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Home My WebLink About2525 El Camino Real; 101; CBC2018-0528; Permit(City of Carlsbad Print Date: 03/05/2019 Job Address: Permit Type: Parcel No: Valuation: Occupancy Group: # Dwelling Units: Bedrooms: Project Title: 2525 El Camino Real, 101 BLDG-Commercial 1563020900 $20,140.87 Commercial Permit Work Class: Patio Lot#: Reference#: Construction Type: Bathrooms: Orig. Plan Check#: Plan Check#: Description: TEXAS DE BRAZIL: 1,307 SF PATIO COVER BUILDING PERMIT FEE ($2000+) BUILDING PLAN CHECK FEE (BLDG) FIRE A-2 & A-3 Occupancies -Tl MANUAL BUILDING PLAN CHECK FEE SB1473 GREEN BUILDING STATE STANDARDS FEE STRONG MOTION-COMMERCIAL Total Fees: $1,372.17 Owner: R P I CARLSBAD LP 1114 Avenue Of The Americas, Floor 45 New York, NY 10036-7700 214-660-5232 x215232 Total Payments To Date: $1,372.17 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. Jf 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 thls, or as to which the statute of limitation has previously otherwise expired. Permit No: CBC2018-0528 Closed -Finaled 09/18/2018 11/13/2018 CRenf 3/5/2019 1:04:45PM $0.00 $212.53 $148.77 $628.00 $376.23 $1.00 $S.64 1635 Faraday Avenue, Carlsbad, CA 92008-7314 I 760-602-2700 I 760-602-8560 f I www.carlsbadca.gov {cicyof Carlsbad COMMERCIAL BUILDING PERMIT APPLICATION B-2 Plan Check(lf:£'.2Ql8 Q132f} Est. Value 2.0, \yO~ PC Deposit £i Date 9-\~-! Job Address 25_2,~ £L~D~( Suite: ID I APN: _____ _ Tenant Name~<. O.:;,i£.~J ~ CT/Proje;t#: _________ Lot#:. ___ _ Fire Sprinklers: yes !{E§) Air Conditioning: yes@ _ BRIEF DESCRIPTION OF WORK: 011r, >CO (; Y-ATt ~ Co\1-Ek ... R] Addition/New: -,,,--=--------New SF and Use, __________ New SF and Use, ___ Deck SF, J3D 7 Patio Cover SF (not including flatwork) D Tenant Improvement: _____ SF, Existing Use ______ Proposed Use _____ _ _____ SF, Existing Use ______ Proposed Use _____ _ 0 Pool/Spa: ____ SF Additional Gas o Electrical Feature??I L, ~ WS,H!A 1'.> ~ UbAT€ R.:S D Solar: ___ KW, __ Modules, ___ Mounted, Tilt: Yes/ No, RMA: Yes/ No, Panel Upgrade: Yes/ No D Plumbing/Mechanical/Electrical Only: ________________________ _ Q\ Other: :CH I'S ls A CD we (")/\;)Ly £b,Q, TH:& ?AT, D ~ l~A:> ~ 6RM;_1L R-t'Mtz::'.:tt-' C:l3(2C>f2-ocEO-PA-rJD )NC..LUDE,(:) )/\L oe1c;., P1::eJvJ APPLICANT (PRIMARY) =,:::'" PROPER)l ~WNER p Name: K kl,AJ'<\.BB;t , = Name,;E_J CARLSBN) L_ Address: 7..4 p-f B&E.!--?-~E ~ Address: / I I 4-Av E;;-o fI}-1£ ,A M ~f.1 Cf\" =t\' City: puA 6 0 Sta_te:TI Zip:? fii2s'D City: NI!.\..> \-t~r2 I<, State: b} ~ Zip: J oo3d;#"6'( Phone:. vJLZ. g 0+':$,\~ . Phone:214--hC..,.D -15Z3 2-X '2/52.3<. Email: e ~ AA M 8<-:tr@Vt ~g(l N l ",.\ E:--1 Email: _tv~/-'--'-A. _____________ _ DESIGN PROFESSIONAL (.DI GNG tN~,;;;.,e; N ~CO~TRACTOR BUSINESS Name:-P~cj s C,~t:a.._ Name: T'.' 13 :g 14Mw Address: lkJr 2.o RiJ:kff<'t'.#J C5Q Address: { I 6 0 1J \,?d\ wocx-{ c._~V\'£ City: {R\tNE: State:GA Zip:q Z 6 I~ City: '\:','\ul\,':r06 , StateC' f\ Zip: C-C 2 o ~o/ Phone: 9<:iJ -S-3 3 -q-1 f"J_. Phone: 4=\j,j -i\ 4 S--SJ2_ Email:DJ(.llA.l§<:,CD[E"/\)<,,,CoM Email: cifoto Pf;;:;c.,I 1(0'\t,, Architect State License: c I e,::r 8 s:>' State License: / t:> 9 Jot Bus. License~,'3 "' • . f+ffUJ-e! t)fl,lv,... (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he/she is licensed pursuant to the provisions of the Contractor's License law {Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code} or that he/she is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars {$500}). 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 1 of 2 Email: Building@carlsbadca.gov Rev. 06/18 ( OPTION A): WORKERS'COMPENSATION DECLARATION: I hearby affirm under penalty of perjury one of the following declarations: □ l have and will maintain a certificate of consent to self~insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. □ I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the perfo ma nee of thew~ for which this permit is issued. My workers' compensatio in urance carrier and policy number are: Insurance Company Name: -----'--'-----'--"'"--'--"'--~'<"''-'-'"-'....;1----~------- Pol_icy No. ~ Expiration Date: ¢2 ::S, . a\ -. "\ 1 6certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to be come subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. \ " CONTRACTOR SIGNATUR~...;::, ______________ :::::::~;::::::::::~;,.:::~::::=::::::.._ _____ □AGENT DATE: ( OPTION B ): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: □ t, 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 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 ________ ,Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. □ Yes □ No 2. I (have/ have not) signed an application for a building permit for the proposed work. 3. I have contracted with the following person (firm) to provide the proposed construction (include name address/ phone/ contractors' license number): 4. I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name/ address/ phone/ contractors' license number): 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name/ address/ phone/ type of work): OWNER SIGNATURE: □AGENT DATE: _____ _ --------------------------- CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ______________________ Lender's Address: _____________________ _ ONLY COMPLETE THE FOLLOWING SECTION FOR NON-RESIDENTIAL BUILDING PERMITS ONLY: Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? □ Yes □ No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? □ Yes □ No Is the facility to be constructed within 1,000 feet of the outer boundary of a school 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 AND THE AIR POLLUTION CONTROL DISTRICT. APPLICANT CERTIFICATION: I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. r agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT.OSHA: An OSHA permit is required for excavations over S'O' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the building or work authorized by such permit is suspended or abandoned at anytime ::;::;::: c:~;::~~o~:~•-'rioL.de:'.:o.::.C;...t.d~•v"'s"'(S'-e.,...i l.'.l10~6<!.4L..~nl.:ifol.r,!.m~Bt,u~ild:,lil<ng~C't-o-de-). _________ DATE: 9 / / ~/J 8 1635 Faraday Ave Carlsbad, CA 92008 B-2 Ph: 760-602-2719 Fax: 760-602-8558 Page 2 of 2 Email: Building@carlsbadca.gov Rev. 06/18 PERMIT INSPECTION HISTORY REPORT (CBC2018-0528) Permit Type: BLDG-Commercial Application Date: 09/18/2018 Owner: Work Class: Patio Issue Date: 11/13/2018 Subdivision; Status; Closed -Finaled Expiration Date: 07/15/2019 Address: IVR Number: 13999 Scheduled Date Actual Start Date Inspection Type Inspection No. Inspection Status Primary Inspector 03(0512019 03/05/2019 March 05, 2019 BLDG-Final Inspection 085308-2019 Checklist Item BLDG-Building Deficiency BLDG-Mechanical Final BLOG-Structural Final BLOG-Electrical Final Passed Michael Collins COMMENTS R P I CARLSBAD LP CARLSBAD TCT#76-18 2525 El Camino Real , 101 Carlsbad, CA 92008-1204 Reinspection Passed Yes Yes Yes Yes Complete Complete Page 2 of 2 , PERMIT INSPECTION HISTORY REPORT (CBC2018-0528) Permit Typl'.l; BLDG-Commercial Application Date: 0911812018 Owner: R P I CARLSBAD LP Work Class· Patio Issue Date; 1111312018 Subdivision: CARLSBAD TCT#76-18 Status: Closed -Finaled Expiration Date: 0711512019 Address: 2525 El Camino Real , 101 Carlsbad, CA 92008-1204 IVR Number: 13999 Scheduled Actual Date Start Date Inspection Type Inspection No. Inspection Status Primary Inspector Reinspection Complete 12/13/2018 12/13/2018 BLDG•14 078760-2018 Passed Michael Collins Complete Frame/Steel/Bolting/ Welding (Decks) Checklist ttem COMMENTS Passed BLDG-Building Deficiency Not ready, see card No 12/19/2018 12/19/2018 BLDG-11 079411-2018 Falled Chris Renfro Reinspection Complete Foundatlon/Ftg/Pier s (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency Missing foundation plans page S03 of No approved set of plans. Need foundation plans page to inspect foundation. Call for reinspection 12/21/2018 12/20/2018 BLDG-11 079438•2018 Passed Tim Frazee Complete Foundatlon/Ftg/Pler s (Rebar) Checklist Item COMMENTS Passed BLDG•Building Deficiency Missing foundation plans page S03 of Yes approved set of plans. Need foundation plans page to inspect foundation. Call for reinspection Chris Renfro inspected late Wed 12/19/18 01/08/2019 01/08/2019 BLDG-15 080804·2019 Partial Pass Michael Collins Relnspectlon Incomplete Roof/ReRoof (Patio) Checklist Item COMMENTS Passed BLDG-Building Deficiency Patio structure, see card for roof pitch. Yes 01/15/2019 01/15/2019 BLDG-12 Steel/Bond 081364·2019 Passed Michael Collins Complete Beam Checklist ltem COMMENTS Passed BLDG•Building Deficiency Column dry pack for 7 columns Yes 01/1612019 01/16/2019 BLDG-18 Exterior 081479•2019 Passed Michael Collins Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency At patio columns only Yes 03/04/2019 03/04/2019 BLDG-Final 085067•2019 Partlal Pass Michael Collins Reinspection Incomplete Inspection Checklist Item COMMENTS Passod BLDG•Building Deficiency No BLDG-Plumbing Final No BLDG-Mechanical Final No BLDG-Structural Final No BLDG-Electrical Final No March 05, 2019 Page 1 of 2 NSI 420 Compass Road • Ocean,,ide •CA• 92054 Office (760) 277-0404 • Fax:(760 453-2144 NARBETH STRUCTURAL INSPECTION IJOBNO. @!DATE_ / / / I /t ® J Authorized □ REINFORCED CONCRETE G STRUCT. STEEL ASSEMBLY 0 SPFAY-APPLIED FIREPROOFING @ 0ACI El ICBO □ PRE-STRESSED CONCRETE □ REINFORCED GYPSUM O on-:ER I Q REINFORCED MASONRY □ DEEP FOUNDATION Special Inspector JOB ADDRESS ,, lo'Vt? O__.;,-,,(_, ~/ @ BUILDING PERMIT NUMBER < @ l•PI.AN FILE NUMBER @ C /) r I• -OWNER OR PROJECT NAME I . @ ARCHITECT @ ~ I ~ /\ ... , -f z: CONSTR. MArL (TYPE, GRADE, ETC.) @!DESIGN 01 SOURCE OF MFGR. @ ENGINEER . @ STRENGTI-t , /I t:?,,·" ' DESCRIBE MArL (MIX DESIGN, RE-BAR GRADE & MFGR. WELD-ROD, ETC.) ® GENERAL CONTRACTOR @ ,\ I' . I . "' ~ "'-:t L ... ~ ,, A. st:kJ1Sr~ _ J}_ As 6 CONTR. DOING REPORTED WORK @ ,, LAB. RECEMNG & TESTING CONSTR. M4'rL SAMPLES @ -, /'/ -• ,. ~ / INSPEC@ ARRIVAL@ DETAILED LOCATION OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, 11ROGRESS, REMARKS, ETC. @ TION TIME REPORT OF INCLUDES INFORMATION ABOUT-AMOUNTS OF MATERIAL Pl.ACED OR WORK PREFORMED, NUt,-1BER, TYPE & !DENT, NO'S OF DATE DEPARTURE WORK TIME INSPECTED TEST SAMPLES TAKEN, STRUCT, CONNECTIONS (WaDS MADE, H.T. BOLTS TORQUED) CHECKIFl), ETC. , 11 '-'.O .,, fl,.V,/,/ .,.-µ:,A) t7P ,/.,1,eL/') ~ ... ~1-,/ /L) , ,d .. C,A~,f, \; I ,. -'--I /, ' --::.r-&f.1~£ Tr, I , r ,,,-; /'.ri.. _uM ,J ll "'t> l,c--h-YJ ~ ~ ,..,.t./ I t1a;, / s-02 -,1 .. J('.-r f 1. A---t";,, "I /JLLr-.-,- I --~ /_ -, I '-:,17 /:.IL.. JC"OC IJ~,,:::. ~ I vnl\ /.,,. ~l-fi-./j t::..J I T,;. ll/.:7' A,,/,.1,;,11,t 'J.".J'FJ?{° ,, I I~..,,,~ ,,,.. ..s ,.-: tJ~,;;r ,-(...!.~ ..... (' rJ ,._ ~ --, /,+125 11~. V,nt:r It , : . ✓;.n<? /J/7-' € 1>11 A..vt I c-f;,,_A-1.,.,, . ~-.5c-#,,,d)~LI <::,-/.) -:2 "1/) Fi.., A-11 , -r;, Ce,1, U/}'JJ .J h:1-IJ.:T. I' F R ,.,,er-< <.11 i 1 J/.. -r; ·, -1~-' JI L,, /,ru.r~ ,,.-7 VA ,, --. , . /,: ~-tl-J~ ( /. ~ I n I. 1 /1//~ /,,.,,, ,.;, ,,,. /VJ I 7, /4, < ,IJ1, I --r J)1, '"J -- Jt'---" { r_ ... it'1'. ,;h_.,.I,. '.I/ l-L r I J.'J!A -,.,,.., ,L-,-~ /, ::i .r .//#" .. . ./ ,, J, THIS REPORT DOES NOT RELIEVE THE CONTRACTOR OF HIS RESPONSIBILl"rl' TO BUILD PER THE PLANS, SPECIFICATIONS AND ALL APPLICABLE CODES. ; TO THE BEST OF MY KNOWLEDGE, WORK INSPECTED WM IN ACCORDANCE I ,.A J Al /4; ,.:-,: @ INSPECTOR (PANT°" TYPe) ~ . --WITH THE SOIL INVESTIGATION RECOMMENDATIONS. THE APPROVED Pt.ANS, SPECIFICATIONS, AND APPLICABLE SECTIONS OF THE U.B.C. BUILDING CODE, SIGNATURE --• V •• UNLESS OTHERWISE NOTED. ~~.., ;'(:/ DATE SIGNED /,,. I /1 I CERTIFICATE NO. I_}/ , WHITE-NSI CAfolAFN -Contractor PINK -Building Official Q NFELDER Daily Field Report -Dec 17, 2018 KLF Project#: 20172781.001A ~ Bright Peoplt. Right Solutiom. by Neil Carey for The Shoppes at Carlsbad Phase 1 & 2 Client: Rouse Properties, Inc. Contractor: Azure c·t of car\sbad 57°F, Cloudy I y Time Start: 07:00 AM Time Stop: 09:00 AM Equipment: Footing inspection OE.C 1 9 1018 Traveled hrs, 58 mi. -------------- Types of Tests/Observations Performed: BU\LOING DIVISION Documents Referenced: Plans and specs RECO RD copy Observations/Remarks: Arrived onsite to conduct footing inspection for the patio area located in front of the restaurant. Footings were build per plans. Bottom of footing probed firm and unyielding. Contractor as place viscoline barrier and approx 2-inches of sand at the patio slab. Reinforced steel is currently being placed. Concrete is scheduled to be poured this Wednesday. Kleinfelder Representative Signature -~:i! ~-~r~r -------------------------------------------Kleinfelder Representative Print Name 83148 Kleinfelder San Diego -Copley 5761 Copley Drive San Diego, CA 92111 Page 1 of2 Q NFELDER ~ Bright Peopl•. Right Solu6om. Daily Field Report -Dec 17, 2018 by Nell Carey for The Shoppes at Carlsbad Phase 1 & 2 KLF Project#: 20172781 .001A Photo Log Fig. 1: Patio area located infront of resturant • Kleinfelder. Representative· Signature ........................ . . ~~i! ~~r~r ................. -.... -................. -.. Kleinfelder Representative Print Name 83148 Kleinfelder San Diego -Copley 5761 Copley Drive San Diego, CA 92111 Page 2 of 2 ✓• EsG1I A SAFEbuilfCompany DATE: NOV.06,2018 JURISDICTION: CARLSBAD □ APPLICANT □ JURIS. PLAN CHECK#.: CBC2018-0528 _____ SET: II PROJECT ADDRESS: 2525 EL CAMINO REAL PROJECT NAME: TEXAS de BRAZIL -T.I. & ADDITION □ □ □ □ □ [SJ □ 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 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 the applicant that the plan check has been completed. Person contacted: f;foV'fflNG Date contacted/ (by~_) Mail Telephone Fax In Person Telephone #: 949-533-4117 Email: dkang@cdieng.com REMARKS: Patio dining addition is under this permit only. Stand-alone sets are submitted for review & approval. '[This plan was originally CBC 2018-0080 (REV._2) -PREV 2018-0528, but the city changed the PC # at back-check to be CBC2018-0528]. By: ALI SADRE, S.E. Enclosures: EsGil 11/01 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 .DATE: SEPT.26,2018 JURISDICTION: CARLSBAD ✓• EsG1I A S,11,FEbui!t Coinpany D APPLICANT p JURIS. PLAN CHECK#.: -0B6!i!018 0086 (ltE'l'J, _:;I~ E ilif 2018-0528 SET I PROJECT ADDRESS: 2525 EL CAMINO REAL PROJECT NAME: TEXAS de BRAZIL -T.I. & ADDITION 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 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: D EsGil staff did not advise the applicant that the plan check has been completed. ~ EsGil staff did advise the applicant that the plan check has been completed. Person contacted: DAVID KANG Telephone#: 949-533-4117 --:;_te soRtacted:"lfil,fl[y:~ Email: dkang@cdienq.com G~ ail Telephon~ Fax In Person ~ REMARKS: Patio dining addition is under this permit only. Stand-alone sets are submitted for review & approval. By: ALI SADRE, S.E. Enclosures: EsGil 9/20 9320 Chesapeake Drive, Suite 208 ♦ San Diego, California 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 CARLSBAD CBC2018-0080 (REV. _2) -PREV 2018-0528 SEPT.26,2018 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD (REV. _2) -PREV 2018-0528 PLAN CHECK#.: CBC2018-0080 PREPARED BY: ALI SADRE, S.E. DATE: SEPT. 26, 2018 BUILDING ADDRESS: 2525 EL CAMINO REAL BUILDING OCCUPANCY: B/A2; 11-B/SPR. BUILDING AREA Valuation PORTION ( Sq. Ft.) Multiplier PLAN REVISION Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code CB By Ordinance ' 1997 UBC Buildin Permit Fee ., g _________ J 1997 UBC Plan Check Fee Type of Review: □ Complete Review □ Repetitive Fee • I Repeats • Based on hourly rate Comments: □ Other Hourly 0 EsGII Fee Reg. VALUE Mod. □ Structural Only 1------3_.--151 Hrs.@• $120.00 _ ($) $525.00J $420.00J Sheet 1 of 1 CARLSBAD CBC2018-0080 (REV. _2) -PREV 2018-0528 SEPT.26,2018 • GENERAL 1. 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 and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring T'l!KJ. corrected set of plans and calculations/reports to EsGil, 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 only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sheet with the revised plans. • PLANS 3. Please note on the plans that 5% of the dining seats shall be HC accessible. Sec. 11 B-226.1. 4. Please note on the plans that both gates are 2>:32" clear width, Sec. 11 B-404.2.3. 5. Each gate in a means of egress from an occupancy of Group A having an occupant load of 50 or more shall not be provided with a latch or lock unless it is panic hardware. Section 1010.1.10. 6. Note that the hand-activated gate opening hardware meets the followings, per Sec.11B-404.2.7: a) Latching, or locking, doors in a path of travel are operated with a single effort by lever type hardware, by panic bars, push-pull activating bars, or other hardware designed to provide passage without requiring the ability to grasp the opening hardware. b) Is to be centered ;e34" but '-44" above floor. 7. Note that the maximum effort to operate doors shall not exceed 5 pounds, with such pull or push effort being applied at right angles to hinged doors and at the center plane of sliding or folding doors. Section 11 B-404.2.9. 8. Note that the lower 1 0" of all gates comply with Sec. 11B-404.2.10, as follows: a) To be smooth and uninterrupted, to allow the gate to be opened by a wheelchair footrest, without creating a trap or hazardous condition. b) Narrow frame doors may use a 10" high smooth panel on the push side of the gate. 9. Provide glass roof spec's., connection details, ref. & calc's., as per S-01, on plans. Specify it is laminated, wire glass, or equal, as per Sec. 2405. .. CARLSBAD CBC2018-0080 (REV. _2} -PREV 2018-0528 SEPT.26,2018 STRUCTURAL 10. Provide vertical load calculations for framing members and footings. Sec. 107 .2. 11. Provide lateral load calculations for shear panels, shear transfer and related. Section 107.2. 12. The plans shall indicate that special inspection will be provided for the following work. (Section 107.2): a) Steel construction. Special inspections for steel elements should be provided in accordance with Section 1705.2. b) Welding. Welding inspection should be provided in accordance with Section 1705.2. c) High-strength bolts. Periodic inspection should be provided for installation of high- strength bolts in accordance with AISC specifications. Section 1705.2. d) Epoxy anchors. Periodic special inspection should be provided for anchors installed in hardened concrete. Section 1705.3. 13. Please state where details 2, 4 & 6/F-01 are called out on the plans. 14. Please specify the width of Sec. 7/F-01 on this detail. [This is not dimensioned on the architectural plans, as noted]. 15. Please provide a schedule for A 1, A2, A3, etc., as called out on Sheet S-01. Also label the rest. 16. Please show the location and extent of L3x6x1/4" versus L3x3x1/4", as noted on details 1 & 2/S-02, respectively. 17. Please provide L3x to the CMU wall connection information and references on details 1 & 2/S-02. 18. The City Policy requires that their Special Inspection Agreement is complete for this project. This Form is available at the City. 19. Additional corrections may be necessary, once updated plans and calculations are submitted for review and approval. MISCELLANEOUS 20. The jurisdiction has contracted with EsGil, located at 9320 Chesapeake Dr., #208, S.D., CA 92123; Tel: 858/560-1468, to perform the plan review for your project. If you have any questions regarding these items, please contact ALI SADRE, S.E. at EsGil. Thank you. . CARLSBAD CBC2018-0080 (REV. _2) -PREV 2018-0528 SEPT.26,2018 ELECTRICAL, and ENERGY COMMENTS PLAN REVIEWER: Morteza Beheshti ELECTRICAL (CALIFORNIA ELECTRICAL CODE) 1. Out swinging door(s) equipped with panic hardware is required for doors accessing rooms containing electrical equipment rated 800 amperes or more. CEC110.26(C)(3). 2. At least (1) convenience receptacle outlet shall be installed within 50' of the electrical service. CEC 210.64 ENERGY (2016 CALIFORNIA BUILDING ENERGY STANDARDS) 3. Energy forms are fine as submitted. Note: If you have any questions regarding this Electrical and Energy plan review list please contact Morteza Beheshti at (858) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. @ ERIC L. DA VIS ENGINEERING INC. . DIF18-1075 BY: O.K. STEEL CALCULATIONS AND OCT 3 0 2018 CITY OF CARLS CU!LDING DIVIS CONCRETE STRENGTH REPORT l=I TEXAS DE BRAZIL ADDITION 2525 EL CAMINO REAL CARLSBAD , CA 92008 . 10-25-2018 CHO: ELO F-1117 DAVIS ENGINEERING, INC • 120 Eaat Main SlrMt Fem-,_ Ta• 75121 172/SIM-0592 Fox 1172/514-152J E-lld •rloala11dalnnglnttrfng.oom SHEET:..£§ .... Cl ; 0 CO C0 0 .... mo N 0~ ■-No,_., oC'"l 0 (') -COO I ';:. .... co .... 0 N 0 m 0 @ ERIC L. DA VIS ENGINEERING INC. STEEL CALCULATIONS AND CONCRETE STRENGTH REPORT TEXAS DE BRAZIL ADDITION 2525 EL CAMINO REAL CARLSBAD, CA 92008 JOli: UA It.: ERIC L DAVIS ENGINEERING, INC. DIF18-1075 10-25-2018 F'-31181 BY: CHO: D.K. ELD 120 Emt .. aln SfrHt SHEET: CS-1 OF -42 F'om..,, TlllCcia 75126 972/5&,-0592 F'ax 1172/56,-6523 E-.. all er1cdavla0•kl•nglnffr1ng.cam , .. , Description : Code .Refef!inces Calculations per ACI 318-11, IBC 2012. CBC 2013, ASCE 7-10 Load Combinalions Used : ASCE 7-05 Gen~r'al .lr:i_fcir.ij\'atl~ii . .\::•:\:/ :, : ' Material Properties re : Concrete 28 day strength fy : Rebar Yield Ee : Concrele Elastic W.odulus Concrete Dens!ly lp Values Flexuro Shear Analysis Settings Min Steel % Bending Rein!. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Fadof Add Flg Wt for Soll l'lessure Use ftg wt for stabiity, moments & shears Add Pedestal WI tor Soil Pressure Use Pedestal wt for stability, mom & shear = = "' 3.0 ksi 60.0 ksi 3,122.0 ksl 145.0 pct 0.90 0.750 0.00180 1.0 : 1 1.0 : 1 Yes Yes No No Soll Design Vaiues Allowable Soil Bearing Increase Bearing By Fooling Weight Soil Passive Resistance (lor Sliding) SoiliConat!te Friction Coelf. Increases based on boling Depth Fooling base depth below soil surface = Alowable prassure increase per bot of deptla- when fooling base is below = Increases based on fooling plan dimension Allowable pressure increase per foot of dept = v.ilen maximum leoglh or width is greatert 1,650 ksl No 230.0 pcf 0.30 1.50 ft ksf ft ksf n ·01niens1~~HU:Y:i\ ',>":' ,i:i>>,,· __________________________ _ Width parallel 10 X-XAxls Length parallel lo Z-Z Axis = Footing Thldmes: Load location offset lrom footing center ... ez: PMI to z-z Axis Pedestal dimensions. .. px : parallel to X-X Axis "' pz : parallel lo Z-Z Axis Height Rebar Cemerline lo Edge of Concrete .. at Bottom of footing ::. Bars parallel lo X-X Axis Number ofBars Reinforcing Bar Size Bars parallel 10 Z-2 Axis Number of Bars Reinforcing Bar Sizl 2.0 n s.o n 10.0 in 5.5 in in In in 3.0 in 4.0 # 5 3.0 # 5 Bandwidth Distribution Check (ACI 15.◄.4.2) Diredion Requiring Closer Separationig X-X Axis # Bars required Within zone 57.1 % # Bars required on each side ot zone 42.9 % .·Applled1:oadsS' .,,.,·.:.:<''·:·:·. P : Column Load OB : Overburden M-xx M-zz V-x V-z D 3.80 Lr s w 5.70 E H k ksf k-ft -----.---.... --k-~-----k k :o£SiGN SUMMARY/'= Min. Ratio llern PASS 0.9606 Soil Bearing PASS n/a C>,er1lJming -X-X PASS n/a e>,ertumit9 -Z-Z PASS n/a Sliding· X-X PASS n/a S!'JCling-z.z PASS n/a Uplift PASS 0.09071 Z Flexure (-+-XJ PASS 0.09071 Z Flexure (·XJ PASS 0.2914 X Flexure ( .. ZJ PASS 0.2915 X Flexure (-Z) PASS 0.08590 1-way Shear (+XJ PASS 0.08590 1-way Shear (·XJ PASS 0.4118 1-way Shear (+ZJ PASS 0.3429 1-way Shear (-Z) PASS 0.4099 2-way Punching . .,•0e1aHecl'J~es'uiisV SoHBeari~ Rotation Axis & Load Combination ... Gross Allowable X-X. DOnly 1.650 X-X, +D-t-+H 1.650 X-X, +D-t.r+H 1.650 X-X,+D...S+H 1.650 X-X, +D+0.750Lr+0.750l+H 1.650 X-X. -+O+O. 7501. +0.750S.+i 1.650 X-X. -+O+W-+H 1.650 X-X. +D+0.70E+H 1.650 X-X. -+0+0.750Lr+0.750l+0.750W.+i 1.650 X·X. +D+0.750L+0.750S+0.750W+H 1.650 X-X, -+0+0,750Lr+0.750l+0.5250E+H 1.650 X-X. +D+0.750L•0.750S+0.5250E.+i 1.650 X-X. +0.600+W+H 1,650 X•X. +0.600+0.70E-+H 1.650 z.z. DOnlv 1.650 z.z, +0-t+H 1.650 z.z. +O+Lr4-I 1.650 Z-Z.+D+S-+H 1.650 Z-Z, +O♦o.750Lr<0.750L+H 1.650 Z-Z.-+0+0.750l+0.750S-+H 1.650 z.z, -+O+W+H 1.650 Z-Z, +O♦o.70E+H 1.650 Z-Z. +D+O. 750lr+O. 7501. +0. 750W+H 1.650 Z-Z . ..0+0.7SOl.+0.750S+0.750W-+H 1.650 z.z, -+0+0.750!.r+O. 750L +0.5250E-+H 1.650 Z-Z. +0+0.750l +0.750S+0.5250E+H 1.650 z.z, +0.600+W.+i 1.650 Z-Z, :':Q.600-J).7~~ ... 1.650 .. o:;,~tiin.i!!i! Stability,.· Rotation Axis & Load Combination ... Footing Has NO Overturning : .:Slldli,g;suib111iy:'/X'/);:/( Force Application Axis load Combination ... Footing Has NO Sflding Applied 1.585 ksf 0.0 k.ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 0.6840 k-tt 0.6840 k-tt 3.991 k-1\ 3.992 k-n 7.057 psi 7.057 psJ 33.834 psi 28.173 psi 67.353 psi Xecc Zecc Bottom, .z nla 4.173 0.2953 n/a 4.679 0.5570 nla 4.173 0.2953 n/a 4.173 0.2953 n/a 4.784 0.4916 nla 4.784 0.4916 n/a 4.173 0.2953 n/a 4.173 0.2953 n/a 4.784 0.4916 n/a 4.784 0.4916 nla 4.784 0.4916 n/a 4.784 0.4916 n/a 4.173 o.m2 n/a 4.173 o.m 2 0.0 n/a n/a 0.0 nla nla 0.0 nla n/a 0.0 nla n/a 0.0 n/a n/a 0.0 n/a nta 0.0 n/a nla 0.0 nla n/a 0.0 n/a n/a 0.0 nla nla 0.0 nla n/a 0.0 n/a n/a 0.0 n/a nla 0.0 n/a n/a Ovenurni~ Moment Slldi!)g Force 1.650 ksf 0.0k-11 0.0 k-ft 0.0 k 0.0 k 0.0 k 7.541 k-ft 7.541 k-ft 13.694 k•fl 13.694 k-1\ 82.158 psJ 82.158 psi 82.158 psi 82.158 psi 164.317 psi Governing Load Comblnatlon •lhl-+H aboul X-X axis No Overturning No0ver1lJming No Sliding No Sliding No Uplift -+-1.200+0.50lr+1.60L +1.60H +1.200+0.50lr+1,60L +1.60H +1100+0.50Lr+1.60I. +1.60H +1.200+0.50lr+ 1.60!. +1.60H +1.20D+0.50lr+1.60L +1.60H + 1.20D+0 .50!.r+ 1.60!. +1.60H + 1.20D+0.SOl.r+ 1.60!. +1.60H +1.20D+0.50lr .. 1.60l •1.60H +1.20D+0.50lr+1.60L +1.60H Actual Soil Bcari~ Stress T!;!e, +Z Le , -X R!2hl, +X Actual / Allowable Ratio 0.7064 n/a n/a 0.42S 1.585 n/a nla 0951 0.7064 n/a nla 0428 0.7064 nla n/a 0 428 1.365 n/a n/a 0827 1.365 nla n/a 0.627 0.7064 nla n/a 0428 0.7064 n/a n/a 0.428 1.365 nla n/a 0627 1.365 nla nla 0.827 1.365 nla nla 0.827 1.365 n/a nla 0827 0.4238 n/a n/a 0.257 0.4238 nla nla 0.257 n/a 0.5008 0,5008 0304 n/a 1.071 1.071 0.649 n/a 0.5008 0.5008 0304 nla 0.5008 0.5008 0.304 n/a 0.9283 0.9283 0563 n/a 0.9283 0.9283 0 563 n/a 0.5008 0.5008 0 304 n/a 0.5008 0.5008 0.304 n/a 0.9283 0.9283 0563 nla 0.9283 0.9283 0.563 n/a 0.9263 0.9283 0.553 nla 0.9283 0.9283 0553 n/a 0.3005 0.3005 0182 nla 0.3005 0.3005 0 182 Resisti!:19 Moment Stabilill Ratio Status Ai units k Reslstl~ Force Sliding SafellRatio Status ·:g~ij~h.i:E~§:<>Jiti9J~!C)}\j;fo't"J{/3c'{;')%':<}ibX::}\'\'}1~~~~.~~~~~=~~~~% ,., ' Description: Te"3s de Blllzi-Cllttbad, CA-DIF18-107S-Azure Conslrue:ion.Peilmeter Footing ••·f!)Oiiiig.Fl_~ii_'.'\(~<}Ji•,i:'\ /<<{-::)/it::: flexure Axis & Load Comblnallon Mu Wllidl Tenslon e AsReq"d Gvm.As AcrualAs Phi•Mn Status k•ft Sldo? BolorT~? ln'2 irr'2 in"2 k..ft X-X. +1.400 1.552 +2 Bottom 0.216 Min Temo o/o 0.4650 13.694 OK X-X. +1.400 1.552 -2 Bottom 0.216 Min Temp% 0.4650 13.694 OK X-X. +1.200.0.50Lr+1.60L+1.60H 3.991 +2 Bollom 0.216 Min Temp% 0.4650 13.694 OK X-X, +1.200+0.50Lr+1.60L+1.60H 3.992 -2 Bottom 0.216 Min Temp% 0.4650 13.694 OK X-X. +1.200+1.60L.0.50S+1.60H 3991 +Z Bottom 0.216 MinTemo o/o 0.4650 13.694 OK X-X, +1.200+1.60\. +0,50S+1.60H 3.992 .z Bottom 0.216 Min Temp% 0.4650 13.694 OK X•X. +1.200+1.60Lr+0.50L 2.162 +Z Bottom 0.216 Min Temp % 0.4650 13.694 OK X•X. +1.200+1.60l.t+0.50L 2.162 -Z Bottom 0.216 Min Temp o/o 0.4650 13.694 OK X-X. +1.200+1.60l.t+0.80W 1,330 •2 Bottom 0.216 Min Temoo/o 0.4650 13.694 OK X-X. +1.200+1.60Lt.0.80W 1.331 -2 Bottom 0.216 MinTemoo/o 0.4650 13.694 OK X-X. +1.200+0.50!.+1.60S 2.162 +Z Bottom 0.216 MinTemo% 0.4650 13.694 OK X·X. +1.200+0.50!. +1.60S 2.162 .z Bottom 0.216 Min Temo% 0.4650 13.694 OK X·X. +l.200•1.60S+0.80W 1.330 <l. Bottom 0.216 Min Temp% 0.4650 13.694 OK X-X. +1.200+1.60S+0.80W 1.331 .z Bottom 0.216 Min Temo% 0.4650 13.694 OK X-X. +1,200+0.50Lr.0.50L +1.fJJW 2.162 •Z Bollom 0.216 Min Terna% 0.4650 13.694 OK X-X. +1.20D-+0.50Lr+-0.50L +1.fJJW 2.162 -Z Bottom 0.216 Min Temp% 0.4650 13.694 OK X-X. +1.200-l().50L .0.50S+l .fJJW 2.162 +Z Bottom 0.216 Min Temo% 0.4650 13.694 OK X-X. +1.200-+0.SOL +-0.50S+1.60W 2.162 .z Bottom 0.216 Min Terna% 0.4650 13.694 OK X-X. +1.200..0.50L+0.20S+E 2.162 +Z Bottom 0.216 MinTemo% 0.4650 13.694 OK X•X, +1.200+0.50L +0.20S+E 2.162 .z Bottom 0.216 M!nTemoo/o 0.4650 13.694 OK X-X. +0.900+1.60W+1.60H o.99n +Z Bottom 0.216 Min Temp 'Yo 0.4650 13.694 OK X•X. +0.900+1.60W+1.60H 0.9979 .z Bottom 0.216 Min Temp% 0.4650 13.694 OK X-X, +0.900+E+1.60H o.99n +Z Bottom 0.216 Min Temp % 0.4650 13.694 OK X-X. +0.900-£+1.GOH 0.9979 -2 Bottom 0.216 Min Temp% 0.4650 13.694 OK 2-Z.+1.400 0.2660 •X Bottom 0.216 Min Temp% 0.2480 7.541 OK Z.:Z.,+1.400 0.2660 +X Bottom 0.216 Min Temp% 0.2480 7.541 OK z.z. +1.20D-+0.50lr+1.60L+1.60H 0.6840 ·X Bottom 0.216 Min Temo% 0.2480 7.541 OK z.z. +1.20D-+0.50Lr+1.60l +1.60H 0.6840 +X Bottom 0.216 Min Temp% 0.2480 7.541 OK 2-Z. +1.200+1.GOL +0.50S+1.60H 0.6840 -X Bottom 0.216 Min Temp% 0.2480 7.541 OK Z-Z. +110D+1.60L.0.50S+1.60H 0.6840 +X Bottom 0.216 Min Temp% 0.2480 7.541 OK Z-Z. +1.20D+1.60lr+0.50L 0.3705 -X Bottom 0.216 Min Temp% 02480 7.541 OK z.z. +1.200+1.60lr.0.50L 0.3705 +X Bottom 0.216 Min Temp% 0.2480 7.541 OK z.z. +l.200+1.60Lr+0.80W 0.2280 -X Bollom 0.216 Min Temp% 0.2460 7.541 OK z.z. +1.200+1.60Lr.0.80W 0.2280 +X Bottom 0.216 Min Temp% 0.2480 7.541 OK 2-Z. +1.200+0.SOL•l.60S 0.3705 -X Bottom 0.216 Min Temp% 0.2480 7,541 OK 2·Z. +1.200+0.SOL +1.60S 0.3705 +X Bollom 0.216 Min Temo % 0.2480 7.541 OK 2-2, +1.200+I.60S+0.SOW 0.2280 -X Bottom 0.216 MillTemo% 0.2480 7.541 OK z.z. +1.200+1.60S+0.80W 0.2280 +X Bottom 0.216 Min Temp% 0.2480 7.541 OK Z-Z. •1.200+0.SOLr+O.SOL +1.liOW 0.3705 •X Bottom 0.216 Min Temp% 0.2460 7.541 OK Z-Z, +1.20D.0.50Lr<-0.50L+1.60W 0.3705 +X Bottom 0.216 Min Temp% 0.2480 7.541 OK z.z. +1.200+0.50L+0.50S•1.60W 0.3705 -X Bottom 0.216 Min Temp% 02480 7.541 OK 2-Z. +1.200+0.SOL +0.50S•1.60W 0.3705 •X Bottom 0.216 Min Temo% 0.2480 7.541 OK Z-Z. +1.200+0.50L.0.20S<E 0.3705 -X Bottom 0.216 Min Temo% 0.2480 7.541 OK 2-Z, +1.200+0.50L+0.20Stf 0.3705 +X Bottom 0.216 Min Terna% 02480 7.541 OK 2-Z. +0.900+1.60W+1.60H 0.1710 ·X Bottom 0.216 Min Temp% 0.2480 7.541 OK z.z, +0.900+I.60W+l.60H 0.1710 +X Bottom 0.216 MinTemo'Yo 0.2480 7.541 OK z.z. -+0.900-+E+1 .60H 0.1710 .x Bottom 0.216 Min Temp% 0.2480 7.541 OK z.z. +-0.900+E+1.60H 0.1710 +X Bottom 0.216 Min Temp% 0.2480 7.541 OK q!)!I Y{ay·S.~~-t,;/, a·-.;;:: •,,-i:~-,,~'O'•:-:;, IY~l.W:t{t/:!./Lit/?f\:.·:: Load Combination ... Vu@-X Vu @+X Vu@.z Vu@+Z Vu:Max PhlVn Vu/Phl'Vn Status +1.400 2.744 psi 2.744osi 10.956 osl 13,158 DSi 13.158psi 82.158 PSi 0.1601 OK +I 200+0.50lr+l .60L +1.60H 7.057 psi 7.057osi 28.173 osl 33.634 psi 33.834pSJ 82.158 psi 0.4118 OK +1.20D+1.60L +0.50S+1.60H 7.057osi 7.057DSi 28.173 osi 33.634 osl 33.634 DSl 82.158 psi 0.4118 OK +1.200+1.60Lr+0.50L 3.823osi 1823psl 15.26 psi 18 327 osi 18.327 psi 82.158 PSi 0.2231 OK +1.200+1.60lr.0.80W 2352Dsi 2.352 Psi 9391 osi 11.278 osi 11.278psl 82.158 psi 0.1373 OK +1.200+0.SOL +1.60S 3.82Josl 3.823Psi 15.26 Psi 18,327 Psi 18.327DSi 82.158 DSi 0.2231 OK • 1.200+1.60S-+O.BOW 2.352osl 2.352 psi 9.391 psi 11.278 osi 11.278PSi 82.158 psi 0.1373 OK + 1.200+0.50lr+0.50L +1.liOW 3.82Jpsl 3.823osi 15.26 osi 18.327 Psi 18.327 PSI 82.158 psi 0.2231 OK +1.200+0.50L+0.50S+1.60W 3,823psl 3.82Jpsl 15.26 psi 18.327 DSi 18.327 Psi 82.158 psi 0.2231 OK ... 1.200+0.50L-+020S+E 3.823psi 3.823Psl 15.26 psi 18.327 PSi 18.327psl 82.158 psi 0.2231 OK +0.900+1.60W+l.60H 1.764 PSI 1.764psl 7.043 l)si 8.458 psi 8.458osi 82.158 PSI 0.103 OK +0.900+E+1.60H 1.764 PSI l.764psl 7.043 Psi 8.458 psi 8.458ps/ 82.158 psi 0.103 OK .:::.· .. ···,·:.·· l.t I Description : Texas de 813%1-Cansbad, CA-O!F18-1075-Azme Construcii<>n.Perimeter FooO"i} load Combination, .. +1.400 +1.20D.0.50l.s+1.60L +1.60H +1.200+1.60L+0.50S+1.60H + 1.200+1.60lr+0.50L +1.200+1.60Lr-t0.BOW +1.20D.O.SOl.+1.60S +1.200+1.60S-t0.60W +110D-+0.50Lr+O.SOL-,.1.60W +1.20D+Q.50L-t0.50S+1.60W + 1.20D.0.50L +0.20S-+£ .0.900+1.60W+1.60H .0.900<€+1.60H Vu 26.193 osi 67.353 osi 67353 osi 36.483 OSi 22451 osi 36.483 l)Si 22.451 osi 36.483 osi 36.483 OSi 36.483 csi 16.838 psi 16.838 psi Phi"Vn 164.317osi 164.317osi 164.317os, 164.317os, 164.317osi 164.317osi 164.317osi 164.317psi 164.317osi 164.317osi 164.317osi 164 317osi Vu/ Phi'Vn 0.1594 0.4099 0.4099 0.222 0.1366 0.222 0.1:lili 0.222 0.222 0.222 0.1025 0.1025 All units k Stalus OK OK OK OK OK OK OK OK ox OK OK OK · .. • .. · t,1 I Desaiption : Tuas rJ. 8razil. C¥1sbad, CA-Olf18-107S-Azure Consbllction-lntlrio1 Footing (¢o~e Re(er.erice,s f · · Calculations per ACI 316-11, IBC 2012, CBC 2013, ASCE 7-1D Load Combinetioos Used : ASCE 7-05 ; Ci11;jef.-J@onjic1tJ,on · Material Propenles tc : Conctete 28 day strenglll fy : Rebar Y'teld tc: Coocrete Elaslic Modulus Conatlle Density q, Values Flexure Shear Analysis Settings Min SleeJ % Bending Reinf. Mln Allow % Temp Relnf. Min. Olertumlng Sale!)' Factor Min. Sliding Safety Factor Add Fig Wt tJr Soil Pressure Use ftg wt br stability, momeots & shears Add Pedestal Wt for Soi Pressure " " = = Use Pedestal wt for stability, mom & shear t ~ini!fti:~1~~;1:m;u,&:+>: ':· Widlh parallel to X-X AJcis = t..eoglh parallel b z.z Axis = Fooling Thldmes Pedestal dimensions .•. px: parallel to X-X Axis " pz: parallel to z.z Am Height Rebar Centerline to Edge of C4ncsete .. at Bottom of footing = Bars parallel lo X-X Axis Number of Bars Reinforting Bar Slze Bars parallel to z.z Axis Number of Bars Remforting Bar Slzl 3.0 ft 3.0 ft 10.0 in In In in 3,0 in 3.0 # 5 3.0 # 5 Baodwid!h Distribution Chcd< (ACI 15.4.4.2) Oi'ection Requiring Closer Separa6on n/a # Sn required within zcine n/a # 13.Ys required on each side ol zone n/a i Appue'd toa·c1s'/ P : Column Load 08 : Overburden M-xx M-zz 0 5.40 3.0 kSi 60.0 ksi 3,122.0 ksi 145.0 pct 0 90 0.750 0.00180 1.0 : 1 1.0 ; 1 Yes Yes No No tr Soil Design Values Allowable Soi Bearing Increase Bearing By Footilg Weight Soil Passive Resistance (for Sliding) SoiVConetele Fric:llon Coeff. " lncreilSes based on footillll Oeplll Fooling base depth below soil simce = Alowable pressure inaease per fool of deptt= when footilg base is below Increases based on footing plan dimension Allowable press1111 Increase per fool of dept = when maximum lenglh or width is grvatert z 1,650.0 kst No 230.0 pd 0.30 1.so n kst ft ksf ft .. :~<-~~ :~ ~~~ ~:~~~:; ~::::1::::~~ . •: . • ... ~ .......... ~ .. ;"' .. ""-··-... ~· ...... ,.,,:· L s w E H 8.10 k ksl k•ft k•ft .................. , ________ , .. ____________________________ _ V-x V-z k k : .·. ~-~llwtt~l8'Dlr18-1075'ELO~na.10~ cak:ualiclnt.edl ·. ·.· · .• · • ,: • ,·.. ' .. ; '· · •. ::. ENERCM.C, INC.1983-2015,M<tG:ts.119, Vor:6.IB.6.lO Description : Te,as de Brazl-Cwbad, CA-OlFIS.1075-Azure con,truciion~nterior Foctilg \, DESIGN :SUMMARY .. ,-• •IHl1l•J. • Min. Ratio Item Applied Capacky Governing load ComblnaUon PASS 0.1621 Soil Bearing 1.621 ksf 10.0 ksf •{hi. +H about Z-Z axis PASS n/a Overturning· X-X 0.0 k.ft 0.0 k-ft No OYertuming PASS n/a Overturning • z.z 0.0 k•f\ 0.0 k-f\ No Overturning PASS nia Sliding· X·X 0.0 k 0.0 k No Sf,dlng PASS nla Sliding· Z-Z 0.0 k 0.0 k No Slijing PASS n/a Uplift 0.0 k O.Ok No Uplin PASS 0.2601 Z Flexure ( +X) 2430 k.fl 9.341 k-ft +1.200+0.50lr+1.60L +1.60H PASS 0.2601 Z Flexure (·XJ 2.430 k•ft 9.341 k•fl +1.200+0.50Lr+1.60L+1.60H PASS 0.2601 X Flexure ( +Z) 2.430 k.fl 9.341 k.fl +1 .200+0.50Lr+1.60L +1.60H PASS 0.2601 X Flexure (·ZJ 2.430 k-ft 9.341 k-11 +1.200+0.501..r+1.60L +1.60H PASS 0.2817 1-way Shear (+X) 23.143 psi 82.158 psi +1.200+Q.50Lr+1.60L +1.60H PASS 0.2817 1-way Shear (·X) 23.143 psi 82.158 psi +1.200+0.501..r+1.60L+1.60H PASS 0.2817 1-way Shear (+Z) 23.143 psi 82.158 psi +1.200+0.501..r+1.60L+1.60H PASS 0.2817 1-way Shear (·ZJ 23.143 psi 82.158 psi +1.200+0.501..r+1.60L +1.60H PASS 0.5795 2-way Portillng 95.216 psi 164.317 psi +1.200+0.501..r+1.60L +1.60H >:tiefaiied Results\\. SoilBenrl~ Actual Soil Bcan':A Stress Rotation Axis & Actual I Allowable Load Combination .• Gross Allowable Xea: Zea: Bottom,•Z Toe, +Z Le , -X Right, +X Ratio X-X,OOntv 10.0 n/a 0.0 0.7208 0.7208 n/a n/a 0.072 X·X. +D<L+H 10.0 n/a 0.0 1.621 1.621 n/a n/a 0.162 X-X. +O+lr41 10.0 n/a 0.0 0.7208 0.7208 n/a n/a 0.072 X·X. +O+S+H 10.0 n/a 0.0 0.7208 0.7208 n/a n/a 0072 X,X, +0+-0.7501..r+0.750L-H 10.0 n/a 0.0 1.396 1.396 n/a n/a 0140 X•X, +0+0.750L+-0.750S-tt 10.0 n/a a.a 1.396 1.396 nla nla 0140 X.X,+D+W+H 10.0 n/a 0.0 0.7208 0.7208 n/a n/a Ou72 X·X, +0+0.70E+H 10.0 n/a 0.0 0,7208 0.7208 n/a n/a 0072 X-X. +0+0.7501..r+0.750t.+-0.750W+H 10.0 n/a 0.0 1.396 1.396 nla n/a 0140 X-X. •0+0.750L+Q.750S+0.750W+H 10.0 n/a 0.0 1.396 1.396 n/a n/a 0140 X·X. +0+0.7501..r+0.750\.+-0.5250E+H 10.0 n/a 0.0 1.396 1.396 nla nla 0.140 X-X. +O+Q.750L+0.750S+0.5250E..+i 10.0 n/a 0.0 1.396 1.396 n/a nla 0140 X·X. +-0.600+W-+H 10.0 n/a 0.0 0.4325 0.4325 nla n/a 0043 X-X. +Q.600-0.70E+H 10.0 n/a 0.0 0.4325 0.4325 nla n/a 0.043 z.z, DOnlv 10.0 0.0 n/a n/a n/a 0.7208 0.7208 0072 Z-Z,+D-+l.+H 10.0 0.0 nla n/a nla 1.621 1.621 0162 Z-Z. +D+tr-+H 10.0 0.0 nla n/a nla 0.7208 0.7208 0072 z.z, +O+S+H 10.0 0.0 n/a n/a n/a 0.7208 0.7208 0072 Z·Z, +0+0.750Lr+0.750L+H 10.0 0.0 n/a n/a n/a 1.396 1.396 0140 z.z. +0+0.750L+0.750S+H 10.0 0.0 n/a nla n/a 1.396 1.396 0140 z.z, +O+W+H 10.0 0.0 nla n/a n/a 0.7208 0.7208 0()72 z.z. ..0+0.70E+H 10.0 0.0 n/a nla nla 0.7208 0.7208 00i2 Z-Z . ..0+-0.7501..r+0.750L-+0.750W+H 10.0 0.0 n/a nla nla 1.396 1.396 0140 Z-Z. -+0+0. 750L +0.750S-+0.750W+H 10.0 0.0 n/a n/a nla 1.396 1.396 0140 z.z, -+0+0,7501..r+0.750L+0.5250E-+H 10.0 o.o n/a n/a n/a 1.396 1.396 0140 Z-Z, ..0+0.750L-+0.750S+0.52SOE->H 10.0 0.0 nla n/a n/a 1.396 1.396 0140 Z-Z. +0.60D+W-+H 10.0 0.0 n/a nla nla 0.4325 0.4325 0043 z.z, +0.600+0.70E+H !f'.Ovefilif:(llr,g ~iabilitf 10.0 0.0 nla n/a n/a 0.4325 0.4325 0043 Rotation Axis & Load Combination ... Ovcnurni!!!l Moment Rosisti!!!f Moment Stabilit~ Ratio Status · .. Footing fias Np~~~ng · ,Sl!dlng Stabll1ly ,,,,.c.,:,:'"': All unilS k Force Application Axis Load Combination ... Slidi!!!f Force Resisti!!!J Force Slidi!!9 Safet~Ralio Status Footing Has NO Sliding l:3-.~h#.r.~lf~@ijg//\:.::. / __ ,_·•.)i/:%/!ffitt.ii?fa'itU)].~~;~=~l~=t~~1=\ ,., I Oesaiplion : Te.a, de Bfazi. Cartbad, CA-OIF18-1075-Azure C011$11\1dicMnlerior Feeling t(Foo~iig Fjeinie/•:<:.'/.-/:·: : ·. ~ Flexure Axis & Load Combination Mu Which Tension• AsRcq'd Gvtn.As Actual As PhrMn Status k.ft Side? BotorT~? in"2 ln"2 1n•2 k•ft X-X. +1.400 0.9450 -+Z Bollom 0116 Min Temo% 0.310 9.341 OK X-X. +1.400 0.9450 .z Boltom 0.216 Min Temp% 0.310 9.341 OK X-X. +1.200+0.50Lr+1.60l+1.60H 2.430 +Z Bollom 0.216 Min Temp% 0.310 9.341 OK X•X. +1.200+0,50Lr+1.60L+1.60H 2.430 .z Bottom 0.216 MinTemo% 0.310 9.341 OK X-X, +1.200+1.60L +O.SOS+1.60H 2.430 •Z Bollom 0.216 Min Temp% 0.310 9.341 OK X·X. +1.200•1.60L+O.SOS•1.60H 2.430 .z Bollom 0.216 Min Temp% 0.310 9.341 OK X-X. +1.200+1.601.r+O.SOL 1.316 +Z Bollom 0.216 Min Temp% 0.310 9341 OK X-X, +1.200+1.60Lr-+-050l 1.316 -Z Bottom 0.216 MinTemo% 0.310 9.341 OK X-X. +1.200+1.60Lr-+-0.80W 0.810 •Z Bottom 0.216 Min Temp% 0.310 9.341 OK X-X. +1.200+1.60Lr-+-0.80W 0.810 .z Bottom 0.216 MinTemoo/o 0.310 9.341 OK X-X. +1.200+0.50L+1.60S 1.316 +Z Bottom 0.216 Min Temp% 0.310 9.341 OK X-X. •1.200+0.50l+1.60S 1.316 -Z Bottom 0.216 Min Temp% 0.310 9.341 OK X-X. +1.200+1.60S-+-O.BOW 0810 +Z Bottom 0.216 MinTemo% 0,310 9.341 OK X-X. +1.200+1.60S+0.BOW 0.810 .z Bottom 0.216 MinTemoo/o 0,310 9.341 OK X-X. +1.200+0.50Lr+0.50l •-1.60W 1.316 +Z Bottom 0.216 Min Temp% 0.310 9.341 OK X•X. +1.200+0.50Lr.0.50l+1.60W 1.316 -Z Bottom 0.216 Min Temp% 0.310 9.341 OK X•X. •1.200.0.50L.O.SOS+1.60W 1.316 +Z Bottom 0116 Min Temp% 0.310 9.341 OK X-X. +1.200.0.50L.0.SOS+1.60W 1.316 -Z Bottom 0.216 Min Temp% 0.310 9.341 OK X-X. +1.200.0.50L +0.20S+€ 1.316 •Z Bottom 0.216 Min Temp% 0.310 9.341 OK X-X. +1.200+0.SOL+0.20S+€ 1.316 .z Bottom 0.216 MinTemo% 0.310 9.341 OK X-X. +0.900+1.60W•1.60H 0.6075 +Z Bottom 0.216 Min Temp% 0.310 9.341 OK X-X. +0.900+1.60W+1.60H 0.6075 -Z Bottom 0.216 Min Temp% 0.310 9.341 OK X-X. +0.900-.E+tSOH 0.6075 +Z Bottom 0.216 Min Temp% 0.310 9.341 OK X-X. +0.900-.E+1.60H 0.6075 -z Bottom 0.216 Min Temp% 0,310 9.341 OK z-z. +1,400 0.9450 -X Bottom 0.216 Min Temp% 0.310 9.341 OK Z-Z. +1.400 0.9450 +X Bottom 0.216 Min Temp% 0.310 9.341 OK Z-Z. +t.200+0.50Lr•1.60L+1.60H 2430 •X Bottom 0.216 MinTemo% 0.310 9.341 OK Z-Z. +1.200+0.50Lr+1.60l +1.60H 2.430 +X Bottom 0.216 Min Temp% 0.310 9.341 OK z.z. +1.200+1.60L.0.50S+1.60H 2430 -X Bottom 0.216 Min Temp% 0.310 9.341 OK Z-Z, +1.200+1.60l.0.50S+1.60H 2.430 +X Bottom 0.216 Min Temp% 0.310 9.341 OK z.z. +1.200+1.60Lr.0.50L 1.316 -X Bottom 0.216 Min Temo % 0.310 9.341 OK z.z. +1.20D•1.60Lr.0.50!. 1.316 •X Bottom 0.216 Min Temp% 0.310 9.341 OK Z-Z. •1 .20D+1.60Lr.0.80W 0.810 ·X Bollom 0.216 Min Temp% 0.310 9.341 OK Z-2. +1.200+1.60Lr+0.80W 0.810 +X Botlom 0.216 Min Temp% 0.310 9.341 OK 2-Z. +1.20D+0.SOL+1.60S 1.316 -X Bottom 0.216 Min Temo % 0.310 9.341 OK Z-Z. +1.20D+0.SOL +1.60S 1.316 +X Bollom 0.216 MinTemo% 0.310 9.341 OK Z-Z, +1.20D+1.60S.O.BOW 0.810 -X BoltOm 0.216 Min Temo% 0.310 9.341 OK z.z. +1.200+1.60S.O.BOW 0.810 •X Bollom 0.216 Min Temp% 0.310 9.341 OK Z-Z. +1.20D.0.50Lr.0.501..+1.60W 1.316 -X Bottom 0.216 Min Temp% 0.310 9.341 OK z.z. +1.200+0.50Lr.O.SOL+1.60W 1.316 +X Bottom 0.216 Min Temp% 0.310 9.341 OK Z-Z. +1.200+0.50L.0.50S•1.60W 1.316 -X Bottom 0.216 M',n Temo% 0.310 9.341 OK z.z. +t.200+0.SOL.0.50S+1.60W 1.316 +X Bollom 0.216 Min Temp% 0.310 9.341 OK 2-Z. •1 .20D+0.50L .0.20S+E 1.316 •X Bottom 0.216 Min Temo% 0.310 9.341 OK z.z. +1.20D.O.SOL .0.20S+€ 1.316 +X Bottom 0.216 MlnTemo% 0.310 9.341 OK z,z. +0.900+1.60W+1.60H 0.6075 -X Bottom 0.216 Min Temp% 0.310 9.341 OK z.z. +0.90D+1.60W+1.60H 0.6075 +X Bottom 0.216 Min Temp% 0,310 9.341 OK z.z. +0.900-.E+1.60H 0.6075 -X Bottom 0.216 Min Temp% 0.310 9.341 OK i;.~~-~~'t~kk:S: 0.6075 •X Bottom 0.216 Min Temp% 0.310 9.341 OK :·:'=:-.,:.:.: .. }\/~;\~i.t).-'.)}I~D:? Load Combination ... Vu(f-X Vu@+X Vu<!!>-Z Vu<!!> +Z Vu:Max PhiVn Vu/Phi"Vn Slatus +1.400 9DSi 9Dsi 9 DSi 9 DSi 9DSi 82.158 DSl 0.1095 OK +1.200+0.50lr+1.60L•1.60H 23.143 DSl 23.143 DSl 23.143 psi 23.143 PSI 23.143DSi 82.158 psi 0.2817 OK +1.20D+1.60l.+0.50S+1.60H 23.143 psi 23.143psi 23.143 Psl 23.143 psi 23.143DSi 82.158 psi 0.2817 OK +1.20D+1.60LJ+0.50L 12.536 psi 12.536 DSl 12.536 DSl 12.536 PSI 12.536psl 82.158 PSI 0.1526 OK +1.200+1.60LJ.O.BOW 7.714 Psi 7.714Psi 7.714 psi 7.714 PSI 7.714 DSl 82.158 DSl 0.0939 OK +1.20D.0.50l+1.60S 12.536psi 12.536 psi 12.536 psi 12.536PSI 12.S36DSi 82.158 psi 0.1526 OK +1.20D + 1.60S.0.SOW 7.714osl 7.714 DS1 7.714 psi 7.714 PSI 7.714 DSi 82.158 DSi 0.0939 OK +1.200+0.50lr+0.50L+1.60W 12.536osl 12.536psl 12.536 osi 12.536PSI 12.536PSI 62.158 DSi 0.1526 OK •1.200+0.50L+0.50S+1.60W 12.536osl 12.536psi 12.536 psi 12.536osl 12.536PSl 82.158 DSl 0.1526 OK +1.200.0.50l +0.20S+€ 12.536psl 12536DSi 12.536 DSl 12.536 DSi 12.536DSi 82158 DSi 0.1526 OK +0.900+1.60W+1.60H 5.786osi 5.786psl 5.786 psi 5.786 PSI 5.786osi 82.158 osi 0.07042 OK -+-0.900+€+1.GOH 5.786psl 5.786 osl 5.786 PSI 5.786 PSI 5.786PSl 82,158DSi 0.07042 OK Load Combination ... +1.40D +1.20D.0.501.J+1.60L +1.60H •1.20D+1.60L +0.50S+1.60H +1.20D+1.601.J+0.50L +1.20D+1.601.J+0.80W +1.20D.0.50L+1.60S •1 .20D+1.60S+0.80W +1.20D+0.501.J+0.50l+1.f/JW +1.20D+0.SOL +0.50S+1.60W +1.20D.O.SOL+O 20S-E +0.900+1.60W+1.60H +0.90D<€•1.60H Vu 37,029 DST 95.216 OSI 95.216 l)Sf 51.576 ooi 31.739 l)Si 51.576 DSI 31.739 osi 51.576 DSi 51 .576 osi 51.576 osi 23.804 osi 23.804 psi Phi-Vn 164.317osi 164.317csi 164.317osi 164,317psi 164.317osi 164.317csi 164.317ooi 164.317osi 164317osi 164.317psi 164.317osi 164.317osi Vu/Phi-Vn 0.2253 0.5795 05795 0.3139 0.1932 0.3139 0.1932 0.3139 0.3139 0,3139 0.1449 0.1449 AU units k Status OK OK OK OK OK OK OK 01\ OK OK OK OK Description : Texas de Brad-Carlsbad, CA-DIF1S.1D75-Azure ConslruttioM'trinelor Footing :;;•c;¢.e•f?fi(~eii9.ef \/i/::).f/?i/!?i//?•' Calculations perACI 3111-11, IBC 2D12, CBC 2013. ASCE 7-10 Load Combinations Used: ASCE 7-05 /G~~~~1.irjr~rin~I!ohJJY: Material Properties re : Conerele 28 day strength ty : Rebar Yield f;c : Concrete Elastic Modulus Concrete Density q, Values Flexore Shear Analysis Settings Min Steel % Bending Rein!. Min Allow% Temp Rein!. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Fig Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soll Pressure Use Pedestal wt for stability, mom & shear " Y•·.P.!irfii.ns.1§hi?Hf§'.Ji01ffi;'i}i:H±:5?JSI/it Width parallel toX•XAxls = 2.0 ft Length parallelto Z-ZAxls = 5.0 ft Footing Thldmes: 1 D. 0 in Load locallon oflset from boling center ... ez : Prllto Z-Z Axis = 5.5 in Pedestal dimensions ... px : paraUel to X-X Axis pz : paraRel to Z-Z Axis : Height RebarCentenlne 10 Edge of Concrete .. in in in at Bottom of footing = 3.0 In Brus paraUel to X·X Axis Number of Bars Reinforcing Bar Slze Bars parallel to z.z Axis Number of Bar$ Rein!M:ing Bar SW 4.0 # 5 3.0 # 5 Bnndwidlh Distribution Check (ACI 15 4.42) Direction Requiting Closer Sepatationig X-X Axis # Ba!s required within zone 57 .1 % # Ba!s required on each side of zone 42. 9 % 3.0 ksi 60.D ksi 3,122.0 ks! 145.0 pcf 0.90 0,750 0.00180 1.0: 1 1.0: 1 Yes Yes No No :.·· Apf,11~·.t'oai1if::·:;·: ·:::::··:.•:: < ,..,, ~····;,,;.\~: , ..... P : Column Load 08 : Overburden M-xx M-zz V-x V-z D Lr 3.80 Soll Design Values Allowable Soi Bearing . Increase Bearing By Footilg Weight Soil Passive Resistance (for Siding) Soil/Concrele Friction Coeff. 111C18ases based on looting Depth Footing base dep1h below sorl surface = Allowable pressure Increase per foot of deptt" v.tien footing base is below a Increases based on footing plan dimension Allowable pressure Increase per foot of depl = when maximum length or width Is grealert 1.650 ks! No 230.0 pcf 0.30 1.50 ft ksf ft ksf ft Jbsr-~·~· :·:-:,~'~~~:·:-:· ~t ·L~·d ihWl"telfhWWW\'W l L s w 5.70 E H k !Isl . :_ ~-Repiab\llHW>ll'Uo Ce:nshdon\2C11!'DI~!~ !075'cll)~'dtl&-11l7~ CllaJ......:0<6 Ci . . :':.:·, .. :-:·:.:: :; , :: ·.: .-·::,:c::-::·.·:.:,<.'.:'.:·.,•::'.: -;•:· Ell8ICAI.C, INC:'.1983-WIS:·~:,s.i.1 ·vir:6.ieu}, Descr1plion : Texas de Btazii-Cnbad, CA-OIFIS-1075-Azure ConslruciiM-Perimelor Foo~ro 'iDESiGN.SiJMMARY:'. Mln. Ratio lll!m Applied Capacity f,olll!nlng load Combination PASS 09606 Soil Bearlog 1.585 ksl 1.650 ksf •<hl +H about X-X axis PASS nhl Ovenuming • X·X 0.0 k·ft 0.0k·ft No Overtuming PASS n/a Overumirg • 2-2 0.0 k-ft 0.0k-ft No Overtuming PASS n/a SF.dirg-X-X 0.0 k 0.0k No Sliding PASS n/a Sliding• z.z 0.0 k 0.0k No Sliding PASS n/a Uplift 0.0 k 0.0k No Uplift PASS 0.09071 Z Flexure ( +X) 0.6840 k-ft 7.541 k-ft +1.200+0.50lt+1.60l +1.60H PASS 0.09071 2 Flexure (-X) 0.6840 k·ft 7.541 k-ft +1.20D+0.50Lr+1.60L+1.60H PASS 0.2914 X Flexure ( +Z) 3991 k-ft 13.694 k-ft +1.200-t-0.50Lr+1.60L+1.60H PASS 0.2915 X Flexure ( ·Zl J.992 k-ft 13.694 k-ft +1.200+0.50Lr+1.60L+1.60H PASS 0.08590 1-way Shear (+X) 7.057 psi 82.158 psi +1,200+0.50Lr+1.60L+1.60H PASS 0.08590 1-way Shear (·X) 7.057 psi 82.158 psi +1.200-t-0.50Lr+1.60L+1.60H PASS 0.4118 1-way Shear (+Z) 33.834 psi 82.158 psi +1.200+0.50Lr+1.60L•1.60H PASS 0.3429 1-way Shear (-Z) 28.173 psi 82.158 psi +1.20D+0.50Lr+1.60L +1.60H PASS 0.4099 2-way Ptn::hing 67.353 psi 164.317 psi +1.200+0.50Lr+1.60L +1.60H ;;'DetillecfResiilts'if../t;Ji;") ~YU .=:;·~\::=.~:.-:{./'.:/::::·::::-:.··. ·. Soil Beari!!!j Aciual Soil Bean::'! Stress R01ati011 Axis & Actual / Allowable load CombinaU011 ... Gross Allowable Xeo: Zee& BoUom,-Z T!:)E, +2 lll -X Right, +X Ralio X·X. DOnlv 1,650 n/a 4.173 02953 0.7064 nla n/a 0.428 X-X.-+O+l+H 1.650 n/a 4.879 0.5570 1.585 nhl n/a 0.961 X-X. ..O+Lr+H 1.650 n/a 4.173 0.2953 0.7064 n/a n/a 0.428 X-X. -+O.S+H 1.650 nla 4.173 02953 0.7064 nla nla 0 428 X-X, .0+-0.750l.r+0.750L+H 1.650 n/a 4.784 0.4916 1.365 n/a n/a 0827 X-X. ..0+0.750b-0.750S;tt 1.650 nla 4.784 0.4916 1.365 nla nla 0.827 X·X. +O+W+H 1.650 nla 4.173 02953 0.7064 n/a n/a 0.428 X-X. -+0+0.70E+H 1.650 nla 4,173 0.2953 0.7064 n/a n/a 0.◄28 x.x, ..0+0.7501.J.0.750l+0.750W+H 1.650 nla 4.784 0.4916 1.365 n/a n/a 0827 X-X. -t0+0.750l+0.750S+0.750W+H 1.650 n/a 4.784 0.4916 1.365 n/a n/a 0.827 X·X. ..0+0.750Lr.0.750L-t-0.5250E+H 1.650 n/a 4.784 0.4916 1.365 nla n/a 0.827 X-X. ..0+0750L+0.750S<-0.5250E+H 1.650 n/a 4.784 0.4916 1.365 nla nla 0.827 X-X. -+0.60D+W-+H 1.650 nla 4.173 o.m2 0.4238 nla n/a 0.257 X-X. -+0.60D+0.70E.+i 1.650 n/a 4.173 o.m2 0.4238 n/a n/a 0.257 2-2. D Only 1.650 0.0 n/a n/a n/a 0.5008 0.5008 0304 2 .z. ..O+l-+H 1.650 0.0 n/a n/a n/a 1.071 1.071 0.649 2-2. ..O+Lr+H 1.650 0.0 nia n/a nla 0.5008 0.5008 0304 Z-Z, ..O+S+H 1.650 0,0 n/a n/a n/a 0.5008 0.5008 0.304 z.z, .0+0.750Lr-t-0.750L+H 1.650 0.0 n/a n/a n/a 0.9283 0.9283 0553 z.z. ..0-+0.750L +0.750S.+i 1.650 0.0 n/a n/a n/a 0.9283 0.9283 0553 2-Z. ..O+W-+H 1.650 0.0 n/a nla n/a 0.5008 0.5008 0.304 z.z. -+0+0.70E-+H 1.650 0.0 n/a n/a nla 0.5008 0.5008 0 30.1 2-Z. +0+0.750Lr+0.750L+0.750W-tH 1.650 0.0 n/a n/a nta 0.9283 0.92B3 0.563 z.z . ..o+o.750l +O. 750S+0.750W-tH 1.650 0.0 nla n/a nla 0.9283 0.92S3 05o3 z.z. +0,-0. 750lr-+0.750!. +0.5250E-+H 1.650 0.0 n/a nta n/a 0.9283 0.9283 0563 Z-2. <-0+0.750l+0.750S+0.5250E+H 1.650 0.0 n/a n/a n/a 0.9283 0.9283 0.5;;3 2-Z. +-0.60D+W+H 1.650 0.0 n/a n/a n/a a.JOOS 0.3005 0.162 1-;5·~~~1l!t1l:r;c;u.; 1.650 0.0 n/a n/a n/a O.JOOS 0.3005 Q 182 ·::· RotaUon Axis & load Combination ... Overturni!!!j Moment Resisli!.!9 Moment Stabilit:t: Ratio Status Footing Has NO Oveltumlng ,);silil)ng'S@ijty/\(:'.;f,f\J'fi'!; All units k Force Application Axis Load Combination ... Slidi!S Force RcsisU~ Force Slidi!.!9 Safe!:r:Ratio Status Footing Has NO Sliding ••• t Oesaiption ; Te-dt Brazi-Cansbad, CA-OIF18-107$-Azvre Conslrudioo-Pcrimeter Footing Flexure Ads & Load Combination x.x. +1400 X·X. +1.400 X-X. +1.200+0.50l.r+1.60L+1.60H X•X, +1,200+0,50l.r+1.60L +1.60H X-X, +1,200+1.60L-+0.50S+1.60H X-X, +1.200+1.60L+0.50S+1.60H X-X, +1.200+1.60l.r+0.50L X-X. +1,200+1.60l.r+0.50L X-X. +1.200+ 1.601..r-+O.BOW X-X. +1.200+1.601..r-+O.BOW X-X. +1.200-+0.50L+1.60S X-X. +1.200+0.50L+1.60S X•X. +1.200+1.60S+0.SOW X•X. +1.200+1.60S+0.BOW X-X. +1.201h0.50l.r-+0.50L+1.60W X-X. +1.200+0.50l.r-+0.50L +1.60W X-X. +1.200-+0.50L-+0.50S+1.60W X-X. +1.200-+0.50L..0.50S+1.60W X•X. +t.200..0.50L-+0.20S-t€ X·X. +1.200-+0.50L-+0.20S-t€ X-X.-+0.900+1.60W+1.60H X-X. -+0.900+1.60W+1.60H X-X. +0.900-E:+1.60H X·X. ..0.900-+€+1.60H Z-Z. +1.400 z.z, +1.400 Z-Z. +1.200+0.501J+1.60l+1,60H Z-Z. +1,200-+0.50Lr+1.60l+1,60H Z-Z. +1.200+1.60l-+0,50S+1.60H Z-Z. +1.200+1.60L-+0.50S+1.60H Z-Z. +1.200•1.601.!-+0.SOL Z-Z, +1.200+1 .60IJ-+0.50L Z-Z, +1.200+1.60l.r-+0.80W z.z. +1.200+1.SOLr+O BOW Z-Z, +1.200+0.50L+1.60S Z-2. +1.200+0.50L+1,60S z.z. +1.200+1.60S-+0.80W Z-Z. +1.200+1.60S+0.80W z.z. +1.20D-+0.501J-+0.50L+1.60W z.z. +1,200-+0.50L.r-o.50L+1.60W Z-Z. +1.20D..0.50L+0.50S+1.60W Z-Z, +1,20D+0.50l-t0.50S+1.60W z.z. +1.20D+0.50L-+0.20s-+E z.z. +1.200+0.SOL-+0.205-+E Z-2. .0.900+1.60W+1.60H Z-Z. ..0.900+1.60W+1.60H Z-Z. -t-0.90D-E:+1.60H z.z. +0.900<E+t.60H /oneWaff>tieat',tti}:;:•<p~••. Load Combination ... +1.400 +1.200+0.50l.r+1.60l •1 .GOH +1.200+1.60L+0.50S+1.60H +1.200+1.60Lr+0.50L +1.200+1.60Lr+0.80W +1.200+0.SOL+l.60S +1.20D+1.60S+0.80W +1.20D+0.50l.r-+0.50L +1.60W + 1.200+0.50L-+0.50S+1.60W +1.20D+0.50l.0.20S.f +0.900+1.60W-+-1.60H .0.90D-+E+1.60H Mu Which lens Ion O As Rcq'd Gvrn, As in'2 Actual As in'2 Phl'Mn k-ft k-ft Side 7 Bot or Top 7 ln"2 1.552 1.552 3.991 3.992 3.991 3.992 2.162 2.162 1.330 1.331 2.162 2.162 1.330 1.331 2.162 2.162 2.162 2.162 2.162 2.162 o.99n 0.9979 o.99n 0.9979 0.2660 0.2660 0.6840 0.6840 0.6840 0.6840 0.3705 0.3705 0.2280 0.2280 0.3705 0.3705 0.2280 0.2280 0.3705 0.3705 0.3705 0.3705 0.3705 0.3705 0.1710 0.1710 0.1710 Q.1710 +Z Bottom -Z Bottom +Z Bottom -Z Bottom +Z Bottom -Z Bottom +Z Bottom -Z Bottom +Z Bottom -Z Bottom +Z Bottom .z Bottom +Z Bottom .z Bottom +Z Bottom -Z Bottom •Z Bottom -Z Bottom +Z Bottom .z Bottom +Z Bottom •Z Bottom +Z Bottom -Z Bottom -X Bottom •X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bollom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom -X Bottom +X Bottom 0.216 Min Temc % 0.216 Min Temo % 0.216 Min Temo % 0.216 Min Tame% 0.216 Min Temp% 0.216 Min Temc % 0.216 Min Temo % 0.216 Min TemD % 0.216 Min Temc % 0.216 Min Temc % 0.216 Min TBml> % 0.216 Min Temp% 0.216 Min Temo % 0.216 Min Temp% 0.216 Min Temp% 0.216 Min Temo % 0.216 Min Temp% 0.216 Min Temo ¾ 0.216 Min Temc % 0.216 Min Temo % 0.216 Min Temo % 0.216 Min Temp% 0.216 Min Temo % 0.216 Min Temo % 0.216 Min Temo ¾ 0.216 Min Temp% 0.216 Min Temo % 0.216 Min Temc % 0.216 Min Temo % 0.216 Min Temo o/o 0.216 Min Temc % 0.216 Min Temo o/o 0.216 Min Temp% 0.216 Min Temo % 0.216 Min Temo % 0.216 Min Temp % 0.216 Min Temo % 0.216 Min Temp% 0.216 Min Temp% 0.216 Min Temo % 0.216 Min T emo % 0.216 Min T emo % 0.216 Min TemD % 0.216 Min Temp% 0.216 Min Temo % 0.216 Min Temp% 0.216 MlnTemp% 0.216 Min Temp% 0.4650 0.4650 0.4650 0.4650 0.4650 0.4650 0.4650 0.4650 0.4650 0.4650 0.4650 0.4650 0.4650 0,4650 0,4650 0.4650 0.4650 0.4650 0.4650 0,4650 0.4650 0,4650 0.4650 0.4650 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 0.2480 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 13.694 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 7.541 Vu <il'•X Vu<il' +X Vu @ ·Z Vu @ +Z Vu:Max Phi Vn Vu / Phl'Vn 2.744osi 2.744psi 7.057 psi 7.057 PSI 7.057 osi 7.057 DSi 3.823 osi 3 823 DSi 2.352 OSI 2.352 PSi 3.823 PSi 3.823 PSi 2.352 osi 2.352 osi 3.823 OSI 3.823 D$l 3.823DSi 3823DSi 3.823 DSl 3.823 Dsi 1.764 llSi 1.764 Dsi 1.764 PSi 1.764 Psi 1D956psi 13.158osi 13.158osi 28.173 PSi 33.834 psi 33.834 PSI 28.173 psi 33.834 psi 33.834 psi 15.26 ps1 18.327 PSi 18.327 osi 9.391 psi 11.278 PSi 11.278PSi 15.26 OSI 18.327 psi 18.327 osi 9.391 Dsl 11.278psi 11.278osl 15.26 osi 18.327 osi 18.327osi 15.26 osi 18.327 PSi 18.327osl 15.26 l)Si 18.327 DSi 18.327 psi 7.043 PSi 8.458 os1 8.458PSI 7.043 osl 8.458 PSl 8.458osi 82.158 osl 0.1601 82.158 PSi 0.4118 82.158 OSI 0,4118 82.158 PSI 0.2231 82.158 OSI 0.1373 82.158 OSI 0.2231 82. 158 psi 0.1373 82.158 PSi 0.2231 82.158 PSI 0.2231 82.158 PSI 0.2231 82.158 osl 0.103 82.158 OSI 0.103 Status OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK OK Status OK OK OK OK OK OK OK OK OK OK OK OK , ... . . - Oesaiption : TeXllS de Brazi. CatlSbad, CA-DIF18-107S.Azure Con&truc1ion-Perimel&r Fooling ,_),ui)i:/iil)g ~!Jeai/;:c::> . All units k Load Combinalion ... Vu Phi"Vn Vu/ Phi•Vn Status •1.400 26.193 OSI 164.317osi 0.1594 CK •1.200♦0.50Lr+1.60L +1.60H 67.353 OSI 164.317osl 0.4099 Oli +1.200+1.60L-+0.50S+1.60H 67.353 l)Si 164.317osi 0.4099 OK •1.200+1.60Lr-+0.50L 36.483 DSi 164.317osi 0.222 OK •1.200+1.60Lr-+O.BOW 22.451 psi 164.317osi 0.1366 OK .. 1 .20D-+0.SOL +1.60S 36.483 osi 164317psi 0.222 OK .. 1.200+ 1.60S-+O.BOW 22.451 osi 164.317osi 0.1366 OK +1.20D+Q.50Lr-+0.50L +1.60W 36.483 osi 164.317psl 0.222 OK +1.20D-+0.50L-+0.50S+1.6/JW 36.483 P5l 164.317osi 0.222 OK + 1.20D-+0.50L-+0.20S<€ 36.483 osi 164.317psi 0.222 OK -+0.90D•1.60W+1.60H 16.838 osi 164.317051 0.1025 OK -+0.900<€+1.60H 16.838 osi 164.317psl 0.1025 OK Wind Loads: UHlmate Wind Speed Nominal Wind Speed Risk Category Exposure Category Enclosure Classff, Internal pressure Directionality (Kd) Kh casr,, 1 Kh case 2 Type of roof ASCE7-10 110 mph 85.2 mph II C Open Building +1.0.00 o.as 0.860 0.860 Monoslope Topographic Factor (l<ztl Topography Flat 80.0 ft 100.0 ft 0.80 0.50 160.0ft SO.Oft Hill Height (H) Half HIN Length (lh) Actual H/lh Use H/Lh = Modified Lh = From top of crest x = Bldg up/down wind? H/Lh= 0.50 x.'Lh = 0.31 z/Lh = 0.10 At Mean Roor Ht: Gust Effect Factor h = 18.0 ft B = 48.3 ft /z (0.6h) = 15.0 ft Rlgkl Slructu,e 6 = 0.20 ( = Zmin = c= Oo, Ov = L, = Q:: I,::, 500 ft 15 ft 0.20 3,4 427.1 ft 0.92 0,23 downwind K, c 0.000 K2 c 0.792 K, = 1.000 G= 0.88 use G = 0.85 J08 Tlll.E. ------------- JOB NO. . .. -····-···· -·-·-··-··· SHEET NO.······-·---···-CALCULATED BY ______ _ DATE ___ _ CHECKED BY ______ _ DATE ___ _ 20 RIDGE or 30 AXISYMMETRIC.AL HILL Fle,dble strudunt if natural frequency< t Hz (T > 1 second). Ha.vever, If buiding hlB < 4 lllen probably rigid ,tructure (rule rl thumb). h/8 = 0.33 Rigid strucitXe G= 0.85 Using rigid structlJre default Flexible or Oyllfmlglly Sensitive Structure Natural Frequency (11,l = 0.0 Hz Damping ratio (13) = o /b = 0.65 lo= 0.15 Vz = 92.9 0.00 0.000 28.282 28.262 28.262 OR " 0.000 R = 0.000 G = 0.000 11 = 0.000 16,0 ft 11 = 0.000 fl = 0.000 J08TITl.E ________________ _ JOB NO. CAlCULAT£0 BV _______ _ SHEET NO. ____ _ DATE ____ _ CHECKED BY DATE Wind Loads -Open Buildings: 0.25 Sh/LS 1.0 ummate Wind Pressures Type of roof= MonoslOpe Free Roots Wind Flow= Clear G= Roof Angle"' O.B5 1.2deg Main Wlpd Force Reslstjng System Kz:"' Kh (case 2) = 0.86 Base pressure (qh) = NOTE: The code requires the MWFRS be designed for a mlnimwn pressure of 16 p,sf. ,s.9 psr Roof pressures • Wind Normal to Rldoa Wind Load W4nd Dlntctlon Flow Case V•0&180cteo w "" A Cn= 1.20 0.30 Clear Wind •= 16.2 psi 4.onsf Flow B Cn= -uo -0.10 •= -14.8 Dll.f •1.3 osf NOTE: 1 ). Cnw and Cnl denote combined pn,ssuras from top and bottom roof surfaces. 2). CnwiS pressure on \Wldward half of roof. Cnl 1s pntSsure on lel!Ward half of roof. 3). Pasltlve pressures act toward the roof. Negative pressures aa away from the roof. Roof pressures -Wind Parallel to Ridge y = 90 deg . Wind Load Horizontal DlStlnce from Windward Flow Caaa Sh Ed•a >h:S2h 1..n= "'·"" ClearWtnd A D• ·10.8 ... , Flow B Cn• 0.80 0.50 •= ;n.B 6,7 Eucla Pao,ls :Horizontal ernsuras qp = 15.9 plf Windward fascia: Leewat<I fascia: Components & Cfaddlng • rogf PCU§Ur&S h"' 16.0ft >2h 2h• 32.0ft ~On •4.0 0.30 4 • 23.Bpsf (GCpn•+1.5) •15.9 psf (GCpn = -1.0) Kz: • Kh (case 1) "' 0.86 a • 4.1 ft r = 16.Ssf 4a2 • 65,9 sf ease pressure (qh) = 15.9 pat G"' 0.85 ,, earVVlnd Erftctlvt Wind Area zone:1 zone:z zone" -· nl!Oalll/a ....... n .... ....... .... :i 18.5 6f 2.53 •3.44 1.90 ·1.76 1,Z6 -1.15 c,, >16.5, $ 65.9 sf 1.90 ·1.76 1.90 -1.76 1.26 -1,15 > 65.9 SI 1.26 •1.15 1.26 •1.15 1.26 -1.15 S: 16.5 If 34.1 --46.4 llsf 25.6 •23.6 llll,f 17.0 nsf •15.5 n$f Wind >16.5, s 65.9 sf 25.8 psi •23.8 psf 25.6 psf ·23.8 psf 17.0plf -15.5prsf pr.ssure > 65,9 sf 17.0 psf -15.5 psi 17.Opsf -15.5 pst 17.0plf -15.5 psf The C&C pressure snall not be less than 16 psr acting In eittler direction normal 10 tt,a surrace. 3 ::: JOBTITLE ______________ _ ...... l>lnctlOll ,.. o•,ISO" = .,,., l)J.IIIECltOH , ... = JOONO.:--------CAU:U~TEDBY _______ _ CHECKED BY Location of Wind Pressure Zones L WIND DtRl;CUON y;:. O" lf.W' HOH00-9R WIND DIREC11QN y: 90" MAIN WIND FORCE RESISTING SYSTEM ,-,1 3 .-,1 3 ..,1 J ::: ::: .-,1 J l ::: 'Q 3 3 8HEETNO. ___ _ 3 ·' DATE ___ _ DATE ... ., nmzrn"' , . ..,. = 'Q 3 ec10• 8:!IO• MQNQSLOp!: PrTCH!P OR.11-0UGHEP BOOE COMPONENTS AND CLADDING Wind Generation Input Wind Code: ASCE 7-10 Wind Speed, V(mph): 110 Exposure Category: B Wind Generation Detalf Results Exposure Constant Alpha: 7 Exposure Constant zg: 1200 Gust Effect Fador, G: .85 Wind Generation Floor Geometry Results Floor Level Height Kz (ft) Diaphragm: 1 19 .615 Wind Generation Floor Force Results Floor Level qz Windward Pres. (ksQ (ksQ Diaphragm: 1 ,016 .011 Topographic Factor K1: 0 Topographic Facior K2: 0 Topographic Factor K3: 0 Direciionality Factor Kd: ,85 Kzt: 1 h (ft): 19 Kh: .615 Windward Cp: .8 qh (ksQ: .016 'Mdlh (Z) Lenglh (X) Leeward Cp(Z) (ft) 48.25 Leeward Pres. Z (ksQ .006 (ft) 40.583 Leeward Pres. X (ksQ .007 .462 ForceZ (k) 6,697 Leeward Cp(X) .5 ForceX (k) 8.2 RISA-3O Version 16.0.5 ~ ... l..l..l..Uobs\Azure Construction\2018\0IF18-10751ELD dwg\RISA 30 MDDEL.r3d] Page 1 SK-1 Oct 23, 2018 at 5:24 PM RISA 30 MOOEL.f.Jd /Mtto~; .e., · . .r-111 . .·o .:: .. · ... o · .,o .. ,.' ,·:,.o-. N30 ·.045 -.124 -.019 ,:8 :-. :,: .. -:,•:.'.N31 ·.·: ... ,.•.036c'C: :·,.·~-125\· ::.•.!)15/:,• N32 •.017 ·.016 -.097 ·.'N33 :·. ·-::-;034-.,•. : ·i:os1 .:·, .-:-:c.:~.o, :./ ·.018 -.011 -.071 "'·-.;_021,,.,, ·;::;-.016 ,:,:c ,·-,'. · ... o , .. . 058 -.014 .097 .. ·.~.loc#'llepkalonl)fSUiboMzin Conllndan\201 __ 18-ta1liEW ~Jll-)075,a,el c:ilca.ec;8 ,:";: : ·> ·.: · .. •;· .. ·. ·. · : . ::".:·.'.:.'c:,,·, .. :,,::,ENERCALCilNCi19113-201&,'&.ild:6.·1u.11,V..!.18.6.JOi 1 ,1 I Description : BEAMA1 :: <;0,,:,1;.R~f~Bt;N~~$/ ::: /( Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-02 <~a.~~~-•-~r'9·P.~~i.~)'§///;/\.)\i::'/>>,.\:,-----------,--------------- Analysis Melhod : Allowable Strength Design Fy: Steel Yield : 50. 0 ksl Beam Bracing : Beam is Fully Braced against laleral-tOISiOnal bud<ling E: Modulus : 29,000.0 ksl Bending Axis : Major Axis Bending {1'pplj~~ -~~~fX, ;'.{{\., Slll'Vice loads entered. Load Factors wiU be applied for calQltatiQns. Beam self weigh! calculaled and added lo loading Unilorm Load : 0 • 0.020, Lr• 0.020 ks!, Tributary Widlh • 2.0 ft, (ROOF-GLASS) {•DESiGN/S:iiMMA#Y.)fJi:CH!t/X \•.:,<,···" · Maximum Bending Stress Ratio = SecUon used tor th~ sp;in Ma : Applied Mn I Omega : AJ!owable Load Combination Location or maximum on span Span #-.tiera maximum occurs Maximum Deflection 0.121: 1 W14x22 9.996k-ft 82.834 k-ft -+O+lr..+i 14.000ft Span# 1 Maximum Shear Stress Ratio = Section used for this span Va : AppUed Vn/Omega : Allowable Load Combioation Location of maximum on span Span# where maximum occurs Max Oownwanl TranSient Oeftedlon 0.096 In Ratio " 3.489 >=240. Max Upward Transient Oeffectlon 0,000 In Ratio" Max Downward Total Oeffeetion 0.149 in RaUo • Max Upward Total Oefledlon 0.000 In Ratio• O <240.0 2251 >:240. 0 <240.0 •n,-•••'•"'-•• _,, ••••,.•-•'• •••••• ••-••••-•---•-----;., ... .,.,._.,,,,,,.,.,_.,,._,,.,••••""""••••••••••• ••• • ••~•• ••••••-• •-•••• •••••»•••• ..... •.•••••••••••<'·•••• • ;-• Desi n OK 0.023: 1 W14x22 1.428 k 63.020 k +O+lr+H 0.000 ft Span# 1 ••· '•'"""'•'••·•··•"•'•"·'• .... ·•·••····---·· .•.. (·t:~~U:n'Fo'fcn;&~stijs5::~~~!8i!·eombliiatloiis}./(Su•,.· _mm_lll'f_O...,f""Mo_m_en_t"'V_alu_e_s ---------,.--...,,, Summaiy of Shear ValuH Segment length Span # M V Mmax + Mmu • Ma Ma.I Mnx Mnx.Omega Cb Rm OOnly Osgn. L • 28.00 ft +0.o!.+H Osgn. L • 28.00 ft +O+lt+H Osgn. L• 28.00ft -O•S+H Osgn. L = 28.00 ft +0.0.750Lt..0.750L+H Osgn. L = 28.00 ft +0<0.750L<-0.750S+H O,:gn.L~ 28.00ft +O♦W+H Osgn. L = 28.00 ft ..0.0.70E-<H Osgn. L • 28.00 rt +0..0.750lr.0.750L..0.750W+H Osgn. L • 28.00 II +O♦O. 750lr.0.750L ..0.5250E+H Osgn. L • 28.00 ft 1 +0+0.750L.0.750S.0.76llW+H Osgn.L= 28.00ft +0<-0. 750L +O. 750S-t0.5250E-tti Osgn.L• 28.00ft. .0.600+W+H 0.073 0.073 0.121 0.073 0.109 0.073 0.073 0.073 0.109 0.109 0,073 0.073 0.014 0.014 0.023 0.014 0.020 0.014 0.014 0.014 0.020 0.020 0.014 0.014 6.08 6.08 10.00 6.08 9.02 6.08 6,08 6.08 9.02 9.02 6.08 6.08 6.08 6.08 10.00 6.08 9.02 6.08 6.08 6.08 9.02 9.02 608 6.08 138.33 138.33 138.33 138.33 138.33 138.33 138.33 138.JJ 138.33 138.JJ 138.33 138.33 82.83 1.00 1.00 82.83 1.00 1.00 82.83 1.00 1.00 82.83 1.00 1.00 82.83 1.00 1.00 82.83 1.00 1.00 82.83 1.00 1.00 82.83 1.00 1.00 82.83 1.00 1.00 82.83 1.00 1.00 82.83 1.00 1.00 82.83 1.00 1.00 Va Max Vnx Vnx/Omega 0.87 94.53 63.02 0.87 94.53 63.02 1,43 94.53 63.02 0.87 94.53 63.02 1.29 94.53 63.02 0.87 94.53 63.02 0.87 94.53 63.02 0.87 94.53 6102 1.29 94.53 63.02 1.29 94.53 6102 0.87 94.53 63.02 0.87 94.53 6102 Description : Load Combinalion Segment Leoglh Osgn. L • 28.00 ft +O 600+0.70E+H Span# Max S~eu Ratios M V 0.044 0.008 Osgn. L = 28.00 ft 1 0.044 0.006 <e>.v~l'.1i1fr.1_ajt1i_'ii~_1T1;P.efl11_ct1<>~s·-i.· Load Combination DOnly { Vertl~I. Rea.ctlons\ Load Combination OverallMAximum Ovetal MINinum DOnly +O+l+H +O<\.r.+i +O•Stll +O+O. 750!.r♦o. 750L +H +0+0.750l.t0.750Stli +O♦w+H +0+0.70E.+i +Ot0.750Lt+0.7S0L+0.750W+H +0+0.750t.r+0,7S0l +O .52SOE•H +0+0.750!. ♦o. 750S+0.7SOW+H +0♦0.750L+0.750S+0.52SOE+H +0.600•W+H +0.600t0.70E+H OOnly Lr Only LOnly SOnly WOnly EOnly HOnly DOnly .O+l+H +O+Lt+H +O+S,tt +0+0.7 50Lr+O .7 50l ,tt +0+0.7S0Lt0.750S+H .O+W+H +O<-OJOE+H +O+O 750Ll+0.750L +0.7SOW+H Span 1428 0.521 0.868 0.868 1.428 0,868 1.288 0.868 0.868 0.868 1.288 1188 0.868 0.868 0.521 0.521 0.868 0.560 0.868 0.868 1.428 0.868 1.288 0.868 0.868 0.868 1.288 Max.'.' Oofl 0.1493 Support 2 1(28 0.521 0.866 0.868 1.426 0.868 1.288 0.868 0,868 0,868 1.288 1.288 0.868 0.868 0.521 0,521 0.868 0.560 0.868 0.868 1.428 0.868 1.288 0.866 0.868 0.868 1.288 Mtnax+ 3.65 3.65 Summary of Moment Values Mmax • Ma Max l,lm( Mnx.Omega Cb Rm 3.65 138.33 82.63 1.00 1.00 3.65 138.33 82.83 1.00 1.00 Summary of Shear Values Va Max Vnx Vnx/Omega 0.52 94.53 63.02 0.52 94.53 63.02 LocaSon in Span Load Combination Max.'+' Deft Loc:aticn n Span 14.080 Support notalioo : Far left is #1 0.0000 Value< in KIPS 0.000 Description : i CODI; .R!=f.EFlENCE$ ·•· Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-02 Ma~erial 'f'i9J>itrt1~ .:: .:\,:. : .. • Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced agalnst laleraJ-torsional buckfing Fy : Steel Yield : E: Modulus: 50.0 ksl 29.000.0 ksl Bending Axis : Major Axis Bending Applied Loads , :. :.:;,,·•••:;)/:;::: Ser,ice loads entered. Load Faclors wiY be oppUod for c.alculallons, ---------------------------Beam self weight calculated and added to loading Unilorm Load : D: 0.0150, Lr= 0.020 ksl, Tributary Widlh = 11.50 ft, (ROOF) Unllorm Load : 0 • 0.020, L • 0.020 ksf, Tributary Width= 2.0 ft, (ROOF-GLASS AREA) i'_l)!=S,IGt.f'~l,JM,M_~°Rt{)'.:/:-: . :-:••••••··· Maximum Bending Stress Ratio = Section used for tllls span Ma: Applied Mn / Omega : Allowable Load Combination l..ocation of maximum on span Span #where maximum occurs Maximum Deflection Max Downward Transient Oeflection Max Upward Tran!Slont Deflodlon Max Downward Tolal Oeffectlon Max Upward Total Oeflec:tlon 0.458: 1 W14x26 45,913 k-ft 100.299k-ft .O+l.t--H 14.000ft Span# 1 Maximum Shear Stress Ratio= Sectk>n used for tlllS span Va :Applled Vn/Omega : Allowable Load Combination Location of maximum on span Span #where maximum OCCtJrs 0.449 in Ratio• 0.000 In Ratio c 0.916 In Ratio a 0.000 in RaUo c 747 >;240. 0 <240.0 367 >=240. 0 <240.0 MMiil<lmunf t;:o~as:&\siressejJpr;®ai:1.:cqm'btnauoriiff;;:;,;; Loed Comtwiation Ma, StGA Ralios Summa,y of Moment Valuu Sogmenl Length Span# M V Mmax• Mmax-Ma Max Mnx Mnl.Omoga Cb Rm OOniy Dsgn. L = 28.00 ft 0.233 0.047 23-37 23.37 167.50 100.30 1.00 1.00 +O<l+H Dsgn. L = 28.00 ft +0-4.t..ii 0.272 0.055 27.29 27.29 167.50 100.30 1.00 1.00 Dsgn. L • 28.00 n 0.458 0.093 45.91 45.91 167.50 100.30 1.00 1.00 +O•S+H Osg11.L= 28.00ft 0.233 0.047 23.37 +0+0.750L/+0.750l +H 23.37 167.50 100.30 1.00 1.00 Osgn. L = 28.00 ft 0.431 0087 4122 43.22 167.50 100.JO 1.00 1.00 .0+0.750L+0.750S+H Osgn. L = 28.00 ft 0.262 0.053 26.31 26.31 167.50 100.30 1.00 1.00 .O+W+H Osgn L= 28.00fl +0+0.70E+H 0.2.33 0.047 23.37 23.37 167.50 10030 t.00 1.00 Osgn. L c 28.00 ft +0+0.750l.r+0.750l+0.750w.H 0.233 0.047 23.37 23.37 167.50 100.30 I.CO 1.00 Osgn.L" 28.00ft 1 0.431 0.087 43.22 43.22 167.50 100.30 1.00 1.00 +0+0.750l.r+0.750L+0.5250E+H Oi;gn. L = 28.00 ft 1 0.431 0.087 43.22 43.22 167.50 100.30 1.00 1.00 +0+0.750l+-0.750S+-0.750W+H Osgn. L • 28.00 fl 0.262 0.053 26.31 26.31 167.50 100.30 1.00 1.00 +0-0.750\. +-0. 750S+-0.5250£-ff Osgn. L = 28.00 ft 0.262 0.053 26.31 26.31 167.50 100.30 1.00 1.00 Design OK 0.093: 1 W14x26 6.559 k 70.890 k -+O+l.t-+H 0.000 ft Span# 1 Summary of Shea, Values Vo Ma, Vru Vru/Omega 334 106.34 70.89 3.90 106.34 70.89 6.56 t06 34 70.89 3.34 106.34 70.89 6.17 106.34 70.89 3.76 106.34 70.89 3.34 106.34 70.89 3.34 106.34 70.89 6.17 10634 70.89 6.17 106.34 70.89 3.76 106.34 70.B9 3.76 106.34 70.B9 DesCliption : B£AIAA2 Load Comti.>alion Max Stoss Ralios Summa,yor Moment Vahles Summo,y of Shear Values Segment Length Span # M V Mmax + Mmax • Ma Max Mnx Mnx.Omoga Cb Rm Va Max Vn, Vn,JOmega +0.600+W<H O,:gn.L• 28.00ft 0.H0 0.028 102 14.02 167.50 100.30 1.00 1.00 2 00 106.3-4 70.89 +0.600+0.70E-tt Osgn. L = 28.00 ft 1 0.140 0.028 1◄.02 14.02 167.50 100.30 1.00 1.00 2.00 106.3-4 70.89 •·· overa1_1 !Ylaiclniu'"-.Pet1ect1oiis: · Load Combination Span ,.1ax. •.• Oen Loca1ionlnSpan Load Combination Ma..·•· oon Location in Span +()+Lt t verttcai ~e~ctlons ·· Load Combirialion Ovetail MAXimiim Overal MINimum OOnly +D+l.ii +()+Lr.ii +()+5./i +0+0.750Lr<-0.7S0L-tt +D+0.750L+0.750S-tt .O+W-tt +0<-0.70E<tt +D<-0.7S0Lr<-0.7SOL..0.750W•H +D<-0.7S0Lr<-0.7SOL..O.S250E+H <0+0.7SOL+0.750S+0.750W.ii +D+0.7SOL+0.750S+0.5250E+H +0.60D•W-ti +0.600<-0.70E>H OOnly Lr Only LOnly SOnly WOnly EOnly HOnly OOnly +D+L•H +()+Lt.ii +D+S>H +{)<-0.750LJ<-0.750L.ii .0<-0.750L<-0,750S+H +O+W<tf +D+0.70E+H +0+0.750LJ+0.750L+0.750W.ii 6.559 0.560 3.339 3.899 6.559 3.339 6.174 3.759 3.339 3.339 6.174 6.174 3.759 3.759 2.003 2.003 3.339 3.220 0.560 3.339 3.899 6.559 3.339 6.174 3.759 3.339 3.339 6.174 0.9161 6.SW 0.560 3.339 3.899 6.559 3.339 6.174 3.759 3.339 3.339 6.174 6.174 3.759 3.759 2.003 2.003 3.339 3.220 0.560 3.339 3.899 6.559 3.339 6.174 3.759 3.339 3.339 6.174 14.080 Support notation : Far loft Is #1 0.0000 Values in KIPS 0.000 A d t, ~9P.E IY=.F..E.REf-lCE$ >. Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7-02 r.,iterlalProp,rtles/\,:::.O:: : ··. :· Analysis Method : Allowable Strength Design Beam Bracing : Beam is Funy Braced againsl latera~lorsional buckling Fy : Slee! Y',eld : E: Modulus : 50.0 ksi 29,000.0 ksi Bending Axis : Major Axis Bending ,.. I + P!012¥12 ,., ,, ... :.-~ppJ~1tt1.LO:ii~s/:}(J· /: Service loads ententd. Load Factors wll be applied ror cal01laUOt1c. Beam salfwe,ght cacualed and act!ed to loading Uniform Load : D = 0.010, Lr= 0.020 ksf, TribularyWldlh = 120 ft, (ROOF) Poinl Load : D = 3.50, Lr= 3.50 k@ 1.50 ft, (PT LOAD BEAM M) /.PfE.St.~N.$U.M.Mti"Rt! ?;;:,;;; •.·• Maximum Banding Stress Ratio = Sectlon used for this epan Ma :AppHed Mn / Omega : AJlowab(e Load Combination I.Dcation of maximum on span Span # 'Aoilem maidnxJm occurs Maximum Deflection Max Dawnwatd T ranslent Deflection Mall Upward Transient Deflection Max Downward Total Oeftedlon Max Upward T olal Deflecllon 0.393: 1 W14x30 46.4t7k-ft 118.014k-ft --0-u-tli 13.589ft Span# 1 Maximum Shear Stress Ratio = Section u58CI lor this 5pa11 Va: Applied Vn/Ornega : Allowable Load Combination Location of rnaxlmum on span Span# 'Mll!/9 ml!Jimum oa:urs 0.511 in Ratio= 660>=240, 0.000 In Ratio= O <240.0 0.853 In Ratio= 408 >=240. 0.000 In Ratlo = 0 <240.0 UMax1'1tunffor.ces;&· s~:to:f J.'.6iid. c;;omb1nat1ons?. Load Combinalion MuSUssRalios: Summary of Momont Valun Segm1111tlong1h Span# M V Mmax+ Mmax-Ma Male M111t Mnx,Ontge Cb Rm OOnly Dsgn. L • 29.00ft 0.157 0.074 ta.so 18.50 197,08 118.01 1.00 1.00 +O+lftl D,gn. L • 29.00ft 0.157 0.014 18.50 ,a.so 197,08 118.01 t.00 1.00 +O<IJ-tt Dsgn, l = 29.00 ft 0.393 0.165 46.42 46.42 197.08 118.01 I.DO 1.00 <O•S+H Dsgn. L = 29.00 ft 0.157 0.074 18.50 18.50 197.08 118.01 t.00 1.00 <0+0.7~+0.7501. +H D,gn. l • 29.00 ft 0.334 0.142 39,44 .0♦-0.7SOl.+0.750S+H 3944 197.08 118.01 t,00 1.00 Dsgn. L = 29.00 ft 0.157 0.074 18.50 ♦o♦w+H 18.50 197.08 118.01 1.00 1.00 Osgn, L= 29.00ft 0.157 0.074 18.50 1aso 197.08 118.01 UJO 1.00 <0+0.70E-+H Oson. L • 29.00 ft 0.157 0.074 18.50 .o+0.750Lr.0.750L+0.750W+H 18.50 197.08 tt8.0t 1.00 1.00 DSliln. L ~ 29.00 ft 1 0.334 0.142 <0+0.750Lr+0.750L+0.5250E-+H 39,44 39,44 m.oe 118.01 t,00 1.00 0$Qn. L • 29.00 ft 1 0.334 0.1C2 39.44 39.44 197.08 118.01 I.DO 1.00 .0+0.7SOl.+0.750S+0.750W+H Osgn. L • 29.00 n 0.157 0.014 18.50 18.50 197.08 118.01 1.00 1.00 +0+0.750L+0.750s♦o.5250E+H Osgn. L = 29.00 ft 0.157 O.OH 18.50 18.50 197.08 118.01 1.00 1.00 Design OK 0.165 : 1 W14x30 12.293 k 74.520 k .O<tr-+H 0,000 ft Span# 1 Sunvnary ors-Vwes Va Max Vnr. Vnr.Onega 5.49 111.78 14.52 5.49 111.18 74.52 12.29 111,78 14.52 5.49 111,78 74.52 10.59 111.78 74.52 5.49 111.78 74,52 S.◄9 111,78 74.52 5.49 111.78 74,52 10.59 111.78 74.52 10.59 111.78 74.52 5.49 111.78 74.52 5.49 111.78 74.52 .Steel'Be~iri Description : Load Combinallon Segment Leogth Span # M -+-0.600+W<H Dsgn. L • 29.00 ft 0.094 -+-0.600+0.70E +H Dsgn. L = 29.00 ft 1 0.094 ·• Ove~II .M~!riluinipene·<:tlo!ls.:: Load Combolati,n .o+l.r _;·· Vertlcal ~aactloris .. ; ... Load Combflaoon t>,ii:ii Minum OvtrJI MINimum OOnly •O+l..il ,O<t,+H ,O+S<H +0+0.750L/+0.750L +H +O+O. 7S0l +O. 750S<H .O•W+H +0,-0.70E--+! .o-+-0.750lt+0.750l-+-0.7SOW+H +O+O. 750C.l+0.7 SOL •0.5250£ +H <0+0.751ll+0.750S+0.7SOW+H •O+O. 750L +O. 750S+0.5250E•H +0.600+W+H +0.60D+0.70E+H OOnly LrOnly LOnly SOnl)' WOnly E Only HOnly OOnly -O+l.+H .o+l.r+H +0-tS+H .0+0.750Ls+0.750L--ti +{h0.750L<-0.750S+H -O+W+H +0+0.70E+H +0+0.750ll+0.7 50L -+-0,750W+H Span 5(Jpport1 12.293 3.296 5.494 5.494 12.293 5.49( 10.593 5.494 5.494 S.494 10.59] 10.59] 5.494 5.494 3.295 3.296 5.494 6,799 5.494 5.494 12.243 H94 10.593 5.494 S.494 5.494 10,593 V 0.044 0.0(4 Max.·.· Den 0.8526 Suppo~2 1.414 2.356 2.356 6.017 2.356 5.102 2.356 2.356 2 356 5.102 5.102 2.356 2.356 1.414 1.414 2.356 3.661 2.356 2.356 6.017 2.356 5.102 2.356 2.]56 2.356 5.102 11.10 11.10 Summery of t.lomenl Values Mm&J< -Ma Max Mnx Mllx.Om.ga Cb Rm 11.10 197.08 118.01 1.00 1.00 11,10 197.08 118.01 1.00 1.00 Summary of Shear Values Va Mal Vnx Vn.</Omtga 330 111.78 74.52 3.30 111.78 7452 Loe.don in Span Load Combination Min.·•• Deft location in Span 14.251 Support nolation : Far left is #1 0.0000 VeluesinKIPS 0.000 Oescrlptton : BEAMM ' t;9D.1=:RE_F.ERt;N(::E~: :: ·· ·· Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-02 •\ft.4;iJer:i~tP.r:c;ipttrtJ~ \'./\/: :,'•-• Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fuily Braced against lateral-torsional buckling Fy: Sleet Y-eld : E:Modulus: 50 0 ksl 29,000.0 ksl Bending Axis : Major Axis Bending "',A.,.,,,~_9\a;;§~~ff>t<rxss Service loads entered. Load Fadon wiH be appled for cilrulatlona. Beam ~f weight calc1Jtated and ackled to loading Load(s) for Span Number 1 Point Load: D • 3.0, Lr• 3.0 k@ 4.0 h, (PTLOAO BEAM A2) UnilOITTl load : D • 0.010, LI• 0.020 ksf, Tributary Width• 5.0 ft, (ROOF) ''i;tJf#$1Q!{$LIM_M1'R.Y/'jt/ .. , .. ,,., ,. ,, .. Maximum Bending Stress Ratio = Secllon used for this span Ma :Applied Mn / Omega : Allowable Load Combination localJon of maximum on span Span # wllef9 maximum occurs Maximum DeOection Max Downward Transillfll Defledlon Max Upward Tranllenl Dellecllon Max Downward Total Oeflecilon Max Upward Total Deflectlon 0.320: 1 W14x22 26.539k•lt B2.834k·ft +0,{r4i 5.454ft Span# 1 Maximum Shear Stress Ratio = Sedlon used for lhls span Va : Appled Vn/Omeaa : Allowable Load Comtinaoon Location of maximum on span Span # vdiera maxknum occurs 0.225 in Ratio• 1.223 >0240. 0.000 In Ratio: 0 <240.0 0.195 in Ratio a 1415 >•240. 0.000 in Rello E 0 <240.0 E_r..1aj{!IJl_lif!l_\f~rpn:.,~~§~~J9.r.!-011d_ C_omt>l11_1it1<>115. :(,h Loadeel!lbila!ion Max s,ess Rllios Slimma,y of Moment Valuts Segmenl Ltnglh Span# M V Mmu-+ Mmu-M1Mar Mnx Ml\t.Omega Cb Rm OOnly llllgn, L • 23.00 ft 0.153 0.052 12.65 12.65 138.33 82.83 1.00 1.00 +O+l.+H Osgn, L • 23.00ft 0.153 0.052 1265 12.65 138.33 82.83 1.00 1.00 +O<!J<+l l)sgn.l• 2100ft 0.320 0.110 26.54 26.54 138.33 82.83 1.00 1.00 +O+S+H l)sgn. L • 2100 ft 0.153 0.052 12.65 12.65 138.33 82.83 1.00 1.00 .0+0.7 SOLt+O. 7 SOL +Ii Os,gn. L • 2100 ft 0218 0.096 2106 23.06 138.33 82.83 1.00 1.00 +0+0.750L+0.750$+H Os,gn. L • 2100 ft 0.153 0.052 +O.W+H 12.65 12.65 138.33 82.83 1.00 1.00 Osgn. L • 2100 ft +0+0.70E+H 0.153 0.052 12.65 12.65 138.33 82.83 1.00 1.00 Osgn. L • 2100 ft 0.153 0.052 12.65 12.65 138.33 82.83 1.00 1.00 +0+0.750u+0.750I. --0.75W(,H Osgn. L • UOO ft 1 0278 0.096 nos 23.06 1Ja.3J 82.83 1.00 1.00 +0+0.750u+0.750!:+0.5250E+H llsgn. L • 2100 ft 0278 0.095 2106 2.l.06 138.33 82.83 1.00 1.00 •(h0.750L+0.750S+0.750W+H llsgn. L • 2100 ft 0.153 0.052 12.65 12.65 138.33 82.83 1.00 1.00 +0+0.750L--0.750S+0.5250E.+i Design OK 0.110: 1 W14x22 6.935 k 63.020 k •!M.r4i 0.000 ft Span# 1 Summar, of Shear Valuu Va Mal Vnx Vn.r/Omega 3.31 94.53 63.02 3.31 9453 63.02 6.93 94.53 63.02 3.31 94.53 63.02 6.03 94.53 63.02 3.31 94.53 63.02 3.31 94.53 63.02 3.31 94.53 63.02 6.03 94.53 63.02 6.03 94.53 63.02 3.31 94.53 63.02 :· .. :::·-. Description : BEAMA4 Load Combination Segmenl leng'.h Max Shss Ratios Span# M V Osgn. L • 23.00 ft +0,60().W-tt Osgn.L• 23.00ft +0.600+0.70E+H 0.153 0.092 Osgn. L • 23.00 ft 1 0.092 ,: C>yerit!f M~li~Wni Deflectlc,ns .. Load Combinati>n Span Lr Only ?\f!t~lcal.Reactions:i:.. '<··,.,, ·· load Combination Overall MAX"mom Overal MINimum OOnly +O+l-H +0-IJ..+i +O•S<tl +0+0.750Lr+0.7SOL <ff +0+0.750L+0.750S<H +O•W..+i +0+0.70E-H •0+0,750Lr+0.750L+0.750W<H +0+0.750Lr+0.750l +0.52SOE+H +0+0,750L+0.750S+0.750W+H +0+0.750l +0.750S+0.5250E•H +0.600+W+H +0.600+0. 70E<H DOnly LtOnly LOnly SOnly WOnly EOnly HOnly OOnly +O+t+H +O-t.r+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+0,750L+0.750W<H Support 1 6.935 1.984 3.306 3.306 6.935 3.306 6.027 3.306 3.306 3.306 6.027 6.027 3.306 3306 1.984 1.984 3.306 3.628 J.306 3.306 6.935 3.306 6.027 3.306 3.306 3.306 6.027 0.052 0031 0.031 Max. ·-·oon 02255 Support 2 3021 0.810 1.350 1.350 3.021 1.350 2.604 1.350 1.350 1.350 2.604 2.604 1.350 1.350 0.810 0.810 1.350 1.672 1,350 1.350 3.021 1.350 2.604 1.350 1.350 1.350 2.604 : : ~.~FS\tibMz\n. Conw.dcn\2018'0FJll-107SEID dwg\cllllll-107S c1o61 ca1cuc5 .'· <t,•:•.::.:,i.c.'=,?).c,;?/,"/',;:,;t:;;:~:,,·;,,;::,.,\,,i==:,,'Ei1ERCALc;ioc/1983-201s.•Bi.1¢tii.s.1i:ver.e:;e.u, Summary or Moment Values Summary of Shea, Values Mma.+ Mmax• MaMai Mnx Mllx,On,ega Cb Rm Va Max Vnx Vnx/Omega 12,65 12.65 138.33 82.83 7.59 7.59 138.33 82.83 7.59 7.59 138.33 82.83 Location in Span load Combnetion 10.711 Support notation : Far left is #1 1.00 1.00 3.31 1.00 1.00 1.98 1.00 1.00 1.98 Max. ·•·oen 0,0000 Values in KIPS !14.53 63.02 94.53 63.02 94,53 63.02 location in Span 0.000 Description : : COCJf# REf~R_EN.(;i;~L Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-02 ,:Material Pro.fui!'ties\''. ... ,-..... :.:-; :.· ., .. J:>·:::: .· ;,._ ----------c::--::----:----=-,--,------- Analysls Method : Allowable Strength Design Fy: Steel Yield . 50.0 ksl Beam Bracing : Beam is Fully Braced against tateral•lorsional budding E: Modulus: 29,000.0 ks! Bending Axis : Major Axis Bending ;Appli~~:).:§~ii!;@};/ ,,,,,,)\.::,: ./,:LtL::.:} Beam sell weight calculated and alkled to loading Service loads entered. Load Factors win be applied ror calculations. Uniform Load : D = 0.010, Lr= 0.020 ksf, Trilutary Width = 6.0 fl, (ROOF) '!DESiGNS.llMMA°feY(/if:?/'.M· '.-;·:/:".:.•;:: Maximum Bending Stress Ratio = 0.254 : 1 Sectlon used fOr this span W14x34 Ma : Applied 34.668 k-ft Maximum Shear Stress Ratio = Sectlon used for 11115 span Va :Applied Vn/Omega : AIIOWable load Combinalbn Mn / Omega : Allowable 136.228 k-ft Load C:.Ombination -+O+lt41 Local.Ion of maximum on span 18.000ft Span # vmere maximtJm 0CC1J1S Span # 1 Maximum Deflection Max Downward Transient Oenectfon 0,462 in Ratio= Max Upward Transient Oenection 0.000 in RaUo ~ Max Downward Total Oefloctlon 0.824 in Ratio,. Max Upward Total Deflection 0.000 in Ratio= ·····--·•--•---·-···•·-·-----·····-·· .. ·"-·-------·····--··-·--•.-•······~-~--····-··· Location or maximum on span Span# where maximum occurs 934 >=240. 0 <240.0 524 >=240. 0 <240,0 -.·aMa¥1.mum:foi:ces~&'Stresses .. fo(i:,oad:con;b1n~uorisP/:: Load Combilation Max Stesc Ratios Summary or t.Aoment Vliues Sogmenl Length Span# M V Mmu+ Mmax• MaMa> Mnx t,1n,vOmoga Cb OOnty Ds,;n.L• 36.00ft 0.112 0.021 15.23 15.23 227.50 136.23 1.00 .0.\.+H Osgn. L• 36.00ft 0.112 0,021 15.23 15.23 227.50 136.23 1.00 ..O.U+H Osgn. L= 36.00ft 0.254 0.048 34.67 34.67 227.50 136.23 1.00 +O•S+H Osgn. L• 36.00 n 0.112 0.021 15.23 1523 227.50 136.23 1.00 +0+0.750Lr+0.750L +H Osgn. L• 36.00ft 0119 0.042 29.81 29.81 227.50 136.23 1.00 +0+0.750L+0.750S+H Osgn. L • 36.00 ft 0.112 0.021 1523 15.23 227.50 136,23 1.00 +O•W+H Osgn. L= 36.00 fl 0.112 0.021 tS.23 15.23 227.50 136.23 1.00 +0+0.70E#l Osgn. L • 36.00 ft 0.112 0.021 1523 15.23 227.50 136.23 1.00 +0+0.750Lr+0.750L +0.750W+H Dsgn. L • 36.00 ft 0.219 0,042 29.81 29.81 227.50 136.23 1.00 +O+O. 750Lr+0.750L +0.5250E +H Dsgn. L • 36.00ft 1 0.219 0.042 29.81 29.81 227.50 136.23 1.00 +0+0.750l +0. 750S+0.750W-H Dsgn. L • 36.0011 0.112 0.021 15.23 1513 227.50 136.23 1.00 +0+0.750l+0.750S+0.5250E-H Osgn. L • 36.00 ft 0.112 0.021 1523 15.23 227.50 136.23 1.00 +0.60D•W+H Rm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Desi n OK 0.048 : 1 W14x34 3.852 k 79.80 k .O+lr-tH 0.000 ft Span# 1 ... --... ················•···-·-···-······-·- Summ!!l of Shear Values V1Max Vnx V~oga 1.69 119.70 79.80 1.69 119.70 79.BO 3.85 119.70 79.80 1.69 119.70 79.80 3.31 119.70 79.80 1.69 119.70 79.80 1.69 119,70 79.80 1.69 119.70 79.80 3.31 119.70 79.80 331 119.70 79.80 1.69 119.70 79.BO 1.69 119.70 79.80 t.l I Description : BEAMA7 Load Ccmblnalion Max S~ess Ra:ios Segment length Span # I.I V O~n.l• 36.00lt 0.067 0.013 +0.60D+0.70E+H Dsgn. l • 36.00 ft 1 0.067 0.013 \Qv,1tl'cll_l-~~l,ri"~r!i-.•i:>~fletjl<>.iis 2' Load Combination +O+lr <'veit1ca1 Reactions load Combrtalk>n Overall MAxlmum Overaft MINinum DOnly +O'L+H +O+lr+H +O•S+H +0+0.7501..r+0.750L<H +0+0.750L+0.750S•H +O•W.+i +0+0.70E+H +0+0.7501..rt0.750l +0.750W+H +0+0.7501..r+0.750l +05250E+H +0+0.750L+0.750St0.750W+H +0+0.750L+0.750$+0.5250E+H +0.600.W+H +0.600+0.IOE+H DOnly L/Only LOnly SOnly WOnly EOnly HOnly DOnly +O'L+H +O+lt+H +O•S+H +0+0.750Lr+0.750l+H +0+0.750L+0.750S+H +O+W.+i +0+0.70E+H +0+0.7501..r+0.750l+0.7SOW+H Span 3.852 1.015 1.692 1.692 3.852 1.692 3.312 1.692 1.692 1,692 3.312 3.312 1.692 1.692 1.015 1.015 1.692 2.160 1.692 1.692 3.852 1.692 3.312 1.692 1.692 1.692 3.312 Max.•.· Don 0.8240 3.852 1.015 1.692 1.692 3.852 1.692 3.312 1.692 1.692 1.692 3.312 3.312 1.692 1.692 1.015 1.015 1.692 2.160 1.692 1.692 3.a52 1.692 3.312 1.692 1.692 1.692 3,312 · -·, ~-tlF!iUobolAz>ia Conswctiol)\201_IWIF1S-1075\el.O _dwg\<fl1t-101'5-calco,oc:6 :::. · · .. :.: .::: :, <·.: :_ :: •. :· .: \ :.-:;:'.·E?~ERCALC;tNC:f983.201f(~16.5.11, Vlr,6.18.633 ·\ Mmax+ 9.14 9.14 Mmax- localion In Span 18.103 Summary of Momeni Values Summary of Shear Values Ma Max Mnx Mn"'°1tege Cb Rm Va Max Vnx Vnx/Omega 9.14 227.50 13623 1.00 1.00 1.02 119.70 79.80 9.14 227.50 13623 1.00 1.00 1.02 119,70 7980 load Comblneticn Max. '•'Deft localion In Span 0,000 Support notation : Far left~ #1 0.0000 Values In KIPS ,., . Descripti011 : · C.001;.~E,FER~~CE_S ::: · Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7--02 .. M!lt.e:rlal.Pr<>i>efti~.::.<· ,:::. :_\/:->,:;/ ,.,::--,,,,, ·----------:---:------,----------Analysis Method : Allowable Strength Design Fy. Steel Y191d : 50.0 ksi Beam Bracing: Beam is Fully Braced against laleral·IOISional bucir.ling E: Modulus : 29,000.0 ksl Bending Axis : Major Axis Bending y y a.,.,,-20.01 Wtlltl /~pj>_iie_W~oad_li·: 591Vfce loads entered. Load Factora will be applied fot" calailatlons. Beam sell we)ghl calculaled end added to loading Unifoon Load: 0 = 0.010, Lr= 0.020 ksf, Tribulary Width n 7.0 ft, (ROOF) --DESIGt{SUMMARY;::/!.'?;;{_ .. /'/\ -~~'="=-.,.---:-,--:---=::----:c---=--:-------========= Oes19n OK Maximum Bending Stress Ratio = 0.186: 1 Maximum Shear Stress Ratio -0.040 : 1 Section used for this span W12x19 Sectlon used for lhls span W12x19 Ma : AppHed 11.450k-ft Va : Appfed 2.290 k Mn I Omega : Alowable 61.627 k-ft Vn/Omega : Allowable 57.340 k Load Combination -+O+l.r.+I Load Combination -+04.r-+tt Location of maximum on span 10.ooon Location of maximum on span 0.000 ft Sp~ # 'Mier& maxilTUt!I OCCUIS Span# 1 Span # where maximum occur. Spsn # 1 Maximum Denectlon Max Downward Transient Oefledlon 0.134 In Ratio = 1. 70i >=240, Max Upwarn Transient Defladloo 0.000 In R111lo = 0 <240.0 Mex Downward Total Deflection 0.085 fn RaUo" 2811 >=240. Max Upward Tolal Oeftedlon 0.000 In Ratio = 0 <240.0 .. ···-· ... , ~-... -, .... ••·••---···-········ ············-····· ·····-··--••«·•-·· HM~1mum•F.i)rcest."-:Stijs'"fcir.Loactcomiiinat1~fo-i(P\ tmll\lf'( of Momeni Values u,ad Combrlalion M8lC s~-Raiio• Sunmary of Shw Values 5-gment length $pan# M V ~· ~-l.laMu !,Ina "'1x.Omeg1 Cb Rm Va Mu Vnx Vrur/Omega DOnly D,;gn. L = 20.00ft 0.072 0.016 4.45 us 102.92 61.63 1.00 1.00 0.89 86.01 57.34 +O<l.+li Dsgn. L • 20.00ft 0072 0.016 4.45 U5 .0.U+H 102.92 61.6) 1.00 1.00 0.89 86.01 57.34 Dsgn. L• 20.00ft 0.181i 0.040 11.45 11.45 102.92 61.63 1.00 1.00 2.29 86.01 57.34 -+O+S+li Dsgn. L • 20.00 ft 0.072 0.016 4.45 us 102.92 61.63 1.00 1.00 0.89 86.01 57.34 .0+0.750l.r+0.750L-ti Dsgn. L• 20.00ft ,0+0.750L+0.750S+H 0.157 0.034 9.70 9.70 102.92 61.63 1.00 1.00 1.94 86.0t 57.34 Dsgn.L• 20.00ft .O+'ll•H 0.072 0.016 (.45 us 102.92 61.63 1.00 1.00 0.89 86.01 57.34 OS<Jn.L• 20.0011 0.072 0.016 H5 us ♦o-o.70E-ti 102.92 61.63 1.00 1.00 0.89 86.01 57.34 Osgn. L • 20.00 ft 0.072 0.016 us us .0.0.750!.J+0.7501. .0.750W+li 102 92 61.63 1.00 1.00 0.89 86.01 57.34 Osgo. L = 20.00 ft 0.157 0.0)4 9.70 9.70 ♦o.0.750b.0.750L +0.5250E+li 102.92 61.63 1.00 1.00 1.94 86.0t 57.34 O,go. L = 20.00 ft 0.157 0.004 9.70 9.70 102.92 61.63 1.00 1.00 19' 86.01 57.J.I ♦o+0.7501.+0.750S+0.750W+H Dsgn. L • 20.00 ft 0.072 0.016 4.45 ◄.45 .O♦ll.7SOl.<-0.750S+0.52SOE+H 102.92 61.63 1.00 1.00 0.89 86.01 57.34 Dagn. L = 20.00 ft 0.072 0.016 HS 4.45 ♦-0.60D•W-H 102.92 61.63 1.00 1.00 0.89 86.01 57.34 Description: l oadCombiiation Max S~ess Ratios Summary ol Momeni Values Summary of Shear Values Segment length Span# M V Mmax • Mmax. Ma P.lal Mr.x MnlK)mega Cb Rm Va Max Vnx Vnx/Omoga Osgn. La 20.00ft 0.043 0.009 2.67 2.67 102.92 61.63 1.00 1.00 0.53 85.01 57.34 +0.600+0.70E+H Osgn. L • 20.00ft 1 0.043 0.009 2.67 2.67 102.92 61.63 1.00 1.00 0.53 86.01 57.34 i9~·~111.,,:r.ir~~-'m!irn:l)et1i;itj1p:~~"-> ·;;\?r:.\ Load Combination Span Max.·.• 0.,0 Location in Span Load Combination Max.·•· Den Loea:ion i, Span Lr Only 0.1343 10 057 0.0000 0.000 ,vertical .Reactrciris .>:F Suppon notalion : Far left ii: #1 ValUesinKIPS Load Combination Support I Suppon2 Overall MAxlmum 2.290 2.290 0.-etal M\Nimum o.m 0.534 OOnly 0.890 0.890 +O•L+H 0.890 0.890 +O•LI>H 2.290 2.290 +O+S<H 0.890 0.890 ,0.0,750Lro0.750L<H 1.940 1.940 +Oo-0.750!. +(), 750S+H 0.890 0.890 +O+W,H 0.890 0.890 +Oo-0.70EoH 0.890 0.890 +0--0.7501.lo-0.750L+0.750W+H 1.940 1.940 +Oo-0.7501.lo-O 750L +0.5250E+H 1,940 1.940 ♦o--o.750L+0.750So-0.750WoH 0.890 0.890 +Oo-0.750l<0.750S+0.5250E+tt 0.890 0.890 +0.60D+W,H 0.534 0.534 +0.600+0.70E+H 0.534 0.534 OOnly 0.890 0.890 L,Qnly 1.~ 1.400 LOnly SOnly WOnly EOnly HOnly OOnly 0.890 0.890 •O•L+H 0.890 0.890 +O+L,,H 2.290 2.290 ♦{)+S+H 0.890 0.890 +0+0.750l.t+0,750L+H 1.940 1,940 +0+0,750\.+0.750S-H 0.890 0.890 .O•W+H 0.890 0.890 .0--0.70E+H 0,890 0.890 +Oo-0.750\.r+0.750L+0.750W+H 1,940 1.940 :=·.:.:·:: I I I Description : BEAMA9 ?~PP.E..R.~f.E.R;.Nf E$'. Calculations per AISC 360-10, IBC 2012. ASCE 7-10 Load Combination Set : ASCE 7-02 .T.M.~.~~jt.e:·r.QP.~rtJ~\\/\ .. /·. · ... :·· .. Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced againsl lalera~t01Sional buckling Fy: Steel Yield : E: Modulus: 50.0 ksi 29,000.0 kst Bending Axis : Major Axis Bending ~ppll~~ L;oacls ·.:_.; : '_ · Service loads entered. Load Factors wiH be appied rorcalrulatlons. Beam self wek;lht calculated and added to loading Load(s) for Span Number 1 Poinl Loa!: 0 = 3 0, L = 3.0 k @4.0 ft, (PTLOAD BEAM A2) Point Load : D = 2.750, L = 2.750 k@ 230 ft, (PT LOAD BEAM A3) Unibnn Load : D = 0.010, L "0.020ksf, Tnbutary ,Vidth = 20 ft, (ROOF) ·•·•oESiGNSUMMARV( : '<:··.· .. ·• . Maximu~ Bending s~~s R"'a""i1=~=·· ~~-~-~~~~"'"'o""'.2:c6"'5,-:-=1- Sectlon used for this span W14x30 Ma : Applied 31.232k•ft Mn/ Omega : Allowable 118.014 k-ft Load Combination -0-+l +H Maximum Shear Stress Ratio =- Section used lor this span Va : AppUed Vn/Omega : Affowable Load Combination l.!lcation of ma,dmum 011 span 12.651ft Span # where maxmum OCCU1S Span # 1 Maximum Deflection Max Downward Tran51ent Oefteclion 0.266 in Ratio., Max Upward Transient Oeftection 0.000 in Rallo" Max Downward Total Deflection 0.281 in Rollo• Max Upward Total Oeftectlon 0.000 in Ratio" Location of maximum on span Span #-.1ler8 maximum occurs 1,216 >"240. 0 <240.0 1155 >•240. 0 <240.0 J~axLmµm;~_otc;es!&str:e~·es_tof: Load Gombl~atiohis-:+< Lolld Combilation Mu Stess Ratios S.mma,y of Moment Values Sagmentlanglh Span# M V MIiia,,+ Mmax-Ma I.lax Mnx Mnx/Omega Cb Rm OOniy Dsgn.L~ 27.00ft 0.136 0.049 16.07 16.07 197.08 118.01 1.00 1.00 ..o.i.+H Dsgn. L• 27.00ft 0.265 D.096 31.23 31.23 197.08 118.01 1.00 1.00 .0,1,r+H Dsgn. L • 27.00ft 0.136 O.Q.19 16.07 16.07 197.08 118.01 1.00 1.00 ..O•S+H Dsgn. L • 27.00 ft .0+0.750lr+0.750l+H 0.136 O.Q.19 16.07 16.07 197.08 118.01 1.00 1.00 Dsgn. L = 27.00 ft 0.233 0.084 27.44 27.« 197.08 118.01 1.00 1.00 ♦o+0.7SOL +O. 750S+H Osgn. L • 27.00 ft 0.233 D.084 27.U 27.« 197.08 118.D1 1.00 1.00 ..o.v,+H Dsgn. l • 27.0D ft .0+0,70E-+tt 0.136 0.049 16.07 16.07 197.08 118.01 1.00 1.00 Osgn.L= 27.0011 0.136 O.Q.19 16.07 16.07 197.08 118.01 1.00 1.00 .0+0.7501.r+0.750L +0.750W../i Dsgn. L: 27.0D ft 0.233 0.034 27.44 27.44 197.08 118.01 1.00 1.00 ♦o+0.750lr+0.750L+0.5250E+H Dsgn. L• 27.0D 11 1 0.233 0.08-4 27.44 27.44 197.08 118.01 1.00 1.00 .0+0.75-0L +-0. 750S+0.750W+H Dsgn. L~ 27.00ft 0.233 0.084 27.« 27.4◄ 197.08 11B.01 1.00 I.OD Design OK o.,f9s:17 W14x30 7.141 k 74.520 k •O+L+H 0.000 ft Span# 1 Summary of Sh11r Valuas Vo Max Vn:,. VflllOmaga 3.64 111.78 74.52 7.14 111.7B 74.52 3.64 111.78 74.52 3,64 111.78 74.52 6.27 111.78 74.52 6.27 111,78 74,52 3.64 111.78 74.52 3.64 111.78 74.52 6.27 111.78 74.52 6.27 111.78 74.52 6.27 111.78 74.52 Description : Load Combilllion Max S~ess Ra1ic1$ Segmenl Length Span# M V ..0.0.750L+0.750S.0.5250E+H Dsgn. L • 27.00 ft 0.233 0.084 +0.600•W+H Dsgn. L = 27.00 ft 0.082 0.029 +0.600<-0. 70E+H Dsgn. L • 27.00 ft 1 0.082 0.029 :,o~eij11 :Maximiim\oet1ect10ris· · · Load Combilation OOniy ···••V!!rtJ.c.~1 .. ~e~c~.9.ij•i.::t Load Combination oierab IMXliiiim O.eral MINinlum DOnly +O+l•H +O+v+H +O+S>H +0+0.750Lr<-0.75-0l+H +0+0.750L+0.750S<H ..O+W•H +0+0.70E+H +()+0.750LJ..0.750l. +0.750W+H +0+0.750Lr.0.750L.0.5250E+H +0+0.750L<-0.750S+0.750W+H ..0<-0.750L+0.750S.0.5250E+H ..0.600+W+H +0.600<-0.70E-.H OOnly Lr Only L Only SCIily WOnly EOnly H Only DOnly +O+l+H +O+v+H +O•S<H +0+0.750Lr<-0.75-0l +H +0+0.750L..0.750S<H +O•W+H +0+0.70E+H +0.0.750Lr..0750L+0.750W+H Span Support 1 7.141 2.183 3.638 7,141 3.638 3,638 6.265 6.265 3.638 3.638 6.265 6.265 6.265 6,265 2.183 2.183 3.638 3.503 3.638 7.141 3.638 3.638 6.265 6.265 3.638 3.638 6.265 Max.·.· Don 0.2805 Support 2 6789 2.077 3,462 6.789 3.462 3.462 5.9S7 5.957 3.462 l.462 5.957 5.957 5.957 5.957 2.077 2.077 3.462 3.327 3.462 6.789 3.462 J.462 5.957 5.957 3.462 3,462 5.957 Summary of Moment Valuos Summary of Shear Values Mmax• Mmax• Ma Max Mnx Mnr.Ornega Cb Rm Va Max Vnx Vnx/Omega 27.44 27.44 197.08 118.01 9.64 9.64 197.08 118.01 9.64 9.64 197.08 118.01 Location in Span Load Combinatiiin 13.500 Support notation : Far lefi is #1 1.00 1.00 6.27 1.00 1.00 2.18 1.00 1.00 2.18 Max.·•· Oen 0.0000 Values in KIPS 111.78 74.52 111.78 74.52 111.78 74.52 Loomn in Span 0,000 ::'.'· . · ... · ·-~~f~~1IIIOIF111-I07SIEI.D~111-J!l75--..a; .• · . ·.. . : · ·. :· ·: · ENERC\lC,IN0.~98J.201&,~16.5.11;Vd18.6.:0: OescriptiOll : ::cpDl:;REFE:R~N.P.E$ Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combinatlon Sat : ASCE 7-02 ··.M11ierj~! P.r~~r,tt~·;/\·_./:. Analysis Method : Allowable Strength Design Beam Biacing : Beam is Fully Braced against latE!f~torsional buckling Fy: Sleel Yie!d : E: Modulus : 50.0 ksl 29,000.0 ksJ Bending Axis : Major Axis Bending &,,ln•taOl O'hO.a /Appfi~f~o~~-~·• Service loads entered. Load Fadors wl1I be applied for c:alculaUons. Beam selfwelghl calculated and added to loading Uniform Load : D "0.010, Lr= 0.020 ksf, Tributary Width= 5.0 ft, (rooQ DESIGHSUMMAR.'i/;\ ,. Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega : Allowable Load Combination Location of maximum oo span Span # v.tlet9 maximum occurs Maximum Deflection Max Downward TranSient Deflection Max Upward Transient Denection Max Downward Total Deflection Max Upward Total Deflection ~~••-n .., ••-~,..•-• .. v,..._•••••••-._ ...... ...., ••.• _. • ••••••• 0.402: 1 C7x9.8 7.211 k-ft 17.939 k-ft <O+u.+i 9.500ft Span# 1 Maximum Shear Stress Ratio " Sectlon used for this span Va : Applied Vo/Omega : Allowable Load Combination Location of maximum on span Span# IMlel1l maximum occurs 0.479 In Ratio = 0.000 in Ratio= 0.766 In Ratlo = 0.000 In Ratlo % 475 >•240. 0 <240.0 298 >=240. 0 <240.0 •• •••• nrn•••h••••••••• ,:M~~Jfu@Lf.i:@~:~~~~Jf.~fgo~~J::ii.fuP!tI~tip!l$. Load Combination MuSressRalios Summary of Moment Values Segment Leriglh Span# M V Mma:c+ Mmax-MaMax Mnx Mnx/Omega Cb Rm OOnl-f Dsgn. L • 19.00ft 0.150 0.022 2.70 2.70 29.96 17.94 1.00 1.00 +O+L+l-1 Dsgn. L • 19.00tt 0.150 0.022 2.70 2.70 29.96 17.94 1.00 1.00 +O+Lr+H Osgn. L• 19.00ft 0.402 0.057 7.21 7.21 29.96 17.94 1.00 1.00 +O+S+!i Osgn. L= 19.00ft 0.150 0.022 2.70 2.70 29.96 17.94 1.00 1.00 --0+0.750Lr+0.750L 41 Dsgn. L= 19.0011 0.339 0.048 6.08 6.08 29.96 17.94 1.00 1.00 --0+0.750l+0.750~H Dsgn. L• +O•W•H 19.00ft 0.150 0.022 2.70 2.70 29.96 17.94 1.00 1.00 Dsgn. L= 19.00ft 0.150 0.022 270 2.70 29.96 17.94 1.00 1.00 +0+(l.70E-tH Osgn.l '" 19.0011 0.150 0.022 2.70 2.10 2996 17.94 1.00 1.00 +0+0.750lt+0.750l +0.7SOW-H Dsgn. L• 19.0011 1 0.339 0.048 6.08 6.08 29.96 17.94 1.00 1.00 .o+0.750lt+0.750L +0.5250E+H Dsgn. l " 19.0011 1 0.339 0.048 6.08 6.08 29.96 17.94 1.00 1.00 +0+0.750l+0.750S+0.750W+H Osgo. L= 19.00ft 0.150 0.022 2.70 2.70 29.96 17.94 1.00 1.00 +0+0.7S0L .0. 750S+0.5250E<li Osgn. L• 1!l00ft 0.150 0.022 2.70 2.70 29.96 17.94 1.00 1.00 +0.600+W-H •i41M,1•1; 0.057 : 1 C7x9.8 1.518 k 26.407 k +(Ms-+H 0.000 fl Span# 1 Sllmrnary of Shear Values Va Mu Vnx Vn,t/Omega 0.57 «.10 26.41 0.57 «.10 26.41 1.52 «.10 26.41 0.57 44.10 26.41 1.28 44.10 26.41 0.57 44.10 26.41 0.57 44.10 26.41 0.57 44.10 26.41 1.28 44.10 26.41 1.28 44.10 26.41 0.57 44.10 26.41 0.57 44.10 26.41 Load Combination Segmentlefl911> llsgn. L • 19.00 ft .0.6-00+0.TOE +Ii Span# Mu S•ess Ralios M V 0.090 0.013 Osgn. L = 19.00 a 1 0.090 0.013 \9veral! ,t,1a,xlm.l/m· P~P.c;t!oos Load Combilation ,O,u Veitlca.1 :R,act.lons ,c,): loail Combllalion Overail MAxiiiim Ovaral MINimum OOnly +O<t.+tt .0.U+H +O+s.+t +0-0.751l!J+0.750L+tt +0+0.7SlR..0.750S+H +O+W+H +O+O.TOE+H ,0<0.7SOlr.0.750L.0.750W+tt +O-o.750lt.0.750l.0.5250E<H +0+0.750l.0.750S.0.750W<H +0.o.750l+0.7505+0.5250E+H +0.600•W+H +0.600+0.70E+tt OOnly IJOnly LOnly SOnly WOnty E Only HOnly DOnly ,O+t...+i ,O+Lr+tt +O•S+tt +0+0.7501.J+0.750!.+tt +0.0.750L+0.750S+H +O+W+/f ,0.0,70E+lf +0..0.7501J+0.750l.0.750W+tt Span rna 0.341 0.568 0.568 1.518 0.568 1.281 0.568 0.568 0568 1.281 1.281 0.568 0.568 0.341 0.341 0.568 0.950 0.568 0.56a 1.518 0.568 1,281 0.568 0.568 0.568 1.281 Ma<.·-·0en 0.7656 1.518 0.341 0.568 0.568 1.518 0.568 1.281 0.568 0.568 0.568 1.281 1.281 0.568 0.568 0.341 0.341 0.568 0.950 0.568 0.568 1.518 0.568 t.281 0.568 0.56a 0.568 1.281 1.62 1.62 Mmax- locatiooln ~n 9 554 Summaty of Moment Value1 Sluntnaryof Shear Values Ma Max Mnx ~BG! Cb Rm Va Mu 1/,a Vru/Omega t.62 29.96 17.94 1.00 1.00 0 34 «.10 21i.41 1,62 29.96 17.94 t.00 100 0.34 «.10 26.41 Load Combilation Maz.'+" Dell l.lltalfon In Span 0.000 Supp«! no talion . Far loft is #1 0.0000 Values Ir, KIPS I I DescrlplJon : / tQ.DE;R~fEf~.lgNCE,S Caiallations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-02 :;r-,~~diil.Pr9perti"5 ;•·•·· Analysls Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateraHo,sional bucllling Fy : Steel Yield : E: Modulus : 50.0 ksl 29,000.0 ksi Bending Axis : Major Axis Bending }~-jipll~ q,~~1(; SeMCe loads entered. Load Fac:tor.s wtl be appled for calcutaUooa. Beam selfwefO/ll cakulaled and added IO loading Unifonn Load : 0 = 0.010, Lr= 0.020 ksf, Tributary Width= 5.0 ft, (ROOF) '/PESl~N.S.UMMi>.R\i /:(:''.;<.y: Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn/ Omega : Alowable Load Combinalfon Location of maximum on span Spai#\loheramaxlmumoccin Maximum Deflection Max Downward Translenl Oeft~n Max Upward Transl&nl Oefklcilon Max Downward Total Oellecllon Max Upward Tolal Deffedlon , .. ~ --~ ···-·-·--~·-·•·"·"-·~ ... ~-.------. 0.346 : 1 C6x8.2 4.449k-ft 12.874 k-lt -O.\.J4H 7.500ft Span# 1 M8Jcimum Shear Stress Ratio = Section used for thl$ span Va : Applied Vn/Omega: Allowable Load Combrlatk>n l.ocalion of maxlrrum on span Span # ..tM!re maximum occurs 0.301 in Ratio • 0. 000 In Rallo " 0.477 In Ratio • 0.000 In Ratio• 597 >=240. O <240.0 378 >=240. 0 <240.0 Oest n OK 0.055 : 1 C6x8.2 1.187 k 21.557 k ..04.r-+H 0.000 ft Span# 1 '~f!t~~fc~~;f.J;ffi~t{°J;f!~·Go..m.!>!iliit!§.tj_r(fiiLu_.,.· -81'(-o""rMo.,.-men....,.,.,v,..wes,.....-------..,...--,.,,,......,.,.,._-S1.r11mory olShea, Values segmant Length Span# M V Mrnax • ~ .. • M■ Max Mnx MrucA:>meg■ Cb Rm VeMa>< Vnx Vru.Qmeg1 DOnly Dtgn. l • 15.00 ft 0.127 0.020 1.64 1.64 21.50 12.87 1.00 1.00 +0,t../i 0.44 38.00 21.56 Dtgn, L = 15.00 ft 0.127 0.020 1.64 1.64 21.50 12.87 1.00 1.00 +0-1.r+H 0.44 36.00 21.56 °'II•• L = 15.00 ft 0.346 0.055 4.45 4.45 21.50 12.87 1.00 1.00 +O+S<tt 1.19 36.00 21.56 Dtgn. Ls 15.00 ft 0.127 0.020 1,64 1.64 21.50 12.87 1.00 1.00 +0+0.750u+0.750L <ti 0.44 36.00 21.56 Dslln.L= 15.00ft 0.291 0.046 3.75 J.75 21.50 12.87 1.00 1.00 .o+o.7SOI. <-0. 750S.+i 1.00 36.00 21.56 D<gn. L = 15.00 ft 0.127 0.020 1.fi4 1.64 21.50 12.87 1.00 1.00 +O+W+H o.« 36.00 21.56 D<gn.L • 15.00ft 0.127 0.020 1.64 1.64 21.50 12.87 1.00 1.00 +0+0.70E<tt o.« 36,00 21.56 Dsgn.L= 15.00ft 0.127 0.020 1.64 1.64 21.50 12.87 1.00 1.00 +0+0.7501J.0.750l +0.750\Y+H o.« 36.00 21.56 D<gn. L = 15.00 ft 1 0.291 0.046 3.75 J.75 21.50 12.87 1.00 1.00 +0+0.750L,+0.7SOI. +0.5250E-+t 1.00 36.00 21.56 Dign. L = 15.00 ft 1 0.291 0.046 3.75 3.75 21.50 12.87 1.00 1.00 +0+0.7SOL -t-0. 7SOS+0.750W<H 1.00 36.00 21.56 Osgn. L• 15.00 ft 0.127 0.020 1.64 1.64 21.50 12.87 1.00 1.00 +0-+0.750L +O. 750S.0.5250E <H 0.4' 36.00 21.56 Osgn. L = 15.00 ft 0.127 0.020 1.64 1.64 21.50 12.87 1.00 1.00 +0.600•W+H 0.44 36.00 21.56 Description : ROOF JOIST SIDE AAfA.AfJ TO A3 Load Combination Ma,. S-ess Ratios Summary of Moment Values Summary of Sh oar Values Segment Length Span# M V Mm""+ Mina,.· Ma Mal MAA Mnx.Omega Cb Rm Va Mal Vnx Vnx/Omega DS<Jn. L = 15.00 tt 0.076 0.012 0.98 0.98 21.50 12.87 1.00 1.00 0,26 36.00 21.56 +0.600+0,70E+H DS<Jn,l= 15.00ft 1 0.076 0.012 0.98 0,98 21.50 12,87 1.00 1.00 0.26 36.00 21.56 9\'.lirall M~xlrri u_ni .Deflei:il~ns > Load Combw111tion Span Mia.•.• Oefl Location In Si,an Load Combination Max. "+"Oen Location i, Span .o.i.r Ve~cal Reactions Load Combinati)n 0.efall MAxlmum 0,,,,al MINimum DOnly +O+L+H -+0-+u+H ..O+S<tl +0+0750lr+0.750L./i ..o+O. 750L +O. 750S+H +O•W+H ..0+0.70E+H •O+O, 750Lr+0.7SOL •0.750W+H +0+0.750Li+0.750L+0.5250E+H +0+0.750L+0.750S+0.750W+H +0+0,750L .0. 750S+0.5250E+H +0.600+W+H +0.600+0.70E+H OOnlt Lr Only LOnly SOnly WOnly EOnly HOnly DOnly +O+L<ti +O+Lr+H +O+S+H ..0+0.750Lr.0.750L +H +0+0.750L.0.7SOS<ti +O+W.+1 +0+0.70E♦t! +0+0.750Lr+0.7SOL+0.750W♦fi 1.187 0.262 0.437 0.437 1.187 0.437 0.999 0.437 0.437 0,437 0,999 0.999 0,437 0.437 0262 0.262 0.437 0.7S0 0.437 0.437 1.187 0.437 0.999 0,437 0,437 0.437 0.999 0.476S 1.187 0.262 0.437 0.437 1.187 o.m 0.999 o.m 0.437 o.m 0999 0.999 0.437 0.437 0.262 0.262 0.437 0.750 0,437 0.437 1.187 0.437 0,999 0,437 0.437 0.437 0.999 7.543 Support notation: Far left i$ #1 0.0000 Values In KIPS 0,000