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Home My WebLink About2525 El Camino Real; 102; CBC2018-0146; Permit{city of Carlsbad Print Date: 09/26/2018 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2525 El Camino Real, 102 BLDG-Commercial 1563020900 $6,656.00 Commercial Permit Work Class: Tenant Improvement Lot#: Reference#: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Description: THE SHOPPES: OWNER SHELL WORK· NEW STOREFRONT-APPROX 90 LF Applicant: SEAN HARRIS 3500 W Burbank Blvd Burbank, CA 91505-2235 818-972-5080 BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) Owner: R PI CARLS8AD LP 1114 Avenue Of The Americas, Floor 45 New York, NY 10036-7700 214-660-5232 x215232 ELECTRICAL BLDG COMMERCIAL NEW/AOOITION/REMOOEL 5B1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $194.05 Total Payments To Date: $194.05 Status: Applied: Issued: Permit Finaled: Inspector: Final Inspection: 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. Permit No: CBC2018-0146 Closed -Finaled 03/16/2018 04/11/2018 MColl 9/26/2018 10:42:52AM $0.00 $88.35 $61.84 $41.00 $1.00 $1.86 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 I I www.carlsbadca.gov THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: □PLANNING □ENGINEERING □BUILDING □FIRE □HEALTH □HAZMATIAPCD I ( City of Bulldlng Permit Appllcatlon Plan Check No. ~Z() Ii-0 I Y\..t' 1635 Faraday Ave., Carlsbad, CA 92008 Est. Value lo,L,Q5lo Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 . email: building@cartsbadca.gov Plan Ck. Deposit www.carlsbadca.gov Date ~ ~ -ll , -/'i!'I03.15.18 JOB ADDRESS SUITE•JSPACEf/UNITI I""" 2525 El Camino Real 1n2. 156 -302 -08 - CT/PROJECT# I LOT# I PHASE# I# OF UNITS I# BEDROOMS # BATHROOMS ITE"';~:s;;;~s at Carlsbad I CON;~,:;' I occ ;OUP DESCRIPTION OF WORK: Include Square Feet of AffMted' Alu(•) TENANT IMPROVEMENT SHELL WORK FOR SPACE #illarr. 1oz. PROVIDING NEW STOREFRONT AND CONDUIT FOR FOR FUTURE TENANT INTERIOR SIGNAGE. C\O LF cl' loto'("Q__tj°Of\-\- EXISTING USE I PROPOSED USE I GARAGE (SF) PATIOS {SF) I DECKS {SF) FIREPLACE I AIR CONDITIONING I FIRE SPRINKLERS Retail Mall Retail Mall vesO, Ncf!J ves[2]No□ YES[2)No□ APPLICANT NAME Sean Harris, LOA Desian Group PROPERTY OWNER NAME Kyle Godat, Rouse Properties 3 WAY·.&PElMll ADDRESS ADDRESS 3500 W Burbank Blvd 555 Broadway Suite 1019 CllY STATE ZIP CllY STATE ZIP Burbank CA 91505 Chula Vista CA 91910 PHONE rAX PHONE l'AX 818-972-5080 619-427-6701 EMAIL EMAIL seanh ldadesigngroup.com kyle.godat@rouseproperties.com DESIGN PROFESSIONAL CONTRACTOR BUS. NAME Donald D. Linane AIA Rob Prather Whitina Turner Contractina Co ADDRESS ADDRESS 3500 W. Burbank Blvd 250 Commerce Street, Suite 150 CITY STATE ZIP CllY STATE ZIP Burbank CA 91505 Irvine CA 92602 PHONE IFAX PHONE IFAX 818-972-5080 818-848-3895 949-863-0800 EMAIL EMAIL donl@ldadesigngroup.com Rob.Prather@whiting-turner.com I STATE LICC-18772 STATE LIC.# ICL>SS I CITY BUS. UC.# (Sec. 7031.5 Busmess and Professions Code: Any City or County which requires a pemut to construct, alter, improve, demolish or repair an:,-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 tne Contractor's license Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he is exemr,t therefrom, and the basis for the alleged exemption. Any violation of Section 1031.5 by any applicanf"for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500)). WORKERS' COMPENSATION Workers' Compensation Declaration: / hereby affirm under penalty of perjury one of the following declarations: D I have and will maintain a certificate of conHnt to self-lnture for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this pennit is issued. D I have and will maintain workers' compenutlon, as reQUired bv Section 3700 of the Labor Code, fer the performance of the work for which this pennit is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. __________________ Policy No. ____________ Expiration Date _______ _ l!li§.section need not be completed if the pennit is for one hundred dollars ($100) or less. LJ Certificate or Exemption: I certify that In the perfonnance of the work for which this pennit is Issued, I shall not employ any person in any manner so as lo become subject lo the Won<ers' CompensaUon Laws of California. WARNING: Failure lo secure workers' tomfN1naatlon coverage 11 unlawful, and shall subject an employer lo criminal penalties and dvll fines up lo one hundred thousand dollars (&100,000), In addition lo the cost of compensation, damages as provided for In Section 3708 of the Labor code, Interest and attomey's fees. ,I!, CONTRACTOR SIGNATURE □AGENT DATE OWNER-BUILDER DECLARATION f hereby aftinn that I am exempt from Contractor's License Law for the following reason: ~ I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale {Sec. 7044, Business and Professions Code: The Contractor"s □ □ License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for Iha purpose of sale). I, as owner of1he property, am exdusively 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°' improves thereon, and contracts for such projects with contrector(s) licensed pursuant lo the Contractor's License Law). I am exempt under Section ____ ,Business and Professions Code for this reason: 1. I personally plan to provide lhe majOf' labor and materials for construction of the proposed property improvement 0Yes Oo 2. t (have/ have not) signed an application for a building permit fOf' the proposed work. 3. I have contracted with the following person (finn) lo provide the proposed construction Ondude name address/ phone/ contractors' license number): 4. I plan lo provide portions of the work, but I have hired the foll"""""'""" to coordinate, supervise and provide lhe majOf' work Ondude name I address/ phona / contractors' license number): 5. I 'MIi provide some of the work, but I have contracted ) the fol persons to provide Iha work indicated (lndude name I address / phone / type of work): ,I!, PROPERlY OWNER SIGNATUR DATE PERMIT INSPECTION HISTORY REPORT (CBC2018-0146) Permit Type: BLDG-Commercial Application Date: 03/16/2018 Owner: R P I CARLSBAD LP Work Class: Tenant Improvement Issue Date: 04/11/2018 Subdivision: CARLSBAD TCT#76-18 Status: Closed -Finaled Expiration Date: 03/18/2019 Address: 2525 El Camino Real , 102 Carlsbad, CA 92008-1206 IVR Number: 10176 Scheduled Actual Primary Inspector Reinspection Date Start Date Inspection Type Inspection No. Inspection Status Complete 04/23/2018 04/23/2018 BLDG-14 055737-2018 Partial Pass Paul Burnette Relnspection Incomplete Frame/Steel/Bolting/ Welding {Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency No BLDG-34 Rough 055736-2018 Partial Pass Paul Burnette Reinspectlon Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency No 04/27/2018 04/27/2018 BLDG-17 Interior 056371-2018 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency DenGlass at storefront & columns. Yes 05/31/2018 0513112018 BLDG-Final 059640-2018 Partial Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency See card Yes BLDG-Electrical Final Yes 08/16/2018 08/16/2018 BLDG-15 067267-2018 Partial Pass Michael Collins Reinspection Incomplete Roof/ReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Pre lim roof curb frame Yes 08/20/2018 08/20/2018 BLDG-14 067380-2018 Passed Michael Collins Complete Frame/Steel/Bolting/ Weldlng (Decks) Checklist Item COMMENTS Passed BLDG-Building Deficiency HVAC roof curbs & roof structure framing Yes 09/17/2018 09/17/2018 BLDG-34 Rough 070029-2018 Partial Pass Paul Burnette Reinspection Incomplete Electrical Checklist Item COMMENTS Passed BLDG-Building Deficiency No 09126/2018 09/26/2018 BLDG-Flnal 071280-2018 Passed Paul Burnette Complete Inspection Checklist Item COMMENTS Passed BLDG-Building Deficiency See card Yes BLDG-Electrical Final Yes September 26, 2018 Page 1 of 1 ✓• EsG1I A SAFEbuilt Cornpary DATE: 3/26/2017 JURISDICTION: Carlsbad □ APPLICANT □ JURIS. PLAN CHECK#.: CBC2018-0146 SET: I PROJECT ADDRESS: 2525 El Camino REAL #102 PROJECT NAME: Forever 21 Storefront Tenant Improvement □ □ □ □ □ ~ □ □ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's 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 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. EsGil staff did advise th7'applicant that the plan check has been completed. Person contacted·// JID Telephone#: Date contacted: (by:~) Email: Mail Telephone Fax In Person REMARKS: By: Jason Pasiut EsGil 3/20/2018 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Carlsbad CBC2018-0146 3/26/2017 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PREPARED BY: Jason Pasiut PLAN CHECK#.: CBC2018-0146 DATE: 3/26/2017 BUILDING ADDRESS: 2525 El Camino REAL #102 BUILDING OCCUPANCY: M BUILDING AREA Valuation Reg. PORTION (Sq.Ft.) Multiplier Mod. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1997 UBC Plan Check Fee ... ---~ Type of Review: 0 Complete Review VALUE D Structural Only 0 Repetitive Fee •. =~] Repeats D Other D Hourly EsGil Fee 1-------ll Hr. @ * Comments: ($) 6,656 6,656 $87.981 $57.191 $50.151 Sheet 1 of 1 SCHROEDER Construction & Development, Inc November 8, 2018 City of Carlsbad, Building Department 1635 Faraday Ave Carlsbad, CA 92008 Attn: Mike Petersen Dear City of Carlsbad: Schroeder Construction & Development Inc was contracted by Rouse Properties to construct the storefront only for the future Forever 21 space. The permit information is: CBC 2018-0146 2525 El Camino Real #102 Description: The Shoppes: owner shell work-new storefront 3/16/2018 At some time after this work was completed, Rouse Properties contracted with Deacon Construction to do additional structural reinforcement on the 2"' floor for Forever 21's RTU's. While we were not involved in this work what so ever, Deacon processed plans and added this work to my permit without my knowledge. Since we were not involved with this work, I talked to Mike Petersen to see if this work could be separated onto a separate permit. Mike said it was too late for that, but suggested I write a letter to the City explaining this situation. That is the purpose of this letter. Can you please keep this in the job file for the permit referenced above, so it is clear in the future that Schroeder Construction & Development Inc was not involved or responsible for this additional work performed by Deacon Construction. ~ Thomas Schroeder Schroeder Construction & Development Inc 2695 State Street Carlsbad CA 92008 760-434-4396 Print Date: 01/04/2019 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2525 El Camino Real, 102 BLDG-Permit Revision 1563020900 $ 0.00 Revision Permit Work Class: Residential Permit Revisi Lot#: Reference #: Construction Type Bathrooms: Orig. Plan Check#: CBC2018-0146 Plan Check#: (city of Carlsbad Permit No: PREV2018-0180 Status: Closed -Finaled Applied: 06/29/2018 Issued: 08/08/2018 Permit 01/04/2019 Finaled: Inspector: MColl Final Inspection: Description: THE SHOPPES: PROVIDE EQUIPMENT PLATFORM AND STRUCTURAL REINFORCEMENT TO EXISTING ROOF Applicant: SEAN HARRIS 3500 W Burbank Blvd Burbank, CA 91505-2235 818-972-5080 FEE BUILDING PLAN CHECK ADMIN FEE MANUAL BUILDING PLAN CHECK FEE Total Fees: $ 147.50 Building Division Owner: R P I CARLSBAD LP 1114 Avenue OfThe Americas, Floor 45 New York, NY 10036-7700 214-660-5232 x215232 Total Payments To Date : $ 147.50 Balance Due: AMOUNT $35.00 $112.50 $0.00 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov {cicyof Carlsbad PLAN CHECK REVISION OR DEFERRED SUBMITTAL APPLICATION Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov B-15 Original Plan Check Number C [3 ( J.()1-3° -o/q (q Project Address ;},!j'J,5 8 l 4m•YJO ~a,.) Plan Revision Number fK.c't.LdbL~ d J f:6 General Scope of Revision/Deferred Submittal:Fl ,~V!~o..,,111...,J""cC---f&:<1,Q.(i;.,llcµO""m"",?""11'--'-+--ol,,,0!£....,_.,..,,,,,"""-,f'l__,,4'---kJ--LL"il«<Cctl_..,.,.i,;a"'-"--I __ ~ '1,,1 ' -tl fC11tJlovcewievit ±0 ex:1-A,'4j woP, CONTACT INFORMATION: Name f11Lcbu.: / Cv.Vh";i Phone Fax,__ _______ _ Address 3500 \,,[c.5} Bwb@k B111J.. City Rur~lil k Zip q 1505 Email Address V\1t cha.elc@frla dc5(fjVCl'lf C/1.Wl Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised: lKJ Plans iz5l Calculations D Soils D Energy D Other 2. Describe revisions in detail 3. List page(s) where each revision is shown 4. Does this revision, in any way, alter the exterior of the project? D Yes [81 No 5. Does this revision add ANY new floor areals)? D Yes 6. Does this revision affect any fire related issues? D Yes 7. Is this a complete set? Qg Yes D No ~Signature~ {j;f/;: IZl No EJ No Date G /,2 {/ /~ 1635 Faraday Avenue, Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: building@carlsbadca.gov www.carlsbadca.gov ✓• EsG1I A SAFEbuilt'Company DATE: 7/9/2018 JURISDICTION: Carlsbad PLAN CHECK#.: CBC2018-0146.rev PROJECT ADDRESS: 2525 El Camino Real PROJECT NAME: Forever 21 Revision SET: I g,_APPLICANT /CJ JURIS. ~ The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building 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. D The check list transmitted herewith is for your information. The plans are being held at EsGil 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. D 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. D EsGil staff did advise the applicant that the plan check has been completed. Person contacted· --n D Telephone#: Date contacted: -{w ) Email: Mail Telephone Fax In Person ~ REMARKS: PREV2018-0180 By: Jason Pasiut EsGil 7/2/2018 Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 Car'Isbad CBC2018-0146.rev 7/9/2018 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK#.: CBC2018-0146.rev PREPARED BY: Jason Pasiut BUILDING ADDRESS: 2525 El Camino Real BUILDING OCCUPANCY: M BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier Hourlv review Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code #N/A 1997 UBC Building Permit Fee ... 1997 UBC Plan Check Fee ... Type of Review: □ Complete Review DATE: 7/9/2018 Reg. VALUE Mod. D Structural Only D Repetitive Fee ...,. Repeats D Other 0 Hourly EsGII Fee 11Hr.@• ~=====$=9=□=-o~o * Based on hourly rate Comments: ($) $90.001 Sheet 1 of 1 ~,, LDA des,gn grouo JUN 2 9 2018 CITY or: Ci'::,'.',,'. °siJ BUILD\(,;G L:·;/·1.·',~:• ;·.j Narrative Date: June 28, 2018 Project Number: RP1603.55 Project Name: Project Location: Bulletin No.: The Shoppes at Carlsbad Forever 21 Carlsbad, CA 1 The follmving changes, deletions, additions, additions, and / or alterations in, on and to the drawings and specifications shall apply to proposals made for and to the execution of the various parts of the work affected thereby. Careful note of this Bulletin shall be taken by all parties of interest so that the proper allowance may be made in all computations, estimates and contracts, and all trades affected shall be fully advised in the performance of the work which will be required of them. This Bulletin supersedes all previous drawings, specifications, and instructions pertaining to the items of work herein. In case of conflict between drawings, specifications, and this Bulletin, the architect shall determine what governs. Description of Builetin Items Added scope: ,. Provide equipment platform and structural reinforcement to existing roof for future tenant RTUs. Ii-• ARCHITECTURAL: \J Mill • Revised the sheet index to include "Roof Plan" in the tittle of A2.l • Added a Structural section to the sheet index A2.l: • Added a roof plan to reflect the location of future rooftop units by tenants • Added roof details • Added a site line diagram STRUCTURAL: Added a structural documents and calculations for the retrofit of the existing roof structure. End of Narrative 3500 West Burbank Boulevard, Burbank, California 91505 T: 818-972-5080 F: 818-8-3895 www.LDAeslgngroup .:.~r LDA Date: Project Number: Project Name: Project Location: Addendum No.: Narrative April 03, 2018 RP1603.55 The Shoppes at Carlsbad Space 102 F21 Storefront Carlsbad, CA A The fol1owing changes, deletions, additions, additions, and / or alterations in, on and to the drawings and specifications shall apply to proposals made for and to the execution of the various parts of the \'\-'Ork affected thereby. Careful note of this Addendum shall be taken by all parties of interest so that the proper allowance may be made in all computations, estimates and contracts, and all trades affected shall be fully advised in the performance of the work which ,vm be required of them. 'Ibis Addendum supersedes all previous drmvings, specifications, and instructions pertaining to the items of work herein. In case of conflict between drawings, specifications, and this Addendum, the architect shall determine what governs. Description of Addendum 'C' Items AM 1. Identified issued sheets on sheet index Clarified Notes to provide second mobilization for an interior storefront finishes A3.l : Details 3, 4, & 5 A4.l : Section 3 A7.l : Details 11, 14, & 15 Encl of Narrative 3500 West Burbank Boulevard, Burbank, California 91505 T: 818-972-5080 F: 818-848-3895 www.LDAdesigngroup.com Thornton Tomasetti Building Solutions Project The Shoppes at Carlsbad Space 102 Structural Calculations Project No. S16012.54 Prepared For LOA Design Group 3500 West Burbank Blvd. Burbank, CA 91505 T: 818.972.5080 Prepared By Thornton Tomasetti Inc. 925 Fort Stockton Drive. Suite 200 San Diego, CA 92103 T: 619.550.5900 June 28, 2018 Brookfieldj Properties \ PREV2018-0180 2525 EL CAMINO REAL # 102 THE SHOPPES: PROVIDE EQUIPMENT PLATFORM AND STRUCTURAL REINFORCEMENT TO EXISTING ROOF CBC2018-0146 1563020900 6/29/2018 PREV2018-0180 Thornton Tomasetti TABLE OF CONTENTS Calculatlons Design Criteria Gravity Loading .................................................................................................................... A1-1 Lateral Loading ..................................................................................................................... A2.-1 Mlscellaneous RTU Framing ....................................................................................................................... M1-1 Space 102 Structural Calculations June 28, 2018 I Project# S16012.54 Thornton Tomasetti Building Solutions Section A Design Criteria ' . Thornton Tomasetti Building Solutions Al -Gravity Loading A1-1 ·---···~-- • Thornton Tomasetti ProJect The Shoeees at Carlsbad ProJect No. S16012 Date 6/25/2018 !f AB Sheet of SubJHt Building Loads Chec:11:ed!f TT Drawing No. Minimum Design Loads CBC 2013//BC 2012/ ASCE 7-10 1 -Level 2 -!El Lease Area Gravi~ Mass 2 -Level 2 -!El Concourse Gravi~ Mass Finish 5.0 psf 5.0 psf 2" NWT Topping 25.0 psf 25.0 psf 2 1/2" NWT Cone. Slab 32.0 psf 32.0 psf 2 1/2" NWT Cone. Slab 32.0 psf 32.0 psf 6"x18" NWT Cone. Jst. @ 36"oc 38.0 psf 38.0 psf 6"x18" NWT Cone. Jst. @ 36"oc 38.0 psf 38.0 psf NWT Cone. Beams 25.0 psf 25.0 psf NWT Cone. Beams 25.0 psf 25.0 psf NWT Cone. Col's 5.0 psf 5.0 psf NWT Cone. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Ceiling 13.0 psf 13.0 psf Partition 0.0 psf 10.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 esf 3.0 est Misc. 3.0 est 3.0 est DL= 115psf 125 psf DL = 145 psf 155 psf Retail LL= 75 psf Public LL= 100 psf 3 -Level 2 -!El Exterior Ent!}'. Gravi~ Mass 4 • Level 2 -jE) Exterior Road Gravi~ Mass 3" NWT Topping Slab 40.0 psf 40.0 psf 6" NWT Topping Slab 75.0 psf 75.0 psf 2 1 /2" NWT Cone. Slab 32.0 psf 32.0 psf 41/2" NWT Cone. Slab 56.0 psf 56.0 psf 6"x18" NWT Cone. Jst. @ 36"oe 38.0 psf 38.0 psf 10"x18" NWT Cone. Jst. @40"oe 56.0 psf 56.0 psf NWT Cone. Beams 25.0 psf 25.0 psf NWT Cone. Beams 30.0 psf 30.0 psf NWT Cone. Col's 5.0 psf 5.0 psf NWT Cone. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Partition o.o psf 10.0 psf Misc. 3.0 est 3.0 esf Misc. 3.0 est 3.0 est DL = 150 psf 160 psf DL = 232 psf 242 psf Public LL= 100 psf Sidewalk LL= 250 psf 5 -Roof -!El Lease Area Gravi~ Mass 6 -Roof -!El Concourse Gravi~ Mass Composite Roof 4.0 psf 4.0 psf Composite Roof 4.0 psf 4.0 psf 1 /2" Plywood Sheathing 3.0 psf 3.0 psf 1 /2" Plywood Sheathing 3.0 psf 3.0 psf 3x14 Rafters@ 24" oc 5.0 psf 5.0 psf 3x14 Rafters@ 24" oc 5.0 psf 5.0 psf Stl. Beam & Col Framing 4.0 psf 4.0 psf Sil. Beam & Col Framing 4.0 psf 4.0 psf M.E.P. 4.0 psf 4.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Ceiling 13.0 psf 13.0 psf Partition 0.0 psf 5.0 psf Partition 0.0 psf 5.0 psf Misc. 2.0 esf 2.0 est Misc. 2.0 est 2.0 est DL = 25 psf 30 psf DL = 35 psf 40 psf Roof LL= 20 psf Roof LL= 20 psf A1-2 Thornton Tomasetti Project The Shoppes at Carlsbad Sull)ect Building Loads Minimum Design Loads CBC 2013//BC 2012/ ASCE 7-10 7 -Level 2 • jN} In-fill Gravi~ Finish 5.0 psf 3-1/2" NWC Fill 54.5 psf 2", 18 Ga Metal Deck 2.5 psf Steel Framing 10.0 psf M.E.P. 4.0 psf Ceiling 3.0 psf Partition 0.0 psf Misc. 3.0 psf DL = 82 psf Retail LL= 100 psf 9 • Level 2 • {Nl Loading Dock Gravi~ 7-1/2" (avg) NWC Topping 95.0 psf 4-1/2" NWC Fill 72.5 psf 3", 18 Ga Metal Deck 2.5 psf Steel Framing 10.0 psf M.E.P. 4.0 psf Ceiling 3.0 psf Partition 0.0 psf Misc. 3.0 psf DL = 190 psf Loading Dock LL= 250 psf 11 • CanOP)'. • IN} T):elcal Gravi~ Composite Roof 5.0 psf 1-1/2", 18 Ga Metal Deck 1.5 psf Steel Framing 10.0 psf Misc. 3.0 psf DL = 20 psf Roof LL= 20 psf Mass 5.0 psf 54.5 psf 2.5 psf 10.0 psf 4.0 psf 3.0 psf 10.0 psf 3.0 psf 92 psf Mass 95.0 psf 72.5 psf 2.5 psf 10.0 psf 4.0 psf 3.0 psf 10.0 psf 3.0 psf 200 psf Mass 5.0 psf 1.5 psf 10.0 psf 3.0 psf 20 psf Project No. S16012 Date 6/25/2018 ByAB Sheet of Checked By TT Drawing No. 8 • Level 2 • {Nl Restaurant Gravi~ Mass Finish 5.0 psf 5.0 psf 2 1/2" NWT Cone. Slab 32.0 psf 32.0 psf 6"x18" NWT Cone. Jst. @ 36"oc 38.0 psf 38.0 psf NWT Cone. Beams 25.0 psf 25.0 psf NWT Cone. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 115 psf 125 psf Dining LL= 100 psf 10 • Roof • IN} T):plcal Gravi~ Mass Composite Roof 5.0 psf 5.0 psf 1-1/2", 18 Ga Metal Deck 1.5 psf 1.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 5.0 psf Misc. 3.0 psf 3.0 psf DL = 27 psf 32 psf Roof LL= 20 psf 12 -Mezzanine Gravi~ Mass 2-1/2" LWC Fill 32.1 psf 32.1 psf 2", 18 Ga Metal Deck 2.5 psf 2.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Misc. 3.0 psf 3.0 psf DL = 55 psf 55 psf Mezzanine LL= 125 psf A1-3 .. ' Thornton Tomasetti Building Solutions A2 -Lateral Loading A2-1 Seismic Parameters Seismic lnportance Factor, I, 1.0 Occupancy Category II Site Class D Seismic Design Category D s, 1.111g s, 0.428g Sos 0.782g So, 0.448g A2-2 Thornton Tomasetti Building Solutions Section M Miscellaneous • Thornton Tomasetti Building Solutions Ml -RTU Framing MH Non-Structural Seismic Loading ASCE 7-10, Chapter 13 Description: Detennine F P for roof mounted HVAC equipment. Component Type: HVAC (Conservative Envelope) Seimic Coefficients: Additional Input Importance Factor Spectral Acceleration, Short Period Component Operating Weight Height at Point of Attachment Average Roof Height Detennine Seismic Design Force 04·a...·Sos·W ( \ Fp(wp) := · v ~ P. 1 + 2 .. ~j 1i, Fp_max(wp) := l.6-Sos·1i,·Wp Fp_min(wp) := 0.3·Sos·1i,·Wp Controlling Design Force "p := I I ~ := 22 I n0 := 2- 2 1i, := 1.00 Sos:= o.1s2 z := 41ft h:= 41ft Fp_max(wp) ➔ l.25-WP Fp_min(wp) ➔ 0.23·Wp [ASCE 7-10 Table 13.6-1] [ASCE 7-10 Eqn. (13.1-1)] [ASCE 7-10 Eqn. (13.1-2)] [ASCE 7-10 Eqn. (13.1-2)] M1-2 Thornton Tomasetti PROJECT f;,.,. .., c: c z { SUBJECT IZ T \) ~ Co.,. J. u,.,, ·, + C? r---z 1 t . F=i> ~ ~ \....~.s· ' A * 4 Z'' T "' ,\' II Cc~,,,-,er K-e.c.,,-l:c,.,,5 t) = 7G5 -ff; /4 =-1'7 / #=t" E _ :!.(?"l I t!){-.,"l. 5 •) -2' (A 2' ·•) PRoJEcTNo. s li;o1:z DATE G/?0/1@, SHEET CHECKED BY DRAWING NO. A ss<-->....,e · \7'' C~;,~ Fp" o.~9 \c)f> :: 0-3'6 (°';:/G,5 .:fJ) 7 '1 ( 4=1- of I Cf 2-tvtA "'01 1...c i": (o.c..-o.c-~t>'>)t> +l- "-0. l -4-4 1>-t c (z9 ( 4t) (~-4.S ·-')-o."¥1-4 (7GS 4f)(•u')-T ( 42··> 0 T<Q 'l: I ZO :tl-t M1-3 Thornton Tomasetti PROJECT ri:3r,,;, ,,., 7, PROJECT NO. SIC,(', I Z DATE (,. /n 1i~ BY S~N SHEET I of f SUBJECT K1 v ~)-"\ CHECKED BY DRAWING NO. " I @ ?' 0,C, ?7 '-0" r-: i:=--L (-z •\(--r: 7·') ( O .0 r 1 kJ-1) -/,\~ l: 'f> L, {,•)(2-.,·)(0 .On: l.s·r) ().G~ I.: r> \/ l ~' ,, .. I L;. (' C = i; r ~ -z' ·o.c. i 1", ~ 1>1..,,---'>-'{t, f . 'i I>-,-#-,-- !Cl'., vL:-7-:"'43 /.1? ---.. -::::::-~ { L,, 3,.-¼, C.; ~-7,_,..,_, c-c. le E ~ o.44 l; r J ~ i;:> C. " ( ~?, ) ( c -=,, ) (c,.r-,~ ( l. ,.-( ) G.zA L:p- L, = (~' )(z,---~/) ( G . Ci I C: c~-r: ,) 3,.,% '· :,:, 17,4~ _.,,. s~-e.. A~.,-~ M1-4 BEAM KEYPLAN 3) 16B26 -E4 TO E5 4 4) EXISTING STEEL COL 'l-,r 2) 14B22 -E5 TO E6~ TYP ( E) . ~{E)1482~ --, TYP \ / I cu I I I cu I \,11 .1 \2'1 1 I I \ 1 I 765LBS MAX I l765LBS 1) TYP RTU SUPPORT BM ;' D )- \_ _/ I {2~2x14 -r;,j ;----l.!!!."--lffu,,o----;,,: ,----:r-"'ll'-,);".,,-,°',---o,-: ~ - r,.,, W12X16 CD~~?! PARTIAL FRAMING PLAN M1-5 Wood Beam 4ndows.lhomtontomasetll.corn~lleSye\CA2V'rojec11\S5SY5F-B\Analysis\SEV1'1N-KIFZ178C-•ITH1R2Z-N.EC6 ENERCALC, INC.1983-2017, Blld:10.17.8.9, Ver:10.17.8.9 I, I II I Description : 1) TYP RTIJ Support Beam CODE REFERENCES Calculations per NOS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Pro ertles Analysis Method : Load Resistance Factor D Load Combination :ASCE 7-1 O Fb+ Fb - 1,000.0psi 1,000.0psi 1,500.0psi E : Modulus of Elasticity Wood Species : Douglas Fir -Larch Wood Grade : No.1 Fc -Pr11 Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.191 E(0.12) D(0.191 E(0.12) 2-2x14 Span = 27 .0 ft 625.0psi 180.0psi 675.0 psi Ebend-xx 1,700.0 ksi Eminbend -xx 620.0ksi Density 31 .20pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 0.1910, E = 0.120 k @ 0.0 fl, (RTU Reaction) Point Load : D = 0.1910, E = 0.120 k@7.750 fl, (RTU Reaction) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.279 1 Maximum Shear Stress Ratio Section used for this span 2-2x14 Section used for this span fb : Actual = 324.90psi fv : Actual FB : Allowable = 1, 165.86 psi Fv : Allowable Load Combination +1.40D+1.60H Load Combination Location of maximum on span = 7.785ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio= 4817 >=240. Max Upward Transient Deflection -0.067 in Ratio= 4817 >=240. Max Downward Total Deflection 0.258 in Ratio= 1255 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V A. CFN Ci Cr Cm C t CL Mu lb +1.400+1.60H Length = 26.901 ft 0.279 0.055 0.60 0.900 1.00 1.00 1.00 1.00 1.00 2.38 324.90 Length = 0.09854 ft 0.003 0.055 0.60 0.900 1.00 1.00 1.00 1.00 1.00 0.02 3.22 +1.200+0.50Lr+1.60L +1.60H 0.900 1.00 1.00 1.00 1.00 1.00 Length = 26.901 ft 1 0.179 0.035 0.80 0.900 1.00 1.00 1.00 1.00 1.00 2.04 278.48 Length = 0.09854 ft 1 0.002 0.035 0.80 0.900 1.00 1.00 1.00 1.00 1.00 0.02 2.76 +1.200+1.60L +0.50S+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 Length = 26.901 ft 1 0.179 0.035 0.80 0.900 1.00 1.00 1.00 1.00 1.00 2.04 278.48 Length = 0.09854 ft 1 0.002 0.035 0.80 0.900 1.00 1.00 1.00 1.00 1.00 0.02 2.76 +1.200+1.60Lr+0.50L +1.60H 0.900 1.00 1.00 1.00 1.00 1.00 Design OK = 0.055: 1 2-2x14 = 12.84 psi = 233.28 psi +1.400+1.SOH = 0.000ft = Span# 1 Shear Values Fb Vu rv Fv 0.00 0.00 0.00 0.00 1165.86 0.34 12.84 233.28 1165.86 0.23 12.84 233.28 0.00 0.00 0.00 0.00 1554.48 0.29 11.01 311.04 1554.48 0.19 11.01 311.04 0.00 0.00 0.00 0.00 1554.48 0.29 11.01 311.04 1554.48 0.19 11.01 311.04 0.00 0.00 0.00 0.00 M1-6 Wood Beam !ndows.-.com\FJ~Y5F-B\Aroalj1II\SEV11N1-K\FZ178C--4\lli1R2Z-N.EC6 ENERCALC, INC. 1983,2017, Buld:10.17.8.9, Ver.I~ 17.&B I ol II I Description : 1) 1YP Rl\J Support Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V /1, CFN Ci c, Cm C t CL Mu lb Fb Vu fv Fv Length = 26.901 ft 1 0.179 0.035 0.80 0.900 1.00 1.00 1.00 1.00 1.00 2.04 278.48 1554.48 0.29 11.01 311.04 Length = 0.09854 ft 1 0.002 0.035 0.80 0.900 1.00 1.00 1.00 1.00 1.00 0.02 2.76 1554.46 0.19 11.01 311.04 +1.200+1.60Lr+0.50W+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.179 0.035 0.60 0.900 1.00 1.00 1.00 1.00 1.00 2.04 278.48 1554.46 0.29 11.01 311.04 Length = 0.09854 ft 1 0.002 0.035 0.80 0.900 1.00 1.00 1.00 1.00 1.00 0.02 2.76 1554.48 0.19 11.01 311.04 +1.200+0.50L +1.60S+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.179 0.035 0.60 0.900 1.00 1.00 1.00 1.00 1.00 2.04 276.46 1554.46 0.29 11.01 311.04 Length = 0.09854 ft 1 0.002 0.035 0.60 0.900 1.00 1.00 1.00 1.00 1.00 0.02 2.76 1554.46 0.19 11.01 311.04 +1.200+1.60S+0.50W+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.179 0.035 0.60 0.900 1.00 1.00 1.00 1.00 1.00 2.04 278.46 1554.46 0.29 11.01 311.04 Length = 0.09654 ft 1 0.002 0.035 0.80 0.900 1.00 1.00 1.00 1.00 1.00 0.02 2.76 1554.46 0.19 11.01 311.04 +1.200+0.50Lr+0.50L +W+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.143 0.028 1.00 0.900 1.00 1.00 1.00 1.00 1.00 2.04 278.48 1943.10 0.29 11.01 368.60 Length = 0.09854 ft 1 0.001 0.028 1.00 0.900 1.00 1.00 1.00 1.00 1.00 0.02 2.76 1943.10 0.19 11.01 368.80 +1.200+0.SOL +0.50S+W+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.143 0.028 1.00 0.900 1.00 1.00 1.00 1.00 1.00 2.04 278.46 1943.10 0.29 11.01 368.80 Length = 0.09854 ft 1 0.001 0.028 1.00 0.900 1.00 1.00 1.00 1.00 1.00 0.02 2.76 1943.10 0.19 11.01 368.80 + 1.200+0.50L +0.20S+E+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.190 0.037 1.00 0.900 1.00 1.00 1.00 1.00 1.00 2.70 368.96 1943.10 0.36 14.24 388.80 Length = 0.09854 ft 1 0.002 0.037 1.00 0.900 1.00 1.00 1.00 1.00 1.00 0.02 3.22 1943.10 0.23 14.24 388.80 +1.200+0.50L +0.20S-E+1.60H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 1 0.099 0.020 1.00 0.900 1.00 1.00 1.00 1.00 1.00 1.41 193.09 1943.10 0.21 7.76 388.80 Length = 0.09854 ft 1 0.001 0.020 1.00 0.900 1.00 1.00 1.00 1.00 1.00 0.02 2.29 1943.10 0.16 7.78 388.80 +0.90D+W+0.90H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 0.107 0.021 1.00 0.900 1.00 1.00 1.00 1.00 1.00 1.53 208.86 1943.10 0.22 8.28 388.80 Length = 0.09854 ft 0.001 0.021 1.00 0.900 1.00 1.00 1.00 1.00 1.00 0.02 2.07 1943.10 0.15 8.26 368.80 +0.90D+E+0.90H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 0.154 0.030 1.00 0.900 1.00 1.00 1.00 1.00 1.00 2.19 299.34 1943.10 0.30 11.49 388.80 Length = 0.09854 ft 0.001 0.030 1.00 0.900 1.00 1.00 1.00 1.00 1.00 0.02 2.53 1943.10 0.18 11.49 386.80 +0.90D-E+0.90H 0.900 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.901 ft 0.065 0.013 1.00 0.900 1.00 1.00 1.00 1.00 1.00 0.92 126.01 1943.10 0.13 5.03 388.80 Length = 0.09854 ft 1 0.001 0.013 1.00 0.900 1.00 1.00 1.00 1.00 1.00 0.01 1.61 1943.10 0.11 5.03 388.80 overall Maximum Deflections Load Combination Span Max.•-• Deft Location in Span Load Combination Max."+" Defl location in Span +0+0.70E+H 1 0.2561 12.712 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.567 0.195 Overall MINimum -0.206 -0.034 +O+H 0.443 0.171 +D+L+H 0.443 0.171 +D+Lr+H 0.443 0.171 +D+S+H 0.443 0.171 +0+0.750Lr+0.750L +H 0.443 0.171 +0+0.750L +O. 750S+H 0.443 0.171 +0+0.60W+H 0.443 0.171 +0+0.70E+H 0.567 0.195 +0-0.70E+H 0.300 0.147 +O+O. 750Lr+O. 750L +0.450W+H 0.443 0.171 +0+0.750L+0.750S+0.450W+H 0.443 0.171 +O+O. 750L +O. 750S+0.5250E+H 0.551 0.189 +O+O. 750L +O. 750S-0.5250E+H 0.336 0.153 +0.600+0.60W+0.60H 0.266 0.103 +0.600+0. 70E+0.60H 0.410 0.127 +0.600-0.70E+0.60H 0.122 0.079 □Only 0.443 0.171 Lr Only LOnly M1-7 Wood Beam 1,1111 Description : 1) TYP R1IJ Support Beam Vertical Reactions Load Combination SOnly WOnly EOnly E Only' -1.0 HOnly lnclowl.-.com\FJIISyslCA2V'rqee\S6SY5F-B\Anrjlll\Se/10W-K\FZ178C-4\TH1R2Z•N.EC8 ENERCALC, INC. 1983-2017, Bulld:10.17.U Var.in 17.&9 . . . Support notation : Far left is #1 Values in KIPS Support 1 Support 2 0.206 0.034 -0.206 -0.034 M1-8 Steel Beam 4ndowl.--.com\FlleSyalCA2'/'roocts\S6SY5F•B\Analy1is\SEV111N-K'J'Z17&H\TH1R2Z•N.EC8 ENERCALC, INC. 1118:1-2017, Bold:10.17.8.9, Ver:1~ 17.8.9 l t, 1111 Description : 2) 14B22-E5 to E6 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against latera~lof'sional buckling Bending Axis : Major Axis Bending 0(1.134) ,(ll.1141111) ,(ll.1!48fl) ,(ll.t!Allfl) ,(ll.1!48fl) ,(ll.1'il 'i l' - W14x22 r Span = 22.0 ft Fy : Steel Yield : E: Modulus: 36.0 ksi 29,000.0 ksi . . . Applled Loa~d,.,sc_ ___________________ s_e_rv_ic_e_lo_a_d_s_e_nt_e_re_d_. L_o_a_d_F_a_cto_rs_w_il_l b:..:e __ a"-p._p_lie_d_fo_r_ca_:,:lc_:_ul_:_at--io--n_:_s_. Beam self weight calculated and added to loading Loads on all spans ... Point Load : D = 1.134, Lr= 0.6480 k, Starting at: 1.0 ft and placed every 2.0 ft thereafter Load(s) for Span Number 1 Point Load : D = 0.4430, E = 0.2060 k @ 11.50 ft, (RTIJ BM Rxn) Point Load: D = 0.4430, E = 0.2060 k@ 14.417 ft, (RTIJ BM Rxn) Point Load: D = 0.4430, E = 0.2060 k@21.333 ft, (RTIJ BM Rxn) DESIGN SUMMARY -----Maximum Bending Str&ss Ratio = 0.889 : 1 Section used for this span W14x22 Mu: Applied 79.708 k-ft Mn• Phi : Allowable 89.640 k-ft Load Combination +1.20D+1.60Lr+0.50L +1.60H Maximum Shear Stress Ratio = Section used for this span Vu: Applied Vn * Phi : Allowable Load Combination Design OK Location of maximum on span 11.000ft Span # where maximum occurs Span # 1 Location of maximum on span Span # where maximum occurs 0.215 : 1 W14x22 14.619 k 68.062 k +1.20D+1.60Lr+0.50L +1.60H 22.000 ft Span# 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.298 in -0.027 in 0.898 in 0.000 in Ratio= Ratio= Ratio= Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V max Mu+ max Mu - +1.400+1.60H Osgn. L = 22.00 ft 0.626 0.153 56.10 +1.200+0.50Lr+1.60L +1.60H Osgn. L = 22.00 ft 0.647 0.157 57.97 +1.200+1.60L +0.50S+1.60H Osgn. L = 22.00 ft 0.536 0.131 46.09 +1.200+1.60Lr+0.50L +1.60H Osgn. L = 22.00 ft 0.889 0.215 79.71 +1.200+1.60Lr+0.50W+1.60H Osgn. L = 22.00 ft 0.889 0.215 79.71 +1.200+0.50L +1.60S+1.60H Osgn. L = 22.00 ft 0.536 0.131 48.09 +1.200+1.60S+0.50W+1.60H Osgn. L = 22.00 ft 0.536 0.131 48.09 +1.200+0.50Lr+0.50L +W+1.80H Osgn. L = 22.00 ft 0.647 0.157 57.97 + 1.200+0.50L +0.50S+W+1.60H Osgn. L = 22.00 ft 1 0.536 0.131 48.09 +1.3560+0.50L +0.20S+E+1.60H Osgn. L = 22.00 ft 1 0.626 0.155 56.28 885>=240 9,782 >=240 294 >=180 0 <180 Summary of Moment Values Mu Max Mnx 56.10 99.60 57.97 99.60 46.09 99.60 79.71 99.60 79.71 99.60 46.09 99.60 48.09 99.60 57.97 99.60 48.09 99.60 56.28 99.60 Phi*Mnx 89.64 89.64 89.64 89.64 69.64 89.64 89.64 69.64 89.64 89.64 Summary of Shear Values Cb Rm VuMax Vnx Phi'Vnx 1.00 1.00 10.40 66.06 68.06 1.00 1.00 10.70 68.06 66.06 1.00 1.00 8.92 68.06 68.06 1.00 1.00 14.62 68.06 68.06 1.00 1.00 14.62 66.06 68.06 1.00 1.00 8.92 68.06 68.06 1.00 1.00 8.92 68.06 66.06 1.00 1.00 10.70 68.06 68.06 1.00 1.00 6.92 68.06 68.06 M1-9 1.00 1.00 10.52 68.06 68.06 Steel Beam t ol 111 Description : 2) 14B22 • ES to E6 Load Combination Max Stress Ratios Segment Length Span # M V +1.356D+0.S0L +0.20S-E+1.60H Dsgn. L = 22.00 ft 0.585 0.142 +0.90D+W+0.90H Dsgn. L = 22.00 ft 0.402 0.096 +0.7436D+E+0.90H Dsgn. L = 22.00 ft 0.354 0.066 +0.7436D-E+0.90H Dsgn. L = 22.00 ft 1 0.311 0.075 Overall Maximum Deflections max Mu+ 52.42 36.06 31.74 27.87 j-.l>omfl>,ta,.-.'°"''flleSya\CA2'1'1'qec:11•B\AnalylllllSEV10W-K'FZ1'18C4\TH1R2Z-N.EC6 ENERCALC, INC. 11163-2017, Buld:10.17.U Ver.1~ 17.&9 . . . Summary of Moment Values Summary of Shear Values max Mu -Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi"Vnx 52.42 99.60 89.64 1.00 1.00 9.64 68.06 68.06 36.06 99.60 89.64 1.00 1.00 6.69 68.06 68.06 31.74 99.60 89.64 1.00 1.00 5.97 68.06 68.06 27.87 99.60 89.64 1.00 1.00 5.08 68.06 68.06 ---------------------------------- Load Combination +D+Lr+H Vertlcal Reactions Load Combination OVerall MAXimum Overall MINlmum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D-0.70E+H +D+0. 750Lr+0. 750L +0.450W+H +D+0.750L +0.750S+0.450W+H +D+0.750L +0. 750S+0.5250E+H +D+0. 750L +0. 750S-0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H +0.60D-0.70E+0.60H DOnly Lr Only L Only SOnly WOnly EOnly EOnly'-1.0 HOnly Sp an Support 1 10.421 -0.176 6.857 6.857 10.421 6.857 9.530 6.857 6.857 6.979 6.734 9.530 6.857 6.949 6.764 4.114 4.237 3.991 6.857 3.564 0.176 -0.176 Max.•-• Defl 0.8983 Support 2 10.994 -0.442 7.430 7.430 10.994 7.430 10.103 7.430 7.430 7.740 7.121 10.103 7.430 7.663 7.198 4.458 4.768 4.149 7.430 3.564 0.442 -0.442 location in Span Load Combination Max. •+• Deft location in Span 11.063 0.0000 0.000 Support notation : Far left is #1 Values in KIPS M1-10 Steel Beam -.lho,1110iib1....ul.com\FlleSys\CA2'/'!qldl\S5Y6F-B\Analytls\SEV10W-K\FZ178C-.l\1H1R2Z-N.EC8 ENERCALC, INC.1983-2017, BlJld:10.17.8.9, V.-:10.17.&9 I ol II I Description : 3) 16B28-E41o ES CODE REFERENCES Calculations per AISC 360-10, IBC 2012, 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 Banding Axis : Major Axis Bending Fy : Steel Yield : E: Modulus: 36.0 ksi 29,000.0 ksi . . . D(?A 3J)ICt:1c1..t;,t ::!.'.']t,: ,1,;tL · ... :,t:J.: ::t: ) 1 J:, ,1,;:□w,J::r:;1,:~-4) W16x26~ W16x26 ~W16x26 rp•n = 4.01 Span = 30 .0 ft tpan = 4.01 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam se~ weight calculated and added to loading Loads on all spans ... Point Load : D = 1.134, Lr = 0.6480 k, Starting at : 1.0 ft and placed every 2.0 ft thereafter Load(s) for Span Number 1 Point Load: D = 0.4430, E = 0.2060 k@2.250 ft, (RTIJ BM Rxn) Point Load: D = 7.430, Lr= 3.564, E = 0.4424 k@ 0.0 ft, (Adjacent BM RXN) Load(s) for Span Number 2 Point Load: D = 0.4430, E = 0.2060 k@5.167ft, (RTIJ BM Rxn) Point Load : D = 0.4430, E = 0.2060 k @ 8.083 ft, (RTIJ BM Rxn) Point Load : D = 0.4430, E = 0.2060 k @ 15.0 fl, (RTU BM Rxn) Point Load: D = 0.4430, E = 0.2060 k@ 17.917ft, (RTIJ BM Rxn) Load(s) for Span Number 3 Point Load: D = 6.237, Lr= 3.564 k@4.0 ft, (Adjacent BM RXN) DESIGN SUMMARY Design OK MaXlmum Bending Stress Ratio = 0.928: 1 Maximum Shear Stress Ratio = 0.246 : 1 . Section used for this span W16x26 Mu : Applied 110. 736 k-ft Mn • Phi : A!lowable 119.340 k-ft Load Combinatielt20D+1.60Lr+0.50L+1.60H, LL Comb Run rL') Location of maximum on span 15.000ft Span # where maximum occurs Span # 2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward To1al Deflection 0.217 in -0.289 in 1.364 in -0.476 in Ratio= Ratio= Ratio= Ratio= Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ratios Segment Length Span# M V max Mu+ max Mu~ +1.40D+1.60H Dsgn. L = 4.00ft 1 0.413 0.169 -49.33 Dsgn. L = 30.00 ft 2 0.510 0.168 60.85 -49.33 Dsgn. L = 4.00ft 3 0.348 0.142 -41.57 +1.20D+0.50Lr+1.60L+1.60H, LL Comb Dsgn. L = 4.00 ft 1 0.354 0.145 -42.29 Dsgn. L = 30.00 ft 2 0.402 0.151 47.94 -44.05 Dsgn. L = 4.00ft 3 0.369 0.151 -44.05 +1.20D+0.50Lr+1.60L +1.60H, LL Comb Dsgn. L = 4.00 ft 1 0.354 0.173 -42.29 Dsgn. L = 30.00 ft 2 0.590 0.173 70.46 -42.29 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 +1.20D+0.50Lr+1.60L +1.60H, LL Comb Dsgn. L = 4.00ft 1 0.354 0.169 -42.29 Section used for this span W18x28 Vu : Applied 20.879 k Vn •Phi: A!lowable 84.780 k Load Combinatielt20D+1.60Lr+0.50L +1.60H, LL Comb Run (LL') Location of maximum on span 4.000 ft Span # where maximum occurs Span # 1 441 >=240 331 >=240 264 >=180 202 >=180 Summary of Moment Values Summary of Shear Values Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx 49.33 132.60 119.34 1.00 1.00 14.34 84.78 84.78 60.85 132.60 119.34 1.00 1.00 14.24 84.78 84.78 41.57 132.60 119.34 1.00 1.00 12.05 84.78 84.78 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 47.94 132.60 119.34 1.00 1.00 12.76 84.78 84.78 44.05 132.60 119.34 1.00 1.00 12.76 84.78 84.78 42.29 132.60 119.34 1.00 1.00 14.63 84.78 84.78 70.46 132.60 119.34 1.00 1.00 14.63 84.78 84.78 35.63 132.60 119.34 1.00 1.00 10.33 ~?~1 84.78 42.29 132.60 119.34 1.00 1.00 14.35 84.78 84.78 Steel Beam i ___ camlflloSys\CA2\PlojeCII\SY5F•BIAllalyals\SEV1ow-KV'Z1-\TH1R2Z•N.EC8 ENERCAI.C, INC. 1983-2017, Bl.«d:10.17.&9, V.:10.17.8.9 1,1111 . Description : 3) 16826 -E4 to E5 Load Combination Max Slress Ratios Summary of Moment Values Summary of Shear Values Segment Leng1h Span# M V max Mu+ max.Mu~ Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi1Vnx Dsgn. L • 30.00 ft 2 0.555 0.169 66.25 -44.05 66.25 132.60 119.34 1.00 1.00 14.35 84.78 84.78 Dsgn. L • 4.00ft 3 0.369 0.151 -44.05 44.05 132.60 119.34 1.00 1.00 12.76 84.78 84.78 +1.200+0.50Lr+1.60L +1.60H, LL Comb Osgn. L • 4.00ft 1 0.425 0.174 -50.71 50.71 132.60 119.34 1.00 1.00 14.72 84.78 84.78 Osgn. L • 30.00 ft 2 0.425 0.147 47.94 -50.71 50.71 132.60 119.34 1.00 1.00 12.49 84.78 84.78 Osgn. L • 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.200+0.50Lr+1.60L +1.60H, LL Comb Dsgn. L • 4.00ft 1 0.425 0.174 -50.71 50.71 132.60 119.34 1.00 1.00 14.72 84.78 84.78 Osgn. L • 30.00 ft 2 0.425 0.151 43.73 -50.71 50.71 132.60 119.34 1.00 1.00 12.76 84.78 84.78 Osgn. L • 4.00ft 3 0.369 0.151 -44.05 44.05 132.60 119.34 1.00 1.00 12.76 84.76 84.78 +1.200+0.50Lr+1.60L+1.60H, LL Comb Osgn. L • 4.00ft 1 0.425 0.176 -50.71 50.71 132.60 119.34 1.00 1.00 14.92 84.78 84.78 Osgn. L • 30.00 ft 2 0.555 0.176 66.25 -50.71 66.25 132.60 119.34 1.00 1.00 14.92 84.78 84.78 Osgn. L • 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.200+0.50Lr+1.60L +1.60H, LL Comb Osgn. L • 4.00ft 1 0.425 0.174 -50.71 50.71 132.60 119.34 1.00 1.00 14.72 84.78 84.78 Dsgn. L • 30.00 ft 2 0.520 0.173 62.04 -50.71 62.04 132.60 119.34 1.00 1.00 14.63 84.78 84.78 Osgn. L • 4.00ft 3 0.369 0.151 -44.05 44.05 132.60 119.34 1.00 1.00 12.76 84.78 84.78 +1.200+1.60L +0.50S+1.60H, LL Comb F Dsgn. L • 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Osgn. L • 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Dsgn. L • 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.200+1.60L +0.50S+1.60H, LL Comb F Dsgn. L • 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Osgn. L • 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Dsgn. L • 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.200+1.60L +0.50S+1.60H, LL Comb F Dsgn. L • 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Dsgn. L • 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Dsgn. L • 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.200+1.60L +0.50S+1.60H, LL Comb F Osgn. L • 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Osgn. L • 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Osgn. L • 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.200+1.60L +0.50S+1.60H, LL Comb F Dsgn. L • 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Osgn. L • 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Osgn. L • 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.200+1.60L +0.50S+1.60H, LL Comb F Osgn. L • 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Osgn. L • 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Osgn. L • 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.200+1.60L +0.50S+1.60H, LL Comb F Osgn. L • 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Osgn. L • 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Osgn. L • 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.200+1.60Lr+0.50L +1.60H, LL Comb Osgn. L • 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Dsgn. L • 30.00 ft 2 0.524 0.214 38.68 -62.59 62.59 132.60 119.34 1.00 1.00 18.11 84.78 84.78 Osgn. L • 4.00ft 3 0.524 0.214 -62.59 62.59 132.60 119.34 1.00 1.00 18.11 84.78 84.78 +1.200+1.60Lr+0.50L +1.60H, LL Comb Osgn. L • 4.00 ft 1 0.354 0.236 -42.29 42.29 132.60 119.34 1.00 1.00 19.98 84.78 84.78 Dsgn. L • 30.00 ft 2 0.928 0.236 110.74 -42.29 110.74 132.60 119.34 1.00 1.00 19.98 84.78 84.78 Osgn. L • 4.00 ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.200+1.60Lr+0.50L +1.60H, LL Comb Osgn. L • 4.00ft 1 0.354 0.225 -42.29 42.29 132.60 119.34 1.00 1.00 19.08 84.78 84.78 Dsgn. L • 30.00 ft 2 0.815 0.235 97.26 -62.59 97.26 132.60 119.34 1.00 1.00 19.94 84.78 84.78 Dsgn. L • 4.00ft 3 0.524 0.214 -62.59 62.59 132.60 119.34 1.00 1.00 18.11 84.78 84.78 +1.20D+1.60Lr+0.50L+1.60H, LL Comb Dsgn. L• 4.00ft 1 0.580 0.237 -69.24 69.24 132.60 119.34 1.00 1.00 20.07 84.78 84.78 Dsgn. L • 30.00 ft 2 0.580 0.155 38.92 -69.24 69.24 132.60 119.34 1.00 1.00 13.10 84.78 84.78 Dsgn. L • 4.00 ft 3 0.299 0.122 -35.63 35.83 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.200+1.60Lr+0.50L +1.60H, LL Comb Osgn. L • 4.00ft 1 0.580 0.237 -69.24 69.24 132.60 119.34 1.00 1.00 20.07 84.78 84.78 Osgn. L • 30.00 ft 2 0.580 0.214 25.20 -69.24 69.24 132.60 119.34 1.00 1.00 18.11 84.78 84.78 Osgn. L • 4.00 ft 3 0.524 0.214 -62.59 62.59 132.60 119.34 1.00 1.00 18.11 84.78 84.78 +1.200+1.60Lr+0.50L +1.60H, LL Comb Dsgn. L • 4.00ft 1 0.580 0.246 -69.24 69.24 132.60 119.34 1.00 1.00 20.88 111111•2 84.78 Osgn. L • 30.00 ft 2 0.815 0.246 97.26 -69.24 97.26 132.60 119.34 1.00 1.00 20.88 84.78 84.78 Steel Beam jndow9.-.com\FlloSyslCA2'l'rojocla\Yilf•BIAnalyei.-,ev1ow-K1FZ178C-4\Tlt1R2Z•N.EC8 ENERCALC, INC 1983-2017, Buid:10.17.8.9, Vtr:10.17.&9 I ol 111 . Description: 3) 16B26-E4 to E5 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segmen1 Length Span# M V max Mu+ max Mu-Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn. L = 4.00 ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 64.78 64.78 +1.20D+1.60Lr+0.50L +1.60H, LL Comb Dsgn. L = 4.00 ft 1 0.580 0.237 -69.24 69.24 132.60 119.34 1.00 1.00 20.07 64.78 64.78 Dsgn. L = 30.00 ft 2 0.702 0.236 83.78 -69.24 83.78 132.60 119.34 1.00 1.00 19.98 64.78 64.78 Dsgn. L = 4.00ft 3 0.524 0.214 -62.59 62.59 132.60 119.34 1.00 1.00 18.11 64.78 64.78 +1.20D+1.60Lr+0.50W+1.60H, LL Comb Dsgn. L = 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 64.78 64.78 Dsgn. L = 30.00 ft 2 0.524 0.214 38.68 -62.59 62.59 132.60 119.34 1.00 1.00 18.11 64.78 64.78 Dsgn. L = 4.00ft 3 0.524 0.214 -62.59 62.59 132.60 119.34 1.00 1.00 18.11 64.78 64.78 +1.20D+1.60Lr+0.50W+1.60H, LL Comb Dsgn. L = 4.00ft 1 0.354 0.236 -42.29 42.29 132.60 119.34 1.00 1.00 19.98 64.78 64.78 Dsgn. L = 30.00 ft 2 0.928 0.236 110.74 -42.29 110.74 132.60 119.34 1.00 1.00 19.98 64.78 64.78 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 64.78 64.78 +1.20D+1.60Lr+0.50W+1.60H, LL Comb Dsgn. L = 4.00 ft 1 0.354 0.225 -42.29 42.29 132.60 119.34 1.00 1.00 19.08 64.78 64.78 Dsgn. L = 30.00 ft 2 0.815 0.235 97.26 -62.59 97.26 132.60 119.34 1.00 1.00 19.94 64.78 64.78 Dsgn. L = 4.00 ft 3 0.524 0.214 -62.59 62.59 132.60 119.34 1.00 1.00 18.11 64.78 64.78 +1.20D+1.60Lr+0.50W+1.60H, LL Comb Dsgn. L = 4.00 ft 1 0.580 0.237 -69.24 69.24 132.60 119.34 1.00 1.00 20.07 64.78 64.78 Dsgn. L = 30.00 ft 2 0.580 0.155 38.92 -69.24 69.24 132.60 119.34 1.00 1.00 13.10 64.78 64.78 Dsgn. L = 4.00 ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 64.78 64.78 +1.20D+1.60Lr+0.50W+1.60H, LL Comb Dsgn. L = 4.00 ft 1 0.580 0.237 -69.24 69.24 132.60 119.34 1.00 1.00 20.07 64.78 84.78 Dsgn. L = 30.00 ft 2 0.580 0.214 25.20 -69.24 69.24 132.60 119.34 1.00 1.00 18.11 64.78 64.78 Dsgn. L = 4.00 ft 3 0.524 0.214 -62.59 62.59 132.60 119.34 1.00 1.00 18.11 64.78 64.78 +1.20D+1.60Lr+0.50W+1.60H, LL Comb Dsgn. L = 4.00 ft 1 0.580 0.246 -69.24 69.24 132.60 119.34 1.00 1.00 20.88 64.78 64.78 Dsgn. L = 30.00 ft 2 0.815 0.246 97.26 -69.24 97.26 132.60 119.34 1.00 1.00 20.88 64.78 64.78 Dsgn. L = 4.00 ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 64.78 64.78 +1.20D+1.60Lr+0.50W+1.60H, LL Comb Dsgn. L = 4.00 ft 1 0.580 0.237 -69.24 69.24 132.60 119.34 1.00 1.00 20.07 64.78 64.78 Dsgn. L = 30.00 ft 2 0.702 0.236 83.78 -69.24 83.78 132.60 119.34 1.00 1.00 19.98 64.78 64.78 Dsgn. L = 4.00ft 3 0.524 0.214 -62.59 62.59 132.60 119.34 1.00 1.00 18.11 64.78 64.78 +1.20D+0.50L +1.60S+1.60H, LL Comb F Dsgn. L = 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 64.78 64.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 64.78 64.78 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 64.78 64.78 +1.20D+0.50L +1.60S+1.60H, LL Comb F Dsgn. L = 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 64.78 64.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 64.78 64.78 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 64.78 64.78 +1.20D+0.50L +1.60S+1.60H, LL Comb F Dsgn. L = 4.00 ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 64.78 64.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 64.78 64.78 Dsgn. L = 4.00 ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 64.78 84.78 +1.20D+0.50L +1.60S+1.60H, LL Comb F Dsgn. L = 4.00 ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 64.78 64.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Dsgn. L = 4.00 ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 64.78 64.78 +1.20D+0.50L +1.60S+1.60H, LL Comb F Dsgn. L = 4.00 ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 64.78 64.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 64.78 64.78 Dsgn. L = 4.00 ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 64.78 64.78 +1.20D+0.50L +1.60S+1.60H, LL Comb F Dsgn. L = 4.00 ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 64.78 64.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 64.78 64.78 Dsgn. L = 4.00 ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 64.78 64.78 +1.20D+0.50L +1.60S+1.60H, LL Comb f Dsgn. L = 4.00 ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 64.78 64.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 64.78 64.78 Dsgn. L = 4.00 ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 64.78 64.78 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 4.00 ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 64.78 64.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 64.78 64.78 Dsgn. L = 4.00 ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 64.78 64.78 +1.20D+0.50Lr+0.50L+W+1.60H, LL Cor Dsgn. L = 4.00 ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 64.78 64.78 Dsgn. L = 30.00 ft 2 0.402 0.151 47.94 -44.05 47.94 132.60 119.34 1.00 1.00 12.76 111A1&3 64.78 Dsgn. L = 4.00 ft 3 0.369 0.151 -44.05 44.05 132.60 119.34 1.00 1.00 12.76 64.78 64.78 Steel Beam Oldows.lhornlonlomaleU.camlfl~-BIAl18fy1is\SEV111N-K\FZ118C-4\TH1R2Z•N.EC8 ENERCALC, INC. 11183-2011, Bulld:10.11.8.~ Vor.m 17.8.9 I ol II I • Description : 3) 16826 -E4 to E5 Load Combination Max S~ess Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max.Mu-Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx +1.20D+0.50Lr-t0.50L +W+1.60H, LL Cor Dsgn. L = 4.00ft 1 0.354 0.173 -42.29 42.29 132.60 119.34 1.00 1.00 14.63 84.78 84.78 Dsgn. L = 30.00 ft 2 0.590 0.173 70.46 -42.29 70.46 132.60 119.34 1.00 1.00 14.63 84.78 84.78 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.20D+0.50Lr-t0.50L +W+1.60H, LL Cor Dsgn. L = 4.00ft 1 0.354 0.169 -42.29 42.29 132.60 119.34 1.00 1.00 14.35 84.78 84.78 Dsgn. L = 30.00 ft 2 0.555 0.169 66.25 -44.05 66.25 132.60 119.34 1.00 1.00 14.35 84.78 84.78 Dsgn. L = 4.00ft 3 0.369 0.151 -44.05 44.05 132.60 119.34 1.00 1.00 12.76 84.78 84.78 +1.20D+0.50Lr-t0.50L+W+1.60H, LL Cor Dsgn. L = 4.00ft 1 0.425 0.174 -50.71 50.71 132.60 119.34 1.00 1.00 14.72 84.78 84.78 Dsgn. L = 30.00 ft 2 0.425 0.147 47.94 -50.71 50.71 132.60 119.34 1.00 1.00 12.49 84.78 84.78 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.20D+0.50Lr-t0.50L +W+1.60H, LL Cor Dsgn. L = 4.00ft 1 0.425 0.174 -50.71 50.71 132.60 119.34 1.00 1.00 14.72 84.78 84.78 Dsgn. L = 30.00 ft 2 0.425 0.151 43.73 -50.71 50.71 132.60 119.34 1.00 1.00 12.76 84.78 84.78 Dsgn. L = 4.00ft 3 0.369 0.151 -44.05 44.05 132.60 119.34 1.00 1.00 12.76 84.78 84.78 +1.20D+0.50Lr-t0.50L +W+1.60H, LL Cor Dsgn. L = 4.00ft 1 0.425 0.176 -50.71 50.71 132.60 119.34 1.00 1.00 14.92 84.78 84.78 Dsgn. L = 30.00 ft 2 0.555 0.176 66.25 -50.71 66.25 132.60 119.34 1.00 1.00 14.92 84.78 84.78 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.20D+0.50Lr-t0.50L +W+1.60H, LL Cor Dsgn. L = 4.00ft 1 0.425 0.174 -50.71 50.71 132.60 119.34 1.00 1.00 14.72 84.78 84.78 Dsgn. L = 30.00 ft 2 0.520 0.173 62.04 -50.71 62.04 132.60 119.34 1.00 1.00 14.63 84.78 84.78 Dsgn. L = 4.00ft 3 0.369 0.151 -44.05 44.05 132.60 119.34 1.00 1.00 12.76 84.78 84.78 +1.20D+0.50L +0.50S+W+1.60H, LL Coo Dsgn. L = 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.20D+0.50L +0.50S+W+1.60H, LL Coo Dsgn. L = 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.20D+0.50L +0.50S+W+1.60H, LL Coo Dsgn. L = 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.20D+0.50L +0.50S+W+1.60H, LL Coo Dsgn. L = 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.20D+0.50L +0.50S+W+1.60H, LL Coo Dsgn. L = 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.20D+0.50L+0.50S+W+1.60H, LL Con Dsgn. L = 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Dsgn. L = 4.00ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.20D+0.50L +0.50S+W+1.60H, LL Coo Dsgn. L = 4.00ft 1 0.354 0.145 -42.29 42.29 132.60 119.34 1.00 1.00 12.29 84.78 84.78 Dsgn. L = 30.00 ft 2 0.437 0.144 52.16 -42.29 52.16 132.60 119.34 1.00 1.00 12.20 84.78 84.78 Dsgn. L = 4.00 ft 3 0.299 0.122 -35.63 35.63 132.60 119.34 1.00 1.00 10.33 84.78 84.78 +1.356D+0.50L +0.20S+E+1.60H, LL Cor Dsgn. L = 4.00ft 1 0.418 0.172 -49.93 49.93 132.60 119.34 1.00 1.00 14.54 84.78 84.78 Dsgn. L = 30.00 ft 2 0.520 0.170 62.04 -49.93 62.04 132.60 119.34 1.00 1.00 14.37 84.78 84.78 Dsgn. L = 4.00ft 3 0.337 0.138 -40.27 40.27 132.60 119.34 1.00 1.00 11.68 84.78 84.78 +1.356D+0.50L +0.20S+E+1.60H, LL Cor Dsgn. L = 4.00ft 1 0.418 0.172 -49.93 49.93 132.60 119.34 1.00 1.00 14.54 84.78 84.78 Dsgn. L = 30.00 ft 2 0.520 0.170 62.04 -49.93 62.04 132.60 119.34 1.00 1.00 14.37 84.78 84.78 Dsgn. L = 4.00ft 3 0.337 0.138 -40.27 40.27 132.60 119.34 1.00 1.00 11.68 84.78 84.78 +1.356D+0.50L +0.20S+E+1.60H, LL Cor Dsgn. L = 4.00ft 1 0.418 0.172 -49.93 49.93 132.60 119.34 1.00 1.00 14.54 84.78 84.78 Dsgn. L = 30.00 fl 2 0.520 0.170 62.04 -49.93 62.04 132.60 119.34 1.00 1.00 14.37 84.78 84.78 Dsgn. L = 4.00 ft 3 0.337 0.138 -40.27 40.27 132.60 119.34 1.00 1.00 11.68 84.78 84.78 +1.356D+0.50L +0.20S+E+1.60H, LL Cor Dsgn. L = 4.00fl 1 0.418 0.172 -49.93 49.93 132.60 119.34 1.00 1.00 14.54 84.78 84.78 Dsgn. L = 30.00 fl 2 0.520 0.170 62.04 -49.93 62.04 132.60 119.34 1.00 1.00 14.37 84.78 84.78 Dsgn. L = 4.00fl 3 0.337 0.138 -40.27 40.27 132.60 119.34 1.00 1.00 11.68 lllll11t4 84.78 +1.356D+0.50L +0.20S+E+1.60H, LL Cor Steel Beam I, II ti Description : 3) 16B26 -E4 to E5 Load Combination Max Stress Ratios indowl.-.o,mlflleSya\CA2'11'1qeYilF•!Mnayoa\SEV10W-KIFZ178C-4\TH1R2Z•N.EC8 ENERC.11.C, INC. 1983-2017, Buld:10.17.8.9, Ver:10.17.8.9 • Summary of Moment Values Summary of Shear Values Segment Length Span# M V max Mu+ max Mu-Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phl'Vnx Osgn. L = 4.00ft 1 0.418 Osgn. L = 30.00 ft 2 0.520 Osgn. L = 4.00ft 3 0.337 +1.356O+0.50L +0.20S+E+1.60H, LL Cor Osgn. L = 4.00ft 1 0.418 Osgn. L = 30.00 ft 2 0.520 Osgn. L = 4.00ft 3 0.337 +1.356D+0.50L +0.20S+E+1.60H, LL Cor Dsgn. L= 4.00ft 1 0.418 Dsgn. L = 30.00 ft 2 0.520 Osgn. L = 4.00 ft 3 0.337 +0.90D+W+0.90H Osgn. L = 4.00 ft 1 0.266 Dsgn. L = 30.00 ft 2 0.328 Osgn. L = 4.00 ft 3 0.224 +0.7436D+E+0.90H Dsgn. L = 4.00 ft 1 0.237 Dsgn. L = 30.00 ft 2 0.297 Dsgn. L = 4.00 ft 3 0.185 Overall Maximum Deflections --~-·-· ---------- load Combination Span +O+Lr+H Vertical Reactions 1 2 3 Load Combination Support 1 Overall MAJ<imum Overall MINimum +D+H +D+L +H, LL Comb Run (tiL) +D+L +H, LL Comb Run ('l') +D+L +H, LL Comb Run rLL) +D+L+H, LL Comb Run (L ti) +D+L+H, LL Comb Run (l'L) +D+L +H, LL Comb Run (LL') +D+L +H, LL Comb Run (LLL) +D+LrtH, LL Comb Run (''L) +O+LrtH, LL Comb Run ('L ') +O+LrtH, LL Comb Run ('LL) +O+LrtH, LL Comb Run (L '1 +D+Lr+H, LL Comb Run (L *L) +D+LrtH, LL Comb Run (LL') +D+LrtH, LL Comb Run (LLL) +D+S+H +D+0.750Lrt0.750L+H, LL Comb Run(' +D+0.750Lrt0.750L+H, LL Comb Run(' +D+0.750Lrt0.750L+H, LL Comb Run(' +D+0.750Lrt0.750L+H, LL Comb Run (L +D+0.750Lrt0.750L+H, LL Comb Run (L +D+0.750Lrt0.750L+H, LL Comb Run (L +D+0.750Lrt0.750L+H, LL Comb Run (L +D+0.750L+0.750S+H, LL Comb Run (ti +D+0.750L+0.750S+H, LL Comb Run ('l +D+0.750L+0.750S+H, LL Comb Run ('l +O+0.750L+0.750S+H, LL Comb Run (L' +O+0.750L+0.750S+H, LL Comb Run (L' +O+0.750L+0.750S+H, LL Comb Run (LI +O+0.750L+0.750S+H, LL Comb Run (LI +D+0.60W+H +D+0.70E+H +D+0.750Lrt0.750L+0.450W+H, LL Co• +D+0.750Lrt0.750L+0.450W+H, LL Co• +D+0.750Lr+0.750L+0.450W+H, LL Co• +D+0.750Lr+0.750L+0.450W+H, LL Co• 0.172 0.170 0.138 0.172 0.170 0.138 0.172 0.170 0.138 0.109 0.108 0.091 0,098 0.096 0.076 Max. ft_. Defl 0.0000 1.3637 0.0000 Support 2 30.697 -0.562 20.415 20.415 20.415 20.415 20.415 20.415 20.415 20.415 19.854 25.275 24.714 25.837 25.275 30.697 30.135 20.415 19.994 24.060 23.639 24.481 24.080 28.126 27.705 20.415 20.415 20.415 20.415 20.415 20.415 20.415 20.415 21.274 19.994 24.060 23.639 24.481 -49.93 62.04 -49.93 -40.27 -49.93 62.04 -49.93 -40.27 -49.93 62.04 -49.93 -40.27 -31.72 39.12 -31.72 -26.72 -28.33 35.41 -28.33 -22.08 Location in Span 0.000 15.200 15.200 49.93 132.60 62.04 132.60 40.27 132.60 49.93 132.60 62.04 132.60 40.27 132.60 49.93 132.60 62.04 132.60 40.27 132.60 31.72 132.60 39.12 132.60 26.72 132.60 28.33 132.60 35.41 132.60 22.08 132.60 Load Combination +D+Lr+H +D+Lr+H Support notation : Far left is #1 Support 3 28.282 0.246 18.001 18.001 18.001 18.001 18.001 18.001 18.001 18.001 23.422 22.861 28.282 17.439 22.861 22.299 27.721 18.001 22.067 21.646 25.712 17.580 21.646 21.225 25.291 18.001 18.001 18.001 18.001 18.001 18.001 18.001 18.001 18.173 22.067 21.848 25.712 17.580 Support4 119.34 119.34 119.34 119.34 119.34 119.34 119.34 119.34 119.34 119.34 119.34 119.34 119.34 119.34 119.34 1.00 1.00 14.54 1.00 1.00 14.37 1.00 1.00 11.68 1.00 1.00 14.54 1.00 1.00 14.37 1.00 1.00 11.68 1.00 1.00 14.54 1.00 1.00 14.37 1.00 1.00 11.68 1.00 1.00 9.22 1.00 1.00 9.15 1.00 1.00 7.75 1.00 1.00 8.27 1.00 1.00 8.14 1.00 1.00 6.40 Max. •+• Defl -0.4556 0.0000 -0.4761 Values in KIPS 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 84.78 Location in Span 0.000 0.000 4.000 M1-15 Steel Beam 1,1111 Description : 3) 16B28-E4 to E5 Vertical Reactions Load Combination Support 1 +D+0.750Lr+0.750L+0.450W+H, LL Con +D+0.750Lr+0.750L+0.450W+H, LL Con +D+0.750Lr+0.750L+0.450W+H, LL Con +D+0.750L +0. 750S+0.450W+H, LL Com +D+0.750L +0. 750S+0.450W+H, LL Com +D+0.750L+0.750S+0.450W+H, LL Com +D+0.750L+0.750S+0.450W+H, LL Com +D+0.750L+0.750S+0.450W+H, LL Com +D+0.750L+0.750S+0.450W+H, LL Com +D+0.750L+0.750S+0.450W+H, LL Com +D+0.750L+0.750S+0.5250E+H, LL Con +D+0.750L+0.750S+0.5250E+H, LL Con +D+0.750L+0.750S+0.5250E+H, LL Con +D+0.750L+0.750S+0.5250E+H, LL Con +D+0.750L+0.750S+0.5250E+H, LL Con +D+0.750L+0.750S+0.5250E+H, LL Con +D+0.750L+0.750S+0.5250E+H, LL Con +0.60D+0.60W+0.60H +0.60D+0. 70E+0.60H DOnly Lr Only, LL Comb Run ("L) Lr Only, LL Comb Run ('L ') Lr Only, LL Comb Run ('LL) Lr Only, LL Comb Run (L ") Lr Only, LL Comb Run (L 'L) Lr Only, LL Comb Run (LL') Lr Only, LL Comb Run (LLL) L Only, LL Comb Run ("L) L Only, LL Comb Run ('L 1 L Only, LL Comb Run ('LL) L Only, LL Comb Run (L'1 L Only, LL Comb Run (L'L) L Only, LL Comb Run (LL') L Only, LL Comb Run (LLL) sonly WOnly EOnly HOnly Support 2 24.060 28.126 27.705 20.415 20.415 20.415 20.415 20.415 20.415 20.415 21.059 21.059 21.059 21.059 21.059 21.059 21.059 12.249 13.108 20.415 -0.562 4.860 4.298 5.422 4.860 10.282 9.720 1.226 !ndowl.-.com\FileSyslCA2'f'nljedl\SY5F•B\Analy1II\SEV1IJW-KIJ'Z1~\TH1R2Z•N.EC8 ENERCALC, INC.1983-2017, Buld:10.17.8.9, Ver:1~ 17.&9 Support notation : Far left is #1 Support 3 Support 4 21.846 21.225 25.291 18.001 18.001 18.001 18.001 18.001 18.001 18.001 18.130 18.130 18.130 18.130 18.130 18.130 18.130 10.800 10.973 18.001 5.422 4.860 10.282 -0.562 4.860 4.298 9.720 0.246 . . . Values in KIPS M1-16 Steel Column -.111om1o1-.com1AleSys\CA2'l'lqeY5HMnaiy11s\SEV1ow-K\FZ1-ITH1R2Z•N.EC8 ENERCALC, INC. 1883-2017, Bi.td:10.17.8.11, Ver.10.17.&9 I ,I II I Description : 4) E~sling S188I Column Code Refelances ------- Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Steel Section Name : Plpa4STD . . . Overall Column Height 15.40 ft Analysis Method: Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy: Steel Yield 33.0 ksi E: Elastic Bending Modulus 29,000.0 ksi Brace condition for deflection (buckling) along columns : X-X (width) a,os : Unbraced Length forX-XAxis buckling• 15.40 ft, K • 1.0 Y-Y (depth) axis: Unbrace<iLeng1h forY-Y Axis budding, 15.40 ft, K • 1.0 Applled Loeds Service loads entered. Load Factors will be applied for calculations. Column self weight Included: 166.320 lbs• Dead Load Factor AXIAL LOADS ... BM RXN: AJOal Load at 15.40 ft, D = 20.415, LR= 10.282, E = 1.226 k DESIGN SUMMARY Banding & Shear Check Results PASS Max. AJOal+Bending Stress Ratio , 0.9643 : 1 Load Combination +1.20D+1.60Lr+0.50L +1.60H Location of max.above base 0.0 ft At maximum location values are ... Pu 0.9" Pn Mu-x 0.9 'Mn-x: Mu-y 0.9 'Mn-y: PASS Ma,omum Shear Stress Ratio= Load Combination LocaUon of max.above base At maximum location values are ... Vu: Applied Vn • Phi : Allowable Load Combination Results Load Combination +1.40D+1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+0.50L +1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50l +1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50l +W+1.60H +1.20D+0.50L +0.50S+W+1.60H +1.356D+0.50L +0.20S+E+1.60H +1.356D+0.50L +0.20S-E+1.60H +0.900+W+0.90H +0.7436D+E+0.90H +0.74360-E+O.OOH 41.149 k 42.672 k 0.0 k-ft 10.024 k-ft 0.0 k-ft 10.024 k-ft 0.0 : 1 0.0 ft 0.0 k 0.0 k Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.675 PASS 0.00 ft 0.699 PASS 0.00 ft 0.579 PASS 0.00 ft 0.964 PASS 0.00 ft 0.964 PASS 0.00 ft 0.579 PASS 0.00 ft 0.579 PASS 0.00 ft 0.699 PASS 0.00 ft 0.579 PASS 0.00 ft 0.683 PASS 0.00 ft 0.625 PASS 0.00 ft 0.434 PASS 0.00 ft 0.387 PASS 0.00 ft 0.330 PASS 0.00 ft Maximum Load Reactions .. Top along X-X Bottom along X-X TopalongY-Y Bottom along Y-Y Maximum Load Deflections ... 0.0 k 0.0 k 0.0 k 0.0 k Along Y-Y 0.0 in a1 0.0ft above base for load combination : Along X-X 0.0 in at 0.0ft above base for load combination : Maximum Shear Ratios Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft M1-17 .. ,. ' Steel Column I ol II I Description : 4) EJdsting S1eel Column Maximum Reactions Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr<-0.750L +H +D+0.750L +0.750S+H +D+0.60W+H +D+0.70E+H +D-0.70E+H Axial Reaction @Base +D+0. 750Lr>0. 750L +0.450W+H +D+0.750L +0. 750S+0.450W+H +D+0.750L +0. 750S+0.5250E+H +D+0. 750L +O. 750S-0.5250E +H +0.60D+0.60W+0.60H +0.60D+0. 70E+0.60H +0.60D-0.70E+0.60H 20.581 20.581 30.863 20.581 28.293 20.581 20.581 21.440 19.723 28.293 20.581 21.225 19.938 12.349 13.207 11.491 20.581 10.282 DOnly Lr Only LOnly SOnly WOnly EOnly EOnly'-1.0 HOnly Extrema Reactions Item Axlal@Base Reaction, X-X Axis Base Reaction, Y-Y Axis Base Reaction, X-X Axis Top Reaction, Y-Y Axis Top Moment, X-X Axis Base Momen~ Y-Y Axis Base Moment, X-XAxls Top Moment, Y-Y Axis Top 1.226 -1.226 -----~. Axial Reaction Extreme Value @Base Maximum 30.863 Minimum -1.226 Maximum 20.581 Minimum 20.581 Maximum 20.581 Minimum 20.581 Maximum 20.581 Minimum 20.581 Ma~mum 20.581 Minimum 20.581 Maximum 20.581 Minimum 20.581 Maximum 20.581 Minimum 20.581 Maximum 20.581 Minimum 20.581 Maximum 20.581 Minimum 20.581 Maximum Deflections for Load Combinations .-..u..,1lo1lo1...ul.com'l'll~~10W-KIFZ178C-4\TH1R2Z•N.EC6 ENERCALC. INC. 111113,2017, lluld:10.17.8.9, Ver:10.17.8.9 X-X Axis Reaction k @Base @Top X-X Axis Reaction @Base @Top k Y -Y Axis Reaction @Base @Top Y-Y Axis Reaction @Base @Top . . . Note: Only non-zero reactions are listed. Mx -End Moments k-11 My-End Moments @Base @Top @Base @Top Mx -End Moments k-ft @Base @Top My -End Momeni& @Base @Top Load Combination Max. X-X Deflection Distsnce Max. Y -Y Deflection Dlstsnce +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +O+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L +H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L +0. 750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D-0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+O. 750Lr+0. 750L +0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft M1-18 "< • -\ . Description : 4) Existing Steel Column Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection +D+0.750L +0. 750S+0.450W+H 0.0000 in +D+0.750L +0.750S+0.5250E+H 0.0000 in +D+0.750L +0.750S--0.5250E+H 0.0000 in +0.60D+0.60W+0.60H 0.0000 in +0.60D+0. 70E+0.60H 0.0000 in +0.60D--0.70E+0.60H 0.0000 in DOnly 0.0000 in Lr Only 0.0000 in LOnly 0.0000 in SOnly 0.0000 in WOnly 0.0000 in EOnly 0.0000 in E Only* -1.0 0.0000 in HOnly 0.0000 in Steel Section Pro ertles : Pl e4STD Depth = 4.500 in !xx Sxx Diameter 4.500 in Rxx Wall Thick = 0.237 in Zx Area = 2.960 in'2 I yy Weight = 10.800 plf Syy Ryy Veg 0.000 in 4.501n indows.thomtontomasettl.com\FlleSyslCA2'Prcjects\S5SY5F-BIAnalysia\SEV10W-KIFZ178C-4\lli1R2Z-N.EC6 ENERCALC, INC. 1983-2017, Bulld:10.17.8.9, Ver.10.17.8.9 . Distance Max. Y -Y Deflection Distance 0.000 fl 0.000 in 0.000 fl 0.000 fl 0.000 in 0.000 fl 0.000 fl 0.000 in 0.000 fl 0.000 fl 0.000 in 0.000 fl 0.000 fl 0.000 In 0.000 fl 0.000 fl 0.000 in 0.000 fl 0.000 fl 0.000 in 0.000 fl 0.000 fl 0.000 in 0.000 fl 0.000 fl 0.000 in 0.000 fl 0.000 fl 0.000 in 0.000 fl 0.000 fl 0.000 in 0.000 fl 0.000 fl 0.000 in 0.000 fl 0.000 fl 0.000 in 0.000 fl 0.000 fl 0.000 in 0.000 fl = 6.82 in'4 J = 13.600 in'4 = 3.03 in'3 = 1.510 in = 4.050 in'3 = 6.820 in'4 = 3.030 in'3 = 1.510 in M1-19