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Home My WebLink About2270 AVENIDA MAGNIFICA; ; CBC2017-0281; PermitPrint Date: 09/28/2017 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2270 Avenida Magnifica BLDG-Commercial 1672503800 $280,000.00 City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Commercial Permit www.carlsbadca.gov Work Class: Repair Lot#: Reference#: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Status: Applied: Issued: Finaled: Inspector: Description: THE RESERVE APTS: REPLACE (2) EXTERIOR STAIRWAYS, REPAIR BALCONIES, NEW WATERPROOFING BLDG 4 & 24 Applicant: MARK CARNIGHAN 3190 Airport Loop Dr Owner: Contractor: INTEGRATED SERVICES Permit No: CBC2017-0281 Closed -Finaled 05/31/2017 06/28/2017 AKrog Costa Mesa, CA 92626-3421 714-241-8944 DP CARLSBAD MAGNlFICA INVESTORS LP DP AIRPORT HOSPITAL WAY INVESTORS LP C/0 DECRON PROPERTIES CORP 6222 Wilshire Blvd, Unit 400 LOS ANGELES, CA 90048 1125 Lindero Canyon Rd, AS-143 Westlake Village, CA 91362-5474 951-453-4433 BUILDING PERMIT FEE $2000+ BUILDING PLAN CHECK FEE (BLDG) 581473 BUILDING STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $2,240.90 Total Payments To Date: $2,240.90 Balance Due: 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. $0.00 $1,265.00 $885.50 $12.00 $78.40 THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING 0 ENGINEERING (: 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 JOBADDRESS 22. 70 A"'>15N.DIA MAGN1Flc..A SUITE#/SPACE#/UNITf CT/PROJECT# LOT# PHASE# # OF UNITS # BEDROOMS # BATHROOMS □BUILDING □FIRE □HEALTH 0 HAZMATIAPCD ~7-0251 Est. Value Plan Ck. Deposit SWPPP CONSTR. TYPE OCC. GROUP its Y-A F<.·2 DESCRIPTION OF WORK: lnduH Square Feet of Affected Afea(s) Rt=:P/-AC-E"Ml=tt, oF f=-X.IGT"/116,-~x,E/2.10/J. 5"7Jc>.J(2...NA't5 (;2.)/ f4=:P"""''R. oF 6:< /€, 77 t•u:; ... /3-><7l3 /2.,/0fl.... 15 'XIT 8,c,J..c..o,vt li=S, fiJ: ' HE'W J,,.[A,~f4?/QCJOF hiA. t,.J=, N 6r 5 c.Jt/2. ~ AT B<¥-=te5 EXISTING USE PHONE 7('f EMAIL PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS {SF) ,A.'fp..n;g.-tEH, I-IA HA PROPERTY OWNER NAME FIRE SPRINKLERS YES0N'l0._ ZIPA '"'l 11 ~ <f EMAIL (Sec, 7031.5 Business and P_rofessrons 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 per_m1t to file a s1~ned statement that he is licensed pursuant to the provisions of the Contractor's License Law /Chapter 9, commending with Section 7000 of D1v1s1on 3 of the Business and Professions Code) or that he 1s 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 c1v1I penalty of not more than five hundred dollars {$500}). WORKERS' COMPENSATION Work.en' Compensation Declaration: / hereby affirm under penalty of perjury one of the following cfeclarations: B I have and will maintain a certificate of consent to self-insure for 'Ml~rs• compensation as provided by Section 3700 of the Labor Code, for the pe_rfonnai,ce of the work for which th!s pennit is issued I have and will maintain workers' ~o~ens~on, as required by SecHon 3700 of the .. Labor Code. for the _perfonnance of the "f?_rk fa~~ this pe~i~~-My workers' compensap:m ~U'}QCe cJO:i&Hnd policy numberare:lnsuranceCo. cc\ ____ _ _ _ Polx;yNo.\A,[\olC .)1 (2 t,~~~± ExpiralionDate_~l:)c+/_''2~1-f-c-,/~ I~ ;r._ __ _ J ~, ~ secHon need not be completed if the pennit is for e hund dollars ($100) or less. LJ Certificate of Exemption: I certify that in ormance the 'Mlrk 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 secu 'com nlon_~e is unlawful, and shall subject an employer to crtmlnal penalties and civil fines up to one hundred thousand dollars (&100,000), in f6fln5ectlon 3706 of the Labor code, interest and attorney's fees. □AGENT DATE 6 f ) '}- I hereby affirm tnat I an exempt from Contractor's Ucensa Law for the follolttng reason: □ □ □ f, 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 Contra::tor'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 six:h improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and ProfessiOns Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). I am exempt under Section ____ ~usiness and Professions Code for this reason· 1. I personally plan to provide the ma,:>r labor and materials for construction of the proposed property improvement. OYes Oo 2. I (have/ have not) signed an applicallon for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construcUon (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 ma.Pr work {include name/ address I phone I contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name I address I phone/ type of work): fl:5 PROPERTY OWNER SIGNATURE □AGENT DATE COMPLETE THIS SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY !s the applicant or future building occupant required to submit a business plan, a::utely hazardous matertals registration form or risk maiagement and prevention progran under Secdons 25505, 25533 0t 25534 of the Presley-Tanner Hazan:lous Substance Account Act? □ Yes □ No Is the applicant 0t future building occupant required to obtain a permit from the air pollution control district or air quality management district? □ Yes □ No Is the fa::ility to be constructed within 1,000 feet of the outer boundary of a sct"ool site? □ Yes □ No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES ANO THE AIR POLLUTION CONTROL DISTRICT. I 08ftify that I haw read the appllcatlon and state that the abo¥& lnfonnation is coned; and that the infonnatlon on the plans is accurate. I agieeto comply with all City otdlnanoes and State laws 19iatingto building consbuction. I hereby authcrize rel)'858ntative of the City of Carlsbad to enter upon the atiow mentioned property klr insi:ecti(:n IXJrp:)SeS. I ALSO TO SA VE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST All LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAIN CONSEQUENCE OF THE GRANTING OF TH<S PERMIT. OSHA: An OSHA permit is reQuired for excavatloos over 5'0' deep and demcioon 0t ca,strucoon of stru 1n height EXPIRATION: Every pe1111il issued by !he Building Offcial under the provisKlns of !his Co:le shall Md bocome nua end -00 if the building or wort( authorized by such pem-;t is not oorrmeoced withi"l 180 days from the date ofsudl pemilor ifttlebuilding orwa-k aulhctized by such perm· · al allerlhe work is ccmmenced for a perkxl of 180days (Sec:lion 106.4.4 UrMOITTl Buildi"lg Code). ~ APPLICANT'S siGNATURE /~ A 5 7/ .?ol ' '( , ' ii<s-' ~ , , . ',, .. :,;;· PERMIT INSPECTION HISTOR)',REPORT (CBC2017-0281) Permit Type: BLDG-Commercial Application Date-: Work Class: Repair Issue Date: Status: Closed -Finaled Expiration Date: IVR Number: Actual 05131/2017 0612812017 0310512018 4025 Owne,: DP CARLSBAD MAGNI FICA INVESTORS LP DP AIRPORT HOSPITAL WAY INVESTORS LP C/0 DECRON PROPERTIES CORP Subdivision: CARLSBAD TCT#79-27 Address: 2270 Avenida Magnifica Carlsbad, CA 92008 Scheduled Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Re inspection Complete 08/21/2017 08/21/2017 BLDG-18 Exterior 032284-2017 Partial Pass Andy Krogh Reinspection Incomplete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Partial as noted on card Yes 09/06/2017 09/06/2017 BLDG-18 Exterior 033703-2017 Passed Andy Krogh Complete Lath/Drywall 09/28/2017 09/28/2017 BLDG-Final 036348-2017 Passed Andy Krogh Complete Inspection Checklist Item COMMENTS Passed BLDG-Structural Final Yes . ·--~·-·-·····-·-------------- September 28, 2017 Page 2 of 2 r , . ' PERMIT INSPECTION.HISTORY REPORT (CBC2017-0281) \ ' ' ' Permit Type: BLDG-Commercial Applicatlon Date: 05/31/2017 Owner: DP CARLSBAD MAGNIFICA INVESTORS LP DP AIRPORT HOSPITAL WAY INVESTORS LP C/O DECRON PROPERTIES CORP Work Class: Repair Issue Date: 06/28/2017 Subdivision: CARLSBAD TCT#79-27 Status: Closed -Finaled Expiration Date: 03/05/2018 Address: 2270 Avenida Magnifica Carlsbad, CA 92008 IVR Number: 4025 ··-" ___ ,_ .. ____ Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspectlon Complete ., .. __________ -••-~--••• ,h,O•-••••• •••~ ••-•-•-• ·-·•"'··---,. -----~•---.. ,~•- 07/2112017 07/21/2017 BLDG-11 029405-2017 Passed Paul Burnette Complete Foundation/Ftg/Pier a (Rebar) Checklist Item COMMENTS Passed BLOG-Building Deficiency Yes BLDG-12 Steel/Bond 029406-2017 Passed Paul Burnette Complete Beam Checklist Item COMMENTS Passed BLOG-Building Deficiency Yes 08/01/2017 08/01/2017 BLDG-13 Shear 030249-2017 Failed Paul Burnette Reinspor.t1on Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-14 030260-2017 Partial Pass Paul Burnette Reinspection Incomplete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency tlo 08/03/2017 08/03/2017 BLDG-13 Shear 030628-2017 Passed Paul Burnette Complete Panels/HD (ok to wrap) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-14 030529-2017 Passed Paul Burnette Complete Frame/Steel/Bolting/ Welding (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/04/2017 08/04/2017 BLDG-17 Interior 030745-2017 Passed Paul Burnette Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 08/15/2017 08/16/2017 BLOG-18 Exterior 031729-2017 Partial PaH Paul Burnette Reinspoction Incomplete LathfOrywall Checklist Item COMMENTS Passed BLDG-Building Deficiency t-w September 28, 2017 Page 1 of 2 EsGil Corporation In <Partnership with qo..,ernment for <Bui(tfing Safety DATE: 6/23/2017 □,.APPLICANT ;6 JURIS. JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0281 SET II □ PLAN REVIEWER □ FILE PROJECT ADDRESS: 2270 Avenida Magnifica PROJECT NAME: The Reserve at Carlsbad Decks and Bridges Renovation Bldg. 25 □ □ □ □ □ ~ □ 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. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: ~ -Telephone#: (by:1t2,--) Email: Date contacted: Mail Telephone Fax In Person 0 REMARKS: By: David Yao Enclosures: EsGil Corporation □ GA □ EJ □ MB □ PC 6/19 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 EsGil Corporation In IJ!artnersfiip witfi qovemment for '1Jui(ilin9 Safety DATE: 6/12/2017 JURISDICTION: City of Carlsbad PLAN CHECK NO.: CBC2017-0281 PROJECT ADDRESS: 2270 Avenida Magnifica SET: I D ,,APPLICANT )iS' JURIS. D PLAN REVIEWER D FILE PROJECT NAME: The Reserve at Carlsbad Decks and Bridges Renovation Bldg. 25 D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. D 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. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. D 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: Mark Carnighan D EsGil Corporation staff did not advise the applicant that the plan check has been completed. ~ EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mark Carnighan Date co~cted:\.a'( Q_. (by: r"Q_,Email: {2,dail_.../Telephone Fax In Person 0 REMARKS: Telephone#: 714-241-8944 mcarnighan@musserarchitects.com(?) By: David Yao Enclosures: EsGil Corporation □ GA □ EJ □ MB □ PC 6/2 9320 Chesapeake Drive. Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 City of Carlsbad CBC2017-0281 6/12/2017 PLAN REVIEW CORRECTION LIST MULTI-FAMILY PLAN CHECK NO.: CBC2017-0281 OCCUPANCY: R2 TYPE OF CONSTRUCTION: VA ALLOWABLE FLOOR AREA: SPRINKLERS?: N JURISDICTION: City of Carlsbad USE: apartments ACTUAL AREA: STORIES: 3 HEIGHT: OCCUPANT LOAD: REMARKS: remodel of existing stairways, balcony .. etc DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED:6/12/2017 FOREWORD (PLEASE READ): DATE PLANS RECEIVED BY ESGIL CORPORATION: 6/2 PLAN REVIEWER: David Yao This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2016 edition of the California Building Code (Title 24), which adopts the following model codes: 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2015 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad CBC2017-0281 6/12/2017 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. • PLANS 1. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2016 California Building Code, which adopts the 2015 IBC and the 2014 NEC. 2. 3. • FIRE-RESISTIVE CONSTRUCTION Provide details on the plans for the fire-resistive construction. Include roof/ceiling assemblies, floor/ceiling assemblies, wall assemblies, column and beam assemblies, etc. Be sure to list with each detail the basis of approval (U.L. listing number, ICC research report, etc.). Sheet A-C0.00 shows the type of construction VA. Provide construction detail to show the walkway, beams. columns and stairway is 1 hr construction. (?). Where columns require a fire-resistance rating, the entire column, including its connections to beams or girders, shall be protected. Section 704.2. GENERAL RESIDENTIAL REQUIREMENTS 4. Show locations of permanently wired smoke alarms with battery backup in Group R-2 occupancies as follows (Section 907.2.11.2): a) b) c) Inside each bedroom. On the ceiling or wall outside of each separate sleeping area in the immediate vicinity of bedrooms. In each story within a dwelling unit, including basements. NOTE: Where more than one smoke alarm is required to be installed within a unit, the smoke alarms shall be interconnected in such a manner that the activation of one alarm will activate all of the alarms in the unit. Section 907.2.11.3. City of Carlsbad CBC2017-0281 6/12/2017 5. In dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), show the locations of permanently wired carbon monoxide alarms with battery backup, per Section 420.6: a) Outside each separate sleeping area in the immediate vicinity of the bedrooms. b) On each story, including basements. ♦ NOTE: When more than one carbon monoxide alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. 6. When alterations, repairs or additions are proposed for dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), the dwelling unit shall be provided with carbon monoxide alarms located as required for new dwellings; the carbon monoxide alarms shall be interconnected and hard wired. Exception: Carbon monoxide alarms in existing areas need not be interconnected and hard wired where the alterations or repairs do not result in the removal of interior wall or ceiling finishes exposing the structure, unless there is an attic, crawl space, or basement available which could provide access for hard wiring and interconnection without the removal of interior finishes. Section 420.6. ROOFS/DECKS/BALCONIES 7. Specify on the plans the following information for the deck/balcony surfacing materials, per Section R 106.1.1: a) Manufacturer's name and product name/number. b) ICC approval number, or equal. 8. Specify minimum 1/4 inch per foot roof/deck slope for drainage. Section 1507.10.1. • MISCELLANEOUS LIFE/SAFETY 9. Where columns are required to be fire-resistance rated by any provisions of the code, the entire column shall be provided individual encasement protection on all sides for the full column length. Section 704.2. • STRUCTURAL 10. Balconies and decks shall be designed for 150% of the live load required by Table 1607 .1. CBC Table 1607 .1, as amended by emergency building standards. (60 psf live load. Please check all members) · City of Carlsbad CBC2017-0281 6/12/2017 11. The plans shall indicate that special inspection will be provided for the following work. (Section 107.2) a) Sprayed fire-resistant materials. Special inspection for sprayed fire- resistant materials applied to structural elements and decks should be provided in accordance with Section 1705.14.(if applicable) 12. The calculation (page 5) shows the bridge GLB 1 span 27 feet. The plan appears to not show it. Please note or show on the plan max. span 27 feet. 13. The calculation (page 8) shows stair beam 5.5x12. Which beam is stair beam? No such beam size shown on the plan. (C10x15.2?) 14. The calculation (p.12) shows cat walk 82 is 4x12 span 9 feet. It appears to no such beam shown on the plan. Please clarify. • ADDITIONAL 15. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 16. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: D Yes D No 17. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. 'City of Carlsbad CBC2017-0281 6/12/2017 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PREPARED BY: David Yao PLAN CHECK NO.: CBC2017-0281 DATE: 6/12/2017 BUILDING ADDRESS: 2270 Avenida Magnifica BUILDING OCCUPANCY: BUILDING AREA Valuation Reg. PORTION ( Sq. Ft.) Multiplier Mod. renovation per city Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance Bldg. Permit Fee by Ordinance --~ VALUE Type of Review: □ Complete Review D Structural Only D Repetitive Fee •J Repeats Comments: D Other D Hourly EsGil Fee 1-----IHr @ • ($) 280,000 280,000 $1,265.06! $822.291 $708.431 Sheet 1 of 1 macvalue.doc + Structural Plan Check Corrections Submitted to: Mark Carnighan Airport Loop Dr Costa Mesa, CA 92626 Calculations RECEIVED These calculations are reproduced here 011/y for submiual /0 the governing building authority to assist in obtaining a building permit, Any reproduction or distribution 1s expressly forbidden. Any calculations without a cover sheet, wet stamp. and signature are unauthori::ed and cannot be used for any purpose. Computations involving scientific principle only sen•e as a guide/or 1he experienced engineer and to assist in making engineering decisions. The final design is reflected only in the construct/on documents. ENGLEKIRK & SABOL Consulting Structural Engineers, Inc. Los Angeles Orange County Honolulu Guam The Reserve at Carlsbad- Building#25 Date 6/15/2017 ESI Job No. 17-S007 3621 Harbor Blvd. Suite 125 Santa Ana, CA 92704-6924 714.557.8590 714.557.5530 fax II cACWf7-6281 Responses to Structural Comments • STRUCTURAL 10. Balconies and decks shall be designed for 150% of the live load required by Table 1607.1. CBC Table 1607.1, as amended by emergency building standards. (60 psf live load. Please check all members) Response: All exists (including balconies) and stairs are designed for LL= 100 psf non reducible 11. The plans shall indicate that special inspection will be provided for the following work. (Section 107 .2) a) Sprayed fire-resistant materials. Special inspection for sprayed fire- resistant materials applied to structural elements and decks should be provided in accordance with Section 1705.14.(if applicable) Response: NA 12. The calculation (page 5) shows the bridge GLB 1 span 27 feet. The plan appears to not show it. Please note or show on the plan max. span 27 feet. Response: See revised plans for the beam span called out 13. The calculation (page 8) shows stair beam 5.5x12. Which beam is stair beam? No such beam size shown on the plan. (C10x15.2?) Response: Stair Beams are indicated on Page#2 of Original Gals (Pg# PC-1 of this package) They are GLB headers recieving the C10x at the floor level and at the mid-landing level 14. The calculation (p.12) shows cat walk B2 is 4x12 span 9 feet. It appears to no such beam shown on the plan. Please clarify. Response: Beam in page #12 is 4x12 where actual beam provided is much stronger (GLB 5 1/2"x 12"). See attached page PC-4 showing the capacity of the actual beam which is way higher @ g ~ " ~ • " 0 ~ a i<i 5 w • ~ ~ i J ul (l_ o-~ i •-z ~ • ;. ~ 5 •· • ~ 0 z c , . . - 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 Project Title: Engineer: Proiect Descr: Project ID: Prinlect· 15 JUN 2017. 9.28AM Wood Beam File= R:\1U8K11~DIC7A4YC~F\misc.ec6 ENERCALC, INC. 1983-2016, Build:6,16.6.7, Ver:6.16.6.7 I .t I ' ; I Description: CATWALK GLB1 CODE REFERENCES Calculations per NOS 2012, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Fb -Tension Fb -Compr Fc-Prll 2,400.0 psi 1,850.0 psi 1,650.0 psi E : Modulus of Elasticity Wood Species Wood Grade Beam Bracing : DFIDF Fe-Perp : 24F -V4 Fv Ft Beam is Fully Braced against lateral-torsional buckling D 0.0 L 0.3 ,. 6.75x12 Span= 16.0ft 650.0 psi 265.0 psi 1,100.0psi • Ebend-xx 1,800.0 ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0ksi Erninbend -yy 850.0ksi Density 31.20pcf ' Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.060, L = 0.30, Tributary Width= 1.0 ft DESIGN$UMl',f_fl._RY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.356: 1 6.75x12 853.33psi 2,399.17psi +D+l-e7 8.000ft Span# 1 0.254 in 0.000 in 0.051 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio= Ratio= Ratlo = Ratio= Fv : Allowable Load Combination Location of maximum on span Span #where maximum occurs 754 >=360 0<360 3774>=180 0 <180 Maximum Forces & Stresses for Load Combinations load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm CI CL M fb DOn~ Len9th=16.0ft 0.066 0.033 090 1.000 1.00 1.00 1.00 1.00 1.00 1.92 142.22 ..O+L..f< 1.000 1.00 1.00 1.00 1.00 1.00 Length= 16.0 ft 0.356 0.176 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.52 853.33 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.0ft 0.047 0.024 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.92 142.22 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 16.0 ft 0.052 0.026 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.92 142.22 -+0+0.750Lr.;{).750L +H 1.000 1.00 1.00 1.00 1.00 1.00 Length=16.0ft 0.225 0.112 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.12 675.56 ..0<-0.750L <-0.750S4< 1.000 1.00 1.00 1.00 1.00 1.00 Len9th=16.0ft 0.245 0.121 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.12 675.56 PC-2 Fb 0.00 2159.25 0.00 2399.17 0.00 2998.96 0.00 2759.04 0.00 2998.96 0.00 2759.04 Design OK V 0.00 0.42 0.00 2.52 0.00 0.42 0.00 0.42 0.00 2.00 0.00 2.00 0.176: 1 6.75x12 46.72 psi 265 00 psi +0+l'"7 15.007ft Span# 1 Shear Values Iv 0.00 F'v 0.00 7.79 238.50 000 0.00 46.72 265.00 0.00 0.00 7.79 331.25 0.00 0.00 7.79 304.75 0.00 0.00 36.98 331.25 0.00 0.00 36.98 304.75 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 Beam I .11•;1 Description : CA1WALK GLB1 Load Combination Max Stress Ratios Segment Length Span# M V +O+W+H Length=16.0ft 0.037 0.018 +0<-0.70E-.H Length= 16.0 ft 1 0.037 0.Q18 +0<-0.750Lr<-0.750L <-0.750W-.H Length= 16.0ft 1 0.176 0.087 +0<-0 .750 L <-0. 7 50S<-O. 7 SOW-.H Length= 16.0 ft 1 0.176 0.087 +D+0.750Lr+0.750L +0.5250E+H Length= 16.0 ft 1 0.176 0.087 +0<-0 .750 L <-0 .7 50S<-O .5250E-.H Length=16.0ft 0.176 0.087 <-0.60D+W-.H Length= 16.0 ft 0.022 0.011 <-0.60D<-O. 70E-.H Length= 16.0 ft 1 0.022 0.011 Overall Maximum Deflections Load Combination LOnly Vertical Reactions Load Combination Overall MAXimum Overall MINimum OOnly +O<\.-.H +D+Lr+H +D+S+H +0<-0.750Lr<-O 750L-.H +0<-0.750L <-0.750S-.H +D+W+H +0<-0.70E-.H +0<-0 .750Lr <-0 .750L <-0 .750W-.H +0<-0 .7 SOL <-0. 750S<-O. 750W-.H +0<-0 .750Lr <-0. 750L <-0.5250E-.H +0<-0 .750 L <-0. 750S<-O .5250E-.H +0.60D+W+H <-0.60D<-0.70E-.H DOnly Lr Only LOnly S Only WOnly EOnly H Only DOnft +O<\.-.H +O+Lr+H +D+S+H +0<-0 .750Lr <-0. 750L-.H +0<-0.750L <-0.750S-.H +D+W+H +0<-0.70E-.H -0+0.750Lr+Q.750L+0.750W+H Span 1 Project Title: Project ID: Engineer: ProJect Descr: Printed 15JUN2017, 9·28AM File= R:11U8K11-DIC7A4YC-F\misc.ec6 ENERCALC, INC. 1983-2016, Builci:6.16.6.7, Ver:6.16.6.7 Moment Values Shear Values Cct C FN C; c, Cm Ct CL M tb F'b V Iv F'v 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 100 100 192 142.22 3838.66 0.42 7.79 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 160 1000 100 100 100 100 1.00 1.92 142.22 3838.66 0.42 7.79 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 100 9.12 675.56 3838.66 2.00 36.98 424.00 1000 1.00 1.00 1.00 1 00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.12 675.56 3838.66 2.00 36.98 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1000 1.00 1.00 1.00 1.00 1.00 9.12 675.56 3838.66 2.00 36.98 424.00 1.000 1.00 1.00 100 100 100 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.12 675.56 3838.66 2.00 36.98 424.00 1000 100 100 100 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.15 85.33 3838.66 0.25 4.67 424.00 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.15 85.33 3838.66 0.25 4.67 424.00 Max."-" Defl Location in Span Load Combination Max. • +" Defl Location in Span 0.2543 8.058 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support 1 Support2 2.880 mo 0.288 0.288 0.480 0.480 2.880 2.880 0.480 0.480 0.480 0.480 2.280 2.280 2.280 2.280 0.480 0.480 0.480 0.480 2.280 2.280 2.280 2.280 2.280 2.280 2.280 2.280 0.288 0.288 0.288 0.288 0.480 0.480 2.400 2.400 0.480 0.480 2.880 2.880 0.480 0.480 0.480 0.480 2.280 2.280 2.280 2.280 0.480 0.480 0.480 0.480 2.280 2.280 PC-3 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 Project Title: Engineer: ProJect Descr: ProjectlD: Printed 15JUN2017. 9.30AM Wood Beam File= R:\1U8K11-DIC7A4YC-Flmisc.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 1,11•:1 Description: CATWALK B2 CODE REFERENCES Calculations per NOS 2012, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade : DF/DF : 24F -V4 Fb -Tension Fb-Compr Fe-Prll Fe-Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 001 LOS 6.75x12 Span~90ll 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100psi E: Modulus of Elasticity Ebend-xx Eminbend -xx Ebend-yy Eminbend -yy Density 1800ksi 930ksi 1600ksi 830ksi 31.2pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.10, L = 0.50, Tributary Width= 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0,188: 1 6.75x12 450.00psi 2,400.00psi +D->l+H Maximum Shear Stress Ratio Section used for this span fv: Actual 4 500ft Span# 1 0. 042 in Ratio = 0.000 in Ratio= 0.008 in Ratio= 0. 000 in Ratio = Fv : Allowable Load Combination Location of maximum on span Span# where maximum occurs 2545 >=360 0<360 12725>=180 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cct C FN C; c, Cm Ct CL M lb DOnly length= 9.0 ft 0.035 0.027 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.01 75.00 -O+L->H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 0.188 0.147 1.00 1.000 1.00 1.00 1 00 1.00 1.00 6.08 450.00 -+O+lr-+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 0.025 0.020 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.01 75.00 -0..S->H 1.000 1.00 1.00 1.00 1.00 1.00 Lergth = 9.0 ft 0.027 0.021 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.01 75.00 -+0...0.750Lr+0.750L +H 1.000 1.00 100 1.00 1.00 1.00 Length= 9.0 ft 0.119 0.093 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.81 356.25 +0+0.750L+0.750S+H 1.000 1.00 1.00 1.00 100 1.00 Length= 9.0 ft 0.129 0.101 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.81 356.25 PC-4 F'b 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0.00 3000 00 0.00 2760.00 Design OK V 0.00 0.35 0.00 2.11 0.00 0.35 0.00 0.35 0.00 1.67 0.00 1.67 0.147: 1 6.75x12 39.05 psi 265.00 psi +D->l+H 8.015 ft Span# 1 Shear Values fv 0.00 F'v 0.00 6.51 238.50 0.00 0.00 39.05 265.00 0.00 0.00 6.51 331.25 0.00 0.00 6.51 30475 0.00 0.00 30.92 331.25 0.00 0.00 30.92 304.75 Title Block Line 1 Project Title: You can change this area En9ineer: using the "Settings" menu item Pro1ect Descr: and then using the "Printing & Tit!e Block" selection. Title Block Line 6 Wood Beam 1.11•:1 Description : CATWALK 82 Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN C; c, Cm Ct CL +O+W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 0.020 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +04l.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 1 0.020 0.015 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +04l.750Lr4l .7 50 L 4l. 750W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 1 0.093 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0;-0. 750 L ;-0. 7 50S;-O. 7 50W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 1 0.093 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0;-0 .750Lr;-0. 750L ;-0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 1 0.093 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0;-0. 750 L 4l. 750 S4l .5250E +H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 1 0.093 0.073 1.60 1.000 1.00 1.00 1.00 1.00 1.00 ;-0.60D+W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 0.012 0.009 1.60 1.000 1.00 1.00 1.00 1.00 1.00 ;-0.60M.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 1 0.012 0.009 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max."-" Defl Location in Span Load Combination LOnly 0.0424 4.533 Vertical Reactions Support notation: Far left is #1 load Combination Support 1 Support 2 -◊-,-.-ra-ll_MA_X_i_m_um _____________ _c2.700--T.71fO"~------- Overall MlNirnurn 0.270 0.270 D Only 0.450 0.450 +O+L+H 2.700 2.700 +O+Lr+H 0.450 0.450 +O+S+H 0.450 0.450 +0;-0.750Lr;-0.750L+H 2.138 2.138 +0;-0.750L;-0.750S+H 2.138 2.138 +O+W+H 0.450 0.450 +04l.70E+H 0.450 0.450 +04l.750Lr;-0.750L;{).750W+H 2.138 2.138 +D;-0.750L4l.750S4l.750W+H 2.138 2.138 +0;-0.750Lr4l.750L 4l.5250E+H 2.138 2.138 +0;-0.750L;-0.750S;-0.5250E+H 2.138 2.138 ;-0.60D+W+H 0.270 0.270 ;-0.60D;-0.70E+H 0.270 0.270 D Only 0.450 0.450 Lr Only LOnly sonly WOnly EOnly H Only D Only +D<L+H +O+lr+H +O+S-+H +04l.750Lr;-0.750L +H +0;-0 750L ;-0.750S+H +Q+W+H +0;-0.70E+H +O+O .7 50Lr+O .7 SOL +O. 750W-+H 2.250 2.250 0.450 0.450 2.700 2.700 0.450 0.450 0.450 0.450 2.138 2.138 2.138 2.138 0.450 0.450 0.450 0.450 2.138 2.138 PC-5 ProjectlD: Prmted· 15 JUN 2017_ 9:J0AM File= R:11U8K11-DIC7A4YC-F\misc.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Moment Values Shear Values M lb F'b V fv F', 0.00 0.00 0.00 0.00 1.01 75.00 3840.00 0.35 6.51 424.00 0.00 0.00 0.00 0.00 1.01 75.00 3840.00 0.35 6.51 424.00 0.00 0.00 0.00 0.00 4.81 356.25 3840.00 1.67 30.92 424.00 0.00 0.00 0.00 0.00 4.81 356.25 3840.00 1.67 30.92 424.00 0.00 0.00 0.00 0.00 4.81 356.25 3840.00 1.67 30.92 424.00 0.00 0.00 0.00 0.00 4.81 356.25 3840.00 1.67 30.92 424.00 0.00 0.00 0.00 0.00 0.61 45.00 3840.00 0.21 3.91 424.00 0.00 0.00 0.00 0.00 0.61 45.00 3840.00 0.21 3.91 424.00 Max. '.i-" Defl Location in Span 0.0000 0.000 Values in KIPS Structural Calculations ---------------------------·----------, CBC2017-0281 2270 AVENIDA MAGNIFICA THE RESERVE APTS: REPLACE (2) EXTERIOR STAIRWAYS, REPAIR BALCONIES, NEW WATERPROOFING 1672503800 5/31/2017 CBC2017-0281 Submitted to: Mark Carnighan Airport Loop Dr Costa Mesa, CA 92626 These calculations are reproduced here tmly for submittal to the governing building authority /0 ass isl in obtaining a building permit. Any reproduclton or distribution is expressly forbidden. Any calculations without a cover sheet. wet stamp. and signature are unauthori=ed and cannot be used for any purpose. Computations involving scientific principle only serve as a guide for the experienced engineer and to assist in making engineering decisions. The final design is reflected only in the construction documents. ENGLEKIRK & SABOL Consulting Structural Engineers, Inc. Los Angeles Orange County Honolulu Guam The Reserve at Carlsbad- Building#25 Date 5/30/2017 ESI Job No. 17-S007 3621 Harbor Blvd Suite 125 Santa Ana, CA 92704-6924 714.557.8590 714.557.5530 fax I TABLE OF CONTENT Load Criteria 1 Catwalk Beam 3 Bridge Beam 5 Stair Beam B1 8 Stair Beam B2 10 Catwalk Beam B2 12 Typical Post 14 Stair Stringer 17 MINIMUM LOADS PER ASCE7-10 BUILDING CODE CBC 2016 WOOD DESIGN CODE-NOS 2012 LOAD CRITERIA LIVE LOADS= 100 PSF@ EXITS AND STAIRS LIVE LOADS= 40 PSF @ UNITS FLOOR DEAD LOAD = 20 PSF L!I! 0·1 i l """"''~~~ ... ,,.,,,. I I ! 11 i I ! Iii§. 0 ! " i 0'9'8S1~ J.V 3Al::13S3H 3HJ. . a~ I I 1!11 ; .NOllVlnl8\IH3~SlN3i'1>1Vd\f ~ I \jl j ~,/))~<<< -- I j ~ I r· i l i 5 i 'i! a !-• ' • l -~ L -, ,-,,"""""'""·'" "' ,,-%. ~-,., "" •• _,,,,. • 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 Beam 1,11'.I Description : CATWALK GLB1 CODE REFERENCES Project Hie: Engineer: ProJect Descr: Project ID: Printed 30MAY2017. /04AM File= R:\1U8K11~DIC7A4YC~Rmisc.ec6 ENERCALC, !NC. 1983-2016, Bu~d:6.16.6.7, Ver:6.16.6.7 Calculations per NDS 2012, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : DF/DF Wood Grade : 24F -V4 Fb-Tension Fb -Compr Fe -Prll Fe -Perp Fv Fl 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0psi E: Modulus of Elasticity Ebend-xx 1,800.0ksi Eminbend -xx 950. 0 ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.0ksi Density 31.20pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.06 L 0. " 3.5x12 Span= 16.0 ft Applied loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.060, L = 0.30 , Tributary Width= 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.686: 1 Section used for this span 3.5x12 fb: Actual 1,645.71psi FB : Allowable 2,400.00psi Load Combination +O+l ..+i Location of maximum on span 8.000ft Span # where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.490 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 0.098 in Max Upward Total Deflection 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio= 391 >=360 Ratio= 0<360 Ratio= 1957 >=180 Ratio= 0<180 Maximum Forces & Stresses for load Combinations ----------------" Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci c, Cm CI CL M lb DOnly---~· Length• 16.0 ft 0.127 0.063 0.90 1.000 1.00 100 1.00 1.00 1.00 1.92 274.29 +O+l<li 1.000 1.00 1.00 1.00 1.00 1.00 Length= 16.0 ft 0.686 0.340 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.52 1,645.71 +O+Lr+ti 1.000 1.00 1.00 1.00 1.00 1.00 Length= 16.0 ft 0.091 0.045 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.92 274.29 +O+S<!i 1.000 1.00 1.00 1.00 1.00 1.00 Length= 16.0ft 0.099 0.049 1.15 1.000 1.00 100 1.00 1.00 1.00 1.92 274.29 +0<-0 .750Lr<-O. 750L <li 1.000 1.00 1.00 1.00 1.00 1.00 Length= 16.0 ft 0.434 0.215 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.12 1,302.86 +0<-0.750L <-0.750S<li 1.000 1.00 1.00 1.00 1.00 1.00 Length= 16.0 ft 0.472 0.234 1.15 1.000 1.00 1.00 1.00 1.00 1.00 9.12 1,302.86 3 Design OK 0.340 : 1 3.5x12 90.09 psi 265.00 psi +O+l ..J, 15.007 ft Span# 1 ----------Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 2160.00 0.42 15.02 238.50 0.00 0.00 0.00 0.00 2400.00 2.52 90.09 265.00 0.00 0.00 0.00 0.00 3000.00 0.42 1502 331.25 0.00 0.00 0.00 0.00 2760.00 0.42 15.02 304.75 0.00 0.00 0.00 0.00 3000.00 2.00 71.32 331.25 0.00 0.00 0.00 0.00 2760.00 2.00 71.32 304.75 ,• 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 Beam I, II': 1 Description : CATWALK GLB1 Load Combination Max Slress Ratios CFN Segment Leng __ th __ s_p_an_# __ M ___ v ___ c_d __ _ +O+W+H Length= 16.0 ft 0.071 0.Q35 1.60 ..0<0.70E+H Length= 16.0 ft 1 0.071 0.035 1.60 ..0..0 .750Lr<O .7 SOL ..0 .750W+H Length= 16.0 ft 1 0.339 0.168 1.60 ..0..0 .750L ..0. 750S<0. 750W+H Length= 16.0 ft 1 0.339 0.168 1.60 ..0..0 .750Lr<O. 750L ..0 .5250E+H Length= 16.0 ft 1 0.339 0.168 1.60 ..0<0.750L ..0. 750S<0.5250E +H Length= 16.0 ft 1 0.339 0.168 1.60 <0.60D+W+H length= 16.0 ft <0.60D..0.70E+H 0.043 0.021 1.60 Length= 16.0 ft 0.043 0.021 1.60 Overall Maximum Deflections 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Project Hie: Engineer: Pro1ect Descr: Ci Cr Cm Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Span Max.·.· Deft Location in Span Load Combination LOnly Vertical Reactions Load Combination O\lerall MAXimum Overall MINimum DOn~ ..O+L+H ..O+Lr+H ..O+S+H ..0..0.750Lr<0.750L +H ..0<0.750L <0.750S+H ..O+W+H ..0<0.70E+H ..0..0. 750Lr<O .7 SOL ..0. 750W+H ..0<0.750L ..0. 750S<0. 750W+H ..0<0.750Lr<0.750L <0.5250E+H ..0<0.750L <0.750S<0.5250E+H <0.60D+W+H <0.60D<0.70E+H D On~ Lr On~ LOnly SOnly won~ EOn~ H Only DOnly ..O+L+H ..O+Lr+H ..O+S+H ..0<0.750Lr<0.750L +H ..0<0.750L <0.750S+H ..O+W+H ..0<0.70E+H ..0..0. 750Lr<O .750L ..0 .750W<H 1 0.4905 Support 1 2.880 0.288 0.480 2.880 0.480 0.480 2.280 2.280 0.480 0.480 2.280 2.280 2.280 2.280 0.288 0.288 0.480 2.400 0.480 2.880 0.480 0.480 2.280 2.280 0.480 0.480 2.280 8.058 Support notation Support 2 2.880 0.288 0.480 2.880 0.480 0.480 2.280 2.280 0.480 0.480 2.280 2.280 2.280 2.280 0.288 0.288 0.480 2.400 0.480 2.880 0.480 0.480 2.280 2.280 0.480 0.480 2.280 4 Far left is #1 ProjectlD: Pnn(OO. 30 MAY 2017, 7 04AM File= R:\1U8K11~DIC7A4YC-F\misc.ec6 ENERCALC, INC. 1983-2016, Bu~d:6.16.6.7, Ver:6.16.6.7 Moment Values Shear Values M lb F'b V (v F'v 0.00 0.00 0.00 0.00 1.92 274.29 3840.00 0.42 15.02 424.00 0.00 0.00 0.00 0.00 1.92 274.29 3840.00 0.42 15.02 424.00 0.00 0.00 0.00 0.00 9.12 1,302.86 3840.00 2.00 71.32 424.00 0.00 0.00 0.00 0.00 9.12 1,302.86 3840.00 2.00 71.32 424.00 0.00 0.00 0.00 0.00 9.12 1,302.86 3840.00 2.00 71.32 424.00 0.00 0.00 0.00 0.00 9.12 1,302.86 3840.00 2.00 71.32 424.00 0.00 0.00 0.00 0.00 1.15 164.57 3840.00 0.25 9.01 424.00 0.00 0.00 0.00 0.00 1.15 164.57 3840.00 0.25 9 01 424.00 Max."+" Deft Location in Span 0.0000 0.000· Values in KIPS 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 Project Title: Engineer: ProIect Descr: ProjectlD: Pr1nted.30MAY2017, 707AM Wood Beam File= R:\1U8K11-D\C7A4YC-F\misc.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 1., .. :1 Description : BRIDGE GLB1 CODE REFERENCES Calculations per NOS 2012, 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 1,B50.0 psi 1,650.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb -Compr Fc-Prll Ebend-xx 1,800.0ksi Wood Species : OF/OF Fe -Perp Wood Grade : 24F -V4 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 0.06 L 0.3 6.75x16.5 Span= 27.0 ft 650.0 psi 265.0 psi 1,100.0psi Eminbend -xx 950. 0 ksi Ebend-yy 1,600.0ksi Eminbend -yy 850.0ksi Density 31.20pcf • /\ Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.060, L = 0.30 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.583: 1 Maximum Shear Stress Ratio Section used for this span 6.75x16.5 Section used for this span fb: Actual 1,285.29psi fv: Actual FB : Allowable 2,205.49psi Fv : Allowable Load Combination ->{)-,j_ +H Load Combination Location of maximum on span 13.500ft Location of maximum on span Span# where maximum occurs Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.793 in Ratio= 408 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.159in Ratio= 2042 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ratios Moment Values Segment Length Span# M V Cd CFN C; Cr Cm CI CL M fb D0n~ Length= 26.901 ff 0.108 0.041 0.90 0.919 1.00 100 1.00 1.00 1.00 5.47 214.21 Length= 0.09854 ft 0.002 0.041 0.90 0.919 1.00 1.00 1.00 1.00 1.00 0.08 3.12 .0->l<II 0.919 1.00 100 1.00 1.00 1.00 Length = 26.901 ff 0.583 0.224 1.00 0.919 1.00 1.00 1.00 1.00 1.00 32.81 1,285.29 Length• 0.09854 ft 0.008 0.224 1.00 0.919 1.00 1.00 1.00 1.00 1.00 0.48 18.69 +D+Lr+H 0.919 1.00 1.00 1.00 1.00 1.00 Length• 26.901 ff 0.078 0.030 1.25 0.919 1.00 1.00 1.00 1.00 1.00 5.47 214.21 Length• 0.09854 ft 0.001 0.030 1.25 0.919 1.00 1.00 1.00 1.00 1.00 0.08 3.12 .O.S<H 0.919 1.00 1.00 1.00 1.00 1.00 Length = 26.901 ft 0.084 0.032 1.15 0.919 1.00 1.00 1.00 1.00 1.00 5.47 214.21 Length= 0.09854 ft 0.001 0.032 1.15 0.919 1.00 100 1.00 1.00 1.00 0.08 3.12 5 Design OK 0_224 : 1 6.75x16.5 59.24 psi 265.00 psi ->{)-,j_ +H 0.000 ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 1984.94 0.73 9.87 238.50 1984.94 0.73 9.87 238.50 0.00 0.00 0.00 0.00 2205.49 4.40 59.24 265.00 2205.49 4.40 59.24 265.00 0.00 0.00 0.00 0.00 2756.87 0.73 9.87 331.25 2756.87 0.73 9.87 331.25 0.00 0.00 0.00 0.00 2536.32 0.73 9.87 304.75 2536.32 0.73 9.87 304.75 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 Beam I, 11 •: 1 Description : BRIDGE GLB1 Load Combination Max Stress Ratios Segment Length Span# M V +D->-0.750Lr->-0.750L +H Length= 26.901 ft 0.369 0.142 Length = 0.09854 ft 0.005 0.142 +D->-0.750L->-0.750S+H Length= 26.901 ft 0.401 0.154 Length = 0.09854 ft 0.006 0.154 +D+W+H Length= 26.901 ft 0.061 0.023 Length = 0.09854 ft 0.001 0.023 +D->-0.70E+H Length = 26.901 ft 0.061 0.023 Length = 0.09854 ft 1 0.001 0.023 +D->-0 .750Lr->-0 .750L ->-0. 750W+H Length = 26.901 ft 1 0.288 0.111 Length= 0.09854 ft 1 0.004 0.111 +D->-0.750L->-0.750S->-0.750W+H Length = 26.901 ft 1 0.288 0.111 Length = 0.09854 ft 1 0.004 0.111 +D->-0 .750Lr->-0. 750L ->-0 .5250E+H Length = 26.901 ft 1 0.288 0.111 Length= 0.09854 ft 1 0.004 0.111 +D->-0 .7 SOL ->-0. 750$->-0. 5250E+H Length = 26.901 ft 1 0.288 0.111 Length= 0.09854 ft 0.004 0.111 -t-0.60D+W-+H Length = 26.901 ft 0.036 0.014 Length = 0.09854 ft 0.001 0.014 ->-0.60D->-0.70E"1 Length = 26.901 ft 0.036 0.014 Length= 0.09854 ft 0.001 0.014 Overall Maximum Deflections Load Combination Span -l Only 1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +D+L<H +O+Lr+H +D->S<H +D->-0.750Lr->-0.750L+H +D->-0.750L->-0.750S+H +D+W<H +D->-0.70E"1 +D->-0 .750Lr->-O .750L ->-0. 750W"1 +D->-0.750L->-0.750S->-0.750W"1 +D->-0.750Lr->-O. 750L->-0.5250E+H +D->-0.750L->-0.750S->-0.5250E+H +0.60D+W+H ->-0.60D->-0.70E<H DOno/ Lr Only LOnly S Ono/ WOno/ EOnly H Only Project Tnle: Engineer: ProJect Descr: Cd C FN C; Cr Cm C t CL 0.919 1.00 1.00 1.00 1.00 1.00 1.25 0.919 1.00 1.00 1.00 1.00 1.00 1.25 0.919 1.00 1.00 1.00 1.00 1.00 0.919 1.00 1.00 1.00 1.00 1.00 1.15 0.919 1.00 1.00 1.00 1.00 1.00 1.15 0.919 1.00 1.00 1.00 1.00 1.00 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 100 1.00 1.00 1.60 0.919 1.00 100 1.00 1.00 1.00 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 1.60 0.919 1.00 1.00 1.00 1.00 1.00 Max.•-• Defl Location in Span Load Combination -0.7933 13.599 Support notation : Far left is #1 Support 1 Support 2 4.860 ---,rs6o 0.486 0.486 0.810 0.810 4.860 4.860 0.810 0.810 0.810 0.810 3.848 3.848 3.848 3.848 0.810 0.810 0.810 0.810 3.848 3.848 3.848 3.848 3.848 3.848 3.848 3.848 0.486 0.486 0.486 0.486 0.810 0.810 4.050 4.050 6 Project ID: Pnnled 30MAY2017, 707AM File" R:11U8K11~D\C7A4YC~Rmisc.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Moment Values Shear Values M lb F'b V fv F'v 0.00 0.00 0.00 0.00 25.97 1,017.52 2756.87 3.48 46.90 331.25 0.38 14.80 2756.87 3.48 46.90 331.25 0.00 0.00 0.00 0.00 25.97 1,017.52 2536.32 3.48 46.90 304.75 0.38 14.80 2536.32 3.48 46.90 304.75 0.00 0.00 0.00 0.00 5.47 214.21 3528.79 0.73 9.87 424.00 0.08 3.12 3528.79 0.73 9.87 424.00 0.00 0.00 0.00 0.00 5.47 214.21 3528.79 0.73 9.87 424.00 0.08 312 3528.79 0.73 9.87 424.00 0.00 0.00 0.00 0.00 25.97 1,017.52 3528.79 3.48 46.90 424.00 0.38 14.80 3528.79 3.48 46.90 424.00 0.00 0.00 0.00 0.00 25.97 1,017.52 3528.79 3.48 46.90 424.00 0.38 14.80 3528.79 3.48 46.90 424.00 0.00 0.00 0.00 0.00 25.97 1,017.52 3528.79 3.48 46.90 424.00 0.38 14.80 3528.79 3.48 46.90 424.00 0.00 0.00 0.00 0.00 25.97 1,017.52 3528.79 3.48 46.90 424.00 0.38 14.80 3528.79 3.48 46.90 424.00 0.00 0.00 0.00 0.00 3.28 128.53 3528.79 0.44 5.92 424.00 0.05 1.87 3528.79 0.44 5.92 424.00 0.00 0.00 0.00 0.00 3.28 128.53 3528.79 0.44 5.92 424.00 0.05 1.87 3528.79 0.44 5.92 424.00 Max."+" Dell Location in Span 0.0000 0.000 Values in KIPS 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 1 Wood Beam I, II ; I Description : BRIDGE GLB1 Vertical Reactions Load Combination Project Title: Enaineer: ProJect Descr: Support notation: Far left is #1 OOnly . Support 1 Support 2 -----------:gfl) --□]lo·· ... ·- -O+l<H 4.860 4.860 +D+lr+t-l 0.810 0.810 +D+S+t-1 0.810 0.810 -0<-0.750Lr<-0. 750L +H 3.848 3.848 -0<-0.750L <-0.750S+H 3.848 3.848 -0..W<H 0.810 0.810 -0<-0.70E<H 0.810 0.810 -0<-0.750Lr<-0 .750L <-0 .750W<H 3.848 3.848 7 Project ID: Pnnled:30MAY2017, 707AM File= R:ltU8K11~DIC7MYC~Rmisc.ec6 ENERCALC, INC. 1983-2016, BuM6.16.6.7, Ver:6.16.6.7 Values in KIPS Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Tille Block Line 6 Project Title: EnQineer: Proiect Descr: Project ID: Pnnted·30MAY2017, 708AM Wood Beam File= R:\ 1U6K11,.DIC7A4YC-F\misc.ec6 ENERCALC, INC.1983-2016, Build:6.16.6.7, Ver:6.16.6.7 I• II•: 1 Description : STAIR BEAM CODE REFERENCES Calculations per NOS 2012, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Fb-Tension Fb-Compr Fc-Pnl 2,400.0 psi 1,850.0 psi 1,650.0 psi E: Modulus of Elaslicity Wood Species Wood Grade Beam Bracing : DF/DF Fe-Perp : 24F -V4 Fv Ft : Beam is Fully Braced against lateral-torsional buckling D 0.35 L 0.7 5.5x12 Span= 12.0 ft 650.0 psi 265.0 psi 1,100.0psi Ebend-xx 1,800.0ksi Eminbend -xx 950.0ksi Ebend-yy 1,600.0 ksi Eminbend -yy 850. O ksi Density 31.20pcf X Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.350, L = 0.70 , Tributary Width= 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.716: 1 5.5x12 1,718.18psi 2,400.00psi +IJ+L+H 6.000ft Span# 1 0.230 in 0.000 in 0.115in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio= 624 >=360 Ratio = O <360 Ratio= 1249 >=180 Ratio= O <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb DOnly Length = 12.0 ft 0.265 0.168 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.30 572.73 -O+Ul 1.000 1.00 1.00 1.00 1.00 1.00 Length= 12.0 ft 0.716 0.454 1.00 1.000 1.00 1.00 1.00 1.00 1.00 18.90 1,718.18 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 12.0 ft 0.191 0.121 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.30 572.73 -0..S.+i 1.000 1.00 1.00 1.00 1.00 1.00 Length= 12.0 ft 0.208 0.131 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.30 572.73 -0<-0.750Lr<-0.750L <Ii 1.000 1.00 1.00 1.00 1.00 1.00 Length= 12.0 ft 0.477 0.302 1.25 1.000 1.00 1.00 1.00 1.00 t.00 15.75 1,431.82 -0<-0.750L <-0.750S.+i 1.000 1.00 1.00 1.00 1.00 1.00 Length= 12.0ft 0.519 0.329 1.15 1.000 1.00 1.00 1.00 1.00 1.00 15.75 1,431.82 8 F'b 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0.00 3000.00 0.00 2760.00 Design OK V 0.00 1.76 0.00 5.29 0.00 1.76 0.00 1.76 0.00 4.41 0.00 4.41 0.454 : 1 5.5x12 120.19 psi 265.00 psi +IJ+L.+i 0.000ft Span# 1 Shear Values fv F'v 0.00 40.06 0.00 120.19 0.00 40.06 0.00 40.06 0.00 100.16 0.00 100.16 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 0.00 331.25 0.00 304.75 I , Title Block Line 1 Project Title: You can change this area En9ineer: Project ID: using the "Settings" menu item ProJect Descr. and then using the "Printing & Title Block" selection. Title Block Line 6 Pr,nl9d 30MAY2017, /08AM Wood Beam File::: R:\1U8K11-0\C7A4YC-F\misc.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 1,11•:1 Description : STAIR BEAM Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C; Cr Cm CI CL M lb F'b V fv F'v --~----·---··· .. ·-.. ·-------------~-----· ---· -+O.W<H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0ft 0.149 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.30 572.73 3840.00 1.76 40.06 424.00 +0..0.70E<H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.149 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.30 572.73 3840.00 1.76 40.06 424.00 +0..0. 750Lr ..0. 7 SOL ..0. 750W<H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.373 0.236 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.75 1,431.82 3840.00 4.41 100.16 424.00 +0..0.750L ..0.750S..0.750W<H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=12.0ft 1 0.373 0.236 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.75 1,431.82 3840.00 4.41 100.16 424.00 +0..0. 750Lr..0. 750L ..0 .5250E<H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.373 0.236 160 1.000 1.00 1.00 1.00 1.00 1.00 15.75 1,431.82 3840.00 4.41 100.16 424.00 +0..0 .7 SOL ..0. 750S..0.5250E<H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 1 0.373 0.236 1.60 1.000 1.00 1.00 1.00 1.00 1.00 15.75 1,431.82 3840.00 4.41 100.16 424.00 ..0.60D+W<H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 0.089 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.78 343.64 3840.00 1.06 24.04 424.00 ..0.60D..0.70E<H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 12.0 ft 0.089 0.057 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.78 343.64 3840.00 1.06 24.04 424.00 Overall Maximum Deflections Load Combination Span Max."." Defl Location in Span Load Combination Max.'+' Defl Location in Span L Only ·1 ·· 0.23□4-· 6.044 · --------------□ •. o~o·oo~--~a~.a~o-o-- Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support~1~S~u-pp_o_rt~2------- -OVeiairMAXirrium--------------6.-300 6.300 Overall MINimum 1.260 1.260 D On~ 2.100 2.100 +O+l<H 6.300 6.300 +O+lr<H 2.100 2.100 +O+S<11 2.100 2.100 +0..0.750Lr..0.750L<H 5.250 5.250 +D..0.750L..0.750S"1 5.250 5.250 +O+W<H 2.100 2.100 +0..0.70E<H 2.100 2.100 +0..0.750Lr..0.750L..0.750W<H 5.250 5.250 +0..0.750L ..0.750S..0.750W<H 5.250 5.250 +0..0.750Lr..0. 750L ..0.5250E<H 5.250 5.250 +0..0.750L ..0.750S..0.5250E<H 5.250 5.250 ..0.60D+W<H 1.260 1.260 ..0.60D..0.70E<H 1.260 1.260 D On~ 2.100 2.100 Lr On~ LOnly SOnly won~ EOn~ H Only DOnly +O+l<H +O+lr<H +O+S<H +0..0.750Lr..0 .750L <11 +0..0.750L ..0. 750S"1 +O.W<H +0..0.70E<H +0..0. 750Lr..0. 7 50L ..0. 750W<H 4.200 4.200 2.100 2.100 6.300 6.300 2.100 2.100 2.100 2.100 5.250 5.250 5.250 5.250 2.100 2.100 2.100 2.100 5.250 5.250 9 Title Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Project Tnle: En9ineer: Proiect Descr: ProjectlD: Title Block Line 6 Wood Beam Pnntsd·JCMAY2017, 708AM File: R:\1U8K11~DIC7A4YC~F\misc.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 I, II• ,I Description : STAIR BEAM2 CODE REFERENCES Calculations per NOS 2012, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Fb-Tension Fb-Compr 1,350.0 psi 1,350.0 psi 925.0 psi 625.0 psi 170.0 psi 675.0 psi E: Modulus of Elasticity Wood Species Wood Grade Beam Bracing : Douglas Fir -Larch : No.1 Fc-Prll Fe-Perp Fv Ft : Beam is Fully Braced against lateral-torsional buckling 0 0.15 L 6x12 Span= 12.0 ft Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.20pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.150, L = 0.30, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.594: 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb: Actual 801.79psi fv: Actual FB : Allowable 1,350.00psi Fv : Allowable Load Combination ..O+L <ti Load Combination Location of maximum on span 6.000ft Location of maximum on span Span # where maximum occurs Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.126in Ratio= 1140 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.063 in Ratio= 2281 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ratios Moment Values Segment Length Span# M V Cd CFN C; c, Cm Ct CL M lb ----D0nly Length=12.0ft 0.220 0.118 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.70 267.26 ..O+L..+i 1.000 1.00 1.00 1.00 1.00 1.00 Length= 12.0 ft 0.594 0.319 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.10 801.79 +D+Lr-+H 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0ft 0.158 0.085 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.70 267.26 ..O+S..+i 1.000 1.00 1.00 1.00 1.00 1.00 Length=12.0ft 0.172 0.092 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.70 267.26 -0,-0.750Lr,-0.750L +H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 12.0 ft 0.396 0.213 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.75 668.16 -0,-0.750L ,-0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length= 12.0 ft 0.430 0.231 1.15 1.000 1.00 1.00 1.00 1.00 1.00 6.75 668.16 10 Design OK 0_319 : 1 6x12 54.22 psi = 170.00 psi ..O+L <ti 0.000 ft Span# 1 Shear Values F'b V rv F'v 0.00 0.00 0.00 0.00 1215.00 0.76 18.07 153.00 0.00 0.00 0.00 0.00 1350.00 2.29 54.22 170.00 0.00 0.00 0.00 0.00 1687.50 0.76 18.07 212.50 0.00 0.00 0.00 0.00 1552.50 0.76 18.07 195.50 0.00 0.00 0.00 0.00 1687.50 1.91 45.18 212.50 0.00 0.00 0.00 0.00 1552.50 1.91 45.18 195.50 • ' f 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 Beam I• 11': 1 Description : STAIR BEAM2 Load Combination Max Stress Ratios Segment Length Span# M V +D+W+H Length• 12.0 ft 0.124 0.066 +D..0.70E+H Length•12.0ft 1 0.124 0.066 +0..0 .750Lr ..0 .7 50L ..0. 750W+H Length• 12.0 ft 1 0.309 0.166 +0..0. 750L ..0. 750S..O. 750W+H Length• 12.0 ft 1 0.309 0.166 +0..0 .750Lr..0. 750L ..0.5250E+H Length• 12.0 ft 1 0.309 0.166 +0..0. 750L ..0. 750S..O .5250E +H Length•12.0ft 1 0.309 0.166 ..0.60D+W+H Length• 12.0 ft 0.074 0.040 ..0.600..0.70E->H Length•12.0ft 1 0.074 0.040 Overall Maximum Deflections Load Combination LOnly Vertical Reactions Load Combination Overall MAXimum Overall MINimum OOnly +O+L->H +0->l!->H +O+S->H +0..0.750Lr..0.750L->H +0..0.750L ..0 .750S->H +O+W+H +D..0.70E->H +0..0.750Lr..0.750L ..0.750W->H +0..0 .750L ..0. 750S..O. 750W->H +0..0. 750Lr ..0. 750L ..0.5250E+H +0..0. 750L ..0. 750S..0.5250E+H ..0.60D+W->H ..0.60D..0.70E->H D Onty Lr Onty LOnly SOnly WOnty EOnty H Only DOnly +O+L->H +0->l!->H +D+S->H +0..0.750Lr..0.750L->H +0..0.750L..0.750S+H +D+W+H +0..0.70E->H +0..0.750Lr..0.750L ..0.750W->H Span Project Title: En9ineer: ProIect Descr: Cd CFN C; Cr Cm Ct CL 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Max.•-• Defl Location in Span Load Combination 0.1262 6.044 Support notation Far left is #1 Support 1 2.700 0.540 0.900 2.700 0.900 0.900 2.250 2.250 0.900 0.900 2.250 2.250 2.250 2.250 0.540 0.540 0.900 Support 2 mo- o.54o 0.900 2.700 0.900 0.900 2.250 2.250 0.900 0.900 2.250 2.250 2.250 2.250 0.540 0.540 0.900 1.800 1.800 0.900 0.900 2.700 2.700 0.900 0.900 0.900 0.900 2.250 2.250 2.250 2.250 0.900 0.900 0.900 0.900 2.250 2.250 11 Project ID: Prinled·30MAY2017, 708AM File= R:11U8K11·DIC7A4YC~F\misc.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Moment Values Shear Values M fb F'b V fv F'v ------------ 0.00 0.00 0.00 0.00 2.70 267.26 2160.00 0.76 18.07 272.00 0.00 0.00 0.00 0.00 2.70 267.26 2160.00 0.76 18.07 272.00 0.00 0.00 0.00 0.00 6.75 668.16 2160.00 1.91 45.18 272.00 0.00 0.00 0.00 0.00 6.75 668.16 2160.00 1.91 45.18 272.00 0.00 0.00 0.00 0.00 6.75 668.16 2160.00 1.91 45.18 272.00 0.00 0.00 0.00 0.00 6.75 668.16 2160.00 1.91 45.18 272.00 0.00 0.00 0.00 0.00 1.62 160.36 2160.00 0.46 10.84 272.00 0.00 0.00 0.00 0.00 1.62 160.36 2160.00 0.46 10.84 272.00 Max."+" Defl Location in Span 0.0000 0.000 Values in KIPS 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 Beam I• II': 1 Description: CATWALK B2 CODE REFERENCES Calculations per NOS 2012, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Project Title: En9ineer: ProIect Descr: Analysis Method: Allowable Stress Design Fb-Tension Load Combination ASCE 7-10 Fb -Compr Fc-Pnl Wood Species : Alaska Hemlock Fe-Perp Wood Grade : No.1 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D0.1 L0.5 >< 4x12 Span= 9.0 ft 900.0 psi 900.0 psi 1,100.0psi 440.0 psi 185.0 psi 550.0 psi Project ID: Pnnle•J30MAY2017, 708AM File= R:\1U8K11~0\C7A4YC~F\misc.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 E: Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 28.70pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D=0.10, L=0.50, TributaryWidth=1.0ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.997: 1 Section used for this span 4x12 fb: Actual 987.43psi FB : Allowable 990.00psi Load Combination +D+L ..Ji Location of maximum on span 4.500ft Span # where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection 0.112in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 0.022 in Max Upward Total Deflection 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio= 966 >=360 Ratio= 0<360 Ratio= 4832 >=180 Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ratios Moment Values Segment Length Span# M V Cd CFN C; Cr Cm Ct CL M fb DOnly Length= 9.0 ft 0.185 0.082 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.01 164.57 ..O+l..+i 1.100 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 0.997 0.442 1.00 1.100 1.00 1.00 1.00 1.00 1.00 6.08 987.43 +{)+lr+H 1.100 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 0.133 0.059 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.01 164.57 -+O+S'+H 1.100 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 0.145 0.064 1.15 1.100 1.00 1.00 1.00 1.00 1.00 1.01 164.57 ..0<-0.750Lr<-0. 750L +H 1.100 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 0.632 0.280 1.25 1.100 1.00 1.00 1.00 1.00 1.00 4.81 781.71 ..0<-0.750L <-0.750S+H 1100 1.00 1.00 1.00 1.00 1.00 Length= 9.0 ft 0.687 0.305 1.15 1.100 1.00 1.00 1.00 1.00 1.00 4.81 781.71 12 Design OK 0.442 : 1 4x12 81.84 psi 185.00 psi +D+L ..Ji 8.080ft Span# 1 Shear Values F'b V Iv F'v ------~ 0.00 0.00 0.00 0.00 891.00 0.36 13.64 166.50 0.00 0.00 0.00 0.00 990.00 2.15 81.84 185.00 0.00 0.00 0.00 0.00 1237.50 0.36 13.64 231.25 0.00 0.00 0.00 0.00 1138.50 0.36 13.64 212.75 0.00 0.00 0.00 0.00 1237.50 1.70 64.79 231.25 0.00 0.00 0.00 0.00 1138.50 1.70 64.79 212.75 ·• .-.. Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Tille Block' selection. Title Block Line 6 Wood Beam 1.11•:1 Description: CATWALK B2 Load Combination Max Stress Ratios Segment Length Span# M V -0..W->li Length• 9.0 ft 0.104 0.046 +0.0.70E->li Length• 9.0 ft 1 0.104 0.046 +0.0 .750 Lr.0 .750L .0 .750W->li Length= 9.0 ft 1 0.494 0.219 -0.0. 750L .0. 750S.O. 750W->li Length• 9.0 ft 1 0.494 0.219 +0.0. 750Lr .0. 750L .0 .5250E->li Length• 9.0 ft 1 0.494 0.219 +0.0 .750L .0. 750S.O .5250E->li Length• 9.0 ft 1 0.494 0.219 .0.600..W->li Length• 9.0 ft 0.062 0.028 .0.600.0.70E->li Project Tille: Engineer: ProJect Descr: Cd CFN C; Cr Cm Ct CL 1100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1100 1.00 1.00 1.00 1.00 1.00 Length• 9.0 ft 1 0.062 0.028 1.60 1.100 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span LOnly --------~ Vertical Reactions load Combination OVera11 MA~X~im~u=m _____ _ Overall MINimum □Only +O<l->li +D+Lr+H +O+S->li +0.0.750Lr.0.750L->li -0.0.750L.0.750S->li +D+W+H +0.0.70E->li +0.0.750Lr.0.750L .0.750W->li -0.0 .750L .0. 750S.O. 750W->li -0.0. 750Lr .0. 750L .0.5250E->li +0.0. 750L .0. 750S.0.5250E->li .0.600..W->li .0.60D.0.70E->li D Only Lr Only LOnly $Only WOnly E Only H Only D Only -0.J.->li -+O+lr+H +O+S->li -0.0.750Lr.0.750L->li +0.0.750L.0.750S->li -+O+W+H -0.0.70E->li +0.0 .750Lr.0. 750L .0. 750W->li Max."." Deft Location in Span Load Combination iffffr 4.533 Support notation : Far left is #1 ---Support 1 2.700 0.270 0.450 2.700 0.450 0.450 2.138 2.138 0.450 0.450 2.138 2.138 2.138 2.138 0.270 0.270 0.450 Support2 2.700 0.270 0.450 2.700 0.450 0.450 2.138 2.138 0.450 0.450 2.138 2.138 2.138 2.138 0.270 0.270 0.450 2.250 2.250 0.450 0.450 2.700 2.700 0.450 0.450 0.450 0.450 2.138 2.138 2.138 2.138 0.450 0.450 0.450 0.450 2.138 2.138 13 Project ID: Pnn!ed·30MAY2017, 708AM File= R:\1UBK11-DIC7A4YC-F\misc.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver6.16.6.7 Moment Values Shear Values M lb F'b V fv F'v 0.00 0.00 0.00 0.00 1.01 164.57 1584.00 0.36 13.64 296.00 0.00 0.00 0.00 0.00 1.01 164.57 1584.00 0.36 13.64 296.00 0.00 0.00 0.00 0.00 4.81 781.71 1584.00 1.70 64.79 296.00 0.00 0.00 0.00 0.00 4.81 781.71 1584.00 1.70 64.79 296.00 0.00 0.00 0.00 0.00 4.81 781.71 1584.00 1.70 64.79 296.00 0.00 0.00 0.00 0.00 4.81 781.71 1584.00 1.70 64.79 296.00 0.00 0.00 0.00 0.00 0.61 98.74 1584.00 0.21 8.18 296.00 0.00 0.00 0.00 0.00 0.61 98.74 1584.00 0.21 8.18 296.00 Max."+" Defl Location in Span 0.0000 0.000 Values in KIPS 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 Description: TYPICAL 8X8 POST Code References Project Title: En9ineer: Proiect Descr: Project ID: Pnnted 30 MAY 2017, 7"0BAM File: R:\1U8K11-D\C7A4YC-Flmisc.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6.16.6.7 Calculations per 2012 NOS, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 10.0 ft ( Used for non-slender calculations ) Wood Species Douglas Fir -Larch Wood Grade No.1 Fb-Tension 1,200.0 psi Fv 170.0 psi Fb-Compr 1,200.0 psi Ft 825.0 psi Fc-Prll 1,000.0 psi Density 31.20 pct Fe -Perp 625.0 psi Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 8x8 Southern Pine Sawn 7.50 in Allow Stress Modification Factors 7.50 in CforCvforBending 56.250 in"2 Cf or Cv for Compression 263.672 in"4 Cf or Cv for Tension 263.672 in'4 Cm: Wet Use Factor Ct: Temperature Factor Cfu : Flat Use Factor 1.0 1.0 1.0 1.0 1.0 1.0 E: Modulus of Elasticity . x-x Bending y-y Bending Axial Kf: Built-up columns 1.0 NDS153.2 No Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr: Repetitive? Minimum 580.0 580.0 Applied Loads Column self weight included: 121.875 lbs• Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, D = 2.90, L = 11.0 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forumla Location of max.above base At maximum location values are . Applied Axial Applied Mx Applied My Fe : Allowable PASS Maximum Shear Stress Ratio= Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.2493: 1 ..iJ+l-<li Comp Only, le/Fe' 0.0ft 14.022k 0.0 k-ft 0.0 k-ft 1,000.0 psi 0.0: 1 ..{).60D..{).70E-<li 10.0 ft 0.0 psi 272.0 psi 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 Service loads entered. Load ~-~?tors will be applied for calculati(}~_!· __ _ Maximum SERVICE Lateral Load Reactions •• Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... .e.emting, Compression 0.0 k 0.0 k Co 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.600 1.600 1.600 Cp 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination D Only ..iJ+l-<li ..iJ+lr-<li ..iJ+S-<li ..iJ..{).750Lr->-0.750L 4i ..iJ..{).750L ..{).750S-<li ..iJ+W-<li ..iJ..{).?OE-<li ..iJ..{).750Lr..{). 750L ->-0.750W-<+i ..iJ..{). 750L ..{). 750S..{). 750W-<li ..iJ..{). 750Lr->-0.750L ..{).5250E-<+i ..iJ..{). 750L ..{) 750S..{).5250E-<li Stress Ratio Status Location 0.05969 PASS 0.0 ft 0.2493 PASS 0.0 ft 0.04298 PASS 0.0 ft 0.04672 PASS 0.0 ft 0.1603 PASS 0.0 ft 0.1743 PASS 0.0 ft 0.03358 PASS 0.0 ft 0.03358 PASS 0.0ft 0.1252 PASS 0.0ft 0.1252 PASS 0.0ft 0.1252 PASS 0.0ft 0.1252 PASS 0.0ft 14 Stress Ratio Status Location 0.0 PASS 10.0ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0 ft 0.0 PASS 10.0ft 0.0 PASS 10.0ft 0.0 PASS 10.0ft 0.0 PASS 10.0ft ·• ..... Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Pnnting & Title Block" selection. Title Block Line 6 Project Title: Engineer: ProJect Descr: Project ID: Prinled·30MAY2017, 708AM Wood Column File" R:11U8K11-DIC7A4YC-F\misc.ec6 ENERCALC, INC. 1983-2016, Bu~d:6.16.6.7, Ver:6.16.6.7 t, II': 1 Description : TYPICAL 8X8 POST Load Combination Results Load Combination +0.60D+W+H +0.60D+0.?0E+H Maximum Reactions Co Cp 1.600 1.000 1.600 1.000 Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.02015 PASS 0.0ft 0.0 PASS 10.0 ft 0.02015 PASS 0.0ft 0.0 PASS 10.0 ft 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~ k 3~k +D.J. +H k k 14.022 k +D.J.r+H k k 3.022 k +D+S+H k k 3.022 k +D+0.750Lr+0.750L+H k k 11.272 k +D+0.750L+0.750S+H k k 11.272 k +D+W+H k k 3.022 k +D+0.70E+H k k 3.022 k +D+0.750Lr+0.750L+0.750W+H k k 11.272 k +D+Q.750L+0.750S+0.750W+H k k 11.272 k +D+0.750Lr+0.750L +0.5250E+H k k 11.272 k +D+0.750L +0.750S+0.5250E+H k k 11.272 k +0.60D+W+H k k 1813 k +0.60D+0.70E+H k k 1.813 k D Only k k 3.022 k Lr On~ k k k LOnly k k 11.000k SOnly k k k WOnly k k k EOnly k k k HOnly k k k D Only k k 3.022 k +D.J.+H k k 14.022 k +D+Lr+H k k 3.022 k +D+S+H k k 3 022 k +D+0.750Lr+0.750L+H k k 11.272 k +D+0.750L+0.750S+H k k 11.272 k +D+W+H k k 3.022 k +D+0.70E+H k k 3.022 k +D+0.750Lr+0.750L+0.750W+H k k 11.272 k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. y.y Deflection Distance -□-O-n-~------------0-.0-0-00_i_n ___ 0.-00-0-ft-----0-.0-0-0-in--~0.000-ft------------ Lr On~ 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 On~ 0.0000 in 0.000 ft 0.000 in 0.000 ft W On~ 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 On~ 0.0000 in 0.000 ft 0.000 in 0.000 ft 15 ►- 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 Description : TYPICAL 8X8 POST Sketches L Project Title: Engineer: Pro1ect Descr: "' 0 0 E L_ Project ID: Pnnlad· 30 MAY2017, T08AM File;; R:11U8K11-D\C7A4YC-F\misc.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver:6,16.6.7 Loads are total entered value. Arrows do not reflect absolute direction. 16 ', -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 Steel Beam Description : STAIR STRINGER CODE REFERENCES Calculations per AISC 360-10, IBC 2015, 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 Title: Engineer: ProJect Descr: ProjectlD: Pnnlect 30MAY2017, 708AM File= R:11U8K11-DIC7A4YC-Rmisc.ec6 ENERCALC, INC.1983-2016, Bu~d:6.16.6.7, Ver:6.16.6.7 Fy : Steel Yield : 36.0 ksi 29,000.0 ksi E: Modulus: Span =9.Dfl X C10lc15.3 Applied Loads Beam self weight NOT internally calculated and added Uniformload: D=0.10, L=0.20k/ft, TributaryWidth=1.0tt DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Design OK Maximum Bending Stress Ratio 0.104: 1 Maximum Shear Stress Ratio = 0.042 : 1 Section used for this span C10x15.3 Section used for this span C10x15.3 Mu: Applied 4.455 k-ft Vu: Applied 1.980 k Mn * Phi : Allowable 42.930 k-ft Vn * Phi : Allowable 46.656 k Load Combination +1.20D->-0.50Lr+1.60L +1.60H Load Combination +1.20D->-0.50Lr+1.60L +1.60H Location of maximum on span 4.500ft Location of maximum on span 0.000 ft Span# where maximum occurs Span# 1 Span # where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection O.Q15 in Ratio= 7,106 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.008 in Ratio= 14214 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Sb"ess Ratios i:i'Ummary_()f_ 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 +f4oo· Dsgn. L = 9.00ft 0.033 0.014 1.42 1.42 +1.20D+0.50lr+1.60L +1.60H 47.70 42.93 1.00 1.00 0.63 51.84 46.66 Dsgn. L = 9.00ft 0.104 0.042 4.46 4.46 +1.20D+1.60L +0.50S+1.60H 47.70 42.93 1.00 1.00 1.98 51.84 46.66 Dsgn. L = 9.00ft 0.104 0.042 4.46 4.46 +1.20D•1.60Lr..0.50L 47.70 42.93 1.00 1.00 1.98 51.84 46.66 Dsgn. L = 9.00ft 0.052 0.021 2.23 2.23 +1.20D+1.60Lr..0.80W 47.70 42.93 1.00 1.00 0.99 51.84 46.66 Dsgn. L = 9.00 ft 0.028 0.012 1.22 1.22 +120D..0.50L+1.60S 47.70 42.93 1.00 1.00 0.54 51.84 46.66 Dsgn. L = 9.00ft 0.052 0.021 2.23 2.23 +1.20D+1.60S..0.80W 47.70 42.93 1.00 1.00 0.99 51.84 46.66 Dsgn. L = 9.00 ft 0.028 0.012 1.22 122 +1.20D..0.50Lr..0.50L +1.60W 47.70 42.93 1.00 1.00 0.54 51.84 46.66 Dsgn. L = 9.00ft 0.052 0.021 2.23 2.23 +1.20D+0.50L-+-0.50S+1.60W 47.70 42.93 1.00 1.00 0.99 51.84 46.66 Dsgn. L = 9.00 ft 0.052 0.021 2.23 2.23 +1.20D..0.50L ..0 20S<E 47.70 42.93 1.00 1.00 0.99 51.84 46.66 Osgn. L = 9.00ft 0.052 0.021 2.23 2.23 -+-0.900+1.60W+1.60H 47.70 42.93 1.00 1.00 0.99 51.84 46.66 Dsgn. L = 9.00 ft 0.021 0.009 0.91 0.91 ..0.90D<E+1.60H 47.70 42.93 1.00 1.00 0.41 51.84 46.66 Dsgn. L = 9.00ft 0.021 0.009 0.91 17 0.91 47.70 42.93 1.00 1.00 0.41 51.84 46.66 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 Steel Beam I, II•: 1 Description : STAIR STRINGER Overall Maximum Deflections load Combination Span LOnly Vertical Reactions Max. '-' Defl 0.0152 Load Combination Support 1 Support 2 Project Title: Engineer: Pro1ect Descc Location in Span Load Combination 4.526 Support notation Far left is #1 ~o~v=era=1~1MA=x~1m=u=m------.1."35'0'--~r.35=0 ________ _ Overall MINimum 0.270 0.270 D On~ 0.450 0.450 -O+L<H 1.350 1.350 -O+Lr<H 0.450 0.450 -O+S<H 0.450 0.450 -0+0.750Lr+0.750L<H 1.125 1.125 -0+0.750L+0.750S<H 1.125 1.125 -O+W<H 0.450 0.450 -0+0.70E<H 0.450 0.450 -0+0.750Lr+0.750L+0.750W<H 1.125 1.125 -0+0.750L +0.750S+0.750W<H 1.125 1.125 -0+0.750Lr+0.750L +0.5250E<H 1.125 1.125 -0+0.750L+0.750S+0.5250E<H 1.125 1.125 +0.60D+W<H 0.270 0.270 +0.60D+0.70E<H 0.270 0.270 D On~ 0.450 0.450 Lr Only LOnly son~ won~ EOn~ HOn~ DOnly -O+L<H -O+Lr<H -O+S<H -0+0.750Lr+0.750L <Ii -0+0.750L +0.750S<H -O+W<H -0+0.70E<H -0+0. 750Lr+O .7 50L +0. 750W<H 0.900 0.450 1.350 0.450 0.450 1.125 1.125 0.450 0.450 1.125 0.900 0.450 1.350 0.450 0.450 1.125 1.125 0.450 0.450 1.125 18 Project ID: Pnnled 30MAY2017, 70BAM File= R:\1U8K11~DIC7A4YC~F\misc.ec6 ENERCALC, INC.1983-2016, Bu~d:6.16.6.7, Ver:6.16.6.7 Max."+" Defl 0.0000 Values in KIPS Location in Span 0.000