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Home My WebLink About2325 VIA CLEMENTE; ; CBC2018-0091; Permit(city of Carlsbad Commercial Permit Print Date: 03/13/2019 Job Address: 2325 Via Clemente Permit Type: BLDG-Commercial Work Class: Repair Status: Parcel No: 1672504400 Lot #: Applied: Valuation: $86,000.00 Reference U: Issued: Occupancy Group: Construction Type: Permit Finaled: U Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check U: Final Plan Check U: Inspection: Project Title: Description: THE RESERVE: BUILDING 9 REPAIRS TO STAIRS AND EXTERIOR ENTRY DECKS Permit No: CBC2018-0091 Closed - Finaled 02/15/2018 03/11/2019 3/13/2019 3:15:12PM Applicant: Owner: Contractor: MARK CARNIGHAN D P CARLSBAD MAGNIFICA INVESTORS LP D P GRUNDCO 3190 Airport Loop or AIRPORT HOSPITAL WAY INVESTORS LP C/O Costa Mesa, CA 92626-3421 DECRON PROPERTIES CORP 24372 Vanowen St 714-241-8944 West Hills, CA 91307-2800 6222 Wilshire Blvd, Unit 400 818-805-9150 LOS ANGELES, CA 90048 BUILDING PERMIT FEE (52000+) $565.48 BUILDING PLAN CHECK FEE (BLDG) $395.84 5B1473 GREEN BUILDING STATE STANDARDS FEE $4.00 STRONG MOTION-COMMERCIAL $24.08 Total Fees: $989.40 Total Payments To Date: $989.40 Balance Due: $0.00 Please take NOTICE that approval of your project includes the "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. 1635 Faraday Avenue, Carlsbad, CA 92008-73141760-602-2700 1 760-602-8560 f 1 www.carlsbadca.gov 0 HEALTH 0 HAZMATIAPCD (city of Carlsbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: building@carlsbadca.gov www.carlsbadca.gov Plan Check No. fflcaol l~-001 I Plan Ck. Deposit Date ,nur .wn r flynn. .--m0•.0 rout WE JUICUIICU ICuC, 2Mo RPts. o Ex577H c 7' A- C E.ict-!o- M 712.Y gECI 14$14L4— NEW S EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITiONING FIRE SPRINKLERS 1"AATWf0N -r YES N YES EINO YES(J NO APPUCANT NAME PiInuvCan9t ML# 'ROPERTY OWNER NAME QNzAa#4 JoRoPAXPAO ADDRESS 310 AJatpbr s.o 0g. 5'r1E F ADDRESS NUKI '3u* 'too CITY STATE ZIP 71,EA CITY STATE ZIP PHONE FAX PHONE FAX TI4 19dtf ST It 323S5 1994DC> EMAIL EMAIL ii v4H G. MCKrrtC.t& . N &AW,&Oo . pEc.Roi C-C6( DESIGN PROFESSIONAL t1cEi ARarEc-r CONTRACTOR BUS. NAME -t' u ' ADDRESS ADSS , CITY STATE ZIP C#vso. HWA CA q A6.9 6 CITY STATE ZIP Q4ut&4 (' 4 q1365 PHONE FAX PHONE IFAX -711- AAtl am EMAIL EMAIL 4p.H1.kAJ4 e. ft flllecrs. 'a.I( l5T ..... STATEUC.# — - -- -- __, I S CITY !uc.# Workers' Compensation Declaration: I hereby affirm under penalty of pe4urj one of the ftwingaations I have and will maintain a certificate of consent to self4nsure for worked compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. have and wIN maintain workers' compensation, as required by,Section 3700 of the Labor Code, for the performance of the work for which this pemtitis issued. Mywodrers' compensation insurance carrier and policy number am:Insurance Co. _5Tfti (La&,.sjrtia.__/'4. 4I,J4 Policy No. /5(,()2_I) Expiration Date S / section need not be completed if the permit is throne 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 poison 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 teen. hundred thousand dollars (9100,000) In addition to the cost of compensation, damages as provided for In Sedan 3706 of the Labor code, Interest and aflemeye fees. CONTRACTOR SIGNATURE AGENT DATE - fl I hereby affrm that! am exempt from Conbwcto,'s License Law for the followingreasan: [J 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 said 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, an 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). [J Ian exempt under Section Business and Professions Code for this reason: 1.1 personally plan to provide the major labor and materials for construction of the proposed property improvement DYes Eo 2.1 (have/have not) signed an application fora building permit for the proposed work. 3.1 have contracted with the following person (firm) to provide the proposed construction (include name address /phone/contractors' license number): 4.1 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): 5.1 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): .'PROPERTY OWNER SIGNATURE - - -_____ DAGENT DATE LA)19 5 ,.EHAT(.-1 I IS., Xit It /(rn-2i f - IMAO-LO 5 160::)-a IOCrO — (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500)). 1'i'K.CO MP ENSATION a - 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 25534.0f 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? DYes 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. LEN DING A G E rii V I hereby affirm that there is a construction tending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lende?s Name Lenders Address - LAPPLICANT CERTIFICATION -- I certifythatl have read the application and state thatthe above information iscorrectand that the information on the plans isaccurate. I agree to complywith all City ordinances and State laws ietatingtobulldingconstruction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE dIV OF 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 An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void If the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at any time alter the wart is commenced for period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATU - DATE Periiit Type: BLDG-Commercial Application Date: 02/15/2018 Owner: D P CARLSBAD MAGNIFICA INVESTORS LP D P AIRPORT HOSPITAL WAY INVESTORS LP C/O DECRON PROPERTIES CORP Work Class: Repair Issue Date: 03/11/2019 Subdivision: PARCEL MAP NO 13126 Status: Closed - Finaled Expiration Date: 09/09/2019 Address: 2325 Via Clemente • - Carlsbad, CA 92008-6804 IVR Number: 9574 Scheduled Actual Inspection Type Inspection No. • Inspection Status Primary Inspector Reunspectuon Complete Date Start Date 0311312019 0311312019 BLDG-14 085855-2019 Passed Andy Krogh Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item, COMMENTS Passed BLDG-Building Deficiency Inspections completed with permit Yes #cbra2018-0153, picture attached BLDG-Final 085854-2019 Passed • Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Structural Final Yes BLDG-Electrical Final Yes March 13, 2019 Page 1 of I Es Gil A SAFEbuiLt'Company DATE: 2/27/2018 U APPLICANT RIS. JURISDICTION: :CARLSBAD PLAN CHECK#.: CBC2018-0091 SET:I PROJECT ADDRESS: 2325 VIA CLEMETE BLDG 9 PROJECT NAME: DEMO/REPAIR EXISTG EXTERIOR STAIRS AND DECKS FOR DECRON PROPERTIES The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. LI The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. LI The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. LI EsGil staff did advise the applicant that the plan check has been completed. Person contacted._—. Telephone #: Date contacted: : Email: Mail Telephone Fax In e son LI REMARKS: By: Bert Domingo Enclosures: EsGil 2/20/2018 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD CBC2018-0091 2/27/2018 (DO NOT PAY— THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0091 PREPARED BY: Bert Domingo DATE: 2/27/2018 BUILDING ADDRESS: 2325 VIA CLEMETE BLDG 9 BUILDING OCCUPANCY: R 2 BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) CTY ESTIMATE 86,000 Air Conditioning Fire Sprinklers TOTAL VALUE 86,000 Jurisdiction Code ICB IBY Ordinance I 1997 UBC Building Permit Fee V 1997 usc Plan Check Fee V Type of Review: LI Complete Review LI Structural Only I $560.581 I $364.38 I Ej Repetitive Fee 1V I Repeats LI Other LI Hourly Hr. @ * EsGil Fee Comments: in addition to the above fee, an additional fee of$ is due - $ /hr.) for the CalGreen review. Sheet 1 of 1 Structural Calculations The Reserve at Carlsbad- Building#9 Date 2/12/2018 Submitted to: Mark Camighan Airport Loop Dr Costa Mesa, CA 92626 These calculations are reproduced here onlfor submittal to the governing building authority to assist in obtaining a building permit. Any reproduction or distribution is expressly forbidden. Any calculations without a cover sheet, wet stamp, and signature are unauthorized and cannot be used for any purpose. Computations involving scientific principle only sen'e -a guide for the experienced engineer and to assist in maldng engineering decisions. The final design is reflected only in the construction documents. ,OF Ar OF To OFCALIF ESI Job No. 17-S007 ENGLEKIRK STRUCTURAL ENGINEERS Los Angeles 3621 Harbor Blvd. Orange County Suite 125 Honolulu Santa Ana, CA 92704-6924 Guam 714.557.8590 714.557.5530 fax c6c, IS4W 0091 TABLE OF CONTENT Load Criteria Catwalk Beam (28') 4 Catwalk Beam (16') 6 Stair Support Beam 8 10 Typical Post 12 Stair Stringer 13 Foundation 15 LOAD CRITERIA MINIMUM LOADS PER ASCE7-10 BUILDING CODE CBC 2016 WOOD DESIGN CODE-NDS 2012 LIVE LOADS = 100 PSF @ EXITS AND STAIRS LIVE LOADS =40 PSF @ UNITS FLOOR DEAD LOAD =30 PSF WB2 WB2 rxx xx In-s % - Ia a a a • / xx)•. ( 27'-1 1 27/32" J. LØ 28'-3 27/32" WB2 16 I/2 BUILDING NO. 19-1 r -----------1 I I I I I I I I I - -- ii -------------- ------- ----------0- --ri -- *K I Ir""" BUILDING No. 0(0.08) L(0.265) Span = 28.50 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.226:1 6.75x16.5 = 59.93 psi = 265.00 psi +D+L4H 27.148 ft = Span #1 Tide Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings menu item Project Descr and then using the Printing & Title Block selection. Title Block Line 6 Pñnte 12 FEB 2018, 40AM 'AIoI Bea'" - . - FileR:lU8Kll-D\C7A4YC-R8WSUXF-61BWSUXF-6.EC6 -• ENERCALC, INC. 1983-2016, Build:6.16.6J. Ver6.16.6.7 Description: CATWALK WB2 23.75ft long CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 1,850.0 psi Ebend- xx 1 ,800.Oksi Fc - Pril 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend-yy 1,600.0ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Applied Loads Uniform Load : .0 = 0.080, L = 0.2650, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.626t 1 Section used for this span 6.75x16.5 lb : Actual = 1,372.40 psi FB : Allowable = 2,193.60 psi Load Combination 4O4t+H Location of maximum on span = 14.250ft Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.870 in Ratio = 393 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.263 in Ratio = 1302>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t CL M lb Pb V (V PV D Only 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.161 0.058 0.90 0.914 1.00 1.00 1.00 1.00 1.00 8.12 318.24 1974.24 1.03 13.90 238.50 4044_#H 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.626 0.226 1.00 0.914 1.00 1.00 1.00 1.00 1.00 35.03 1,372.40 2193.60 4.45 59.93 265.00 40+IJ+H 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =28.501t 1 0.116 0.042 1.25 0.914 1.00 1.00 1.00 1.00 1.00 8.12 318.24 2742.00 1.03 13.90 331.25 +0464H 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.126 0.046 1.15 0.914 1.00 1.00 1.00 1.00 1.00 8.12 318.24 2522.64 1.03 13.90 304.75 4040.750Lr40.750L4H 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.404 0.146 1.25 0.914 1.00 1.00 1.00 1.00 1.00 28.30 1,108.86 2742.00 3.60 48.42 331.25 .O.0.750L40.750S41 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.440 0.159 1.15 0.914 1.00 1.00 1.00 1.00 1.00 28.30 1,108.86 2522.64 3.60 48.42 304.75 4 Tide Block Line 1 Project Tide: You can change this area Engineer Project ID: using the Settings' menu item Project Descr: and then using the Printing & Title Block selection. Title Block Line 6 PWntet 12 FEB 2018, 8:40AM wd 2earn .. . - ENERcALC INC 1983-2O16Budd6 1667 VJr61667 Description: CATWALK W82 23.75ft long Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C1 Cr Cm C It CL M lb Pb V fv F'v +D+W4H 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 28.50ft 1 0.091 0.033 1.60 0.914 1.00 1.00 1.00 1.00 1.00 8.12 318.24 3509.76 1.03 13.90 424.00 4040.70E41 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.091 0.033 1.60 0.914 1.00 1.00 1.00 1.00 1.00 8.12 318.24 3509.76 1.03 13.90 424.00 4040.750Lr+0.750L40.750W41Hf 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.316 0.114 1.60 0.914 1.00 1.00 1.00 1.00 1.00 28.30 1,108.86 3509.76 3.60 48.42 424.00 4040.750L40.750S40.750W4H 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.316 0.114 1.60 0.914 1.00 1.00 1.00 1.00 1.00 28.30 1,108.86 3509.76 3.60 48.42 424.00 040.750Lr40.750L40.5250E4l 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.316 0.114 1.60 0.914 1.00 1.00 1.00 1.00 1.00 28.30 1,108.86 3509.76 3.60 48.42 424.00 4040.750L40.750S40.5250E4H 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.316 0.114 1.60 0.914 1.00 1.00 1.00 1.00 1.00 28.30 1,108.86 3509.76 3.60 48.42 424.00 0.60D+W4H 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.50 ft 1 0.054 0.020 1.60 0.914 1.00 1.00 1.00 1.00 1.00 4.87 190.94 3509.76 0.62 8.34 424.00 40.60D40.70E*l 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 28.50ft 1 0.054 0.020 1.60 0.914 1.00 1.00 1.00 1.00 1.00 4.87 190.94 3509.76 0.62 8.34 424.00 Overall Maximum Deflections Load Combination Span Max. -' Dell Location in Span Load Combination Max. W Dell Location in Span LOnly 1 0.8699 14.354 0.0000 0.000 Vertical Reactions support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.916 4.916 Overall MiNimum 0.684 0.684 DOnly 1.140 1.140 4041.4H 4.916 4.916 +041r.H 1.140 1.140 40+S41 1.140 1.140 4090.750Lr40.750L#1 3.972 3.972 4040.750L40.750S41 3.972 3.972 *D*W*H 1.140 1.140 4040.70E4H 1.140 1.140 4040.750Lr40.750L40.750W4H 3.972 3.972 4040.750L40.750S40.750W9H 3.972 3.972 +040.750Lr+0.750L40.5250E#1 3.972 3.972 9040.750L40.750540.5250E4H 3.972 3.972 40.60D+W4H 0.684 0.684 .0.60D.0.70E*l 0.684 0.684 DOnly 1.140 1.140 LrOnly L Only 3.776 3.776 S Only W Only E Only H Only DOnly 1.140 1.140 40411+1 4.916 4.916 40+IJ4H 1.140 1.140 40484H 1.140 1.140 4040.750Lr40.750L#I 3.972 3.972 .040.750L40.750S9H 3.972 3.972 40+W+H 1.140 1.140 4040.70E4H 1.140 1.140 9040.750Lr40.750L40.750W4H 3.972 3.972 5 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Wood Beam Description: Stair-Floor WB1 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set ASCE 7-10 Material Properties Project Title: Engineer: Project ID: Project Descr: Pñnted: 12 FEB 2018, 8:41AM ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination ASCE 7-05 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Pill 1,650.0 psi - Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O.0754L(0.25) 3.5x12 Span = 16.0 ft Applied Loads Uniform Load: 0 = 0.0750, L = 0.250, Tributary Width = 1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. De-ion C ;Maximum Bending Stress Ratio = 0.61 I Section used for this span 3.5x12 lb : Actual = 1,485.71 psi FB : Allowable = 2,400.00psi Load Combination 404t+H Location of maximum on span = 8.000ft Span # where maximum occurs = Span #1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.307:1 3.5x12 = 81.33 psi = 265.00 psi +D+L4H = 15.007 ft = Span #1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.409 in Ratio = 469 "=360 0.000 in Ratio = 0<360 0.123 in Ratio = 1565>=180 0.000 in Ratio 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M v Cd C FN C 1 Cr Cm C t CL M lb Pb V fv Fv D Only 0.00 0.00 0.00 0.00 Length =16.oft 1 0.159 0.079 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.40 342.86 2160.00 0.53 18.77 238.50 404..+M 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 It 1 0.619 0.307 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.40 1,485.71 2400.00 2.28 81.33 265.00 4044J4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.114 0.057 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.40 342.86 3000.00 0.53 18.77 331.25 -'O+S*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 16.0 ft 1 0.124 0.062 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.40 342.86 2760.00 0.53 18.77 304.75 -O0.75OLr40.750L#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.400 0.198 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.40 1,200.00 3000.00 1.84 65.69 331.25 .+D*0.750L40.750Si+l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.435 0.216 1.15 1.000 1.00 1.00 1.00 1.00 1.00 8.40 1,200.00 2760.00 1.84 65.69 304.75 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr and then using the 'Printing & Title Blok' selection. Title Block Line 6 Pdnted: 12 FEB2018, 8:41AM Wood Beam - I ENERCALC, INC. 1902016, Build:6.16.6.7, Ver6.16.6.7 I IUT!WfIIfsb1l:IsI Licensee Description: Stair-Floor WBI Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C j Cr Cm C It CL M lb Pb V IV Fir 404W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.089 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.40 342.86 3840.00 0.53 18.77 424.00 4040.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.089 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.40 342.86 3840.00 0.53 18.77 424.00 4040.750Lr40.750L40.750W#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 16.Oft 1 0.313 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.40 1,200.00 3840.00 1.84 65.69 424.00 4D40.750L40.7505+0.750W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.313 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.40 1,200.00 3840.00 1.84 .65.69 424.00 4040.750Lr40.750L40.5250E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.313 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.40 1,200.00 3840.00 1.84 65.69 424.00 4040.750L90.750590.5250E9H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.oft 1 0.313 0.155 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.40 1,200.00 3840.00 1.84 65.69 424.00 40.60D+W.H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.054 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.44 205.71 3840.00 0.32 11.26 424.00 40.60D40.7OE4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.054 0.027 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.44 205.71 3840.00 0.32 11.26 424.00 Overall Maximum Deflections Load Combination Span Max. '-" Defi Location in Span Load Combination Max. "+' Defi Location in Span L Only 1 0.4087 8.058 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.600 2.600 Overall MiNimum 0.360 0.360 D Only 0.600 0.600 10914H 2.600 2.600 .D.lr+H 0.600 0.600 0.600 0.600 .040.750Lr40.750L41 2.100 2.100 O40.750L40.750S#1 2.100 2.100 'D+W911 0.600 0.600 4040.70E4H 0.600 0.600 4040.750Lr40.750L40.750W#I 2.100 2.100 D0.750L40.750S40.750W4H 2.100 2.100 '040.750Lr90.750L40.5250E*f 2.100 2.100 4040.750L40.750S40.5250E4H 2.100 2.100 40.60D+W4F1 0.360 0.360 40.60D40.70E4H 0.360 0.360 D Only 0.600 0.600 LrOnly L Only 2.000 2.000 S Only W Only EOnly H Only D Only 0.600 0.600 2.600 2.600 +D+I.r'H . 0.600 0.600 O4S*I 0.600 0.600 4040.750Lr+0.750L4H 2.100 2.100 O+0.750L40.750S*4 2.100 2.100 40+W-+H 0.600 0.600 9040.70E4H 0.600 0.600 4040.750Lr+0.750L40.750W4H 2.100 2.100 7 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the 'Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. I me atocic une o Printed: 12 FEB 2018. 8:42Nd Wood Bea" - - Ale R1U8K11-DC7A4YC-FBWSUXF-618WSUXF-6.EC6 I - ENERCAIC. INC. 1983-2016 Build:6.16.6.7. Ver6.16.6.7 Description: Stair Support WB3 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Basticity Load Combination ASCE 7-05 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - PrIl 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade :24F - V4 Fv 265.0 psi Eminbend - yy 850.0 ksi Ft 1,100.opsi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 11)L(2) D(1.6)L(4) 5.125x12 ........................................ Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: 0=1.0, L=2.ok@1.oft Point Load: 0=1.60, L=4.ok@6.oft Uniform Load: D = 0.080, L = 0.2650, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.762 T Maximum Shear Stress Ratio Section used for this span 5.125x12 Section used Ibr this span fb : Actual = 1,829.92 psi fv : Actual FB : Allowable = 2,400.00 psi Fv : Allowable Load Combination 4)+L+H Load Combination Location of maximum on span = 5.985ft Location of maximum on span Span # where maximum occurs = Span #1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.164 in Ratio = 730 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.063 in Ratio = 1907>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 E)t'sinn C = 0.582:1 5.125x12 = 154.27 psi = 265.00 psi 0+Li4-1 = 0.000ft = Span #1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span# Max Stress Ratios M V C C FN C Cr Cm C t CL Moment Values M tb Pb V Shear Values fv F'v 0 Only 0.00 0.00 0.00 0.00 Length= 10.0 It 1 0.235 0.190 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.19 506.66 2160.00 1.86 45.39 238.50 404.441 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 It 1 0.762 0.582 1.00 1.000 1.00 1.00 1.00 1.00 1.00 18.76 1,829.92 2400.00 6.33 154.27 265.00 +04114+1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 10.0 It 1 0.169 0.137 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.19 506.66 3000.00 1.86 45.39 331.25 +O4S*H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 It 1 0.184 0.149 1.15 1.000 1.00 1.00 1.00 1.00 1.00 5.19 506.66 2760.00 1.86 45.39 304.75 '040 75OLr+O 750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 It 1 0.500 0.384 1.25 1.000 1.00 1.00 1.00 1.00 1.00 15.37 1,499.11 3000.00 5.21 127.05 331.25 8 Title Block Une I - - Project Title: You can change this area Engineer Project ID: using. the se1t1ngsu menu item Project Descr: and then using the Punting & Title Block selection. I iue Dluuc uiie Q Punted: 12 FEB 2018, 8:42AM Wood Beam . File ftlU8K11-DC7A4YC-FtBWSUXF-6BWSUXP-6.EC6 I. ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver6.16.6.7 I Lic. Licen -ENsee Description: Stair Support W83 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M lb Pb V fv Fir '040.750L40.750541 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.543 0.417 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.37 1,499.11 2760.00 5.21 127.05 304.75 .04W#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.oft 1 0.132 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.19 506.66 3840.00 1.86 45.39 424.00 4040.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.132 0.107 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.19 506.66 3840.00 1.86 45.39 424.00 .040.750Lr40.750L90.750W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.390 0.300 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.37 1,499.11 3840.00 5.21 127.05 424.00 4040.750L40.750S90.750W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.390 0.300 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.37 1,499.11 3840.00 5.21 127.05 424.00 90.0.750Lr40.750L40.5250E#f 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.390 0.300 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.37 1,499.11 3840.00 5.21 127.05 424.00 4040.750L40.750S90.5250E41 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.390 0.300 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.37 1,499.11 3840.00 5.21 127.05 424.00 40.60D+W#1 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.079 0.064 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.12 304.00 3840.00 1.12 27.24 424.00 40.60D40.70E4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.079 0.064 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.12 304.00 3840.00 1.12 27.24 424.00 Overall Maximum Deflections. Load Combination Span Max. "- Deft Location in Span Load Combination Max. "+ Deft Location in Span LOnly 1 0.1643 5.146 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.665 5.385 Overall MiNimum 1.164 0.876 D Only 1.940 1.460 O4L#1 6.665 5.385 4041(9H 1.940 1.460 404S+H 1.940 1.460 9040.750Lr40.750L#1 5.484 4.404 +D90.750L40.750S#1 5.484 4.404 40+W#I 1.940 1.460 4040.70E4$ 1.940 1.460 4040.750Lr40.750L40.750W#1 5.484 4.404 4040.750L40.750S40.750W4H 5.484 4.404 *040.750Lr40.750L40.5250E#I 5.484 4.404 4040.750L40.750S0.5250E*I 5.484 4.404 40.60D+W4H 1.164 0.876 .0.60D.0.70E41 1.164 0.876 D Only 1.940 1.460 Lr Only L Only 4.725 3.925 S Only W Only E Only H Only D Only 1.940 1.460 40414H 6.665 5.385 404.r+H 1.940 1.460 40+S#f 1.940 1.460 4040.750Lr0.750L#I 5.484 4.404 4040.750L40.750541 5.484 4.404 90+W4I 1.940 1.460 4040.70E41 1.940 1.460 040.75OLr40.750L40.750W4H 5.484 4.404 Title Block Une I Project Title: You can change this area Engineer: Project ID: using the 'Settings menu Rem Project Descr: and then using the'Printing & Title Blok' selection. Title Block Line 6 Punted: 12 FEB 2018, 8:42AM Wood Column File: - ENERcALc, INC. 1902016, Build:6.16.6.7, Ver.6.16.6.7 KW-06009801 Licensee : ENGLEKIRN Description: TYPICAL 8X8 POST Code References: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 General InformatiOn Analysis Method: Allowable Stress Design Wood Section Name 8x8 End Fixities lop & Bottom Pinned Wood GradinglManuf. Southern Pine Overall Column Height 10.0 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 8.0 in Allow Stress Modification Factors Wood Species Douglas Fir - Larch Exact Depth 8.0 in Cf orCv for Bending 1.0 Wood Grade No.1 Area 64.0 inA2 Cf orCv for Compression 1.0 Fb - Tension 1,200.0 psi Fv 170.0 psi Ix 341.333 mM Cf or Cv for Tension 1.0 Fb-Compr 1,200.0 psi Ft 825.0 psi ly 341.333 mM Cm: Wet Use Factor 1.0 Fc - Pill 1,000.0 psi Density 31.20 Ct: Temperature Factor 1.0 Fc - Perp 625.0 psi Clii: Flat Use Factor 1.0 E : Modulus of Elasticity... x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive? No Minimum 580.0 580.0 Brace condition for deflection (buckling) along columns: X-X (width) axis: Fully braced against buckling along X-X Axis Y-Y (depth) axis: Fully braced against buckling along V-V Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 138.667 lbs * Dead Load Factor AXIAL LOADS... Axial Load at 10.0 ft, D = 2.70, L = 9.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial-iBending Stress Ratio = 0.1850 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination .+O-+1._-i.H Top along V-V 0.0 k Bottom along Y-Y 0.0 It Governing NDS Forumla Comp Only, fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 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 11.839k for load combination: n/a Applied Mx 0.0k4t Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 1,000.0 psi f or load combination: n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.0:1 Bendina Compression Tension Load Combination .e0.60040.70E+H Location of max.above base 10.0 It Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location DOnly . 0.900 1.000 0.04928 PASS 0.0ft 0.0 PASS 10.oft +D4t+H 1.000 1.000 0.1850 PASS 0.0ft 0.0 PASS 10.0ft -+O+Lr+H 1.250 1.000 0.03548 PASS 0.0 ft 0.0 PASS 10.0ft +1J+S+H 1.150 1.000 0.03857 PASS 0.0 ft 0.0 PASS 10.0ft +040.750LF-+O.750L+H 1.250 1.000 0.1199 PASS 0.0 ft 0.0 PASS 10.0 ft +D'0.750L40.750S4H 1.150 1.000 0.1303 PASS 0.0 ft 0.0 PASS 10.0ft +D+W41 1.600 1.000 0.02772 PASS 0.0 ft 0.0 PASS 10.0ft +O.0.70E41 1.600 1.000 0.02772 PASS 0.0 ft 0.0 PASS 10.0 ft +Q40.750Lr40.750L40.750W41 1.600 1.000 0.09364 PASS 0.oft 0.0 PASS 10.0ft +D40.750L40.750S40.750W41 1.600 1.000 0.09364 PASS 0.0 ft 0.0 PASS 10.oft 4040.750Lr40.750L40.5250E4H 1.600 1.000 0.09364 PASS 0.0 ft 0.0 PASS 10.0ft -iO-i0.750L-i0.750S-i0.5250E-iH 1.600 1.000 0.09364 PASS 0.0ft 0.0 PASS 10.0ft 10 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the Settings' menu itn Project Descr and then using the"Printing & Title Blo& selection. Title Block Line 6 Panted: 12 FEB 2018. 8:42AM Wood lUUUU' od Co" File = R.1U8K11-D1C7A4YC-FtBWSUXF-6%BWSUXF-6 EC6 VU -..-. - ENERCALC, INC. 1983.2016,Bujd:6.16.6.7,Ver6.16.67 I : KW-06009801 Licensee : ENGLEKIRK Description: TYPICAL 8X8 POST Load CornbinatiOn ReSultS Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C0 C p Stress Ratio Status Location Stress Ratio Status Location -I0.60D+W4fl 1.600 1.000 0.01663 PASS 0.0 ft 0.0 PASS 10.0ft 40.60040.70E4H 1.600 1.000 0.01663 PASS 0.0 ft 0.0 PASS 10.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base DOnly k k 2.839k 40+14H k k 11.839k *0*Ir*I k k 2.839k 404S+H k k 2.839k 4040.750Lr40.750L#1 k k 9.589 k O+0.750L.0.750S*l k k 9.589 k +D+W4I k k 2.839 It 040.70E*I k k 2.839 k 4040.75OLr-*0.750L40.750W#1 k k 9.589 k 00.750L40.750S40.750WsH k k 9.589 k *040.750Lr40.750L40.5250E#i It k 9.589 k -f0-+0.750L40.750S40.5250E*H k k 9.589 k 40.60D+W*I k k 1.703 k '0.60D.0.70E*I k k 1.703 k DOnly k k 2.839k LrOnly k It k L Only It It 9.000 k SOnly k k It WOnly k k It EOnly k It k HOnly k k k D Only k k 2.839 k 4041*I k k 11.839k #D4r*I k k 2.839 k k k - 2.839k '040.750Lr40.750L*I It k 9.589 k O4O.750L40.750S4I k k 9.589 k k k 2.839 k 4040.70E+H k k 2.839 k +040.750Lr-.0.750L40.750W*I k k 9.589 k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance 0 Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 11 Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block selection. Title Block Line 6 Wood: Column ITiWAASI.!III*IIi Description: TYPICAL 8X8 POST Sketches Y Project Title: Engineer Project Descr: Project ID: INC. Printed: 12 FEB 2018, 8:42AM ISUaBWSUXF-6Ec6 8uild:6.16.6.7, Ver.6.16.6.7 x 88 8.0 In Loads are total entered value. Arrows do not reflect absolute direction. 12 flUe Block Line 1 You can change this area using the 'Settings' menu Rem and then,using the 'Printing & Title Block' selection. Title Block Line 6 I Steel Beam Description: BLDG 16 STAIR CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing: Beam is Fully Braced against lateral-torsional buckling Bending Axis: Major Axis Bending Project Tulle: Engineer: Project ID: Project Descr PIinted 12 FEB 20% 8:43PM INC. 1983.2016, Buitd:6.16.6.7. Ver6.16.6.7 Fy: Steel Yield: 36.0 ksi E: Modulus: 29,000.0 ksi 11025 V. Span = 19.0 ft CIO,15.3 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: 0 = 0.130, L = 0.250 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.584: 1 Maximum Shear Stress Ratio = ____ 0.113 :1 Section used for this span C1Ox15.3 Section used for this span C10x15.3 Mu : Applied 25.090 k-ft Vu : Applied 5.282 k Mn * Phi : Allowable 42.930 k-ft Vn * Phi: Allowable 46.656 k Load Combination +1.20040.50Lr+1.60L+1.60H Load Combination +1.200+0.50Lr+1.60L+1.60H Location of maximum on span 9.500ft Location of maximum on span 0.000 It Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.377 in Ratio = 604 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.196 in Ratio = 1162 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations ______________________________ Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx +1.40D Dsgn. L = 19.00 It 1 0.191 0.037 8.21 8.21 47.70 42.93 1.00 1.00 1.73 51.84 46.66 +1.200.0.5QLr+1.60L+1.60H Dsgn. L= 19.00 It 1 0.584 0.113 25.09 25.09 47.70 42.93 1.00 1.00 5.28 51.84 46.66 +1.20D+1.60L*0.505+1.60H Dsgn. L= 19.00 It 1 0.584 0.113 25.09 25.09 47.70 42.93 1.00 1.00 5.28 51.84 46.66 +1.20D+1.60U.50L Dsgn. L = 19.00 It 1 0.295 0.057 12.68 12.68 47.70 42.93 1.00 1.00 2.67 51.84 46.66 +1.20D+1.60Lr40.80W Dsgn. L = 19.00 It 1 0.164 0.032 7.04 7.04 47.70 42.93 1.00 1.00 1.48 51.84 46.66 +1.2OD.0.50L+1.605 Dsgn. L = 19.00 It 1 0.295 0.057 12.68 12.68 47.70 42.93 1.00 1.00 2.67 51.84 46.66 +1.20D+1.6QS40.80W Dsgn. L = 19.00 it 1 0.164 0.032 7.04 7.04 47.70 42.93 1.00 1.00 1.48 51.84 46.66 +1.2OD40.50Lr4O.50L+1.60W Dsgn. L = 19.00 ft 1 0.295 0.057 12.68 12.68 47.70 42.93 1.00 1.00 2.67 51.84 46.66 +1.20040.50L'0.505+1.6OW Dsgn. L = 19.00 It 1 0.295 0.057 12.68 12.68 47.70 42.93 1.00 1.00 2.67 51.84 46.66 +1.200.0.50L*0.205.E Dsgn. L= 19.00 It 1 0.295 0.057 12.68 12.68 47.70 42.93 1.00 1.00 2.67 51.84 46.66 .0.90D+1.60W+1.60H Dsgn. L = 19.00 It 1 0.123 0.024 5.28 5.28 47.70 42.93 1.00 1.00 1.11 51.84 46.66 40.90D4E+1.60H Dsgn. L= 19.00 It 1 0.123 0.024 5.28 5.28 47.70 42.93 1.00 1.00 1.11 51.84 46.66 13 Title Block Une I You can change this area using the 'Settings' menu item and then using the 'Printing & Title Blok' selection. Project Tile: Engineer Project Descr Project ID: Punted: 12 FEB 2018, 8:43(M S,ee' Beam - File = ft1U8K1i-CC7A4YC-FBWSUXF-61BWSUxF-tEC6 ' U - ENERCALC, INC. 1983-2016, 8uild:6.16.6.7. Ver.6.16.6.7 Description: BLDG 16 STAIR STRINGER Overall Maxithum Déflections Load Combination Span Max. '-' Deft Location in Span Load Combination Max. 'u' Deft Location in Span L Only 1 0.3773 9.554 0.0000 0.000 Vertical Reaôtions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.610 3.610 Overall MiNimum 0.741 0.741 0 Only 1.235 1.235 4041411 3.610 3.610 404Lr4H 1.235 1.235 4045411 1.235 1.235 040.750Lr40.750L#1 3.016 3.016 4040.750L40.750S#I 3.016 3.016 404W4H 1.235 1.235 4040.70E#1 1.235 1.235 4040.750Lr40.750L40.750W4H 3.016 3.016 4040.750L40.750S40.750W41 3.016 3.016 4040.750Lr40.750L40.5250E41 3.016 3.016 4040.750L40.750S40.5250E4H 3.016 3.016 40.6009W411 0.741 0.741 40.6OD40.70E4f 0.741 0.741 DOniy 1.235 1.235 LrOniy L Only 2.375 2.375 S Only W Only E Only H Only Dcnly 1.235 1.235 404141 3.610 3.610 4D4Lr#f 1.235 1.235 4045411 1.235 1.235 4'090.75OLr40.750L41 3.016 3.016 4090.750L40.750S411 3.016 3.016 ..0+W41 1.235 1.235 4.0.70E41 1.235 1.235 4090.750Lr40.750L40.750W411 3.016 3.016 14 FOUNDATION DESIGN CORNER FOOTING F3 TRIB = 2172X572 =. 26.25 SF TOTAL DL = 30X 2 = 60PSF TOTAL LL= 100X2= 200PSF TOTOAL TOTOAL = 260PSF PDL= 60X26.25 = 1,575# PLL= 200X26.25 = 5,250# PT= 6,825# 3'X3' FOOTING CAPACITY = 3X3X1500 = 13,500# OK MINUM REINFORCING = .0018X18"X36" = 1.16 IN -> 4#5 TYPICAL FOOTING F3A CATWALK TRIB = 4272X572 = 52.5 SF TOTAL DL = 30X 2 = 60PSF TOTAL LL= 100X2= 200PSF POL= 60X52.5 = 3,200# PL= 200X52.5 -1O,500# P1= 13,700# STAIR TRIB = 10'I2X5'I2 = 12.5 SF TOTAL DL = 30X 2 = 60PSF TOTAL LL= 100X2= 200PSF P0 =60X12.5= 750# P L= 200X12.5 = 2,500# PT= 3,250# TOTOAL LOAD = 17,000# 2.5'X8' FOOTING CAPACITY = 2.5X8X1 500 = 30,000# OK LONG DIRECTION: MINUM REINFORCING = .0018X18"X30" = 0.97 IN2--> 3#5 SHORT DIRECTION: MINUM REINFORCING = .0018X18"X96" = 3.1 IN2--> 10#5 LONG DIRE. MOMENT = 1500 PSF X 5'X578= 4687 #-FT (SERVICE LEVEL) LONG DIRE. MOMENT = 1.5X 1500 PSF X 5'X5'I8= 7030 #-FT (SERVICE LEVEL) AS = M/(0.9 (D F) = 7.03X12/(0.9X0.9X60KSI) = 1.7 IN' (MINIMUM GOVERNS) 15