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HomeMy WebLinkAbout2335 VIA FRANCISCA; ; CBC2018-0090; Permit(?ityof Carlsbad Commercial Permit Print Date: 03/13/2019 Permit No: CBC2018-0090 Job Address: 2335 Via Francisca Permit Type: - BLDG-Commercial Work Class: Repair Status: Closed - Finaled Parcel No: 1672504400 Lot #: Applied: 02/15/2018 Valuation: $85,000.00 Reference #: Issued: 03/11/2019 Occupancy Group: Construction Type: Permit Finaled: #Dwelling Units: Bathrooms: Inspector: Bedrooms: Orig. Plan Check #: Final Plan Check #: Inspection: 3/13/2019 316:57PM Project Title: Description: - THE RESERVE: BLDG 19 REPAIRS TO STAIRS AND EXTERIOR ENTRY DECKS Applicant: Owner: Contractor: MUSSER ARCHITECTS D P CARLSBAD MAGNIFICA INVESTORS LP D P GRUNDCO MARK CARNIGHAN . AIRPORT HOSPITAL WAY INVESTORS LP C/O 3190 Airport Loop Dr, F DECRON PROPERTIES CORP 24372 Vanowen St Costa Mesa, CA 92626-3421 West Hills, CA 91307-2800 714-241-8944 6222 Wilshire Blvd,Unit 400 818-805-9150 LOS ANGELES, CA 90048 BUILDING PERMIT FEE ($2000+) . $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 92008-7314 1 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov (city of Carlsbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 email: buildingcallsbadca.gov 75 Plan Check Noco ig. Est. Value 0 6, Plan Ck. Deposit Date L— ILA 035 'IA FRAM 4 17 - - -. CT/PROJECT U LOT U PHASE U U OF UN1S U BAThROOMS TENANT mISINesS NAME CONSTR. TYPE 0CC. GROUP I I I INSEDROOMS I IY-A pta I DESCRIPTION OF WORM Include Square Feet oMffectedAAa(.) P15MO 4j40 SPAts'. OF EI1'/H9 7II- MTR.Y CI Fo,2. 3 0642y '''" 1MS7'ZL.' s r,Ja EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS (SF) FIREPLACE AIR CONDITIONING FIRE SPRINKLERS 1"A.Armolv T I YESD. N YES [:]No I YESONOIg APPI.ICANT NAME SOMEONE PiIwvCenMot T1L0 ARCHIVEC21S I PROPERTY OWNER NAME DOW ayo 10 0pg,2.r ADDRESS ADDRESS 319r 0 AJRPcQr M. s..'n F 13&P1 "t CITY STATE ZIP C5rA 7'rEA CITY STATE ZIP 1- AN&EI-00 411A PHONE FAX PHONE FAX 114 2't1 't4' .3;Z3 166411c) EMAIL EMAIL N VH1 4J' o rf cHrrec.t .c.i N (gAwAOo a PM-Rolm . -cI( DESIGN PROFESSIONAl. CONTRACTOR BUS. NAME 1LSE6_,&1Ecr en ___ ________________ ADDRESS ADDRESS '31q0 A1IPolt.T 1-ocP 7227 Ou,no&dL Ave S 3 CITY STATE ZIP CIVISM MArik CA A6.2 46 ôU4Pr CITY STATE ZIP PiqPL (! 9/ô PHONE FAX PHONE FAX ii Z'ti ge EMAIL EMAIL tI4pJu.J4 . t4t'4 mEr . aD Iii &) uAAp. STATE UC. U STATE UC.0 CLASS CITy BUS. UC.# ------------- IC-16,ASt --- I Workers' Conipenutton Declaration: I hereby aflin'n undarpenallyof perjury one of The following declarations: I have and will maintain a certificate olconseatto sell4nsureforworkers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ave and will malntaln workers' compensation, as niquipil by Section 37000f 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. SrA6 S. FUA1 I) Policy No. ______ ge> Expiration Date section need not be completed if the permit is throne hundred dollars ($100) or less. Certificate of Exemption: I certity 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 untawhil, and shall subject an employerto criminal penalties and civil fines up to one hundred thousand dollars (&100.000) In addition to the cost of compensation, damages as provided for In Section 3706 of the Labor cede, Interest and attom We fees. Af CONTRACTOR SIGNATUR5..-T--..,>, J3AEIIT DATE I hereby an that lam exempt from Contractor's License Low for thefollowrng reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is 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, 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 far such projects with contractor(s) licensed pursuant to the Contractor's License Law). [J lam exempt under Section _Business and Professions Code for this reason: 1.1 personallyplan to provide the major labor and materials fOr construction of the proposed property improvement Dyes [)io 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. 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): 5.1 will provide some of the work, bull have contracted (hired) the following persons to provide the work indicated (include name/address/phone hype of work): .PROPERTY OWNER SIGNATURE []AGENT DATE ØIPZS 4RIUT(T J,/2P 7 I 1iil- - C) (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 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant too civil penalty of not more than five hundred dollars ($500)). i. i7I003 ?O®() O®(D 00?0a 013,000@ 9@00090 0S1 Is the applicant er 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 dpplicant 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 Cl 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. (®O®() 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 O®? 090(7O®I) I certify that I have read the application and state thattheabove information isconectand thatthe Information onthe plans isaccurate. I agree tocompIywith all Ckyordinances State laws reIatingto building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CRY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 5' deep and demolition or construction of sbuctures over 3stories in height EXPIRATION: Every permit issued by the Building Official under the provisions of this Code strait expire by limitation and become nut and void if the building or work authorized by such permit is not commenced within 180 days from the date ofsuch pemt or work authorized by such permitissuspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). .APPLICANT'S SIGNATU am Kc ( DATE - ii- 1? Perthit Type: BLDG-Commercial Application Date: 02/15/2018 Owner: D P CARLSBAD MAGNIFICA INVESTORS LP 0 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: 2335 Via Francisca Carlsbad, CA 92008-6824 IVR Number: 9572 Scheduled Actual Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete Date Start Date 0311312019 03113/2019 BLDG-14 085859.2019 Passed Andy Krogh Complete FramelSteellBoltingl Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Inspection completed with permit Yes #cbra2018-0155, see attached picture BLDG-Final 085858.2019 Passed Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Plumbing Final No BLDG-Structural Final Yes BLDG-Electrical Final Yes March 13, 2019 Page lofl ) EsGil A SAFEbui1tCompany DATE: 2/27/2018 U APPLICANT JURISDICTION:, CARLSBAD 9IS. PLAN CHECK #.: CBC2018-0090 SET: I PROJECT ADDRESS: 2335 VIA FRANCISCO BLDG. 19 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. The check list transmitted herewith is for your information. The plans are being held at EsGil until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil staff did not advise the applicant that the plan check has been completed. Eli EsGil staff did advise the applicant that the plan check has been completed. Person Telephone #: Date contacted: -1yi ) Email: Mail Telephone Fax "-If{Prson 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 CBC20 18-0090 2/27/2018 [DO NOT PAY— THIS IS NOTANINVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK #.: CBC2018-0090 PREPARED BY: Bert Domingo DATE: 2/27/2018 BUILDING ADDRESS: 2335 VIA FRANCISCO BLDG. 19 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 IfB IBY Ordinance 1997 UBC Building Permit Fee 1997 UBC Plan Check Fee V Type of Review: El Complete Review El Repetitive Fee El Other I Repeats El Hourly EsGil Fee El Structural Only Hr. © * I $560.581 I $364.38 I I $319.531 Comments: In addition to the above fee, an additional fee of $ is due ( hour@ $ /hr.) for the CalGreen review. Sheet 1 of 1 ESI Job No. 17-S007 3821 Harbor Blvd. Suite 125 Santa Ana, CA 92704-6924 714.557.8590 714.557.5530 fax Structural Calculations The Reserve at Carlsbad- Building#19 CBC2OI8®9° 2335 VIA FRANCISCA THE RESERVE: BLDG 19 REPAIRS TO STAIRS AND EXTERIOR ENTRY DECKS 1672504400 211512018 CBC20I 8-0090 Date 2/12/2018 Submitted to: Mark Camighan Airport Loop Dr Costa Mesa, CA 92626 tREQ These calculations are reproduced here only for 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, we: stamp, and signature are unauthorized and cannot be used for any purpose. Computations involvingscientific principle only serve as a guide for the experienced engineer and to assist in molting engineering decisions. The final design is reflected only in the construction documents. ENGLEKIRK STRUCTURAL ENGINEERS Los Angeles Orange County Honolulu Guam TABLE OF CONTENT Load Criteria I 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 lb V2 27'-1 1 27/32" 28-3 27/32" BUILDING NO. 19-T r - - - - - - - - - - - I I I I I I I j D ----------------------------- - -- - - - - - - - I z 0: z -j 5 Title Block Line 1 Project Tide: You can change this area Engineer Project ID: using the 'Settings' menu itern Project Descr and then using the 'Printing & Title Block' selection. Title Block Line 6 Printed 12 FEB 2018, 8:40AM Wood Beam - Ale-RUU8K11-Dc7A4Yc-BwSu(FtBwSuxF4Ec6 - - ENERC, INC. 19816, 8u11d:6.16.6.7, Ver.6.16.6.7 I 111151111F.'MA1,001 oil M2 Description: CATWALK W82 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 1,800.0 ksi Fc - Pril 1,650.0 psi Eminbend - xx 950.0ksi 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 1,100.0 psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling II 0(0.08) L(0.265) 6.7506.5 Span = 28.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load D = 0.080, L = 0.2650, Tributary Width = 1.0 ft DESIGN SUMMARY 'Maximum Bending Stress Ratio = 0.62e I Maximum Shear Stress Ratio Section used for this span 6.75x16.5 Section used for this span fb : Actual = I ,372.40psi fv : Actual FB : Allowable = 2,193.60p5i Fv : Allowable Load Combination 4O4+1-1 Load Combination Location of maximum on span = 14.250ft Location of maximum on span Span # where maximum occurs = Span #1 Span # where maximum occurs 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 0.226:1 6.75x16.5 = 59.93 psi = 265.00 psi 4O4t+H = 27.148 ft = Span #1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr Cm C t CL Moment Values M tb Pb V Shear Values fv 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 40414H 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 404Lr4H 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 0.116 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 +04S4H 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 9090.750Lr40.750L4H 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 ..0'0.750L*0.750S41 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =28.50ft 1 0.440 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 Title Block Line 1 Project Tide: You can change this area Engineer Project ID: using the 'Settings' menu ftem Project Descr and then using the 'Printing & Title Block' selection. Title Block Line 6 Pnnted: 12FEB 2018, 8:40AM A1 -;, vvOO earn ENERCALC INC 1983.2016 8uiId61667 Ver61667 Lic. Licensee lU1[ciI1Il Description: CATWALK WB2 23.75ft long Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FIV C i Cr Cm C t CL M tb Pb V fv F'v 4D4W9H 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 4040.70E4H 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 4040.750Lr4O.750L40.750W4f 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =28.50ft 1 0.316 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 4040.750L40.750S40.750W+H 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 28.50ft 1 0.316 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 4040.75OLr40.750L40.5250E#I 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =28.50ft 1 0.316 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 4040.750L40.750S40.5250E+H 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 28.50ft 1 0.316 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+W.H 0.914 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 28.50 It 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 40.60D40.70E4H 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 OvôrIt Maximum Deflections Load Combination Span Max. '-' Dell Location in Span Load Combination Max. '' DeS 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 0 Only 1.140 1.140 4.916 4.916 4041J4H 1.140 1.140 40454H 1.140 1.140 9040.750Lr40.750L*l 3.972 3.972 4O40.750L40.750S41 3.972 3.972 1.140 1.140 4040.70E4H 1.140 1.140 4040.750Lr4O.750L40.750W#I 3.972 3.972 9090.750L40.750S90.750W*I 3.972 3.972 4040.750Lr40.750L40.5250E4H 3.972 3.972 O90.750L40.750S40.5250E4H 3.972 3.972 40.60D+W4H 0.684 0.684 40.60D40.70EH 0.684 0.684 DOnly 1.140 1.140 Lr Only L Only 3.776 3.776 S Only W Only E Only H Only 0 Only 1.140 1.140 4.916 4.916 404J4H 1.140 1.140 40964H 1.140 1.140 4040.750Lr90.750L*l 3.972 3.972 4040.750L40.750S4fl 3.972 3.972 404W4H 1.140 1.140 4040.70E9H 1.140 1.140 '040.750Lr40.750L40.750W4H 3.972 3.972 Applied Loads Uniform Load: D = 0.0750, L = 0.250, Tributary Width = 1.0 It DESIGN SUMMARY Maximum Bending Stress Ratio = 0.6121 Section used for this span 3.5x12 fb : Actual = 1,485.71 psi FB : Allowable = 2,400.00 psi Load Combination 404'l-I Location of maximum on span = 8.000ft Span # where maximum occurs = Span #1 Maximum Deflection 3.5x12 Span = 16.0 ft Service loads entered. Load Factors will be applied for calculations. .1r1I.] Maximum Shear Stress Ratio = 0.307 :1 Section used for this span 3.5x12 fv:Actual = 81.33 psi Fv : Allowable = 265.00 psi Load Combination 404L4H Location of maximum on span = 15.007 It Span # where maximum occurs = Span #1 Title Block Line 1 You can change this area using the 'Settings' menu ifem and then using the 'Printing & Title Block selection. Project Title: Engineer Project ID: Project Descr: Pnnted: 12 FEB 20% 8:41AM Wood Beam File = R:1U8K11-D\C7A4YC-RBWSUXF-68WSUXF-6.EC6 vw - ENERCALC, INC. 1983-2016, Build:6.16.6.7, Vec6.16.6.7 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 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 - 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 1,100.0psi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O.075) L(0.25) 'I Max Downward Transient Deflection 0.409 in Ratio = 469 "=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.123 in Ratio = 1565>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C C FN C 1 Cr Cm C t CL Moment Values M lb Pb V Shear Values fv Pv 0 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 40414H 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 9094J4H 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 0.114 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#1 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 0.124 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 4040.750Lr40.750L*H 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 0.400 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 4040.750L90.750S9H 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 6 Title Block Line 1 Project Title: You can change this area Engineer Project ID: using the 'Settings' menu Rem Project Descr: and then using the 'Printing & Title Block' selection. Title Block Line 6 Printed. 12 FEB 2018, 8:41AM vwOO d B file R:1U8K11DC7A4Ycfl9WsUXfBWSUXf4Eca earn . ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver6.16.6.7 Description: Stair-Floor WB1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C CL M lb Pb V Iv Pv 404W411 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 = 16.0 It 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 4040.750Lr40.750L40.750W4H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0ft 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 4040.750L40.750S40.750W4H 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 .D40.750Lr0.750L40.5250E#1 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 4040.750L40.750S+0.5250E4H 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 0.313 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 90.60D4W4H 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 0.054 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 40.60D40.70E+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 Overall Maximum Deflections Load Combination Span Max. '- Dell Location in Span Load Combination Max. 'i' Dell 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 404L4H 2.600 2.600 40+Lr4H 0.600 0.600 40484H 0.600 0.600 l090.750Lr40.750L1.H 2.100 2.100 4D0750L40.750S#i 2.100 2.100 40+W4H 0.600 0.600 4040.70E#I 0.600 0.600 1340.750Lr90.75OL90.75OW4H 2.100 2.100 4040.750L40.750S-+0.750W41 2.100 2.100 4040.75OLr40.750L40.5250E#1 2.100 2.100 40+0.750L40.750S40.5250E4H 2.100 2.100 40.60D4W4H 0.360 0.360 40.60D40.70E+H 0.360 0.360 D Only 0.600 0.600 Lr Only L Only 2.000 2.000 S Only W Only E Only H Only D Only 0.600 0.600 40+L4H 2.600 2.600 404114H 0.600 0.600 0.600 0.600 4040.750Lr40.750L4H 2.100 2.100 4040.750L40.750SIH 2.100 2.100 9D+W4H 0.600 0.600 *Q.0.70E41 0.600 0.600 '040.750Lr.0.750L40.750W4H 2.100 2.100 Title Block Une 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 Printed: 12 FEB 2018, 8:42AM Wood Beam:. File= ftl1U8K11-DC7A4YC-RBWSUXF-6BWSUXF4EC6 ENERCALC, INC. 1983-2016, Bui!d:6.16.6.7, Ver.6.16.7 Description : Stair Support W83 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 1,800.0ksi Fc - Pril 1,650.0 psi Eminbend - xx 950.0ksi Wood Species : DF/DF Fc - Pep 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 L(2) 0(1.6)1(4) 5.12502 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D=1.0, L=2.ok@1.oft Point Load: D=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 = 0.7621 Maximum Shear Stress Ratio Section used for this span 5.125x12 Section used lbr this span fb : Actual = 1,829.92 psi Iv : Actual FB : Allowable = 2,400.00 psi Fv : Allowable Load Combination 404.+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 7)p--,ion C = 0.582:1 5.125x12 = 154.27 psi = 265.00 psi +D+L4H = 0.000ft = Span #1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.164 in Ratio = 730 >=360 0.000 in Ratio = 0<360 0.063 in Ratio = 1907>=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 it M V C C FN C i Cr Cm C t CL M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length =10.oft 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 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 4041J'+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0ft 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 40+$4f 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 4040.750Lr40.750L*i 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 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. Tifie Block Line 6 Prfnted 12 FEB 2018, 8:42AM :Wood Beam,, File= R-.~IU8KIl-MC7A4YC-PBWSUXF-MBWSUXF4.EC6 ... ....... ENERCALC, INC. 1983-2016,Build:6.16.6.7,Ver6.16.6J Lic. #: KW-06009801 ui*h C1I.1I.1. Description: Stair Support W83 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 F'v 040.750L40.750S4H 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 40+W4+4 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 4040.70E+H 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 4040.750Lr40.750L40.750W4H 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 4040.750L40.750540.750W+H 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 D0.750Lr40.750L40.5250E*l 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 9040.750L40.750S40.5250E+H 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 40.600+W4+I 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. '-' Dell Location in Span Load Combination Max. 'i' Dell Location in Span LOnIy 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 404141 6.665 5.385 404Lr4H 1.940 1.460 9DS4H 1.940 1.460 4040.750Lr90.750L4H 5.484 4.404 4040.750L40.750S41 5.484 4.404 4D4W4H 1.940 1.460 4040.70EH 1.940 1.460 4040.750Lr40.750L40.750W#I 5.484 4.404 4040.750L40.750S40.750W441 5.484 4.404 '040.750Lr40.750L40.5250E41 5.484 4.404 4040.7501-40.750540.5250E4H 5.484 4.404 .0.60D+W#I 1.164 0.876 40.60D40.70E44 1.164 0.876 D Only 1.940 1.460 Li Only L Only . 4.725 3.925 S Only W Only E Only. H Only D Only 1.940 1.460 4041441 . 6.665 5.385 1.940 1.460 40+S4H 1.940 1.460 4040.750Lr40.750L441 5.484 4.404 +040.750L40.750S41 5.484 4.404 40+W4H 1.940 1.460 4040.70E#1 1.940 1.460 4040.750Lr40.750L40.750W#I 5.484 4.404 Title Block Line 1 Project Tile: 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 PWnted: 12 FEB 2018, 8:42AM Wood: CÔlumfl: File = R:%1LJ8K11-DIC7A4YC-ABWSUXF-QBWSUXF4EC6 I ENERCALC, INC. 1983.2016,Build:6.16.6.7,Vei6i&6.7 Description: TYPICAL 8X8 POST Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 General lflfOrmátion - Analysis Method: Allowable Stress Design Wood Section Name 8x8 End Fbdties Top & Bottom Pinned Wood Grading!Manuf. Southern Pine Overall Column Height 10.0 It 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 or Cv for Bending 1.0 Wood Grade No.1 Area 64.0 inA2 CforCv for Compression 1.0 Fb - Tension 1,200.0 psi Fv 170.0 psi lx 341.333 mM Cf or Cv for Tension 1.0 Flo - Compr 1,200.0 psi Ft 825.0 psi y 341.333 mM Cm: Wet Use Factor 1.0 Fc - Pril 1,000.0 psi Density 31.20 Pd Ct: Temperature Factor 1.0 Fc - 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 15.3.2 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 Y-Y 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. Axial48ending Stress Ratio = 0.1850 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination 40+L+H Top along Y-Y 0.0 k Bottom along V-V 0.0 k 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 V-V 0.0 in at 0.0 ft above base Applied Axial 11.839k for load combination: n/a Applied Mx Applied My 0.0 k-ft 0.0 k-ft Along X-X 0.0 in at 0.0 It above base Fc: Allowable 1,000.0 psi f or load combination: nla Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio = 0.0 :1 Bending Compression Tension Load Combination 40.60040.70E*l Location of max.above base 10.0 ft 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 0.0 ft 0.0 PASS 10.0 ft 404L4H 1.000 1.000 0.1850 PASS 0.0 ft 0.0 PASS 10.0ff +lJ4.r+H 1.250 1.000 0.03548 PASS 0.0 ft 0.0 PASS 10.0ff +D+S+H 1.150 1.000 0.03857 PASS 0.0 ft 0.0 PASS 10.0ff +0+0.750Lr40.750L+H 1.250 1.000 0.1199 PASS 0.0 ft 0.0 PASS 10.0ff fO4O.750L40.750S+H 1.150 1.000 0.1303 PASS 0.0 It 0.0 PASS 10.0ft +13+W+H 1.600 1.000 0.02772 PASS 0.0 It 0.0 PASS 10.Oft -+040.70E4H 1.600 1.000 0.02772 PASS 0.0 It 0.0 PASS 10.0111 +040.75OLrI0.750L-,0.750W41 1.600 1.000 0.09364 PASS 0.0 It 0.0 PASS 10.0ff 4040.750L40.750S40.750W4H 1.600 1.000 0.09364 PASS 0.0ff 0.0 PASS 10.0ff +D'0.750Lr40.750L40.5250E+H 1.600 1.000 0.09364 PASS 0.0ff 0.0 PASS 10.0ff 4040.750L40.750S40.5250E4H 1.600 1.000 0.09364 PASS 0.0ff 0.0 PASS 10.0 ft 10 Tile Block Line I Project Tide: You can change this area Engineer Project ID: using the Settings' menu item Project Descr: and then using the 'Printing & Tide Blocks selection. Tide Block Line 6 Printgd: 1Z FEB 2018. 8:42AM I! Wood: Column, Rle .. ENERCALc, INC. 1983.2016,Build:6.16.6.7,Ver6.16.6.7 IU:VIDIID1MIi t.Mu[U1I1 Description: TYPICAL 8X8 POST Lád:COmbiñatiofl Reult Load Combination Maximum Axial + Bending Stress Ratios C D C p Stress Ratio Status Location Maximum Stress Ratio Shear Ratios Status Location 40.60D+W#1 1.600 1.000 0.01663 PASS O.oft 0.0 PASS 10.0 ft +0.60D40.70E#1 1.600 1.000 0.01663 PASS 0.0 ft 0.0 PASS 10.0 ft MaximumFeaCtions Note: Only non-zero reactions are listed. X-X Axis Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base D Only k k 2.839 k 4D414H It k 11.839k k k 2.839 k 40+S+H k k 2.839 k 1040.75OLr-+0.750L-fH k k 9.589 k D0.750L40.750S4H k k 9.589 k DW4H It It 2.839 k 4O.O.7OE*l k k 2.839 It -+040.750Lr40.750L40.750W-.11 k It 9.589 k 1040.750L40.750S40.750W41 It k 9.589 k +Oi0.750Lr40.750L40.5250E4H k k 9.589 k -'D40.750L40.750S40.5250E.H k k 9.589 k 40.60D+W441 k It 1.703 k 40.60D-.O.70E*l k k 1.703 k O Only k It 2.839 k LrOnly k It k LOnly k It 9.000k SOnly k k It WOnly k k k EOnly k k k HOnly k It k D Only k k 2.839 k 40144H k k 11.839k 40+Lr4F1 It k 2.839k K k 2.839 k O40.750Lr40.750L+H k k 9.589 k *O-+0.750Li0.750S-'+I k k 9.589 k -+O+W4I k k 2.839 k 4040.70E-*I k k 2.839 k sO-+0.750Lr40.750L40.750W41 k k 9.589 k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft LrOnly 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 It 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 Une I You can change this area using the 'Settings' menu Rem and then using the 'Printing & Title Block' selection. Title Block Une 6 WoOd Column iitJEsIsIs20* Description : TYPICAL 8X8 POST Sketches V C 0 40 Project Title: Engineer: Project ID: Project Descr: intod 12 FEB 2018, 8:42AM File = R:t1U8K11-EC7A4YC-FlBWSUXF-6lBWSUXF-6.EC6 ENERCALC, INC. 1983-2016, 8u11d:6.16.6.7, Vei6.16.6.7 11Mk 8x8 8.0 in Loads are total entered value. Arrows do not reflect absolute direction. 12 Title Block Line 1 You can change this area using the'Settings" menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer Project ID: Project Descr i we blOCK une o Pflnted: 12 FEB 201e, 8:43AM Steel, B File ftlU8K1l-DC7A4YC-FiBWSUXF-6rBWSUXF-6.EC6 1111 Lee, earn ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver6.16.6.7 Description: BLDG 16 STAIR STRINGER 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 Fy: Steel Yield: 36.0 ksi E: Modulus: 29,000.0 ksi Span = 19.0 ft C10x15.3 Applied LoadS Service loads entered. Load Factors will be applied fOr calculations. Beam self weight NOT internally calculated and added Uniform Load: D = 0.130, L = 0.250 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY :1 Section used for this span C10x15.3 Mu : Applied 25.090 k-ft Mn * Phi: Allowable 42.930 k-ft Load Combination +1.20D+0.50Lr+1.60L+1.60H Location of maximum on span 9.500ft Span # where maximum occurs Span #1 Maximum Deflection Maximum Shear Stress Ratio = 0.113:1 Section used for this span C10x15.3 VU: Applied 5.282 k Vn Phi: Allowable 46.656 k Load Combination +1.20D-0.50Lr+1.60L+1.60H Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 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 4 M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi4Vnx +1.40D Dsgn. L = 19.00 ft 1 0.191 0.037 8.21 8.21 47.70 42.93 1.00 1.00 1.73 51.84 46.66 +1.20D40.50Lr+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'0.50S+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 +1.200+1.6OLr4O.50L 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 +1.20D+1.60Li.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 +1.20D.0.50L+1.60S Dsgn. L = 19.00 ft 1 0.295 0.057 12.68 12.68 47.70 42.93 laD 1.00 2.67 51.84 46.66 +1.20D+1.605+0.80W 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 +1.20D40.50lj4O.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 +1.2OD40.50L.0.50S+1.60W 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+0.20S+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 4090D+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 40.90DE+1.60H Dsgn. L= 19.00 ft 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 Line 1 Project Tide: You can change this area Engineer: Project ID: using the 'Settings' menu item Project DeSCC and then using the 'Printing & Title Block' selection. Title Block Une 6 Punted: 12 FEB 2018, &43AM Ste el Bea'' - File R:lU8Kll-D\C7A4YC--F\BWSUXF-6BWSUXF-6.EC6 ' - ENERCALC. INC. 1983-2016, Built 6.16.6.7, Ver.6.16.6.7 IUT!WiYEuItaIII!3-1sI Licensee Description: BLDG 16 STAIR STRINGER Overall Maxiriiüm Dëflectiàns Load Combination Span Max. '- Defi Location in Span Load Combination Max. '+' Defi Location in Span L Only 1 0.3773 9.554 0.0000 0.000 Vertical ReaôtioñS 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 DOnly 1.235 1.235 +0414H 3.610 3.610 40#IJ4H 1.235 1.235 1.235 1.235 4040.750Lr4O.750L.H 3.016 3.016 .O-'0.750L0.750SH 3.016 3.016 40+W4H 1.235 1.235 .0.0.70Ei+l 1.235 1.235 4040.750Lr40.750L40.750W4H 3.016 3.016 4040.750L40.750540.750W4H 3.016 3.016 4040.75OLr40.750L40.5250E4H 3.016 3.016 4040.750L40.750S40.5250E+H 3.016 3.016 40.60D+W9H 0.741 0.741 .0.6OD.0.70E#I 0.741 0.741 DOnly 1.235 1.235 Lr Only L Only 2.375 2.375 S Only W Only E Only H Only O Only 1.235 1.235 40414H 3.610 3.610 .D4.r-.H 1.235 1.235 9D469H 1.235 1.235 +040.750Lr40.750L1H 3.016 3.016 4040.750L40.750S*I 3.016 3.016 40+W4H 1.235 1.235 4040.70E9H 1.235 1.235 4040.750Lr-.0.750L90.750W4H 3.016 3.016 14 FOUNDATION DESIGN CORNER FOOTING F3 TRIB =21 'I2X5'I2 = 26.25 SF TOTAL DL= 30X2 =6OPSF TOTAL LL= 100X2= 200PSF TOTOAL TOTOAL = 260PSF PDL= 60X26.25 = 1,575# PLL= 200X26.25 = 5,250# P1= 6,825# 3'X3' FOOTING CAPACITY = 3X3X1500 = 13,500# OK MINUM REINFORCING = .0018X18"X36" = 1.16 IN -> 4#5 TYPICAL FOOTING F3A CATWALK TRIB = 42'/2X5'I2 = 52.5 SF TOTAL DL = 30X 2 = 60PSF TOTAL LL= 100X2= 200PSF PDL= 60X52.5 = 3,200# PL= 200X52.5 =10,500# PT. 13,700# STAIR TRIB =I 0'/2X5/2 = 12.5 SF TOTAL DL = 30X 2 = 60PSF TOTAL LL= 100X2= 200PSF PD =60X12.5= 750# PLL= 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'X5'I8= 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) = 7.03X121(0.9X0.9X60KSI) = 1.7 IN (MINIMUM GOVERNS) 15