 Project Title:2100 Costa Del Mar Rd
You can change this area Engineer:AK Project ID:
using the "Settings" menu item Project Descr:(N) Wall Opening
and then using the "Printing &it
Title Block" selection.
Title Block Line 6 Printed. 15 MAR 2016,2:56PM
Wood Column File =U:\alcadhemIshared12100 Costa Del MarFo8NGIcalc18;2199c001adePnai40.19.n.4143ds,:eck,
'ENERC4tak1.983411010110.182.18.Ver!6:16.228Lic. #:KW-06002938 Licensee :DUNN SAVOIE INC. STRUCTURAL ENGINEERS
Description :SOUTH POST FOR HEADER OPT 16X6
Code References
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used :ASCE 7-10
General Information
Analysis Method :Allowable Stress Design Wood Section Name 6x6
End Fixities Top & Bottom Pinned Wood Grading/Manuf.Graded Lumber
Overall Column Height 8.0 ft Wood Member Type Sawn
( Used for non-slender calculations )Exact Width 5.50 in Allow Stress Modification FactorsWood Species Douglas Fir -Larch
Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.0
Area 30.250 ine2 Cf or Cv for Compression 1.0Fb-Tension 750.0 psi Fv 170.0 psi lx 76.255 inA4 Cf or Cv for Tension 1.0
Fb -Compr 750.0 psi Ft 475.0 psi ly 76.255 ine4 Cm :Wet Use Factor 1.0Fc -PM 700.0 psi Density 31.20 pcf Ct :Temperature Factor 1.0Fc-Perp 625.0 psi Cfu :Flat Use Factor 1.0
E :Modulus of Elasticity ...x-x Bending y-y Bending Axial Kf :Built-up columns 1.0 NDS 15 3.
Basic 1,300.0 1,300.0 1,300.0 ksi Use Cr :Repetitive ?No (non-glb of
Minimum 470.0 470.0 Brace condition for deflection (buckling) along columns :
X-X (width) axis :Fully braced against buckling along X-X Axis
Y-Y (depth) axis :Unbraced Length for X-X Axis buckling =8.0 ft, K =1.0
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included :52.433 lbs *Dead Load Factor
AXIAL LOADS ...
HEADER: Axial Load at 8.0 ft, Xecc =0.920 in, D =6.194, Lr =3.745, L =3.596 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =0.9406 :1 Maximum SERVICE Lateral Load Reactions ..
Load Combination +D+0.750Lr+0.750L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp + Myy, NDS Eq. 3.9-3 Top along X-X 0.09525 k Bottom along X-X 0.09525 k
Location of max.above base 7.946 ft Maximum SERVICE Load Lateral Deflections ...At maximum location values are ...Along Y-Y 0.0 in at 0.0 ft above baseApplied Axial 11.752 k for load combination :n/aApplied Mx 0.0 k-ft
Applied My 0.8910 k-ft Along X-X 0.06475 in at 4.671 ft above base
Fc :Allowable 594.87 psi for load combination :+D+0.750Lr+11750L+H
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =0.02180 :1 Bending Compression Tension
Load Combination +D+0.750Lr+0.750L+H
Location of max.above base 8.0 ft
Applied Design Shear 5.560 psi
Allowable Shear 170.0 psi
Maximum Reactions Note: Only non-zero reactions are listed.
X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
Load Combination @ Base @ Top @ Base @ Top @ Base
+D+L+H 0.094 -0.094 k k 9.842 k
+D+Lr+H 0.095 -0.095 k k 9.991 k
D Only 0.059 -0.059 k k 6.246 k
Lr Only 0.036 -0.036 k k 3.745 k
L Only 0.034 -0.034 k k 3.596 k