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HomeMy WebLinkAbout1896 RUTHERFORD RD; ; CB153866; PermitCity of Carlsbad 1635 f araday Av Carlsbad, CA 92008 Commercial/Industrial Permit Permit No: CB 153866 Building Inspection Request Line (760) 602-2725 1896 RUTHERFORD RD CBAD Job Address; Permit Type: Tl Sub Type: IN.DUST Status: ISSUED Applied: 11/09/2015 Entered By: SLE Parcel No; Valuation: 2121203000 Lot#: 0 $213,518.00 Construction Type: NEW Occupancy Group: Referer:ice # Plan Approved: 12/30/2015 Issued: 12/30/2015 Inspect Area Project Title: SPY OPTICS:4,664 SF MEZZANINE FREEST ANDING -FOR STORAGE Applicant: . WAREHOUSE SOLUTIONS INC 12562 HIGHWAY 67 LAKESIDE, CA 92040 .92166 619-873-44.10 Building Permit Add'! Building Permit Fee Plan Check Add'! Building Permit Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD#3 Fee Renewal Fee Add'! Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'! Pot. Water Con. Fee Reel. Water Con. Fee Green Bldg Stands (SB1473) Fee Fire Expedidted Plan Review Total Fees: $1,030.76 $0.00· $721.53 $0.00 $0.00 $59.79 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.dO $0.00 $0.00 $9.00 $0.00 Plan Check #: Owner: P D G CARLSBAD 46 LTD 1825 GILLESPIE WAY#102 EL CAJON CA 92020 Meter Size Add'I Reel. Water Con. Fee Meter Fee SDCWAFee CFO Payoff Fee PFF (3105540) PFF (4305540) License Tax (3104193) License Tax.(4304193) Traffic Impact Fee (3105541) Traffic Impact Fee (4305541) PLUMBING TOTAL ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Redev Parking Fee Additional Fees HMP Fee Green Bldg Standards Plan Chk TOTAL PERMIT FEES $13,331.06 Balance Due: $0.00 $0.00 $0.00 $2,728.91 $3,886.03 $0.00 $0.00 $0.00 $963.00 $0.00 $0.00 $0.00 $0.00 $0.00 $3,932.04 $0.00 $0.00 ?? ?? $13,331.06 . $0.00 Clearance: -.......... -~-- CE cWotal ri ~ ptject irdLdels the "I 'tiai' tf fees, deda:tiais,.reservctiais, or cther exa:tiais hereafta' roledively ." a., rave 00 days frcrnthe date tlis p,rnit v-.as issw:l to prctest irrµ)Sitim ri these fees/exooiais. If ,ui pctest than ,ui rrust rtnis.-t """ fath in <?o.!entm1-Qxle Sectla, e002J(a), an file the prctest a-d ITT/ ctrer req.ired frtamtia, Vlith the Oty l'v1c:ricg:lrfor flOO:)S,Slrg ,n 'th C'alsl:m M.rid~ Qx:le Sectlm 3.32.CID. Fah . .re to tirrelyfdlONtha pt:eeClre wll ta-ITT/ sutseq.a,t lega cdim to atted<, review, set asioo, \tid, or an.I their irrµ)Sitim. Ya., ere rere!J/ FlR1l-ER N:JTIFIED It-at~ rigt to prctest thesµ:rifie:l fees/exooiais IXES !\OT PPFt. Y to v--a.er a-d 'i!eNaf cxrredim fees ard a:µrity dli:r'g3s, ro-plarirg, ·mrg, ga:irg cr cther simla-wia:tia, i:rcre,sirg cr smice fees in cxrredicn wth tlis ptject. I'm DCES IT PPF1.. Y to ITT/ fees/exocliaiscfwidl haw 'a.,si been ·venal\O!l · sirrila-.totHs orastov.Hdlthestatutecflirrita:imshas ·ru;1 dher\Mse "red. ,: ' THE FbLLOWING APPROVALS REQUIRED PRIOR:fO PERMIT. ISSUANCE: 'l:;:]PLANNING. OENGINEERING \Cb:cyof Carlsbad Building Permit Application 1635 Faraday Ave., Carlsbad, CA 92008 Ph: 7(;30-602-2719· Fax: 760-602 .. 8558 email: building@carlsbadca.gov .. Www.c'arlsbadca.5ioy CJBUILDING 0FIRE 0HEALTH DHAZMAT/APCD JOBADDRESS SUITEf/SPACE#/UNIT APN 2-11 ... -1-w 61--·-00 CT/PROJECT'!/ # BEDROOMS . # BATHROOMS DESCRIPTION OF WORK: ·Include Square Feet of Atrected Area(s) EXISTING USE . GARAGE ($F) . PATIOS ( F) ·LAKE~IDE 92040 619-873-4410 ~ 1 619-449-1710 ADDRESS TENANT BU INESS NAME SPY OPTlG GONSTR. TYPE OCC. GROUP B,S1 A1l FIRE SPRINKLERS YEsQNoO 12562 HIGHWAY 67 CITY CITY STATE ZIP LAKESIDE CA 92040 PHONE .. FAX PHONE FAX 619~873-4410 619-449-1710 EMAIL EMAIL .Mitat-hemtoA@warehousesolutions.com STATELIC.# STATELIC.# CLASS· CITY BUS. UC.# 918115 D24/C61 1226177 (Sec. 703:1,.5 Busine_ss and Profes~ions Code: Any.City or Cqun_ty which requires a permit to_ cpnstruct, alter, i,mprove, qemolisti or repair any structure, p_rior t9 its issyance, also re~yires the applicant for such per_mitto file a signed s~tement ttiat he:is hcensed-pursu~nt to the.prov1~1ons of tl)e Contra,9tor'!i L1cens~ ~13W {Chapter 9, commefidingw1th Sect1pn 70,00 of D1v1s101) 3 of the Busihess and Professions Code] or that he 1s exem11t therefrom,.and the basis for the allegei:I exemption. Any violation of Section 7031.5 by any applicant for a permit subJects the applicant to a civil penalty of no\ more than five hund,r09 dollars.($500)). · . . Wo[kers' CompensatlorrDeclaratlon:/ hereby BfflmrcinderpenBltyofperjaryone otifN, fol/owlngdeclaratfons: · 0, I ~ave and will maintain a certificate.of consent to self,lnsure !<ii. work~is· compensation ·as provided' by Sectlo~ 3700 91 the Labor Code, for the performance of the work for which this permit Is issued. lll I have and will maintain wOll!ers' compensation, as required by·Secllon 3700 of the Labor Code, for the.performance of the work for which this permit Is issued. My workers' compensation insurance carrier and policy number are: Insurance Co. STATE COM EN.SAi'ION INS FUNI)· . Polley No .. _ 9092900-2015 Expiration Date 3119/2016 ')]l§.sectlon·need not.be.completed If the permit Is for one hu · go11ars ($100) or less. LJ Certificate of Exemption: I certify that (n the perfo · 0 the work for \'.,illch·thls permit i~ l~ed, I shall not employ any person In any manner so as to become subject to the Workers' Compensation Laws of CaJWomla. WARNING: Failure to.secure !Yorkers' · • n coveiage ls-urilawflil;ari~ shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), In addition to the cost' of compensation, damages as for in Section 3706 of thli Lal:Sor code, interest arid attorney's fees. . :· I hereby affirm that I am exempt from <;ontractor's license Law for the following reason: 0 I, as qwner of the property.Qr my-empkiyees v.ith wages as. their sole compensation, will do.the work and theslructure 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 6~11ds ordmproves thereon;and who does such work hlniselfbrthrpugh his own emplqyees, provided that such Improvements are not intended or offered for sale. If, however, the building or Improvement is sold within one yearof complefion, the' owner-builder will have the burden of proving that he oid not build or Improve for the purpose of sale). D I, as owner of \he property, am exclusively.contracting with -l~ensed contractors to cons~ct ttie project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property.wf]o builds or improves thereon, and contracis.for S!J9h projects with contrilctQr(s) llcenseq pursuant to the Contractor's License Law). Q I a~ exempt under Sectfon ____ Buslness anQ PrQfessions CO\fe for this ~a~n: · . 1. I personally plan to provide the'major labor and materials for constru(:tfon.of the piopqsed property Improvement Oves Do 2. !'(have/ have riot) signed an apjllkiatfoil fot,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 provid~ portions of the work, but I have hired ~ following peJ'S!lh to coorgJnate, supervise and provicl!3 the major work (Include name I add~s I phone / contractors' license number): · 5. I will provide some of the .work, but I have contracted (hired) the following persons_ io' provide the work indicated (include name/ address I phone/ type of work): ..@f PROPERTY OWNER SIGNATURE 0AGENT DATE Inspection List Permit#: C8153866 Type: Tl Date Inspection Item 03/01/2016 19 Final Structural 03/01/2016 19 Final Structural 02/25/2016 11 ftg/Foundation/Piers 02/25/2016 14 Frame/Steel/Bolting/Weldin 02/25/2016 14 Frame/Steel/Bolting/Weldin 01/12/2016 11 Ftg/Foundation/Piers 12/31/2015 11 Ftg/Foundation/Piers Wednesday, March 02, 2016 \ INDUST Inspector Act RI PY AP PY AP RI PY AP PY PA PY PA SPY CPTICS:4,664 SF MEZZANINE FREESTANDING -FOR STORAGE Comments AM PLEASE/NO FIRE REQUIRED Page 1 of 1 ~ «:~ ~-C:l·TY OF i I CB153886 1896 RUTHERFORD RD -lN-S-P-ECT-1.0;N RECO_:-R: -Building Division CARLSBAD @ INSPECTION RECORD CARD WITH APPROVED PLANS MUST BE KEPT ON THE JOB SPY OPTICS:4,664 SF MEZZANINE FREESTANQING -FOR STORAGE Tl . . INOl)ST Lot#: WAREHOl)SE SOLUTIONS INC @ CALL BEFORE 3:30 pm FOR NEXT WORK DAY INSPECTION . @ FOR BUILDING INSPECTION CALL: 760-602-2725 OR GO TO: WW\Y,¢ad•bJ.dca;gQ'fu1ldfng·AND CLICK ON ~Request fris~•o;;~ RECORD COPY DATE: _(Z_-: ,~'(;)·; /J_, ... . ll~uired Prior to Re,uesting Buildi!I~. Fin~l-lf ~hecke~ YES_. _ _ Pl~nnlngll.ancJscape 760-944-8463 Allow 48 hours 76043S:3891 Call before 2 pm -------· --------~ -,_ --- . Fire Pievention 760-602-4660 .J .. Ail ow 48 hours . ... --·· ----- Cece: n BUILDING Date . Inspector CODE " ELECTRICAL Date· . #11 FOUNDATIO~ . . #J1 D ~L~pniic UNDERGROVND DUFER . CJ G~OIJ"f CJW.ALLDRAINS . . #35 P.HOTOVOCTAIC CODE " MECHANICAL .. #41 · UNDERGROUND ~U-ClS & PIP!~~_ · #_i4 sUBfRA~J JJfl~o~ t:;! CEILINq . _ . . .#44' i;l QiJ_Ct ~ P~J.:~~M J:;JREF. P!PING . #15 .. RQOF SHEATHING . '#43 . HEAT~AIR COND. $Y$TEMS .. CODE" COMBO INSPECTION .. #55 ,P.fl(P~/f,ITfAL . . #19 fiN,AL . CODE" PLUMBING .· #28 Si>l4R WATER :iv'$.~VEiHiEADHYQ~i>STATic' #29 FINAL CODE'I STORMWATER .... F/~-RQ~Gl:I:!~ .... :. . . .. F/AAML · . . : 'F~EDEXTINGl,liSHING SYSTEM FJNAi. . REV:10/2012 SEE BAQK FOR SPECIAL NOTES ·- Section 5416. Health and Safety Code, State of California (a) There shall be not less than one water closet for each 20 employees or fractional part thereof working .at a construction job site. The water closet shall consist of a patented chemical type toilet. (b) For the purpose of this section the term construction site shall mean the location on which actual construction of a building is in progress. (c) A violation of this section shall constitute a misdemeanor. All construction or work for which a permit Is required shall be subject to inspection ;and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the Inspector. Work shall not be done beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. DATE ADDITIONAL NOTES . I I --''' -- t2 ·~ ~i {7.-1'.)J~ PaIDP ~~ "' ~4"',\ ~A= ~~-; ' ~.IJ a,,. me~4,,;c. -~-17 Z. I ?-$/ 1 t~ !o/c__ \'"n'l i_,t)ou A_ .:;J~ut ~-c/iew-. ,#7 ~· ' ' .,..r ' J, '•. . . ' . I I . ' I I ~ , -~- -- --. , : t Sp~cial Inspection Certificate · Structural TO BE COMPLETEll> BY REGISTERED DESIGN PROFESSJONAL IN RESPONSIBLE CHARGE • . I • •. Project Name: Project Address: . , : Permit No. ~'1 Of-h-c.~ 11-°lfo ~~~ ILc\. IS"-'41.l .. ~\ ). .l ~ j i!L. , iJ." Plan Log No. J ..,,..1' _.,..... -, ...,~oy .. Project Owner/Owner's Agent l"I ~me. Mailing Address: · Phone No. Registered Design Professional of 'lf.rtd~:_lh'\,U~i,.f:E · Firm Name: see., ,., c:... Email Address: -Fax No. et, e s ~~ c. "..ct-'1 '1 1-tn--r, , 1 I hereby affirm that I am familiar with the design of this project and have been designated by the Owner/owner(s) Agent as the registered desigi, professional ~ . l.-¼:. UL!-/ <'1.( in responsible charge for implementing the Structural Special Inspections ~ 1/.:. \>-'(;, ~o~~ · Program required by the City of Phoenix Building Construction Code Sections !f! .;:;-Y,'% 109.4 and 1704.1. I have determined that the types of work checked below ~iS:C No 68J 1 :?::.h:~1\ requir~Structural Special Inspection and that the individuar(s) orfirm(s) named * Exp o;:11: i1 J = I, ---OW are qualified to perform the special inspections. I understand and agree · --.-/ ), f/ to inform the _project owner, the contractor(s), and the special inspector(s) about \'° ~/V\_'y{ij~<,-;_.. ij/ __all of the Structural Special Inspection Program requirements and limitatio~s, ~ t~ nT:-;;-:::;,,,,,~f":-1.~/t r" including that the Special lnspector(s) must be independent third-party ~ ( '. ) -· indlvidual(s) or firm(s) and shall not be the installing contractor(s). (Seal, Sign, and Date) Y N TYPES OF WORK REQUIRING SPECIAL e·. 0 STRUCTURAL INSPECTION S . ../ (Attach Supplement if Necessary) -lnsDectlon of Fabricators -Steel Construction , .... Concrete Construction ,,,. Masonrv Construction ;,,-Wood ·Construction ,~ J" >---.-J. ,J,. J -a . ...._...__ l,.._ -~( (/... I I~ I~ • .., QUALIFIED SPECIAL INSPECTOR INDIVIDUAL(S) OR FIRM(S) (Attach Supplement if Necessary) . All special inspection reports were reviewed and found to be in conformance with the approved construction documents. REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE ------------------------_________ _ SIGNATURE DATE Special Inspection Certificate ' Structural .. ., TO BE COMPLETE~ BY REGl~TE~ED DESIGN PROFESSJONAL IN RESPONSIBLE CHARGE Project Owner/OWner's Agent me. Mailing Address: . · Phone No. Registered Design Professional of fie~rd N.{irpe: • · Pi-\• 1\,4-.u,.~.u~,~ ,. r. Firm Name: Email Address: Fax No. ~, ~ s ~ .... c. 1\-1,..-t '1 'f 1-ttt--f; s-1 I hereby affirm that I am familiar with the design of this project and have been designated by the Owner/owner(s) Agent as the registered desigl'.I professional in responsible charge for implementing the Structural Special Inspections Program required by the City of Phoenix Building Construction Code Sections -~~1:lT1d 1704.1. I have determined that the types of work checked below ,.,_-.-require Structural Special Inspection and that the individuaf(s) or firm(s) named below are qualified to perform the special inspections. I understand and agree to inform the pr:oject owner, the contractor(s), and the special inspector(s) about all 9f the Structural Special Inspection Program requirements and limitations, including that the Special lnspector(s) must be independent third-party · individual{s) or firm(s) and shall not be the installing contractor(s). QUALIFIED SPECIAL INSPECTOR INDIVIDUAL($) OR FIRM(S) (Attach Supplement if Necessary) All special inspection reports were reviewed and found to be in conformance with the approved construction documents. REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE -------------------_________ _ SIGNATURE DATE Inspection & Material Testing P.O. Box 2450 Alpine, CA 91903 Phone 619-540-0612 F~x 619445-5889 DATE ;J . "J '3 · I b COVERING WORK PERFORMED' REQUIRING ' APPROVAL BY THE SPECIAL INSPEpTOR OF: 1:1 Reinforced Concrete tJ Reinforced Mason~ , 1:1 Struct. Steel Assembly . , "' _ f:i Pre-Stressed Concrete Q Fireproofing ¥-Other: tf.J LT i /£, /3 I Z-, Project No: PerJllit!foppljpatign No:;, / _ Plan File No: "' t;, J:) I !::J ;$ J' to G-? Jurisdiction (!. 11--l'f, /s B.1'0 A j .,-· , : J f Contractor Doing Reported Work v/10,.~ _ _ · DESCRIPTIONS OF WORK INSPECTED, TEST.SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC. INCLUDES INFORMATION ABOUT -AMOUNTS OF ¥ATERIAL PLACED OR WORK PERFORMED: NUMBER, TYPE, & IDENTIFICATION NUMBERS OF TEST SAMPLES -«;uW :, IMdl/.,.,,, I o /lGJ v6-'72 -, / ·,ilf· ---------------~-~-:-_ -~-B.-t:.s--/-:.,t.,-l,--n--P1--M-o--~--,,,..-;l_l/i_Vl._e_~~: ... · TIME OF SITE HOURS O.T. HOURS # FTEST SPECIMENS • · Signature of Registered Inspector ~ · ;; !3? · lb c(L}C!. 7 t)b Date of Report Registered Number CERTIFICATE OF COMPLIANCE 'FG.;w_g BEST OF MY KNO'M.EDGE, THE ABOVE REPORTED WORK, UNLESS OTHERWISE-NOTED, IS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE . GOVERNING STANDARDS. I Structu~al .Co~cepts · ~ Engineering, Inc. Re: Spy Optics 1896 Rutherford Rd Carlsbad, CA 92008 SCE Project P-102615-1 Footing Dowel Attachmer-rL To Whom It May Conc·ern: Thi.s letter is provided to approve the dowe1·attachme11t for the proposed new footings . ' ' . . f . ' . J ' ,.-· • • ,..._ ,, w .. provided for the AMFI platform at the above referenced sit~. We .. d:O hereby approve the do\Vel ' , •, • .,..., ' , • .1_ t, 0 , ~· attachment of-the new footings to the existing 94" ·square fo0tings that m:e n~t currently ~~s_ed- ~, ... ·:·. • -k -~ ~-~·--. to sUpport~any. pther load. The dowels attaching the new fo'oting_s shall be a :minimum . , : _ , -, · .·.1 -: . . , r·. , . #5 x ·rz"~I~ng· deforrned bar, with 611 efoDEfd!ilent info the e~lstin'g :f(;lotmgs •with Hirti epoxy {Hilti -r . , I-HT-RE, 500-'SDfor better. The di-5:W$ls sb .. all ~e spaced a/rn•1 oc·. _Plea~e fe~Hree, to ~!3-ll rp.~ '·. with any que,sti<;ms. Respectfully, L] .. =====:::::::::========================================== Page 1 of 1 23142 Arroyo Viste -Rancho Santo Margarita. CA 92688 Tel: 9"-9-888-8850 Fox: 949-888-8851 CCityof Carlsbad SPECIAL INSPECTION AGREEMENT B-45 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov In accordance with Chapter 17 of the California Building Code the following must be completed when work being performed requires special inspection, structural observation and construction material testing . . Project/Permit: l S'" _. 3 r\tl.o Project Address· I H lo {b,..\4-.e..,-f.-r-J (Z..J · i'1.>~l11.tt-,f-. ~ !>"4.c.,( ~-HI,....,.._ fltA~. ~ (1,,,"f ... f• Jt>t.f::>IS'-1 A. THIS SECTION MUST BE COMPLETED BY THE PROPERTY OWNER/AUTHORIZED AGENT. Please check if you are Owner-Builder CJ. (If you checked as owner-builder you must also complete Section B of this agreement.) ~ J : {\I o/ hAS S *-"':. i• £, Name: (Please print),__ __ _,t!]_.__-=------~--------'---------------- (M.1.) (Last) _ tJ; s ~ , f.+-J,.. S ~h t-'uJ"•h-, a,. t:\ l bi¥ Mailing Address: EmaH· Al (First) -z. "!> \ 'f "-b:r•:::, o @ s c.&.:,.. ~ •. ""'-t....,t-Phone· '\'f 't-1-W • ;~~ · I am: OProperty Owner OProperty Owner's Agent of Record DArchitect of Record o(Engineer of Record. State of California-Registration Number w j J1 Expiration Date: 4'\ l&J r:t· AGREEMENT: I, the undersigned, declare under penalty of perjury under the laws of the State of California, that I have read, understand, acknowledge and promise to comply with the City of Carlsbad requirements for special inspections, structural observations, construction terials testing-and off-site fabrication of building components, as prescribed in the statement of special inspections noted o the a nd, as required by the California Building ~d_,:} ,,-- Signatur · Date: · \ 2,. /_f±:1 h 8. CONTRACTOR'S STATEMENT OF RESPONSIBILITY (07 CBC, Ch 17, Section 1706). This section must be completed by the contractor I builder/ owner-builder. · Contractor's Company Name:. U\Jt.q/.e ~¢?125.e £e> \l..)+~on s T Please check.if you are Owner-Builder Cl Name: (Please print) ___ t,,u~.,:i:-d1!,:..!!:::1t=-_____ ]2.::::_ ________ ~U"'6...'),1:.:<t=-i.(..1.·(A-=<:..:::._~=~-- <Rrstl (M.I.) -.v(Last) Mailing Address:_~-'-'---'~""""""',___I_Z_,i~6:J:c,_. -=-2-__._f,-/-'---w__,yf---=&-+7----=L<:,"-'---'-K-=e~~''--". c:l.._-e...=-_(!___ft-_~9--2:;_o__,_f_o __ Email: f;UJ;i,v kw A-( (;,c.R-<P LU,b, V .e. lov s e $o (c.:>.f-lov, $ < Co t.t-( Phone· (p { 9 -6 7 s -<fY ( 0 State of California Contractor's License Number: 918 I i S--Expiration Date: __._l..,,o_,,J_:5=0"--F-ft_,1'---"'1; __ r 7 • I acknowledge and, am aware, of special requirements contained in the statement of special inspections noted on the approved plans; • I acknowledge that control will be exercised to obtain conformance with the construction documents approved by the . building official; • I will h~ve in-place procedures for exercising control within our (the contractor's) organization, for the method and frequency of reportin and the distribution of the reports; and • I certify that I will ha a qualified person within our (the contractor's) organization to exercise such control. • I will rovide a fin e ort I letter in com /iance with CBC Section 1704.1.2 rior to re uestin final Signature~: -------t~-------~------Date: ~/_. z.---t)'--2._· _7-+/__,_)"'"""J;,_---__ _ I I B-45 Page ·1 of 1 Rev. 08/11 EsGil Corporation In (J?artnersliip witli government for (]Juifaing Safety DATE: 12/28/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-3866 PROJECT ADDRESS: 1896 Rutherford Rd. SET: II PROJECT NAME: Spy Optic Mezzanine Addition D APPLICANT D JURIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. [:g] The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D 1he plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been completed. Persch contacted: Date contacted: (by: Telephone#: ) Email: Mail Telephone Fax In Person [:g] REMARKS: 1. All sheets of the plan shall be signed and sealed by the architect or engineer. (sheets TS, AC-1, EX-1 and EX-2). 2. City to field verify that the path of travel from the parking to the mezzanine and the· bathrooms serving the mezzanine comply with all the current disabled access requirements. By: David Yao Enclosures: EsGil Corporation D GA D EJ D MB D PC 12/21 9320 Chesapeake Drive; Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In (l'artner~liip witff (]overnment for rJ3uiCaing Safety DATE: 12/28/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-3866 SET: II PROJECT ADDRESS: 1896 Rutherford R,d. PROJECT NAME: Spy Optic Mezzanine Addition D APPLICANT D JURIS. D PLAN REVIEWER D FILE D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. ~ The plans transmitted herewith will substantially colT)ply with the jurisdiction's building codes when minor deficiencies identified ·below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: ~ EsGil Corporation staff did not advise the applicant that the plan check has been completed. D EsGil Corporation staff did advise the applicant that the plan check has been iimP.leted. /J . ),l.;A_/l//<.£--. Person contacted:. ____________ .Telep.bone.ft: ____ .___ _. _ .. _ ... F--# r+~L-··· Date contacted: (by: ) Email: /WPII ;w,,.,.,.,.- Mail Telephone Fax In Person / f /lll!rf jq,t» 11fDJ't, 5ff-u;-rs-Jtt,t,J ~ REMARKS: 1; All sheets of the plan shall be signed and sealed by the architect or engineer. (sheets TS, AC-1, EX-1 and EX-2).@City to field verify that the path of travel from the parking to the mezzanine and .the bathroom1 serving the mezzanine comply with all the current disabled access requirements. · j ~ By: David Yao Enclosures: EsGil Corporation D GA D EJ D MB D PC 12/21 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation In Pattnersfi.ip witfi. <Jovernment for <.Bui(aing Safety DATE: 11/23/2015 JURISDICTION: City of Carlsbad PLAN CHECK NO.: 15-3866 PROJECT ADDRESS: 1896 Rutherford Rd. SET:I PROJECT NAME: Spy Optic Mezzanine Addition V,PPLICANT ~ ~URIS. CJ PLAN REVIEWER CJ FILE D ihe 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 tra11smitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list .is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: Anita Thornton D EsGil Corporation staff did not advise the applicant that the plan check has been completed. [8J EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Karen lizarraga Telephone #: 619-873-4410 pate coryacted: I \ ~N~ Email: karenlizarraga@warehousesolutions.com ~ail l,Aelephone Fax In Person D REMARKS: By: David Yao Enclosures: EsGil Corporation D GA D EJ D MB D PC 11/13 9320 Chesapeake Drive, Suite 208 + Sari Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 ~ >' "City of Carlsbad 15-3866 11/23/2015 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 15-3866 OCCUPANCY: S-1 TYPE OF CONSTRUCTION: VB ALLOWABLE FLOOR AREA: SPRINKLERS?: Y? REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 11/23/2015 FOREWORD (PLEASE READ): JURISDICTION: City of Carlsbad USE: storage ACTUAL AREA: 4664 sf STORIES: I/mezzanine HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 11/13 PLAN REVIEWER: David Yao This plan review is limited to the technical requirements contained in the California version of the International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Code sections cited are based on the 2013 CBC, which adopts the 2012 IBC. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process,. please note on this list (or a copy) where each correction item has been addressed, i.e., p·lan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. City of Carlsbad 15-3866 11/23/2015 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 1. All sheets of the plans and the first sheet of the calculations are required to be signed by the licensed architect or engineer responsible for the plan preparation. California State Law. 2. Provide a Building Code Data Legend bn the Title Sheet. Include the following code information for each building proposed: + Sprinklers: Yes or No 3. Provide a statement on the Title Sheet of the plans, stating that this project shall comply with the 2013 California Building Code, which adopts the 2012 IBC and the 2011 NEC. 4. On the cover sheet of the plans, specify any items that will have a deferred submittal (fire sprinklers/alarms, etc.). Additionally, provide the following note on the plans, per Sec. 107.3.4.2: "Submittal documents for deferred submittal items shall be submitted to the registered design professional in responsible charge, who shall review them and forward them to the building official with a notation indicating that the deferred submittal documents have been reviewed and that they have been found to be in general conformance with the design of the building. The deferred submittal items shall NOT be installed until their design and submittal documents have been approved by the building official." 5. Clearly designate any side yards used to justify increases in allowable area based on Section 506.2. 6. -The floor area of a mezzanine need not be included in calculating the area of the story in which it is located (but shall be included in Fire Area). Section 505.2. A mezzanine must be shown to satisfy the maximum area allowed in Section 505.2.1 (the area of the mezzanine should be less than 1/3 of the floor area of room in which the mezzanine located), along with the openness provisions of Section 505.2.3. City of Carlsbad 15-3866 11/23/2015 7. Please provide an exit analysis plan (may be 8 1/2" x 11" or any convenient size). Show in this analysis the occupant load of each area, the general exit flow patterns (by using arrows), accumulated occupant loads and required exit widths. Section 107.2.3. 8. Stairway width must be at least 44 inches when serving 50 or more occupants; 36 inches when less than 50. Section 1009.4. 9. Stairway handrails should not project more than 4½ inches into the required width. Section 1012.8. 10. Provide notes and details on the plans to show compliance with the enclosed "Disabled Access" Review List. 11. Provide minimum structural specifications on the plans to show that all structural materials will comply with the design calculations and building code requirements. Section 107 .2. 12. The plans shall indicate that special inspection will be provided for the following work. (Section 107.2) (if applicable) 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 13, A Statement of Special Inspections, prepared by the registered design professional in responsible charge, shall be submitted. This statement shall include a complete list of materials and work requiring special inspection, the inspections to be performed and an indication whether the special inspection will be continuous or periodic. Section 1704.3. 14. Please explain why using R=3? Which system in table 12.2-1 in ASCE7-10? 15. Does the brace in both directions? Please clarify. 16, How do you get E= 18.410 k-ft for the typical column? Where is the load applied? Please clarify. 17. Provide detail calculation to show the connections (weld size, plate, bolt) between the brace and column, brace and beam is adequate. 18. Please specify the stringer size for the stairway on the plan. 19. Provide electrical plan to show any new or revise lighting and show lighting control comply with the current energy regulation. City of Carlsbad 15-3866 11/23/2015 20. To speed up the review process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 21. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: tJ Yes D No 22. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact David Yao at Esgil Corporation. Thank you. DISABLED ACCESS REVIEW LIST DEPARTMENT OF STATE ARCHITECT TITLE 24 The following disabled access items are taken from the 2013 edition of California Building Code, Title 24. Per Section 1.9.1, all publicly and privately funded public accommodations and commercial facilities shall be accessible to persons with disabilities. • REMODELS, ADDITIONS AND REPAIRS 1. When alterations, structural repairs or additions are made to an existing building, that building, or portion of the building affected, is required to comply with all of the following requirements, per Section 11 B-202.4: • The area of specific alteration, repair or addition must comply as "new" construction. • A primary entrance to the building and the primary path of travel to the altered area, must be shown to comply with all accessibility features. • The path of travel shall include the existing parking. • Existing toilet and bathing facilities that serve the remodeled area must be shown to comply with all accessibility features. • . Existing drinking fountains (if any) must be shown to comply with all acc~ssibility features. • Existing public telephones (if any) must be shown to comply with all accessibility features. • Existing signage. City of Carlsbad 15-3866 11/23/2015 • STAIRWAYS AND HANDRAILS 12' Pt.US TF£.'<lJ WIDTHiY.111. 12' FlUS 1RE.•.O T 'lll!2S£!ltM;i:?.<,M$ili.tlJl:1!'!.•:rJE Till!; i:::?£:CiF.C ?.£:O'JiRSl.19.ff'S or-n,~:?.!,,G,'Ul:.11.T:om;:A~O ARC ,1.,rr;END'roGNlY /1:l'AHAID t-00 SUf~Ol"IGQ!;-<!,lt",;NA~l{JC~iSfRUClX»J. 12'/,IIIN. l ~t '"' ,iW!-0 l'llD71i! lfH-OTilE: E:.\7ER;r:8. S1't!'w S !~L 'i~ltDa lflE ro tttJ,ifil v,1.tir-tN3NG Sm}Fli!S i?Ei1: sec.,me,1..i 2. Show or note that interior stair treads are marked at the upper approach and the lower tread of each stair, by a strip of clearly contrasting color, per Section 11 B- 504.4.1, as follows: a) At least 2" wide (but not more than 4" wide). b) Placed parallel to and not more than 1" from the nose of the step or landing. c) The strip shall be as slip resistant as the other treads of the stair. 3. Note that all tread surfaces comply with Section 11 B-504.3 and 11 B-504.5, as follows: a) Open risers are not permitted. b) Stair treads shall be no less than 11" deep, measured from riser to riser. c) Be slip resistant. d) Have smooth, rounded or chamfered exposed edges. e) Have no abrupt edges at the nosing. f) Nosing shall not project ~ 1 ¼" past the face of the riser above. END OF DOCUMENT City of Carlsbad 15-3866 11/23/2015 [DO NOT PAY -THIS IS NOT AN INVOICE] VALUATION AND PLAN CHECK FEE(fee revised 11/30DY) JURISDICTION: City of Carlsbad PREPARED BY: David Yao BUILDING ADDRESS: 1896 Rutherford Rd. BUILDING OCCUPANCY: S-1 ... BUILDING AREA PORTION ( Sq, Ft.) storage .. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb / Bldg. Perrrit Fee by Ordinance .iJ /. Plan Check Fee by Ordinance .. 'i::J Valuation Multiplier '. .. . _By Ordinan-ce Type of Review: p'. Complete Review r Other . . Reg. Mod. PLAN CHECK NO.: 15-3866 DATE: 11/23/2015 VALUE ($) per city 213,518 - 213,518 $1,030.76) $669.997 r Structural Only r Repetitive Fee ... Hourly E:=~t-® • ~ Repe·ats r: .... $577.23) EsGil Fee ,, II" II" · Comments: fee revised per City·. Sheet 1 of 1 macvalue.doc + /4f~~ ~-\;.;/)?-' ~ CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 11-19-2015 PROJECT NAME: SPY OPTICS MEZZANINE PROJECT ID: CB15-3866 APN: 212-120-03-00 Pl-AN CHECK NO: SET#: 1 ADDRESS: 1896 RUTHERFORD RD. VALUATION: $130,00 , './-!This plan check review is complete and has been APPROVED by the ENGINEERING --Division. By: CG 11/19/15 A Final Inspection by the Division is required i__jYes _{1No •r • • .,., • •: • :, , } • > , • oil,! 't;~ 'i,~• l' • ,• ---.. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on : the attached checklist. Pleas~ res(,.Jbmit amended plans as required. . .. . ·. ' - . , .. Plan :Check Comments have been ·sent to: ANITATHORTON@WAREHOUSESOLUTIONS.COM "· . . You may a/so liave corrections from one or more of the divisions listed below. Approval from thes.e divisions.may, be .re,quire,d prior to the issuance of~ building permit. Resubmitted plans shoulcf inclµde corrections from all div_isions. , ' .. ; ' ~-. : . ,, ; ' , For questions.or clarifications on the att_~,~ed checklist please contact th~ following reviewer as marked: _,._ --~ ' : , -·· PLANNING. . -ENGIN-E;ERING-:FIRE· PR~ENTION, · ,, 760-602-4610 .. 760-602-2750 . ::' ; ' ' 7.60:602-466'5 ~, ,_ ·-.' .,t' " ,,' -, ---., .. ,. --;_-.. ; . ,_ '" ., .. Chris Sexton -:;·· Chris Glasseli I Greg Ryan ; ' 760~602-4624 760-602-2784 760-602-4663 Chris.Sexton@carlsbadca.gov Qhristogher.~lassen@carlsbadca.gov Gregory.Ryan@carlsbadca.gov _,,,,, I..., ·~ ~ ,_' ' Gina Ruiz ' Linda Ontiveros l ,, Cindy Wong 760-602-4675 760-602-2773 ' ' 760-602-4662 -~-~ .. _ "'~· ,-...' Gina.Ruiz@carlsbadca·,gov · ... ·. tinda.6ntiveros@car1sbadca.gov Cynthia.Wong@carlsbadca.gov ' .-··-~r "-· ,-----, Dominic Fieri ' i I l ! L_ : I ~-~-760-602-4664 ·. : : -~ ~~I: , Dbminic.Fieri@carlsbadca.gov Remarks: ...... ~~ '¥. CITY OF CARLSBAD BUILDING PLANCHECK CHECKLIST QUICK-CHECK/APPROVAL Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov ENGINEERING Plan Check for CB15-3866, ·. Date: 11-19-2015 Project Address: 1896 RUTHERFORD RD;:: APN: 212-120-03-00 Project Description: CONSRTUCT NEW STORAGE MEZZANINE OF 4,664 SQ.FT. Valuatiq_n: $130,00 ENGINEERING Contact; CHRIS GLASSEN Phone: 760-602-2784 0 RESIDENTIAL INTERIOR - 0 RESIDENTIAL ADDITION MINOR _(<$20,000.00) 0 CARLSBAD PREMIER OUTLETS 00THER: GYM Email: Chtistopher.Glassen@carlsbadca.gov Fax: 760-602-1052 Gll TENANT IMPROVEMENT · 0 PLAZA CAMINO REAL 0 COMPLETE OFFICE BUILDING r·· .......... ·.-··. -.. -.. -·.· --.. -...... ..,... ·--............. , ....... ·-· -·-· ---.· ........ i ·.-•• -.................... , • . OFFICIAL USE :ONLY . j: ENGINEERING AUTHORIZATION TO iSSUE BUILDING PERMIT . -I I I BY: CG 11/19/15 DATE:11-19-2015 1 REMARKS: PLEASE SEE FEE CAL;CULATION SElOW . Notific~tion of Engineering APPROVAL ha~-ti~~n sent to· ANitATHORTON@WAREHOUSE$OLUTIONS.COM -. ! . . ' -' . ' _, . via EMAIL on. 11·-19-20t5 -I ....... •·• ;;._ • • -• • ...... ,, • -• • --• • -• • -a•• -a-a -a a ~-a ,;......i, a•a ....... ,,; a --a' a -a a ---a a ....... a a -a I.....; a,t E-36 ·· Page 1 of 1 REV 4/30/11 212-120-03-00 .. 'Fee Calculation Worksheet ENGINEERING DIVISION Prepared by: CG Date:·11-19-2015 GEO DATA: ~FMZ: / B&T: Bldg. Permit#: CB15-3866 Address: 1896 RUTHERFORD RD. Fees Update by: Date: 11-19-2015 Fees Update by: Date: 11-19-20ti EDU CALCULATIONS: List types and square footages for all uses. Types of Use: STORAGE Sq.Ft/Units 4,664 Types of Use: Sq.Ft/Units Types of Use: Sq.Ft/Units Types of Use: Sq.Ft./Units · ADT CALCULATIONS: List types and square footages for all uses . . Types of Use: STORAGE Sq.Ft./Units 4,664 Types of Use: Types of Use: Types of Use: FEES REQUIRED: Sq.Fl/Units Sq.Ft./Units Sq.Ft./Units EDU's: .93 EDU's: EDU's: EDU's: ADT's: 9 ADT's: ADT's: ADT's: Within CFD: DYES (no bridge & thoroughfare fee .in District #1, reduces Traffic Impact Fee) ONO 1. PARK-IN-LIEU FEE:ONW QUADRANT QNE QUADRANT OSE QUADARANT OSW QUADRANT -ADT'S/UNITS: I X FEE/ADT: I =$ D 2.TRAFFIC IMPACT FEE: ADT'S/UNITS: 9 I X FEE/ADT: $107 ODIST.#1 FEE/ADT: 3. BRIDGE & THOROUGHFARE FEE: ADT'S/UNITS: ~ 4. FACILITIES MANAGEMENT Fl:E ZONE: ADT'S/UNITS: I X FEE/SQ.FT./UNIT: 5. SEWER FEE 1x FEE/EDU: $881 I =$ 963 ODIST.#2 1=$ I=$ I=$ 819.33 [Z] ODIST.#3 D D [Z] [Z] EDU's .93 BENEFIT AREA: F EDU's .93 6. DRAINAGE FEES: 1x PLDA: FEE/EDU: $3.347 I=$ 3,112.71 0HIGH 0MEDIUM 0LOW ACRES: 7. POTABLE WATER FEES: UNITS CODE IX FEE/AC: I=$ D CONN. FEE · METER FEE SDCWA FEE TOTAL «,~, ~ CLTY OF CARLSBAD PLANNING DIVISION BUILDING PLAN CHECK APPROVAL P-29 DATE: 11-10-15 PROJECT NAME: PROJECT ID: Development Services Planning Division 1635 Faraday Avenue (760) 602-4610 www.carlsbadca.imv PLAN CHECK NO: CB 15-3866 SET#: 1 ADDRESS: 1896 Rutherford Rd APN: 212-120-62-00 IZ! This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required D Yes lgj No You may also have corrections from one or more of the divisions listed below. ApprovaJ from these divisions may be required prior to the-issuance of a building permit. Resubmitted plans should include corrections from all divisions. D This plan check review is NOT COMPLEtE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check APPROVAL has been sent to: anitathornton@warehousesolutions.com _For questions or clarifications on the attached checklist ,please contact the following reviewer as marked: .PLANNING.·_ 76(:}-602'-4610 [SI Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov D Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov D Veronica Morones 760-602-4619 Veronica.Morones@carlsbadca.gov Remarks: D Chris Glassen 760-602-2784 Christopher.Glassen@carlsbadca.gov D ValRay Marshall 760-602-27 41 ValRay.Marshall@carlsbad_!!a.gov D Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov D Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov D CindyWong 760-602-4662 Cynthia.Wong@carlsbadca.gov D Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Sl)ay Even · From: Sent: To: Subject: Anita, Christina Wilson Tuesday, November 17, 2015 5:14 PM anitathornton@warehousesolutions.com; Building FW: CB153866 Spy Optic plans do not need Carlsbad Fire Dept. review CB153866 Spy Optic plans do not need Carlsbad Fire Dept. review. Thank you, Chris Christina Wilson Fire Prevention Secretary City of Carlsbad 1635 Faraday Ave. Carlsbad, CA 92008-7314 www.carlsbadca.gov P 760-602-4665 phone I F 760-602-85'61 1 ,:i... oncepts I I ng1neer1ng 23142 Arroyo Vista Rancho Santa Margarita, CA 92688 Tel: 949-888-8850 Fax: 949-888-8851 · e-mail: mail@sceinc.net Prqject Name : 5PY OPTIC.5 Prqject Number : P-102615-1 Date : 11/02/15 Street Address : 1896 RUTHERFORD RD City/State : CARLSBAD, CA 92008 Scope of Work: PLATFORM, FOOTINGS$ STAIRS DtC 1 7 2015 Corp Office Address: 1615 Yeager Ave -La Verne, CA 91750 1. St;uctural . Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA. Project: SPY OPTICS P-102615-1 Design Specifications Configuration: PLATFORM 48x133 1) The analysis presented herein conforms to the requirements of the 2012 !BC, 2013 CBC and the ASCE 7-10 2) Column steel minimum yield Fy= 46000 psi Beam steel minimum yield Fy= 50000 psi Brace steel minimum yield Fy= 36000 psi Other steel minimum yield Fy= 36000 psi 3) Bolts shall conform to Grade 5 unless noted otherwise on the plans or calculations. 4) Anchor bolts shall be provided by installer per ice reference on plans and calculations herein. Installer must Prqjec1" #: P-102615-1 provide any special inspection as called out on plans or calculations, or as required by the rc;c report indicated herein. 5) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 6) the slab is 611 thick with minimum 2500 psi compressive strength. Soil bearing capacity is 1000 psf. Design Loads Occupancy Load LL= 125.0 psf Framing Dead Load Flooring= 6.0 psf Joist= 3.0 psf Beam= 3.0 psf Misc= 3.0 psf DL= 15;0 psf Ss= 1.066 S1= 0.412 Fa= 1.074 Fv= 1.588 Sos= 0.763 So1= 0.436 Seismic Desi.gn Criteria ·R= 3.000 Importance factor; Ip= 1.000 Seismic Coeff, Cs= D Seismic Design Category= D Seismic Design Method= ASD Frame Type= ASCE; Table 12.2-1 Item H Page cl_ of q7 t St~uctural Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA Project: SPY OPTICS P-102615-1 Project#: P-102615-1 Summary of Components Specifications Connection Beam to Column Connection Live Load= 125 psf Dead Load= 15 psf Top of Deck= 144.0 in Column Fy= 46,000 psi Beam Fy= 50,000 psi Brace Fy= 36,000 psi Base Plate Fy= 36,000 psi Item Column Slab & Soil Interior Base Plate Perimeter Base Plate Corner Base Plate Configuration: PLATFORM 48x133 24.0in 45c\eg. KB Joist Knee Brace ·column Base Plate ~ Beam -, 144.0 in Conceptual Elevation Seismic Design Criteria Ss= 1.066 51= 0.412 Fa= 1.074 Fv= 1.588 Sos= 0.763 501= 0.436 R= 3.000 Importance factor, Ip= 1.000 Seismic Coeff, Cs= 0.254 Seismic Design Category= D Seismic Design Method= ASD Frame Type= ASCE Table 12.2-1 Item H Summary of Components Component TS8x8x3/16 6 in x 2500 psi Slab with 1000 psf soil at grade 14 in x 14 in x 0.625 in thick (Centered Column). (4) anchors per baseplate 14 in x 14 in x 0.625 in thick (Centered Column). (4) anchors per baseplate 14 in x 14 in x 0,625 in thick Centered Column). (4) anchors per baseplate Anchor 0.625 in diam x 4 in embedment Hilti Kwikbolt TZ Wedge wedge anchors per base with inspection Knee Brace L3x3x1/4 (Rise/Run=24 in min) Knee Brace Conn (1) 1 in diam Grade 5 Bolts per end Joist to Beam Conn PL6x7x3/8 with (2) 0.75 in diam Grade 5 bolts Beam toColumn Conn WT7x11 (6) 0.75 in diam Grade 5 bolt (bolt spacing 3"c.c. & 1.5'' edge to center Typ or better) Joist W12x14 @ 48"oc Beam See sheet S-1 Floor Deck 1-1/2" x 20 ga B deck w/ 3/4" Plywood attach w/#12 Tek@ 6" & 12" o.c. r-uu, ,,..,,_, -~· " ~~· _ vvnc:Kc: ;;,nuvv,. A 1 1 A1...nc:u 1-'a e' or 92 Yl 1-Structural Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fox: 714.632.7763 . By: AA Prqfeci: SPY OPTICS P-102615-1 Prqject #: P-102615-1 ==:::::::=========::::;:::::::::;:::::::::::::::;:::::::::::;::;::::::::;;:::;::;:::::::::::::;:::::;::::::::::::::::::::================:::::!!=================== Loads Configuration: PLATFORM48x133 Dead loads Live Loads Flooring.............................. 6.0 psf LL ................. . 125.0 psf Joist................................... 3.0 psf Beam ................................. 3.0 psf Misc/HVAC....................... 3.00 psf. -------------15.00 psf Seismic Load Lateral analysis is performed with regard to the 2012 IBC, 2013 CBC & ASCE 7-10 section 12.8.1, using Equivilant Lateral Force procedure ** For storage live loads, 25% of llve load is considered in the determination of the effective seismic weight (W) per ASCE 7-10 section 12.7.2, item 2 V= Cs*W/R es-mini= Sds*Ie/R = 0.2544 Cs-min2= 0.044*Sds*I = 0.0336 Cs-min3= 0.55*S1/(R/Ie) = 0.0076 eqtn 12.8-1 eqtn 12.8-5 eqtn 12.8-5 eqtn 12.8-6 if51>=0.6 Cs-min3 does not aop/y Framing weight, DL=D= 15 psf Deck Live Load, LL=L= 125 psf ** Leff=LL/4= 31.25 psf ** Effective Seismic Weight,. W= (DL +LLeff) = 46.25 psf H (TOD)= 144.00 in Frame Depth= 240.00 in Seismic Design Coeff Ss= 1.066 S1= 0.412 Fa= 1.074 Fv= 1.588 ..------C-s--e-ff-=-0-.2-5_44_· ------.1 v_co~I --rr============;, Ir Sds= 0.763 Sdl= 0.436 ** R= 3.00 I=Ie= 1.00 Site Class= D Seismic Des. Catag= D rho= 1.00 Omega= 3.00 1.0 + 0.10*Sds= 1.076 1.0 + 0.20*Sds= 1.153 Vtransv=E= 0.2544 * 46.25 psf = 11.8 psf Column Shear= 11.8 psf * Trib Area per Column See table below H (TOD)= 144.0 in h1= 100.0 in M= Vcol*hl/2 Table 1. ASD Format Loads for Platform Columns Colum11 Trib Area Base Shear; V. Interior B4 39Q ftA2 4,599Ib Perimeter F4 275 ftA2 3,240 lb Corner, Al 117 ftA2 1,386 lb hl 5,846 lb 4,119 lb 34,324 lb 1,762Ib 14,681 lb The following load combinations shall be checked herein for ASD loading on the steel components: 1) LC1: D + L ASCE Sec 2.4.1 eqtn 2 2) LC2: D + 0.75L+0.75?1<0.7E ASCE Sec 2.4.1 eqtn 6b D + 0.7S*L + 0.52S*E 3) LC3: (1.0 + 0.10*Sds)D + 0.52S*rho*E + 0.75L ASCE Sec 12.4.2.3, eqtn 6b 1.0763*0 + 0.525*E + 0.75*L <<=== by inspection, this governs over LC2 4) LC4! (1.0 + 0.20*Sds)D + Omega*E + Leff ASCE Sec 12.4.3.2, eqtn 5 1.153*0 + Omega*E + Leff Only for OMRF components 1 Description: JOIST DETAIL 5 SHT SD-1 W12x14@48" OC Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Cornbination Set: 2006 IBC & ASCE 7-05 P~iilBi~~r~ ,.~ *hffll1,~t;\r:~r#~;~Z~~ift~~~i~f~:~~ < .~.OO~J-U~i.,._,,_.,,~ f,.., ... t"...J"'!~-~ . .,,~ .. ~"!!:.,,,_'<~--· ,c, ~-f,":,~,.,1 tl · -~-..:;1v,,. v~tii~.-¼" ,.,. , , §' Project Title: En9ineer: Proiect Descr: Project ID: Printed: 2 NOV 2015. 3:03PM Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 t,il!)'~~~~J1;,t~~~0'.7[1{~ir~;~.s~~:~;~£(1Z~'.t~:~~'&1:;:~'R ~;~~~~lf;\Q(l~tg,~~,J.!9!1!§:-?l~~5~1Y~:¢ !,rJt~>;::v.i~:>f'~{~,i-.,~·t'f'-:-/ j .\''>~'.' }'f~J First Brace starts at 4.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 4.0 ft W12x14 Service loads entered. Load Factors will be applied for calculations. Beam self weii:iht NOT internally calculated and added Uniform Load: D = 0.0150, L = 0.1250 ksf, Tributary Width= 4.0ft ?;;(5E$}GYJ;{liiKl'NiXR!l~lf!51t/P:t1fi~J:tfflvt1~?fiI~'}:f~{~~?!~ Section used for this span W12x14 Section used for this span Ma: Applied · 21.023 k-ft Va: Applied rMaxfm""un-tse"'nafri"ii'"St~es·stR~tfc,·-;; __ ;:of., •.•• '" ... , ....... o:528 :1 ---""fi,'1aximum Shear Stress Ratio = Mn/ Omega : Allowable 39.801 k-ft Vn/Omega : Allowable Load Combination +D+L Load Combination Location of maximum on span 8.665ft Location of maximum on span Span # where maximum occurs Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.398 in 0.000 in 0.446 in 0.000 in ~'"~JNi~mttmTE~ici.s"fBtrlsiei:;1or:r11ra:a;:01rmS1nM'ioti~ f,, ... ,H=··3,, ... _ "' ', :::i ·:.:, ~ 1;;:i~, s-:i ,,, ,, >j;:: ;,z. ·'fi:i •!' ·~, -'' -·~h.-;,;;, -:.""''-, .,.-;;,.( f .... , Load Combination Max Stress Ratios Segment Length Span# M V Mtnax+ D Only Dsgn. L= 3.99ft 1 0.037 0.012 1.60 Dsgn. L= 3.99ft 1 0.053. 0.007 2.24 Dsgn. L= 3.99ft 1 0.057 0.005 2:25 Dsgn. L= 3.99ft 1 0.044 0.010 1.93 Dsgn.L= 1.39 ft 1 0.015 0.012 0.66 +D+L Dsgn. L= 3.99ft 1 0.343 0.113 14.89 Dsgn. L= 3.99ft 1 · 0.494 0.061 20.89 Dsgn. L= 3.99ft 1 0.528 0.043 21.02 Dsgn. L= 3.99 ft 1 0.414 0.095 17.99 Dsgn. L= 1.39 ft 1 0.143 0.113 6.19 +D+Lr Dsgn. L= 3.99ft 1 0.037 0.012 1.60 Dsgn. L= 3.99 ft 1 0.053 0.007 2.24 Dsgn. L= 3.99 ft 1 0.057 0.005 2:25 Dsgn. L= 3.99ft 1 0.044 0.010 1.93 Ratio= Ratio= Ratio= Ratio= Mmax- 1.60 1.93 0.66 14.89 17.99 6.19 1.60 1.93 0.66 522 0 <360 466 0 <240 Summary of Moment Values Ma-Max Mnx Mnx/Omega Cb Rm 1.60 72.50 43.41 1.55 1.00 2.24 70.56 42.25 1.09 1.00 2.25 66.47 39.80 1.02 1.00 1.93 72.50 43.41 1.28 1.00 0.66 72.50 43.41 1.63 1.00 14.89 72.50 43.41 1.55 1.00 20.89 70.56 42.25 1.09 1.00 21.02 66.47 39.80 1.02 1.00 17.99 72.50 43.41 1.28 1.00 6.19 72.50 43.41 1.63 1.00 1.60 72.50 43.41 1.55 1.00 2.24 70.56 42.25 1.09 1.00 2.25 66.47 39.80 1.02 1.00 1.93 72.50 43.41 1.28 1.00 Dsgn. L= 1.39ft 1 0.015 0.012 0.66 5 of-~1 72.50 43.41 1.63 1.00 +D+S Dsgn. L= 3.99 ft 1 0.037 0.012 1.60 72.50 43.41 1.55 1.00 Dsgn. L= 3.99ft 1 0.053 0.007 2.24 1.60 2.24 70.56 42.25 1.09 1.00 Design OK 0.113: 1 W12x14 4.852 k 42.754 k +D+L 0.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.52 71.40 42.75 0.28 71.40 42.75 0.20 71.40 42.75 0.44 71.40 42.75 0.52 71.40 42.75 4.85 71.40 42.75 2.62 71.40 42.75 1.84 71.40 42.75 4.08 71.40 42.75 4.85 71.40 42.75 0.52 71.40 42.75 0.28 71.40 42.75 0,20 71.40 42.75 0.44 71.40 42.75 0.52 71.40 42.75 0.52 71.40 42.75 0.28 71.40 42.75 Title\ Block Line 1 Project Title: Project ID: 't You can change this area En~ineer: using the "Settings" menu item Pro1ect Descr: and then using the "Printing & Title Block" selection. Ti e Block Line Description: JOIST DETAIL 5 SHT SD-1 W12x14@48" OC Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Len'gth Span# M V Mmax + Mmax -Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L= 3.99 ft 1 0:057 0.005 2.25 1.93 2.25 66.47 39.80 1.02 1.00 0.20 71.40 42.75 Dsgn. L = 3.99 ft 1 0.044 0.010 1.93 0.66 1.93 72.50 43.41 1.28 1.00 0.44 71.40 42.75 Dsgn. L= 1.39 ft 1 0.015 0.012 0.66 0.66 72.50 43.41 1.63 1.00 0.52 71.40 42.75 +D+0.750Lr+0.750L Dsgn. L= 3.99ft 1 0.266 0.088 11.57 11.57 72.50 43.41 1.55 1.00 3.77 71.40 42.75 Osgn. L = 3.99 ft 1 0.384 0.048 16.23 11.57 16.23 70.56 42.25 1.09 1.00 2.04 71.40 42.75 Dsgn. L= 3.99ft 1 0.410 0.034 16.33 13.97 16.33 66.47 39.80 1.02 1.00 1.43 71.40 42.75 Dsgn. L= 3.99ft 1 0.322 0.074 13.97 4.81 13.97 72.50 43.41 1.28 1.00 3.17 71.40 42.75 Dsgn. L= 1.39 ft 1 0.111 0.088 4.81 4.81 72.50 43.41 1.63 1.00 3.77 71.40 42.75 +D+0.750L+0.750S Dsgn. L= 3.99ft 1 0.266 0.088 11.57 11.57 72.50 43.41 1.55 1.00 3.77 71.40 42.75 Dsgn. L= 3.99 ft 1 0.384 0.048 16.23 11.57 16.23 70.56 42.25 1.09 1.00 2.04 71.40 42.75 Dsgn. L= 3.99 ft 1 0.410 0.034 16.33 13.97 16.33 66.47 39.80 1.02 1.00 1.43 71.40 42.75 Dsgn. L= 3.99 ft 1 0.322 0.074 13.97 4.81 13.97 72.50 43.41 1.28 1.00 3.17 71.40 42.75 Dsgn. L= 1.39 ft 1 0.111 0.088 . 4.81 4.81 72.50 43.41 1.63 1.00 3.77 71.40 42.75 +D+W Dsgn. L= 3.99ft 1 0.037 0.012 1.60 1.60 72.50 43.41 1.55 1.00 0.52 71.40 42.75 Dsgn. L= 3.99 ft 1 0.053 0.007 2.24 1.60 2.24 70.56 42.25 1.09 1.00 0.28 71.40 42.75 Dsgn. L= 3.99ft 1 0.057 0.005 2.25 1.93 2.25 66.47 39.80 1.02 1.00 0.20 71.40 42.75 Dsgn. L= 3.99ft 1 0.044 0.010 1.93 0.66 1.93 72.50 43.41 1.28 1.00 0.44 71.40 42.75 Dsgn. L= 1.39 ft 1 0.Q15 0.012 0.66 0.66 72.50 43.41 1.63 1.00 0.52 71.40 42.75 +D+0.70E Dsgn. L= 3:99 ft 1 0.037 · 0.012 1.60 1.60 72.50 43.41 1.55 1.00 0.52 71.40 42.75 Dsgn. L= 3.99ft 1 0.053 0.007 2.24 1.60 2.24 70.56 42.25 1.09 1.00 0.28 71.40 42.75 Dsgn.L= 3.99ft 1 0.057 0.005 2.25 1.93 2.25 66.47 39.80 1.02 1.00 0.20 71.40 42.75 Dsgn. L= 3.99 ft 1 0.044 0.010 1.93 0.66 1.93 72.50 43.41 1.28 1.00 0.44 71.40 42.75 Dsgn. L= 1.39 ft 1 0.015 0.012 0.66 0.66 72.50 43.41 1.63 1.00 0.52 71.40 42.75 +D+0.750Lr+0.750L +0.750W Dsgn. L= 3.99ft 0.266 0.088 11.57 11.57 72.50 43.41 1.55 1.00 3.77 71.40 42.75 l;)sgn. L= 3.99ft 0.384 0.048 16.23 11.57 16.23 70.56 42.25 1.09 1.00 2.04 71.40 42.75 Dsgn. L= 3.99ft 0.410 0.034 16.33 13.97 16.33 66.47 39.80 1.02 1.00 1.43 71.40 42.75 Dsgn. L = 3.99 ft 0.322 0.074 13.97 4.81 13.97 72.50 43.41 1.28 1.00 3.17 71.40 42.75 Dsgn. L= 1.39 ft 0.111 0.088 4.81 4.81 72.50 43.41 1.63 1.00 3.77 71.40 42.75 +D+0.750L +0.750S+0.750W Dsgn. L= 3.99ft 1 0.266 0.088 11.57 11.57 72.50 43.41 1.55 1.00 3.77 71.40 42.75 Dsgn. L= 3.99ft 1 0.384 0.048 16.23 11.57 16.23 70.56 42.25 1.09 1.00 2.04 71.40 42.75 Dsgn. L= 3.99 ft 1 0.410 0.034 16.33 13.97 16.33 66.47 39.80 1.02 1.00 1.43 71.40 42.75 Dsgn. L= 3.99 ft 1 0.322 0.074 13.97 4.81 13.97 72.50 43.41 1.28 1.00 3.17 71.40 42.75 Dsgn. L= 1.39 ft 1 0.111 0.088 4.81 4.81 72.50 43.41 1.63 1.00 3.77 71.40 42.75 +D+0.750Lr+0.750L +0.5250E Dsgn.L= 3.99ft 1 0:266 0.088 11.57 11.57 72.50 43.41 1.55 1.00 3.77 71.40 42.75 Dsgn. L= 3.99ft 1 0.384 0.048 16.23 11.57 16.23 70.56 42.25 1.09 1.00 2.04 71.40 42.75 Dsgn. L= 3.99ft 1 0.410 0.034 16.33 13.97 16.33 66.47 39.80 1.02 1.00 1.43 71.40 42.75 Dsgn. L= 3.99 ft 1 0.322 0.074 13.97 4.81 13.97 72.50 43.41 1.28 1.00 3.17 71.40 42.75 Dsgn. L= 1.39 ft 1 0.111 0.088 4.81 4.81 72.50 43.41 1.63 1.00 3.77 71.40 42.75 +D+0.750L +0.750S+0.5250E Dsgn. L= 3.99 ft 0.266 0.088 11.57 11.57 72.50 43.41 1.55 1.00 3.77 71.40 42.75 Dsgn. L= 3.99 ft 0.384 0.048 16.23 11.57 16.23 70.56 42.25 1.09 1.00 2.04 71.40 42.75 Dsgn. L= 3.99 ft 0.410 0.034 16.33 13.97 16.33 66.47 39.80 1.02 1.00 1.43 71.40 42.75 Dsgn. L= 3.99ft 0.322 0.074 13.97 4.81 13.97 72.50 43.41 1.28 1.00 3.17 71.40 42.75 Dsgn. L= 1.39 ft 0.111 0.088 4.81 4.81 72.50 43.41 1.63 1.00 3.77 71.40 42.75 +0.60D+W Dsgn. L= 3.99ft 1 0.022 0.007 0.96 0.96 72.50 43.41 1.55 1.00 0.31 71.40 42.75 Dsgn. L= 3.99 ft 1 0.032 0.004 1.34 0.96 1.34 70.56 42.25 1.09 1.00 0.17 71.40 42.75 Dsgn. L= 3.99 ft 1 0.034 0.003 1.35 1.16 1.35 66.47 39.80 1.02 1.00 0.12 71.40 42.75 .Dsgn. L = 3.99ft 1 0.027 0.006 1,16 0.40 1.16 72.50 43.41 1.28 1.00 0.26 71.40 42.75 Dsgn.L= 1.39 ft 1 0.009 0.007 0.40 0.40 72.50 43.41 1.63 1.00 0.31 71.40 42.75 +0.60D+0.70E Dsgn. L = 3.99 ft 1 0.022 0.007 0.96 0.96 72.50 43.41 1.55 1.00 0.31 71.40 42.75 Dsgn.'L= 3.99ft 1 0.032 0.004 1.34 0.96 1.34 70.56 42.25 1.09 1.00 0.17 71.40 42.75 Dsgn. L= 3.99ft 1 0.034 0.003 1.35 1.16 1.35 66.47 39.80 1.02 1.00 0.12 71.40 42.75 Dsgn. L= 3.99ft 1 0.027 0.006 1.16 0.40 1.16 72.50 43.41 1.28 1.00 0.26 71.40 42.75 Dsgn .. L = 1.39 ft 1 0.009 0.007 0.40 0.40 72.50 43.41 1.63 1.00 0.31 71.40 42.75 ~ .. ~r~r1111'>";~:J-";_.;'.~),f~-1t-:11ea~t",.'~;~~~ ~":,a'f"'l?;P";-,'._'',\''..$.',?'f~'»~-~-,;,;«,·ff,-=),,(~r-~·~,~) .. <~'i.fi ~i<. 1~~ .J, ... ~X,Jfl!l)JJt";;~ ,,, _ !9.)'.1~~2~::i\·t{Jr.~1{t).t:,,:,-.d::g;,1~·1\·{'1t'h~·,,t~'f'.*'f-Pi Load Combination Span Max."·" Deft Location in Span Max. "+"Deft Location in Span +D+L 1 0.4459 8.752 0.0000 0.000 Title Block Line 1 You can change this area using the "Settings• menu item and then using the "Printing & Title Block' selection. Tit . 6 ,. Description : JOIST DETAIL 5 SHT SD-1 W12x14 @48" OC Load Combination Overall MAXimum Overall MINimum DOnly +D+L -!{)+Lr +D+S +D+0.750Lr+0.750L +D+0.750L+0.750S +D+W +D+0.70E +D+0.750Lr+0.750L+0.750W +D+0.750L+0.750S+0.750W +D+0.750Lr+0.750L+0.5250E +D+0.750L +0.750S+0.5250E +0.60D+W +0.60D+0.70E DOnly Lr Only LOnly sonly WOnly EOnly HOnly Support 1 4.852 0.312 0.520 4.852 0.520 0.520 3.769 3.769 0.520 0.520 3.769 3.769 3.769 3.769 0.312 0.312 0.520 4.333 Support2 4.852 0.312 0.520 4.852 0.520 0.520 3.769 3.769 0.520. 0.520 3.769 3.769 3.769 3.769 0.312 0.312 0.520 4.333 Project Title: Engineer: Project Descr: Project ID: Support notation : Far left is #1 Values in KIPS Till~ Block Line 1 You can change this area using the •settings' menu item and then using the "Printing & Title Block" selection. Ti "i-s6~= Description : BEAM DETAIL 3C W18x60 Project Title: En~ineer: PrOJect Descr: Project ID: Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 First Brace starts at 4.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 4.0 ft --------------------------·-----" --·---------------ririri~; • + 0/0.261;(2.175) + • W18x60 Service loads entered. Load Factors will be applied for calculations. Beam self weiQht NOT internally calculated and added Uniform Load: D = 0.0150, L = 0.1250 ksf, Tributary Width= 17.40 ft ~~jiJEsfG'RFSifMM.Bf~1?;.R~G~~/;..":7~:<,~~~rr(~~-~:~;-:i;~::%~:.~Jfr:r~;~ ~~;,~<..i: ...... ..u, .... ~-'-b.u..~~.:.\'Ei;J.:~:1i-JL~-:i~2.:~:.;.r:-~£:.1.:£::~~\:s,<:~/.::.::.,;.J::.~t'.:..i.. ___ .. ____ _ I Maximum Bending Stress Ratio = 0;684: 1 Maximum Shear Stress Ratio = ...... --·-·----- ! Section used for this span W18x60 Section used for this span i Ma : Applied 209.820 k-ft Va : Applied I Mn / Omega : Allowable 306.886 k-ft Vn/Omega : Allowable Load Combination +D+L Load Combination Location of maximum on span 13.125ft Location of maximum on span Span # where maximum occurs Span# 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.821 in Ratio= 383 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.919 in Ratio= 343 Max Upward Total Deflection 0.000 in Ratio= 0 <240 t:f#J"'""iifui"'li'.'.Fird'Tx ·-.JStreiin"".Mt'.I!Ba11fo'~mmnatio'','\r •• , .. -~-.,, ... m .. """· ...... 111, .,." .... , -·· .. ,.·-.. "·· .,. ... ,. o, .... ~.,.. .... 11 .. ,, Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mnx/Omega Cb Rm DOnly Dsgn. L= 3.94ft 1 0.037 0.023 11.47 11.47 512.50 306.89 1.61 1.00 Dsgn. L= 3.94ft 1 0.062 0.016 18.88 11.47 18.88 512.50 306.89 1.17 1.00 Dsgri. L= 4.07ft 1 0.073 0.009 22.30 18.88 22.30 512.50 306.89 1.05 1.00 Dsgn. L= 3.94 ft 1 0.073 0.005 22.48 21.49 22.48 512.50 306.89 1.01 1.00 Dsgn. L= 4.07ft 1 0.070 0.012 21.49 16.40 21.49 512.50 306.89 1.08 1.00 Dsgn. L= 3.94ft 1 0.053 0.019 16.40 7.36 16.40 512.50 306.89 1.24 1.00 Dsgn. L= 2.36ft 1 0.024 0.023 +D-+L 7.3q 7.36 512,50 306.89 1.59 1.00 Dsgn. L= 3.94ft 1 0.349 0.212 107.01 107.01 512.50 306.89 1.61 1.00 Dsgn. L= 3.94ft 1 0.574 0.148 176.25 107.01 176.25 512.50 306.89 1.17 1.00 Dsgn. L= 4.07ft 1 0.678 0.085 208.12 176.25 208.12 512.50 306.89 1.05 1.00 Dsgn. L= 3.94ft 1 0.684 0.044 209.82 200.57 209.82 512.50 306.89 1.01 1.00 Dsgn. L= 4.07 ft 1 0.654 0.110 200.57 153.08 200.57 512.50 306.89 1.08 1.00 Dsgn. L= 3.94ft 1 0.499 0.174 153.08 68.74 153.08 512.50 306,89 1.24 1.00 Dsgn. L= 2.36ft 1 0.224 0.212 68.74 ff ~1 512.50 306.89 1.59 1.00 +D-+L~ Dsgn. L= 3.94ft 1 0.037 0.023 11.47 7 512.50 306.89 1.61 1.00 Dsgn. L= 3.94 ft 1 0.062 O.Q16 18.88 11.47 18.88 512.50 306.89 1.17 1.00 Dsgn. L= 4.07ft 1 0.073 0.009 22.30 18.88 22.30 512.50 306.89 1.05 1.00 Dsgn. L= 3.94 ft 1 0.073 0.005 22.48 21.49· 22.48 512.50 306,89 1.01 1.00 Design OK 0.212 : 1 W18x60 31.973 k 151.060 k +D+L 0.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 3.43 226.59 151.06 2.40 226.59 151.06 1.37 226.59 151.06 0.72 226.59 151.06 1.78 226.59 151.06 2.81 226.59 151.06 3.43 226.59 151.06 31.97 226.59 151.06 22.38 226.59 151.06 12.79 226.59 151.06 6.71 226.59 151.06 16.63 226.59 151.06 26.22 226.59 151.06 31.97 226.59 151.06 3.43 226.59 151.06 2.40 226.59 151.06 1.37 226.59 151.06 0.72 226.59 151.06 Title Block Line 1 Project Title: 1-You can changethis area En9ineer: Project ID: using the 'Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Ti Block Line 6 Description : BEAM DETAIL 3C W18x60 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 4.0Tft 1 0.070 0.012 21.49 16.40 21.49 512.50 306.89 1.08 1.00 1.78 226.59 151.06 Dsgn. L = 3.94 ft 1 0.053 0.019 16.40 7.36 16.40 512.50 306.89 1.24 1.00 2.81 226.59 151.06 Dsgn. L = 2.36 ft 1 0.024 0.023 7.36 7.36 512.50 306.89 1.59 1.00 3.43 226.59 151.06 +D+S Dsgn. L= 3.94 ft 1 0.037 0.023 11.47 11.47 512.50 306.89 1.61 1.00 3.43 226.59 151.06 Dsgn. L= 3.94 ft 1 0.062 0.016 18.88 11.47 18.88 512.50 306.89 1.17 1.00 2.40 226.59 151.06 Dsgn. L= 4.07ft 1 0.073 0.009 22.30 18.88 22.30 512.50 306.89 1.05 1.00 1.37 226.59 151.06 Dsgn. L= 3.94ft 1 0.073 0.005 22.48 21.49 22.48 512.50 306.89 1.01 1.00 0.72 226.59 151.06 Dsgn. L= 4.07ft 1 0.070 0.012 21.49 16.40 21.49 512.50 306.89 1.08 1.00 1.78 226.59 151.06 Dsgn.L= 3.94 ft 1 0:053 0.019 16.40 7.36 16.40 512.50 306.89 1.24 1.00 2.81 226.59 151.06 Dsgn. L = 2.36 ft 1 0.024 0.023 7.36 7.36 512.50 306.89 1.59 1.00 3.43 226.59 151.06 +D+0.750Lr+0.750L Dsgn. L = ~.94 ft 1 0.271 0.164 83.12 83.12 512.50 306.89 1.61 1.00 24.84 226.59 151.06 Dsgn. L = 3.94 ft 1 0.446 0.115 136.91 83.12 136.91 512.50 306.89 1.17 1.00 17.39 226.59 151.06 Dsgn. L = 4.07 ft 1 0.527 0.066 161.66 136.91 161.66 512.50 306.89 1.05 1.00 9.93 226.59 151.06 Dsgn. L = 3.94 ft 1 0.531 0.035 162.98 155.80 162.98 512.50 306.89 1.01 1.00 5.22 226.59 151.06 Dsgn. L = 4.07ft 1 0.508 0.085 155.80 118.91 155.80 512.50 306.89 1.08 1.00 12.91 226.59 151.06 Dsgn. L = 3.94 ft 1 0.387 0.135 118.91 53.39 118.91 512.50 306.89 1.24 1.00 20.37 226.59 151.06 Dsgn. L = 2.36 ft 1 0.174 Q.164 53.39 53.39 512.50 306.89 1.59 1.00 24.84 226.59 151.06 +D+0.750L +0.750S Dsgn. L = 3.94 ft 1 0.271 0.164 83.12 83.12 512.50 306.89 1.61 1.00 24.84 226.59 151.06 Dsgn. L = 3.94 ft 1 0.446 0.115 136.91 83.12 136.91 512.50 306.89 1.17 1.00 17.39 226.59 151.06 Dsgn. L = 4;07 ft 1 0.527 0;066 161.66 136.91 161.66 512.50 306.89 1.05 1.00 9.93 226.59 151.06 Dsgn. L = 3.94 ft 1 0.531 0.035 162.98 155.80 162.98 512.50 306.89 1.01 1.00 5.22 226.59 151.06 Dsgn. L = 4.07 ft 1 0.508 0.085 155.80 118.91 155.80 512.50 306.89 1.08 1.00 12.91 226.59 151.06 Dsgn. L = 3.94 ft 1 0.387 0.135 118.91 53.39 118.91 512.50 306.89 1.24 1.00 20.37 226.59 151.06 Dsgn. L = 2.36 ft 1 0.174 0.164 53.39 53.39 512.50 306.89 1.59 1.00 24.84 226.59 151.06 +D+W Dsgn. L = 3.94ft 1 0.037 0.023 11.47 11.47 512.50 306.89 1.61 1.00 3.43 226.59 151.06 Dsgn. L= 3.94ft 1 0.062 0.016 18.88 11.47 18.88 512.50 306.89 1.17 1.00 2.40 226.59 151.06 Dsgn. L = 4.07ft 1 0.073 0.009 22.30 18.88 22.30 512.50 306.89 1.05 1.00 1.37 226.59 151.06 Dsgn. L= 3.94ft 1 0.073 0.005 22.48 21.49 22.48 512.50 306.89 1.01 1.00 0.72 226.59 151.06 Dsgn. L= 4;07ft 1 0.070 0.012 21.49 16.40 21.49 512.50 306.89 1.08 1.00 1.78 226.59 151.06 Dsgn. L= 3.94ft 1 0.053 0.019 16.40 7.36 16.40 512.50 306.89 1.24 1.00 2.81 226.59 151.06 bsgn. L = 2.36 ft j 0.024 0.023 7.36 7.36 512.50 306.89 1.59 1.00 3.43 226.59 151.06 +D+0.70E Dsgn. L= 3.94 ft 1 0.037 0.023 11.47 11.47 512.50 306.89 1.61 1.00 3.43 226.59 151.06 Dsgn. L= 3.94ft 1 0.062 0.Q16 18.88 11.47 18.88 512.50 306.89 1.17 1.00 2.40 226.59 151.06 Dsgn. L= 4.07 ft 1 0.073 0.009 22.30 18.88 22.30 512.50 306.89 1.05 1.00 1.37 226.59 151.06 Dsgn. L= 3.94ft 1 0.073 0.005 22.48 21.49 22.48 512.50 306.89 1.01 1.00 0.72 226.59 151.06 Dsgn. L= 4.07ft 1 0.070 0.012 21.49 16.40 21.49 512.50 306.89 1.08 1.00 1.78 226.59 151.06 Dsgn. L= 3.94ft 1 0.053 0.019 16.40 7.36 16.40 512.50 306.89 1.24 1.00 2.81 226.59 151.06 Dsgn. L = 2.36 ft 1 0.024 0.023 7.36 7.36 512.50 306.89 1.59 1.00 3.43 226.59 151.06 +D+0.750Lr+0.750L +0.750W Dsgn. L = 3.94 ft 1 0.271 0.164 83.12 83.12 512.50 306.89 1.61 1.00 24.84 226.59 151.06 Dsgn. L = 3.94 ft 1 0.446 0.115 136.91 83.12 136.91 512.50 306.89 1.17 1.00 17.39 226.59 151.06 Dsgn. L = 4.07 ft 1 0.527 0.066 161.66 136.91 161.66 512.50 306.89 1.05 1.00 9.93 226.59 151.06 Dsgn. L = 3.94 ft 1 0.531 0.035 162.98 155.80 162.98 512.50 306.89 1.01 1.00 5.22 226.59 151.06 Dsgn. L = 4.07 ft 1 0.508 0.085 155.80 118.91 155.80 512.50 306.89 1.08 1.00 12.91 226.59 151.06 Dsgn. L = 3.94 ft 1 0.387 0.135 118.91 53.39 118.91 512.50 306.89 1.24 1.00 20.37 226.59 151.06 Dsgn. L = 2.36 ft 1 0.174 0.164 53.39 53.39 512.50 306.89 1.59 1.00 24.84 226.59 151.06 +D+0.750L +0.750S+0.750W Dsgn. L = 3.94 ft 1 0.271 0.164 83.12 83.12 512.50 306.89 1.61 1.00 24.84 226.59 151.06 Dsgn. L = 3.94 ft 1 0.446 0.115 136.91 83.12 136.91 512.50 306.89 1.17 1.00 17.39 226.59 151.06 Dsgn. L = 4.07 ft 1 0.527 0.066 161.66 136.91 161.66 512.50 306.89 1.05 1.00 9.93 226.59 151.06 Dsgn. L = 3.94 ft 1 0.531 0:o35 162.9a 155.80 162.98 512.50 306.89 1.01 1.00 5.22 226.59 151.06 Dsgn. L = 4.07 ft 1 0.508 0.085 155.80 118.91 155.80 512.50 306.89 1.08 1.00 12.91 226.59 151.06 Dsgn. L = 3.94 ft 1 0.387 0.135 118.91 53.39 118.91 512.50 306.89 1.24 1.00 20.37 226.59 151.06 Dsgn. L = 2.36 ft 1 0.174 0.164 53.39 53.39 512.50 306.89 1.59 1.00 24.84 226.59 151.06 +D+0.750Lr+0.750L +0.5250E Dsgn. L = 3.94 ft 1 0.271 0.164 83.12 83.12 512.50 306.89 1.61 1.00 24.84 226.59 151.06 Dsgn. L = 3.94 ft 1 0.446 0.115 136.91 83.12 136.91 512.50 306.89 1.17 1.00 17.39 226.59 151.06 Dsgn. L = 4.07 ft 1 0.527 0.066 16t66 136.91 161.66 512.50 306.89 1.05 1.00 9.93 226.59 151.06 Dsgn. L = 3.94 ft 1 0.531 0.035 162.98 155.80 162.98 512.50 306.89 1.01 1.00 5.22 226.59 151.06 Dsgn. L = 4.07 ft 1 0.508 0.085 155.80 118.91 155.80 512.50 306.89 1.08 1.00 12.91 226.59 151.06 Dsgn. L = 3.94 ft 1 0.387 0.135 118.91 53.39 118.91 512.50 306.89 1.24 1.00 20.37 226.59 151.06 Dsgn. L = 2.36 ft 1 0.174 0.164 53.39 q 013.39 lf!12.5o 306.89 1.59 1.00 24.84 226.59 151.06 +D+0.750L +0.750S+0.5250E Dsgn. L = 3.94 ft 0.271 0:164 83.12 83.12 12.50 306.89 1.61 1.00 24.84 226.59 151.06 Title Block Line 1 Project Title: \ You can change this area En9ineer: Project ID: using the "Settings• menu item ProJect Descr: and then using the "Printing & Title Block' selection. Title Bio Description: BEAM DETAIL 3C W18x(>0 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 3.94 ft 1 0.446 0.115 136.91 83.12 136.91 512.50 306.89 1.17 1.00 17.39 226.59 151.06 Dsgn. L = 4.07 ft 1 0.527 0.066 161.66 136.91 161.66 512.50 306.89 1.05 1.00 9.93 226.59 151.06 Dsgn. L = 3.94 ft 1 0.531 0.035 162.98 155.80 162.98 512.50 306.89 1.01 1.00 5.22 226.59 151.06 Dsgn .. L = 4.07 ft 1 0.508 0.085 155.80 118.91 155.80 512.50 306.89 1.08 1.00 12.91 226.59 151.06 Dsgn. L = 3.94 ft 1 0.387 0.135 118.91 53.39 118.91 512.50 306.89 1.24 1.00 20.37 226.59 151.06 Dsgn. L = 2.36 ft 1 0.174 0.164 53.39 53.39 512.50 306.89 1.59 1.00 24.84 226.59 151.06 +0.60D+W Dsgn. L= 3.94 ft 1 0.022 0.014 6:88 6.88 512.50 306.89 1.61 1.00 2.06 226.59 151.06 Dsgn.L= 3.94ft 1 0.037 0.010 11.33 6.88 11.33 512.50 306.89 1.17 1.00 1.44 226.59 151.06 Dsgn. L= 4.07ft 1 0.044 0.005 13.38 11.33 13.38 512.50 306.89 1.05 1.00 0.82 226.59 151.06 Dsgn. L= 3.94ft 1 0.044 0.003 13.49 12.89 13.49 512.50 306.89 1.01 1.00 0.43 226.59 151.06 Dsgn. L= 4.07ft 1 0.042 0.007 12.89 9.84 12.89 512.50 306.89 1.08 1.00 1.07 226.59 151.06 Dsgn. L= 3.94 ft 1 0.032 0.011 9.84 4.42 9.84 512.50 306.89 1.24 1.00 1.69 226.59 151.06 Dsgn. L = 2.36 ft 1 0.014 0.014 4.42 4.42 512.50 306.89 1.59 1.00 2.06 226.59 151.06 +0.60D+0.70E Dsgn. L = 3.94 ft 0.022 0.014 6.88 6.88 512.50 306.89 1.61 1.00 2.06 226.59 151.06 Dsgn. L = 3.94 ft 0.037 0.010 11.33 6.88 11.33 512.50 306.89 1.17 1.00 1.44 226.59 151.06 Dsgn. L = 4.07 ft 0.044 0.005 13.38 11.33 13.38 512.50 306.89 1.05 1.00 0.82 226.59 151.06 Dsgn. L = 3.94 ft 0.044 0.003 13.49 12.89 13.49 512.50 306.89 1.01 1.00 0.43 226.59 151.06 Dsgn. L = 4.07 ft 0.042 0.007 12.89 9.84 12.89 512.50 306.89 1.08 1.00 1.07 226.59 151.06 Dsgn. L = 3.94 ft 0.032 0.011 9.84 4.42 9.84 512.50 306.89 1.24 1.00 1.69 226.59 151.06 Dsgn. L = 2.36 ft 0.014 0.014 4.42 4.42 512.50 306.89 1.59 1.00 2.06 226.59 151.06 Load Combination Span Max.'-" Deft Location in Span Load Combination Max. "+' Deft Location in Span +D+L 1 0.9193 13.256 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Load Cdmbination Support 1 Support 2 Overall MAXimum 31.973 31.973 Overall MINimum 2.055 2.055 D Only 3.426 3A26 +D+L 31.973 31.973 +D+Lr 3.426 3.426 +D+S 3.426 3.426 +D+0.750Lr+0.750L 24.836 24.836 +D+0.750L+0.750S 24.836 24.836 +D+W 3.426 . 3.426 +D+0.70E 3.426 3.426 +D+0.750Lr+0.750L+0.750W 24.836 24.836 +D+0.750L+0.750S+0.750W 24.836 24.836 +D+0.750Lr+0.750t+0.5250E 24.836 24.836 +D+0.750L+0.750S+0.5250E 24.836 24.836 +0.60D+W 2.055 2.055 +0.60D+0.?0E 2.055 2.055 D Only 3.426 3.426 Lr Only L Only 28.547 28.547 SOnly WOnly EOnly HOnly Ti~e Block Line 1 You can change this area using the •settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Description : BEAM DETAIL 3B W16x26 Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set : 2006 IBC & ASCE 7-05 Project Tille: En~ineer: ProJect Descr: Project ID: Printed. 2 NOV 2015. 3:09PM Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Fy : Steel Yield : E: Modulus: 50.0 ksi 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 • D(O 261+(2.175) • • W16x26 Service loads entered. Load Factors will be applied for calculations. Beam self weii:iht NOT [ ntemally calculated and added Uniform Load: D = 0.0150, L = 0.1250 ksf, Tributary Width= 17.40 ft t<t!l ~ .... "'t'E,,,~.-~~~'1.::~---~-m-~"'::";;'>'{';,""f?)?ir ... ~ .... ,.,.')),:'."'· .. ""'""G'::it ':'.'\'~-1"..,~,,.."''"11":-"rt,.,,,~,.,r-.. ,. "-'''D '~1G' ·S'i'l'l'M~~: : ·, ,;"1•'.•/4~1·;:;" •• j,,, .. ·,;:;,,;>;,,,".,,,,[<t,F··'·•·:C\ ,!,i,&'-<:! Ei~~...w,..i:..~-~ in~~~.1~'7&>~-)-:mU.i-1.:.tX-!.::.L:z: i:,.~t:&::;:;~.::.:..-i:--..\,{.;.;~i:d'~~l:.i:d:~-----,----,--- / Maximum Bending Stress Ratio = 0.822 : 1 Maximi:i'm .. sFiear Stress Ratio = I Section used for this span W16x26 Section used for this span 1 Ma : Applied 90.608 k-ft Va : Applied Mn/ Omega : Allowable 110.279 k-ft Vn/Omega : Allowable Load Combination +D+L Load Combination Locc!tion of maximum on span 8.625ft Location of maximum on span Span# where maximum occurs Span # 1 Span# where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.500 in Ratio = 0.000 in Ratio= 0.560 in Ratio = 0.000 in Ratio= !,,,,.,~,..!l~~,..,,~~,!.~","\~"?..,.Y,•>f""l~~~:,,r~,;";!~'~"l'lJ....,.,'t!~-·),.>f>h""""" ..... ~~-Ml","'-)..;, >fl,~<"./~,,~~ ~~-:Max!.!t}U!tt(F.or,g:_· ~i§~t~i~ei;1,<fr:1~0:ac:t!:.€J>1mpir,1ati$!.ns'.I Load Combination Max Stress Ratios Segment Length Span# M V Mmax+ Mmax- D Only Dsgn. L= 3.97ft 1 0.062 0.032 6.88 Dsgn. L= 3.97ft 1 0.087 0.017 9.65 6.88 ·osgn. L = 4.05 ft 1 0.088 0.012 9.71 8.23 Dsgn. L= 3.97 ft 1 0.075 0.027 8.23 2.69 Dsgn. L= 1.29 ft 1 0.024 0.032 2.69 +D-il Dsgn. L= 3.97ft 1 0.582 0.298 64.1~ Dsgn. L= 3.97 ft 1 0.816 0.161 90.03 64.19 Dsgn. L = 4.05 ft 1 0.822 0.116 90.61 76.83 Dsgn. L= 3.97 ft 1 0.697 0.253 76.83 25.14 Dsgn. L= 1.29ft 1 0.228 0.298 25.14 +D+Lr Dsgn. L= 3.97 ft 1 0.062 0.032 6.88 Dsgn. L= 3.97 ft 1 0.087 0.017 9.65 6.88 Dsgn. L = 4.05ft 1 0.088 0.012 9.71 8.23 Dsgn. L = 3.97ft 1 0.075 0.027 8.23 2.69 Dsgn. L= 1.29 ft 1 0.024 0.032 2.69 ll +D+S Dsgn. L= 197ft 0.062 0.032 6.88 Dsgn. L= 3.97ft 0.087 0.017 9.65 6.Be 413 0 <360 369 0 <240 Summary. of Moment Values Ma-Max Mnx Mnx/Omega Cb Rm 6.88 184.17 110.28 1.55 1.00 9.65 184.17 110.28 1.09 1.00 9.71 184.17 110.28 1.03 1.00 8.23 184.17 110.28 1.29 1.00 2.69 184.17 110.28 1.56 1.00 64.19 184.17 110.28 1.55 1.00 90.03 184.17 110.28 1.09 1.00 90.61 184.17 110.28 1.03 1.00 76.83 184.17 110.28 1.29 1.00 25.14 184.17 110.28 1.56 1.00 6.88 184.17 110.28 1.55 1.00 9.65 184.17 110.28 1.09 1.00 9.71 184.17 110.28 1.03 1.00 8.23 184.17 110.28 1.29 1.00 of&t1184.11 110.28 1.56 1.00 6.88 184.17 110.28 1.55 1.00 9.65 184.17 110.28 1.09 1.00 Design OK 0.298: 1 W16x26 21.011 k 70.509 k +D+L 0.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 2.25 117.75 70.51 1.22 117.75 70.51 0.88 117.75 70.51 1.91 117.75 70.51 2.25 117.75 70.51 21.01 117.75 70.51 11.35 117.75 70.51 8.19 117.75 70.51 17.86 117.75 70.51 21.01 117.75 70.51 2.25 117.75 70.51 1.22 117.75 70.51 0.88 117.75 70.51 1.91 117.75 70.51 2.25 117.75 70.51 2.25 117.75 70.51 1.22 117.75 70.51 Till~ Block Line 1 Project Title: You can change this area En~ineer: Project ID: using the •settings" menu item PrQJect Descr: and then using the "Printing & Title Block" selection. Title Bloc Line 6 Description : BEAM DETAIL 38 W16x26 Load Combination Max Str~ss Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mm<IOmega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L= 4.05 ft 1 0.088 0.012 9.71 8.23 9.71 184.17 110.28 1.03 1.00 0.88 117.75 70.51 Dsgn. L= 3:97ft 1 0.075 0.027 8.23 2.69 8.23 184.17 110.28 1.29 1.00 1.91 117.75 70.51 Dsgn. L= 1.29 ft 1 0.024 0.032 2.69 2.69 184.17 110.28 1.56 1.00 2.25 117.75 70.51 +D+0.750Lr+0.750L Dsgn. L= 3.97 ft 0.452 0.231 49.86 49.86 184.17 110.28 1.55 1.00 16.32 117.75 70.51 Dsgn. L= 3.97 ft 0.634 0.125 69.93 49.86 69.93 184.17 110.28 1.09 1.00 8.81 117.75 70.51 Dsgn. L= 4.05 ft 0.638 0.090 70.38 59.68 70.38 184.17 110.28 1.03 1.00 6.37 117.75 70.51 Dsgn. L= 3.97 ft 0.541 0.197 59.68 19.53 59.68 184.17 110.28 1.29 1.00 13.87 117.75 70.51 Dsgn. L= 1:29ft 0.177 0.231 19.53 19.53 184.17 110.28 1.56 1.00 16.32 117.75 70.51 +D+0.750L +0.750S Dsgn. L= 3.97 ft 1 0.452 0.231 49.86 49.86 184.17 110.28 1.55 1.00 16.32 117.75 70.51 Dsgn. L= 3.97 ft 1 0.634 0.125 69.93 49.86 69.93 184.17 110.28 1.09 1.00 8.81 117.75 70.51 Dsgn. L= 4.05 ft 1 0.638 0.090 70.38 59.68 70.38 184.17 110.28 1.03 1.00 6.37 117.75 70.51 Dsgn. L= 3.97 ft 1 0.541 0.197 59.68 19.53 59.68 184.17 110.28 1.29 1.00 13.87 117.75 70.51 Dsgn. L= 1.29 ft 1 0.177 0.231 19.53 19.53 184.17 110.28 1.56 1.00 16.32 117.75 70.51 +D+W Dsgn. L'= 3.97ft 1 0.062 0.032 6.88 6.88 184.17 110.28 1.55 1.00 2.25 117.75 70.51 'Osgn. L= 3.97 ft 1 0.087 0.017 9.65 6.88 9.65 184.17 110.28 1.09 1.00 1.22 117.75 70.51 Dsgn. L= 4.05 ft 1 0.088 0.012 9.71 8.23 9.71 184.17 110.28 1.03 1.00 0.88 117.75 70.51 ,Dsgn.t = 3.97ft 1 0.075 0.027 8.23 2.69 8.23 184.17 110.28 1.29 1.00 1.91 117.75 70.51 Dsgn. L= 1.29 ft 1 0.024 0.032 2.69 2.69 184.17 110.28 1.56 1.00 2.25 117.75 70.51 +D+0.70E Dsgn. L= 3.97 ft 1 0.062 0.032 6.88 6.88 184.17 110.28 1.55 1.00 2.25 117.75 70.51 Dsgn. L= 3.97ft 1 0.087 0.017 9.65 6.88 9.65 184.17 110.28 1.09 1.00 1.22 117.75 70.51 Dsgn. L= 4.05 ft 1 0.088 0.012 9.71 8.23 9.71 184.17 110.28 1.03 1.00 0.88 117.75 70.51 .Dsgn. L= 3.97 ft 1 0.075 0.027 8.23 2.69 8.23 184.17 110.28 1.29 1.00 1.91 117.75 70.51 Dsgn. L= 1.29 ft 1 0.024 0.032 2.69 2.69 184.17 110.28 1.56 1.00 2.25 117.75 70.51 +D+0.750Lr+0.750L +0.750W Dsgn. L= 3.97 ft 0.452 0,231 49.86 49.86 184.17 110.28 1.55 1.00 16.32 117.75 70.51 Dsgn. L= 3.97 ft 0.634 0.125 69.93 49.86 69.93 184.17 110.28 1.09 1.00 8.81 117.75 70.51 Dsgn. L= 4.05ft 0.638 0.090 .70.38 59.68 70.38 184.17 110.28 1.03 1.00 6.37 117.75 70.51 Dsgn. L= 3.97ft 0.541 0.197 59.68 19.53 59.68 184.17 110.28 1.29 1.00 13.87 117.75 70.51 Dsgn. L= 1.29 ft 0.177 0.231 19.53 19.53 184.17 110.28 1.56 1.00 16.32 117.75 70.51 · +D+0.750L +0.750S+0.750W Dsgn. L= 3.97 ft 1 0.452 0.231 49.86 49.86 184.17 110.28 1.55 1.00 16.32 117.75 70.51 Dsgn. L = 3.97ft 1 0.634 o.125 69.93 49.86 69.93 184.17 110.28 1.09 1.00 8.81 117.75 70.51 Dsgn. L = 4.05 ft 1 0.638 0.090 70.38 59.68 70.38 184.17 110.28 1.03 1.00 6.37 117.75 70.51 Dsgn. L = 3.97ft 1 0.541 0.197 59.68 19.53 59.68 184.17 110.28 1.29 1.00 13.87 117.75 70.51 Dsgn. L= 1.29 ft 1 0.177 0.231 19.53 19.53 184.17 110.28 1.56 1.00 16.32 117.75 70.51 +D+0.750Lr+0.750L +0.5250E Dsgn. L= 3.97ft 1 0.452 0.231 49.86 49.86 184.17 110.28 1.55 1.00 16.32 117.75 70.51 Dsgn. L= 3.97ft 1 0.634 0.125 69.93 49.86 69.93 184.17 110.28 1.09 1.00 8.81 117.75 70.51 Dsgn. L= 4.05 ft 1 0.638 0.090 70.38 59.68 70.38 184.17 110.28 1.03 1.00 6.37 117.75 70.51 Dsgn. L= 3.97 ft 1 0.541 0.197 59.68 19.53 59.68 184.17 110.28 1.29 1.00 13.87 117.75 70.51 Dsgn. L= 1.29 ft 1 0.177 0.231 19.53 19.53 184.17 110.28 1.56 1.00 16.32 117.75 70.51 +D+0.750L +0.750S+0.5250E Dsgn. L= 3.97 ft 1 0.452 0.231 49.86 49.86 184.17 110.28 1.55 1.00 16.32 117.75 70.51 Dsgn. L= 3.97ft 1 0.634 0.125 69.93 49.86 69.93 184.17 110.28 1.09 1.00 8.81 117.75 70.51 Dsgn. L= 4.05 ft 1 0.638 0.090 70.38 59.68 70.38 184.17 110.28 1.03 1.00 6.37 117.75 70.51 Dsgn. L= 3.97ft 1 0.541 0.197 59.68 19.53 59.68 184.17 110.28 1.29 1.00 13.87 117.75 70.51 Dsgn. L = 1.29 ft 1 0.177 0.231 19.53 19.53 184.17 110.28 1.56 1.00 16.32 117.75 70.51 +0.60D+W Dsgn. L= 3.97 ft 0.037 0.019 4.13 4.13 184.17 110.28 1.55 1.00 1.35 117.75 70.51 Dsgn. L= 3.97 ft 0.052 0.010 5.79 4.13 5.79 184.17 110.28 1.09 1.00 0.73 117.75 70.51 Dsgn. L= 4.05 ft 0.053 0.007 5.82 4.94 5.82 184.17 110.28 1.03 1.00 0.53 117.75 70.51 Dsgn. L= 3.97ft 0.045 0.016 4.~4 · 1.62 4.94 184.17 110.28 1.29 1.00 1.15 117.75 70.51 Dsgn. L= 1.29 ft 0.015 0.Q19, 1.62 1.62 184.17 110.28 1.56 1.00 1.35 117.75 70.51 +0.60D+0.70E Dsgn. L = 3.97 ft 1 0.037 0.019 4.13 4.13 184.17 110.28 1.55 1.00 1.35 117.75 70.51 Dsgn. L= 3.97ft 1 0:052 0.010 5.79 4,13 5.79 184.17 110.28 1.09 1.00 0.73 117.75 70.51 Dsgn. L= 4.05ft 1 0.053 0.007 5.82 4.94 5.82 184.17 110.28 1.03 1.00 0.53 117.75 70.51 Dsgn. L= 3.97ft 1 0.045 0.016 4.94 1.62 4.94 184.17 110.28 1.29 1.00 1.15 117.75 70.51 Dsgn. L= 1.29ft 1 0.015 0.019 1.62 1.62 184.17 110.28 1.56 1.00 1.35 117.75 70.51 t::t:oldmD"M"iijmimfnifliftiof,Ji}~1~n?'.t"JS'it.~i;~rtt-i:1yi'i;f"'1S{liG.'X> ...,n,,:,"l, >.i , , ,, • , ~-, ,. , , ''""''':> < i, ~ , '"•~,M _,,,_ .I~,..:.; ,_,9-11>:J.'4>..z: ,',;.,il'.1,",.-..,t"w';,,.,,;,;,~t,:/,i/~.:>J't:.,~\r...,i<,"i,,v/<:$},/<,f/>~'<:-,',k:,t/\{ Load Combination Span Max. "-"'Deft Location in Span Load Combination Max."+" Deft Location in Span +D+L 1 0.5604 8.711 \L 0fl\1 0.0000 0.000 Title Block Line 1 You can change this area using the ·settings• menu item and then using-the 'Printing & Title Block' selection. Title Block Line 6 Description: BEAM DETAIL 3B W16x26 Load Combination Overall MAXimum Overall MINimum DOnly -+D+L -+D+Lr -+D+S -+D+0.750Lr+0.750L -+D+0.750L +0. 750S -+D+W -+D+0.70E -+D+0.750Lr+0.750L+0.750W -+D+0.750L+0.750S+0.750W -+D+0.750Lr+0:750L +0.5250E -+D+0.750L +0.750S+0.5250E +0.60D+W +0.60D+0.70E DOnly Lr Only LOnly SOnly WOnly EOnly HOnly Support 1 21.011 1.351 2.251 21.011 2.251 2.251 16.321 16:321 2.251 2.251 16.321 16.321 16.321 16.321 1.351 1.351 2.251 18.759 Suppbrt2 21.011 1.351 2:251 21.011 2251 2.251 16.321 16.321 2.251 2.251 16.321 16.321 16.321 16.32~ 1.351 1.351 2.251 18.759 Project Title: Engineer: Project Descr: Project ID: Printed: 2 NOV 2015. 3:09PM Support notation : Far left is #1 Values in KIPS Title Block Line 1. You can change this area using the 'Settings' menu item and then usingthe 'Printing & Title Block' selection. TitleBI k Lin Description : BEAM COLUMN GRID E4-C4 Calculations per AISC 360-05, IBC 2009, ASCE 7-10 Load Combination Set: 2006 IBC & ASCE 7-05 Analysis Method : Allowable Strength Design Beam Bracing : Beam bracing is defined as a set spacing over all spans Bending Axis : Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 First Brace starts at 4.0 ft from Left-Most support Regular spacing of lateral supports on length of beam = 4.0 ft Project Title: En$ineer: Proiect Descr: Fy : Steel Yield : E: Modulus: Project ID: 50.0 ksi 29,000.0 ksi 0(1.83) (15.22) ·--·7 W12x22 Service loads entered. Load Factors will be applied for calculations. Beam self weiQht NOT internally calculated and added Load(s) for Span Number 1 Point Load : D = 1.830, L = 15.220 k @. 4.0 ft Uniform Load: D = 0.0150, L = 0.1250 ksf, Tributary Width= 4.0 ft ! Maximum Bending Stress Ratio = 0.708: 1 : Section used for this span W12x22 Ma : Applied 51. 7 40 k-ft Maximum Shear Stress Ratio = Section used for this span Va: Applied Vn/Omega : Allowable Mn/ Omega: Allowable 73.104k-ft Load Combination +D+L Location of maximum on span 4.032ft Span # where maximum occurs Span# 1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection . Max Downward Total Deflection Max Upward Total Deflection 0.193 in 0.000 in 0.216 in 0.000 in $(f!~· ... -;.~~~~'tJ1';'.1,"»f"l~-;'--q .. ~":." .... ~~rn-w1~';';'""'. ....... ":~ ... ~7";<,,......,_~_:.,'¥.~----~:},;>pC}"l >',s~i1m!{1JJ;~ij,ijrt,J,&.i.Stttlit. :, 9r.;l'>.iil.~i:~-gmJ),11t~1QoJ1 Load Combination Max Stress Ratios Segment Length Span# M V Mmax+ DOnly Dsgn. L = 3.98ft 0.076 0.024 5.54 Dsgn. L = 3,98 ft 0.076 "0.020 5.55 Dsgn. L = 3.25 ft 0.040 0.015 2.90 +D+L Dsgn. L= 3.98 ft 1 0.706 0.220 5H!2 Dsgn. L= 3.98ft 1 0.708 0.186 51.74 Dsgn. L= 3.25ft 1 0.369 0.144 27.01 +D-+Lr Dsgn. L = 3.98 ft 0.076 0.024 5.54 Dsgn. L = 3.98 ft 0.076 0.020 5.55 Dsgn. L= 3:25ft 0.040 0,015 2.90 +D+S Dsgn.L= 3.98 ft 0.076 0.024 5.54 Dsgn. L = 3.98 ft 0.076 0.020 5.55 Ratio= Ratio= Ratio= Ratio= Load Combination Location of maximum on span Span # where maximum occurs 696 0 <360 622 0 <240 -----·--- Summary of Moment Values Mmax-Ma-Max Mnx Mnx/Omega Cb Rm 5.54 122.08 73.10 1.64 1.00 2.90 5.55 122.08 73.10 1.21 1.00 2.90 122.08 73.10 1.61 1.00 51.62 122.08 73.10 1.64 1.00 27.01 51.74 122.08 73.10 1.21 1.00 27.01 122.08 73.10 1.61 1.00 5.54 122.08 73.10 1.64 1.00 2.90 5.55 122.08 73.10 1.21 1.00 2.90 122.08 73.10 1.61 1.00 5.54 122.08 73.10 1.64 1.00 122.08 73.10 1.21 1.00 2.90 t 5.55 Dsgn . .L= 3.25ft 0.040 0.015 2.90 f4 CJ ~1 122.08 73.10 1.61 1.00 +D+0.750Lr+0.750L Dsgn. L = 3.98ft 0.549 0.171 40.10 40.1 122.08 73.10 1.64 1.00 Dsgn. L = 3.98 ft 0.550 0.144 40.19 20.98 40.19 122.08 73.10 1.21 1.00 Desi n OK 0.220: 1 W12x22 14.097 k 63.960 k +D+L 0.000 ft Span# 1 Summary of Shear Values Va Max Vnx Vnx/Omega 1.51 95.94 63.96 1.27 95.94 63.96 0.99 95.94 63.96 14.10 95.94 63.96 11.87 95.94 63.96 9.23 95.94 63.96 1.51 95.94 63.96 1.27 95.94 63.96 0.99 95.94 63.96 1.51 95.94 63.96 1.27 95.94 63.96 0.99 95.94 63.96 10.95 95.94 63.96 9.22 95.94 63.96 i i Title Block Line 1 'rou can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 ~n==:-,;,;:;,,,,.,.-,..,., Description: BEAM COLUMN GRID E4-C4 Load Combination · Max Stress Ratios Project Title: Engineer: ProJect Descr: Project ID: Plinted: 2 NOV 2015. 3:32PM Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax-Ma-Max Mnx Mme/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 3.25 ft 1 0.287 0.112 20.98 20.98 122.08 73.10 1.61 1.00 7.17 95.94 63.96 +D+0.750L +0.750S Dsgn. L= 3.98 ft 0.549 0.171 40.10 40.10 122.08 73.10 1.64 1.00 10.95 95.94 63.96 Dsgn. L= 3.98 ft 0.550 0.144 40.19 20.98 40.19 122.08 73.10 1.21 1.00 9.22 95.94 63.96 Dsgn. L = 3.25 ft 0.287 0.11~ 20.98 20.98 122.08 73.10 1.61 1.00 7.17 95.94 63.96 +D+W Qsgn. L= 3.98 ft 0.076 0.024 5.54 5.54 122.08 73.10 1.64 1.00 1.51 95.94 63.96 Dsgn. L = 3.98 ft 0.076 0.020 5.55 2.90 5.55 122.08 73.10 1.21 1.00 1.27 95.94 63.96 Dsgn. L= 3.25 ft 0.040 0.015 2.90 2.90 122.08 73.10 1.61 1.00 0.99 95.94 63.96 +D+0.70E Dsgn. L= 3.98 ft 0.076 0.024 5.54 5.54 122.08 73.10 1.64 1.00 1.51 95.94 63.96 Dsgn. L= 3.98 ft 0.076 0.020 5.55 2.90 5.55 122.08 73.10 1.21 1.00 1.27 95.94 63.96 Dsgn. L= 3.25 ft 0.040 0.Q15 2.90 2.90 122.08 73.10 1.61 1.00 0.99 95.94 63.96 +D+0.750Lr+0.750L +0.750W Dsgn .. L = 3.98 ft 0.549 0.171 40.10 40.10 122.08 73:10 1.64 1.00 10.95 95.94 63.96 Dsgn. L= 3.98 ft 0.550 0.144 4·0.19 20.98 40.19 122.08 73.10 1.21 1.00 9.22 95.94 63.96 Dsgn. L = 3.25 ft 0.287 0.112 20.98 20.98 +0+0.750L +0.750S:+-0.750W 122.08 73.10 1.61 1.00 7.17 95.94 63.96 Dsgn. L= 3.98 ft 0.549 0.171 40.10 40.10 122.08 73.10 1.64 1.00 10.95 95.94 63.96 Dsgn. L= 3.98 ft 0.550 0.144 40.19 20.98 40.19 122.08 73.10 1.21 1.00 9.22 95.94 63.96 Dsgn. L= 3.25·ft 0.287 0.112 20.98 20.98 122.08 73.10 1.61 1.00 7.17 95.94 63.96 +D+0.750Lr+0.750L +0.5250E Dsgn. L= 3.98 ft 0.549 0.171 40.10 40.10 122.08 73.10 1.64 1.00 10.95 95.94 63.96 Dsgn. L= 3.98 ft 0.550 0.144 40.19 20.98 40.19 122.08 73.10 1.21 1.00 9.22 95.94 63.96 Dsgn. L= 3.25 ft 0.287 0.112 20.98 20.98 122.08 73.10 1.61 1.00 7.17 95.94 63.96 +D+0.750L +0.750S+0.5250E Dsgn. L= 3.98 ft 1 0.549 0.171 40.10 40.10 122.08 73.10 1.64 1.00 10.95 95.94 63.96 Dsgn. L= 3.98 ft 1 0.550 0.144 40.19 20.98 40.19 122.08 73.10 1.21 1.00 9.22 95.94 63.96 Dsgn. L= 3.25 ft 1 0.287 0.112 20.98 20.98 122.08 73.10 1.61 1.00 7.17 95.94 63.96 +0.60D+W Dsgn. L= 3.98ft 0.045 0.014 3.32 3.32 122.08 73.10 1.64 1.00 0.91 95.94 63.96 Dsgn. L= 3.98ft 0.046 0.012 3.33 1.74 3.33 122.08 73.10 1.21 1.00 0.76 95.94 63.96 Dsgn.L= 3.25 ft 0.024 0;009 1.74 1.74 122.08 73.10 1.61 1.00 0.59 95.94 63.96 +0.60D+0.70E Dsgn. L= 3.98 ft 0.045 0.014 3.32 3.32 122.08 73.10 1.64 1.00 0.91 95.94 63.96 Dsgn. L= 3.98ft 0.046 0.012 3.33 1.74 3.33 122.08 73.10 1.21 1.00 0.76 95.94 63.96 Dsgn. L= 3.25ft 0.024 0.009 1.74 1.74 122.08 73.10 1.61 1.00 0.59 95.94 63.96 ~PfiifflffiiiXImimfll>iBeltgnsr1~~~S~{~~~}l~~~~~-~~~~:::i}~~;'~:f,~o/~~~t;~~;fi "»-d~, U,:, , , • • , 'u,• • " , ,,,, , ~ ,.,, '• ,_~ ,, ~,:,<:',H!-h~~,,~f),i.\..~,-,~; ·~:,:-,1;',\1'1,:_'>',, ,-.... ~~!i_,,-.'i.s £:<,!,;t~~(1'l;i-~:,1:{ Load Combination Span Max.·-· Deft Location in Span Load Combination Max."+' Def! Location in Span +D+L 1 . 0.2162 5.264 0.0000 0.000 ~~y,JifciflR"'ii~1is~1~f;§:ff;~-f.·}:,;Tf.:':i<;:';F~-:;;;r,'1:?i,Jc~~ ~:Jt,}>, 1,!"'l''-'~.., J,',·'·· , ,ct:-ai"!1t-'!-;:,_z;:i,,;,o-;_,;-f ::·;'<"'l,1',}"?):.·ff~.',:'\.:~~::'.~--; ~-:1 ; ... ,,\-:\, ,;;t,.,-.":l·' Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 14.097 9.225 Overall MINimum 0.907 0.594 DOnly 1.512 0.990 +D+L 14.097 9.225 +D+Lr 1.512 0.990 +D+S 1.512 0.990 +D+0.750Lr+0.750L 10.951 7.166 +D+0.750L +0.750S 10.951 7.166 +D+W 1.512 0.990 +D+0.70E 1.512 0:990 +D-t-0.750Lr+0.750L +0.750W 10.951 7.166 +D+0.750L +0.750S+0.75DW 10.951 7.166 +D+0.750Lr+0.750L+0.5250E 10.951 7.166 +D+0.750L +0.750S+0.5250E 10.951 7.166 +0.60D+W 0.907 0.594 +0.60D+0.70E 0.907 0.594 DOnly 1.512 0.990 Lr Only Dft-\1 LOnly 12.584 8.236 sonly \S WOnly EOnly HOnly Structural Concepts ngineering 1200 N. Jefferson Ste, Ste F .Anaheim, CA 92807 Tel: 714.6.32.7.3.30 Fax: 714.6.32.776.3 By: A.A. Prqject: SPY OPTICS P-102615-1 Project ti: P-102615-1 "B" Deck &.Diaphragm Capacity Static Loads Double span condition, 1' wide trib width typical Deck Type= 20 ga B Deck Deck Span=Ld= 4.0 ft Fy= 38,000 psi DL= 15.0 psf LL= 125.0 psf Bending Capacity Mpos= Mneg= Deflection Capacity 0.07 * w * Ld"2= 0.125 * w * Ld"2= Deft= 0.0092 * w * (Ld)"4/(E*I) = 0.09 in Diaphragm Forces Deck Type= 20 ga B Deck Diaphragm Fp= 0.2*Sds*Ie*W = 7.06 psf Rn= Fp * B * L/2 = 1,545 lb Vn= Re/B = 90.4 lb/ft Max Diaph Shear= 90.4 lb/ft Configuration: PLATFORM 48x133 Trib Width= 1.0 ft w=(DL+LL}*Trib width= 140.0 lb/ft Ix= 0.220 in"4 Spos= 0.235 in"3 Sneg= 0.246 in"'3 ~jj~~jl;;;t,111110111~11~111111111111 LS. 2S. Li 1,882 in-lb 3,360 in-lb Mallow=0.6*Fy*Spos= 5,358 in-lb Mallow=0.6*Fy*Sneg= 5,609 in-lb OK OK Span=L= 25.60 ft Deft-allow= Ld/360 = 0.14 in B= 17.10 ft Sds= 0.763 I=Ie= 1.000 W=(LL/ 4+DL) 46.25 psf Re= .Fp * B * L/2 = 1,545 lb Ve= Re/L = 60.4 lb/ft Allowable Shear= 341.0 lb/ft OK ICC ER 3056 -Pagel [b of L\ 7 Vn OK ~d Deck _____________ r_ N L-Ji Rn Diaphragm Forces 'St~ral oncepts " Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fox: 714.632.7763 By: AA Prqject: SPY OPTICS P-102615-1 Project #: P-102615-1 Framing Connection Joist to Beam Connection Joist Lengt=L= 17.40 ft Trib Width=T= 4.00 ft Bolt Diam= 0.7~0 in # Bolt=N= 2 Fv= 21,000 psi Fu-steel= 58,000 psi t-min= 0.188 in lcheck Single Angle Connection Angle= PL6x7x3/8 Pallow= C * rv n= 2 DL= 15 psf LL= 125 psf Configuration: PLATFORM 48x133 w= (DL +LL)*T = 560 lb/ft Shear Capacity= Bolt Area * N * Fv = 18,555 lb 26% OK Bearing Capacity= Bolt Diam * t-min * Fu * 1.2 * N = 19,575 lb 25% OK Typical W12 to W18-Connection p Shear= w*L/2 = 4,872 lb C= 1.02 rv= 9;278 lb P= 4,872 lb (allowable capacity per bolt) Pallow= 9,463 lb e= 5.50 in P*e= 26,796 in-lb OK (2) Bolt Joist Connection Sangle= [tp*dA2/6] -[b11.2*n*(n11.2-1)*(tp*(bolt diam+ 0.125)]/(6d) = 1.758 in11.3 Bolt Diam= 0.750 in tp=Angle Thickness= 0.375 in d=Angle Vert. Dim= 6.00 in b=Fastener Vert Spcg= 3.00 in n=# fasteners= 2 Mcap= Splate * 0.6 * 36 ksi = 37,969 in-lb OK Beam to Column Connecj:ion Beam Lengt=L= 26.90 ft Trib Width=T= 17.40 ft Bolt Diam= 0.750 in # Bolt=N= 6 Fv= 21,000 psi Fu-steel= 58,000 psi t-min= 0.188 in DL= 15 psf LL= 125 psf w= (DL+LL)*T = 2,436 lb/ft Shear Capacity= Bolt Area * N * Fv = 55,665 lb 59% OK Bearing Capacity= Bolt Diam * t-min * Fu * 1.2 * N = 58,725 lb 56% OK Shear= w*L/2 = 32,764 lb '' S~ructural Concepts E~gineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA Prqject: SPY OPTICS P-102615-1 Project ti: P-102615-1 Framing Connection Beam to Column Connection . Joist Lengt=L= Trib Width=T= Bolt Diam= 0.750 in # Bolt=N= ,-7 ,. ".""1,f;,i ~ .,~,,..~1 J'W, .~~ Fv= 21,000 psi Fu-steel= 58,000 psi t-min= 0.188 in lcheck Single Angle Connection Angle= PL6x7x3/8 Pallow= C * rv n= 3 C= 2 DL= 15 psf LL= 125 psf Configuration: PLATFORM 48x133 w= (DL+LL)*T = 728 lb/ft Shear Capacity= Bolt Area * N * Fv = 27,833 lb 34% OK Bearing Capacity= Bolt Diam * t-min * Fu * 1.2 * N = 29,363 lb 32% OK Typical W18 to W12 Connection p Shear= w*L/2 = 9,428 lb L6x7x3/8 rv= 9,278 lb P= 9,428 lb (allowable capacity per bolt) Pallow= 18,555 lb e= 5.50 in P*e= 51,854 in-lb OK Sangle= [tp*d"2/6] -[b"2*n*(n"2-1)*(tp*(bolt diam+ 0.125)]/(6d) =· 3.750 in"3 Mcap= Splate * 0.6 * 36 ksi = 81,000 in-lb OK •• (3) Bolt Joist Connection Bolt Diam= 0.750 in tp=Angle Thickness= d=Angle Vert. Dim= b=Fastener Vert Spcg= "' n=# fasteners= 3 ' S;ructural Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fox: 714.632.7763 By: AA Project SPY OPTICS P-102615-1 Column Section Loads Section= TS8x8x3/16 Area= 5.77 in"2 Ix= 58.20 in"4 Sx= 14.60 in"'3 rx= 3.i8 in AXIAL DL= 5,846 lb AXIAL LL= 48,720 lb Pmax=DL+LL= 54,566 lb See attached for column analysis Configuration: PLATFORM 48x133 Iy= 58.20 in"4 Sy= 14.60 in"3 ry= 3.18 in Stress Increase= 1.00 Mmax= 459,900 in-lb = 38.33 ft-kip Page Project i:!: P-102615-1 Fy= 46,000 psi Kx= 1.2 Ky= 1.2 Lx= 144 in Ly= 144 in Cm= 1.00 D -, Title Block Line 1 y ciu can change this area using the "Settings' menu item and then using the "Printing & Title Block' selection. Title Bio · e 6 Description : COLUMN Project Title: Engineer: Project Descr: Project ID: Calculations per AISC 360-05, !BC 2009, CBC 2010, ASCE 7-10 Load Combinations Used: 2006 IBC & ASCE 7-05 Steel Section Name : Analysis Method : HSS8x8x3/16 Allowable Strength Overall Column Height 10.0 ft Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Fy : Steel Yield Brace condition for deflection (buckling) along columns : 46.0 ksi 29,000.0 ksi X-X (width) axis : E : Elastic Bending Modulus Load Combination : Unbraced Length for X-X Axis buckling = 10.0 ft, K = 1.50 2006 IBC & ASCE 7-05 Y-Y /depth) axis: Unbraced Length for Y-Y Axis buckling = 10.0 ft, K = 1.50 Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.8734 : 1 Load Combination +D+O. 750Lr+O. 750L +0.5250E+H Location of max.above base 8.389 ft At maximum location values are ... Pa:Axial Pn / Omega : Allowable Ma-x : Applied Mn-x / Omega : Allowable Ma-y : Applied Mn-y / Omega : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base At maximum location values are ... Va:Applied . Vn / Omega : Allowable Load Combination DOnly +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L +H +D+0.750L +0.750S+H +D+W+H +D+0.70E+H +D+0.750Lr+0.750L+0.750W+H +D+0.750L +0.750S+0.750W+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L +0.750S+0.5250E+H +0.60D+W+H +0.60D+0.70E+H 42.567 k 117.136 k 16.882 k-ft 29.426 k-ft 0.0 k-ft 29.426 k-ft 0.05821 : 1 +D+0.70E+H 0.0 ft 2.683 k 46.095 k Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.052 PASS 0.00 ft 0.467 PASS 0.00 ft 0.052 PASS 0.00 ft 0.052 PASS 0.00 ft 0.363 PASS 0.00 ft 0.363 PASS 0.00 ft 0.052 PASS 0.00 ft 0.791 PASS 8.39ft 0.363 PASS 0.00 ft 0.363 PASS 0.00 ft 0.873 PASS 8.39 ft 0.873 PASS 8.39 ft 0.031 PASS 0.00 ft 0.780 PASS 8.39 ft Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions .. Top along X-X Bottom along X-X Top along Y-Y Bottom along Y-Y Maximum SERVICE Load Deflections ... AlongY-Y 0.2411 in at for load combination : E Only Along X-X 0.0 in at for load combination : Maximum Shear Ratios O.Ok 0.0 k 3.833 k 3.833 k 5.570ft above base 0.0ft above base Stress Ratio Status Location 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.058 PASS 0.00 ft 0.000 PASS 0.00 ft 0.000 PASS 0.00 ft 0.044 PASS 0.00 ft 0.044 PASS 0.00 ft 0.000 PASS 0.00 ft 0.058 PASS 0.00 ft Title Block Line 1 'fuu can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. T Block Line 6 Description : Load Combination DOnly +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750t.+H +D+0.750L +0.750S+H +D+W+H +D+0.70E+H +D+0.750Lr+0.750L+0.750W+H +D+0.750L-+0.750S+0.750W+H +D+0.750Lr+0.750L+0.5250E+H +D+0.750L +0.750S+0:5250E+H +0.60D+W+H +0.60D+0.70E+H DOnly Lr Only LOnly SOnly WOnly EOnly HOnly X-X Axis Reaction @Base @Top k k k k k k k k k k k k k k k k k k k k k Load Combination Max. X-X Deflection Distance D Only 0.0000 in 0.000 ft +D+L +H 0.0000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft +D+0.750L +0.750S+H 0.0000 in 0.000 ft +D+W+H 0.0000 in 0.000 ft +D+0.70E+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+0.750W+H 0.0000 in 0.000 ft +D+0.750L+0.750S+0.750W+H 0.0000 in 0.000 ft +D+0.750Lr+0.750L+0.5250E+H o:o000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft +0.60D+Wtfi 0.0000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft D Only 0.0000 in 0.000 ft LrOnly 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft w·only 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft H Only 0.0000 in 0.000 ft ii~y...,,;;:1.'t~1"~··J:1.~,,..";;,,~,;,..li1':'t'.;;;:,,A;,_':'_;[;:s,sf HSSS 8 3/16 0::.;.91e!t,~~1t.~fg~ ;r,::_f-9,"'~l-.\~~~~;:,,,_..s(.;; ., ·; it X X Project Title: Engineer: Project ID: Project Descr: Note: Only non-zero reactions are listed. Y-Y Axis Reaction @Base @Top k k k k k k k -2.683 -2.683 k k k -2.012 -2.012 k -2.012 -2.012 k k -2.683 -2.683 k k k k k k -3.833 -3.833 k k Max. y.y Deflection Distance 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.169 in 5.570 0.000 in 0.000 0.000 in 0.000 0.127 in 5.570 0.127 in 5.570 0.000 in 0.000 0.169 in 5.570 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 0.241 in 5.570 0.000 in 0.000 ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft ft Axial Reaction @Base 6.042 k 54.742 k 6.042 k 6.042 k 42.567 k 42.567 k 6.042 k 6.042 k 42.567 k 42.567 k 42.567 k 42.567 k 3.625 k 3.625 k 6.042 k k 48.700 k k k k k Titlt! Blockline 1 You can change this area using the "Settings• menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Description : COLUMN '· Depth = 8.000 in I xx Width Wall Thick Area Weight Ycg = = = = = Sxx 8.000 in Rxx 0.201 in Zx 5.370 jnA2 I yy 19.630 plf Syy Ryy Cl.ODO in = = = = = = = X Project Title: Engineer: Project Descr: 54.40 inA4 13.60 inA3 3.180 in 15.700 inA3 54.400 inA4 13.600 jnA3 3.180 in E ·;;; J: Project ID: Printed: 17 DEC 2015, 11 :48A:\l J 84.500 jnA4 C = M-x Loads Loads are total entered value. Arrows do not reflect absolute direction. 'St~ural Voncepts , Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7.3.30 Fox: 714.6.32.776.3 By: AA Project: SPY OPTICS P-102615-1 Knee Brace Configuration: PLATFORM 48x133 V= 2,300 lb/Brace Vl= 1,610 lb/Brace Knee Brace= l:.3x3xl/4 Area =Agross= 1.440 inA2 r = 0.592 in x= 24.0 in Y= 24.0 in Check Knee Brace Check brace member for Load Check Brace Compression ASD Shear Per Knee Brace Brace shear LC2 D + 0.75*L + 0.525*£ Brace shear LC4, Includes Overstrength Fador Omega 1.153*0 + Omega*£+ Leff LC4 Governs Check Brace Tension Tallowl= Agross * 0.6 * Fy Project tt: P-102615-1 V -. y .J_ lL Elevation I P= V2*z/x = 9,744 lb = 31,104 lb Tension OK (K * L/r) = (1*24 in/0.592 in) = 57.26 Cc= (2nA2E/Fy)A0.5 = 126.1 Fa= [1-((kl/r)f\2/2CcA2)]Fy * 1.33 5/3 + 3(kl/r)/8Cc -(kl/r)A3/8Cc,.,_3 = 17,161 psi fa= P/Area = 6,767 psi fa/Fa= 0.394 Compression OK Check Knee Brace Connection Bolt Shear cap= Bo)t Area * Fv * N = 16,493 lb Bolt Shear OK Bolt Bearing cap= Bolt Diam * tmin * 1.2 * Fu * N = 13,050 lb Bolt Bearing OK Stress= 0.750 Bolt OK Anet= Agross -Hole Area = 1.241 in/\2 Tallow2= 0.5 * Fu * Anet = 35,989 lb , , . Tension OK Bolt Diam= 1.000 in # Bolts=N= 1 Fv= 21,000 psi ""'· &. ~- 'St;~tural \,onEts . ngineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: A.A. Project: SPY OPTICS Knee Brace Tab CheckCli Vz= 6,899 lb Inducl~s n factor -t'l,.-::-~-0 Vy=Vx= 3,624 lb e= 3.0 in M=Vy*e= 20,697 in-lb Clip= PL 6x6x1/4 Clip Sx= bd"2/6 = 1.500 in"3 Fy= 36,000 psi Fb= 0.75 * Fy = 27,000 psi fb= M/Sx = 13,798 psi fb/Fb= 13798 psi/27000 psi = 0.51 <= 1.0, OK Check Plate Weld Shear Shear= 3,624 lb tweld= 0.188 in Lweld= 6.0 in Fweld= 70,000 psi Check Weld Bending M= 20,697 in-lb tweld= 0.188 in Sweld= 1.595 in"3 Fweld= 70,000 psi Weld fb= 12,974 psi Weld Capacity= tweld*0.7071 *Lweld*0.3*Fweld = 16,750 lb QK Weld Capacity= 0.3*Fweld = 21,000 psi OK Project#: P-102615-1 . . (p')cl::,';c ht PL (>'\/(. ~ -G.x.rL. I , Description: Calculations per ACI 318~08, IBC 2009, CBC 2010, J\SCE 7~10 Load Combinations Used : ASCE 7-1 O Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ee : Concrete Elastic Modulus = Concrete Density. = cp Values Flexure = Shear = Analysis Settings Min Steel % Bending Reint: = Min Allow% Temp Reinf. = Min. Overturning Safety Factor . - Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes = 5.750 ft 5.750 ft 18.0 in Pedestal dimensions ... px : parallel to X-X Axis = in .pz : parallel to Z-Z Axis = in Height = in Rebar Centerline to Edge of Concrete .. 3.0 in at Bottom of footing = Bars parallel toX-X Axis = 8 Number of Bars Reinforcing Bar Size = # 5 l;lars parallel to·Z-Z Axis Number of Bars = 8 Reinforcing Bar Siz1 = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50: 1 1.50: 1 Yes Yes No No tlt'U~rff1p1~'R~i:J~~Rilf~;'~~,;;:;~:7:;1:;vi;y~ ?f,/~~~P,~ ~t;,,.,,y;~{;~~ .,,,_,,,;;:.,,~i;\tg~:J;.;-'i,, 7;,~~,\ ~A,£,;:~~~:: J ~: 1-Y·,½ ~ ... t::.-;~{':;',f: .. :'; 5 D Lr P : Column Load = q.850 OB :·Overburden = M-xx = M-zz = V-x = V-z = Project Title: Engineer: Project Descr: Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. = = = = Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dep1 = when maximum length or width is greater=!: ro L s w 48.720 E Project ID: Printed: 23 OCT 2015. 1:57PM 2.0 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft H k ksf k-ft k-ft k k Tit!€ Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Ti Bio Lin,.,e ""6 ~==~= Description : FOOTINGF1 Min.Ratio Item PASS 0.9340 Soil Bearing PASS n/a Overturning -X-X PASS n/a Overturning -Z-Z PASS n/a Uplift PASS 0.3754 Z Flexure (+X) PASS 0.3754 ZFlexure (-X) PASS 0.3754 X Flexure (+Z) PASS 0.3754 X Flexure (-Z) PASS 0.2498 1-way Shear ( +X) PASS 0.2498 1-way Shear(-X) PASS 0.2498 1-way Shear ( +Z) PASS 0.2498 1-way Shear (-Z) PASS 0.4794 2-way Punching Applied 1.868 ksf 0.0 k-ft 0.0 k-ft 0.0 k 10.622 k-ft 10.622 k-ft 10.622 k-ft 10.622 k-ft 23.261 psi 23.261 psi 23.261 psi 23.261 psi 89.273 psi ~~tii · .. ,,R'e!u'ff~·-m'¥',f:?S:?~~,1~?YJ~~'.f,-z;1:~ ~">} \ '.J" -~),,,').~ ,~,·~1!1R,,i~.f., ,,.:,,.,#),,~~~J~;i,~:'<'\':-~,, i<i~J~r~b.1.1:?x~1lt j, j>-,,<, <+' <, ~ 'j•~,->' '' , -«',M <} '>..l-,,, ,,. , , , ( <', ~, .. ,,. ',, ,.::~, ' ,,\ ,,, ... M, Soil Bearing Rotation Axis & Load Combination ... Gross Allowable Xecc Zecc X-X.+D+H 2.0 n/a 0.0 X-X. +D+L+H 2.0 n/a 0.0 X-X. +D+Lr+H 2.0 n/a 0.0 X-X. +D+S+H' 2.0 n/a 0.0 X-X. +D+0.750Lr+0.750L+H 2.0 n/a 0.0 X-X. +D+0.750L+0.750S+H 2.0 n/a 0.0 X-X. +D+0.60W+H 2.0 n/a 0.0 X-X. +D+0.70E+H 2.0 n/a 0.0 X-X. +D+0.750Lr+0.7.50L +0.450W+H 2.0 n/a 0.0 X-X. +D+0.750L +0.750S+0.450W+H 2.0 n/a 0.0 X-X. +D+0.750L +0.750S+0.5250E+H 2.0 n/a 0.0 X-X. +0.60D+Q;60W+0.60H 2.0 n/a 0.0 X-X. +0.60D+0.70E+0.60H 2.0 n/a 0.0 Z-Z. +D+H 2.0 0.0 n/a Z-Z. +D+L+H 2.0 o:o n/a Z-Z. +D+Lr+H 2.0 0.0 n/a Z-Z. +D+S+H 2.0 0.0 n/a Z-Z. +D+0.750Lr+0.750L +H 2.0 0.0 n/a Z-Z. +D+0.750l+0.750S+H 2.0 0.0 n/a Z-Z. +D+0.60W+H 2.0 0.0 n/a Z-Z. +D+0.70E+H 2.0 0.0 n/a Z-Z. +D+0.750Lr+0.750L +0.450W+H 2.0 0.0 n/a Z-Z. +D+0.750L +0.750S+0.450W+H 2.0 0,0 n/a Z-Z. +D+0.750L +0.750S+0.5250E+H 2.0 0.0 n/a Z-Z. +0.60D+0.60W+0.60H 2.0 0.0 n/a 7 \itCl,~~-Q~:;.",:-~,,m 2.0 0.0 n/a jlfty;,;-c\f•' «· iw'''~ '-~ , ,...,,~,,,,\ ,•1ik Yt~ Rotation Axis & Load Combination ... Overturning Moment ft"l<;mm~:~~~Y,~~~)~.!,;'~'f,o/''«'<'Y''""""''-~'.0''~'~-~~~_,..,.,,__ f.f~-t.~.: l Jl9t!),t!Mitt~tf:1.t;tJ1\jJ~i~1J;_~:;~~11~:i:tt~!{~.t~t:j-~q!i~~:~if!;l:~ff; Flexure Axis & Load Combination Mu Which Tension@ k-ft Side? BotorTop? X-X. +1.40D+1.60H 1.024 +Z Bottom X-X. +1.40D+1.60H 1.024 -Z Bottom X-X. +1.20D+0.50Lr+1.60L +1.60H 10,622 +Z Bottom X-X. +1.20D+0.50Lr+1.60L +1.60H 10.622 -Z Bottom Project Title: EnQineer: Pro1ect Descr: Capacity 2.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 28.292 k-ft 28.292 k-ft 28.292 k-ft 28.292 k-ft 93.113 psi 93.113 psi 93.113 psi 93.113 psi 186.226 psi Project ID: Governing Load Combination +D+L +H about Z-Z axis No Overturning No Overturning No Uplift +1.20D+1.60L +0.50S+1.60H +1.20D+1.60L +0.50S+1.60H +1.20D+1.60L +0.50S+1.60H +1.20D+1.60L +0.50S+1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H Actual Soil Bearing Stress Actual / Allowable Bottom, -Z Top,+Z Left,-X Right, +X Ratio 0.3944 0.3944 n/a n/a 0.197 1.868 1.868 n/a n/a 0.934 0.3944 0.3944 n/a n/a 0.197 0.3944 0.3944 n/a n/a 0.197 1.50 1.50 n/a n/a 0.750 1.50 1.50 n/a n/a 0.750 0.3944 0.3944 n/a n/a 0.197 0.3944 0.3944 n/a n/a 0.197 1.50 1.50 n/a n/a 0.750 1.50 1.50 n/a n/a 0.750 1.50 1.50 n/a n/a 0.750 0.2367 0.2367 n/a n/a 0.118 0.2367 0.2367 n/a n/a 0.118 n/a n/a 0.3944 0.3944 0.197 n/a n/a 1.868 1.868 0.934 n/a n/a 0.3944 0.3944 0.197 n/a n/a 0.3944 0.3944 0.197 n/a n/a 1.50 1.50 0.750 n/a n/a 1.50 1.50 0.750 n/a n/a 0.3944 0.3944 0.197 n/a n/a 0.3944 0.3944 0.197 n/a n/a 1.50 1.50 0.750 n/a n/a 1.50 1.50 0.750 n/a n/a 1.50 1.50 0.750 n/a n/a 0.2367 0.2367 0.118 n/a n/a 0.2367 0.2367 0.118 Resisting Moment Stability Ratio Status As Req'd Gvrn.As Actual As Phi*Mn Status jnA2 jnA2 jnA2 k-ft 0.3888 MinTemoo/o 0.4313 28.292 OK 0.3888 MinTemo% 0,4313 28.292 OK 0.3888 MinTemoo/o -0.4313 28.292 OK 0.3888 Min Temo % 0.4313 28.292 OK X-X. +1.20D+1.60L +0.50S+1.60H 10.622 +Z Bottom ~5°~1 0.4313 28.292 OK Project Title: En9ineer: ProJect Descr: Project ID: X-X, +1.20D+1.60L +0.50S+1.60H 10.622 -Z Bottom 0.3888 Min Temo % 0.4313 28,292 OK TiJle Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" seiection. Title Description: FOOTING F1 Flexure Axis & Load Combination Mu Which Tension@ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? inh2 inh2 inh2 k-ft X-X. +1.20D+1.60Lr+0.50l +1.60H 3.923 +Z Bottom 0.3888 MinTemo% 0.4313 28.292 OK X0X, +1.20D+1.60Lr+0.50L +1.60H 3.923 -Z Bottom 0.3888 MinTemo% 0.4313 28.292 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.8775 +Z Bottom 0.3888 MinTemo% 0.4313 28.292 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.8775 -Z Bottom 0.3888 Min Temo % 0.4313 28.292 OK X-X. +1.20D+0.50L +1.60S+1.60H 3.923 +Z Bottom 0.3888 Min Temo % 0.4313 28.292 OK _ X-X, +1.;mo+0.50L +1.60S+1.60H 3.923 -Z Bottom 0.3888 MinTemo% 0.4313 28.292 OK X-X, +1.20D+1.60S+0.50W+1.60H 0.8775 +Z Bottom 0.3888 MinTemo% 0.4313 28.292 OK X-X. +1.20D+1.60S+0.50W+1.60H 0.8775 -Z Bottom 0.3888 MinTemo% 0.4313 28.292 OK X-X, +1.20D+0.50Lr+0.50L +W+1.60H 3.923 +Z Bottom 0.3888 MinTemo % 0.4313 28.292 OK X-X, +1.20D+0.50Lr+0.50L +W+1.60H 3.923 -Z Bottom 0.3888 MinTemo% 0.4313 28.292 OK X-X. +1.20D+0.50L +0.50S+W+1.60H 3.923 +Z Bottom 0.3888 MinTemo% 0.4313 28.292 OK X-X. +1.20D+0.50L+0.50S+W+1.60H 3.923 -Z Bottom 0.3888 MinTemo% 0.4313 28.292 OK X-X. +1.20D+0.50L +0.20S+E+1.60H 3.923 +Z Bottom 0.3888 Min Temo% 0.4313 28.292 OK X-X. +1.20D+0.50L +0.20S+E+1.60H 3.923 -Z Bottom 0.3888 MinTemo % 0.4313 28.292 OK X-X, +0.90D+W+0.90H 0.6581" +Z Bottom 0.3888 MinTemo% 0.4313 28.292 OK X-X, +0.90D-t-W+0.90H 0.6581 -Z Bottom 0.3888 Min Temo % 0.4313 28.292 OK X-X. +0.90D+E+0.90H 0.6581 +Z Bottom 0.3888 Min Temo % 0.4313 28.292 OK X-X, +0.90D+E+0.90H 0.6581 -Z Bottom 0.3888 Min Temo % 0.4313 28.292 OK Z-Z, +1.40D+1.60H 1.024 -X Bottom 0.3888 MinTemo% 0.4313 28.292 OK Z-Z. +1.40D+1.60H 1.024 +X ·Bottom 0.3888 MinTemo% 0.4313 28.292 OK Z-Z, +1.20D+0.50Lr+1.60L +1.60H 10.622 -X Bottom 0.3888 Min Temo % 0.4313 28.292 OK Z-Z, +1.20D+0.50Lr+1.60L +1.60H 10.622 +X Bottom 0.3888 Min Temo % 0.4313 28.292 OK Z-Z, +1.20D+1.60L +0.50S+1.60H 10.622 -X Bottom 0.3888 MinTemoo/o 0.4313 28.292 OK Z-Z. +1.20D+1.60L+0.50S+1.60H 10.622 +X Bottom 0.3888 MinTemoo/o 0.4313 28.292 OK Z-Z. +1.20D+1.60Lr+0.50L +1.60H 3.923 -X Bottom 0.3888 MinTemoo/o 0.4313 28.292 OK z~z. +1.20D+1.60Lr+0.50L +1.60H 3.923 +X Bottom 0.3888 Min Temo % 0.4313 28.292 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.8775 -X Bottom. 0.3888 MinTemoo/o 0.4313 28.292 OK Z-Z, +1.20D+1.60Lr+0.50W+1.60H 0.8775 +X Bottom 0.3888 MinTemoo/o 0.4313 28.292 OK Z-Z. +1.20D+0.50L +1.60S+1.60H 3.923 -X Bottom 0.3888 MinTemo % 0.4313 28.292 OK Z-Z, +1.20D+0.50L +1.60S+1.60H 3.923 +X Bottom 0.3888 MinTemo % 0.4313 28.292 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0;8775 -X Bottom 0.3888 MinTemoo/o 0.4313 28.292 OK Z-Z, +1.20D+1.60S+0.50W+1.60H 0.8775 +X Bottom 0.3888 MinTemoo/o 0.4313 28.292 OK Z-Z, +1.20D+0.50Lr+0.50L +W+1.60H 3.923 -X Bottom 0.3888 MinTemoo/o 0.4313 28.292 OK Z-Z. +1.20D+0.50Lr+0.50L +W+1.60H 3.923 +X Bottom 0.3888 Min Temo % 0.4313 28.292 OK Z-Z. +1.20D+0.50L +0.50S+W+1.60H 3.923 -X Bottom 0.3888 Min Temo % 0.4313 28.292 OK Z-Z. +1.20D+0.50L +0.50S+W+1.60H 3.923 +X Bottom 0.3888 Min Temo % 0.4313 28.292 OK Z-Z. +1.20D+0.50L +0.20S+E+1.60H 3.923 -X Bottom 0.3888 Min Temo % 0.4313 28.292 OK Z-Z. +1.20D+0.50L +0.20S+E+1.60H 3.923 +X Bottom 0.3888 MinTemo% 0.4313 28.292 OK Z-Z, +0.90D+W+0.90H 0.6581 -X Bottom 0.3888 MinTemo% 0.4313 28.292 OK Z-Z. +0.90D+W+0.90H 0.6581 +X Bottom 0.3888 Min Temo% 0.4313 28.292 OK Z-Z. +0.90D+E+0.90H 0.6581 -x Bottom 0.3888 MinTemo% 0.4313 28.292 OK t\~~6i_,t!l.:&~P4;\:;tg_.90H ~-,.,,..,, ,;;;; ;J'\:l""~'" :--,,:r,.,.9.-it~~~t,w ""'' "t~-~ Bottom 0.3888 MinTemo% 0.4313 28.292 OK r .i:· J9!!&JWIY.tSIJearil.:l;I' ;,-~· _..,,_\i,J:;t. h ·, ',..,, , , .. :, ,;-...... ,,. T, , .. ,.,,!·· ilt. -r----'s.,,-1 i,f ;f, , ,~m ,<, «,, ~ ,',As,> \1fk,\>~~it<;; f,j,:':!•4>-;,, >·':{,'\•'\l!<{,-;1,,',.,;,:~;:, ,~l#.~li:~~-,!'::,:"),?,-;: .... ,l~,t Load Combination ... Vu@-X Vu@+X Vu.@.-2 Vu@+Z Vu:Max PhiVn Vu/ Phi*Vn Status +1.40D+1.60H 2.242osi 2.242osi 2.242 osi 2.242 osi 2.242osi 93.113 osi 0.02408 OK +1.20D+0.50Lr+1.60L +1.60H 23.261 osi 23.261 osi 23.261 osi 23.261 osi 23.261 osi 93.113 osi 0.2498 OK +1.20D+1.60L +0.50S+1.60H 23.261 osi 23.261 osi 23.261 osi 23.261 osi 23.261 osi 93.113 osi 0.2498 OK +1.20D+1.60Lr+0.50L +1.60H 8.59osi 8.59osi 8.59 osi 8.59 osi 8.59osi 93.113 osi 0.09226 OK +1.20D+1.60Lr+0.50W+1.60H 1.922 osi 1.922osi 1.922 osi 1.922 osi 1.922 osi 93.113 osi 0.02064 OK +1.20D+0.50L +1.60S+1.60H 8.59osi 8.59osi 8.59 osi 8.59 osi 8.59osi 93.113 osi 0.09226 OK +1.20D+1.60S+0.50W+1.60H 1.922 osi 1.922 osi 1.922 osi 1.922 osi 1.922osi 93.113 osi 0.02064 OK +1.20D+0.50Lr+0.50L +W+1.60H 8.59 osi 8.59osi 8.59 osi 8.59 osi 8.59osi 93.113 osi 0.09226 OK +1.20D+0.50L +0.50S+W+1.60H 8.59osi 8.69osi 8.59 osi 8.59 osi 8.59 osi 93.113 osi 0.09226 OK +1.20D+0.50L +0.20S+E+1.60H 8.59osi 8.59bsi 8.59 osi 8.59 osi 8.59osi 93.113 osi 0.09226 OK +0.90D+W+0.90H 1.441 osi 1.441 osi 1.441 osi 1.441 osi 1.441 osi 93.113 osi 0.01548 OK r;l'ff &,Qilf•~~jf~~:,m, '<'--\,'l.."'/'.>;"<"Y.>/!¥.<o'-""?;;}CJ;;,,,":,;;:;, -. 1.441 osi 1.441 osi 1.441 osi 1.441 osi 93.113 osi 0.01548 OK t; ,~R-~,,G <*J] ~-,4 ,,,~,~fiirXJt-;~X~\}<{?i:i~\\[;1\~;;:s~iS i~s:}11~ All units k Load Combination ... Vu Phi*Vil Vu/ Phi*Vn Status +1.400+1.60H 8.605 osi 186.226osi 0.04621 OK +1.20D+0.50Lr+1.60L+1.60H 89.273 osi 186.226osi 0.4794 OK +1.20D+1.60L +0.50S+1.60H 89.273 osi xf~°'f-l\ 1.0.4794 OK Till~ Block Line 1 You can change tt\is area using.the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Description: Load Combination ... +1.20D+1.60Lr+0.50L +1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L +1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L +W+1.60H +1.20D+0.50L +0.50S+W+1.60H +1.20D+0.50L +0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Vu 32.968 osi 7.375 osi 32.968 osi 7.375 osi 32.968 osi 32.968 osi 32.968 osi 5.532 osi 5.532 osi Project Title: Engineer: Project Descr: Phi*Vn 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi Vu/ Phi*Vn 0.177 0.0396 0.177 0.0396 0.177 0.177 0.177 0.0297 0.0297 Project ID: Printed: 23 OCT 2015. 1 :57PM All units k Status OK OK OK OK OK OK OK OK OK Description : FOOTING F2 Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-10 Load Combinations Used: ASC.E 7-10 ~~~n~a~lj n:'«'o~at···=1··0·~1;r;-;~.:f~YF.J:}t, . .f~};0~1r1r-~~~1 ~ "'~Y.,.!f1~l-1'"!;.~Jf.lJ~ -~~1.:tM~~, --,~,.,,, ·-~·il..P~~,t,)~.g 1,'~-,; r.,, ... ''.l$\<.>~i;.\~ lf>..f':k~»>\t\{.'n it-::.>,~rJJl~-~ Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure = = = = = = = = 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pct 0.90 0.850 0.00180 1.50: 1 1.50: 1 Yes Yes No Use Pedestal wt for stability, mom & shear t-~~~~11re1:is10~~~~t~~~~~~l2}~!~~J~~:i~frt1~t31 ,-r.J11l> ,. 'r'1-w . ., .. ~1-i., ~,1&';JE~ ... 4"'w~ ... t1.,,_~~-~~, -,~>-.,,,1~-hhr·"::-,-~r"i',~-<::.\,r,.2 ~ NQ Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions ... 4.7!;50 ft 4.750 ft 18.0 in px : parallel to X-X Axis = in pz : parallel to Z-Z Axis : in Height in Rebar Centerline to Edge of Concrete .. at Bottom of footing = 3.0 in Bars parallel to X-X Axis Number of Bars = 6 Reinforcing.Bar Size = # 5 Bars parallel to Z-Z Axis 6 Number of Bars = Reinforcing Bar SizE = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a D P : Column Load = 4.120 OB : Overburden = M-xx = M-zz = V-x = V-z = Lr Project Title: Engineer: Project Descr: Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) = Soil/Concrete Friction Coeff. = Increases based on footing Depth Footing base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of dep1 = when maximum length or width is greater=!= z L s w 34.320 E Project ID: 2.0 ksf No 250.0 pcf 0.30 ft ksf ft ksf ft H k ksf k-ft k-ft k k Title. Block Line 1 You can change this area using the 'Settings" menu item and then using the 'Printing & Title Block" selection. Ti k Line 6 Description: FOOTINGF2 Min.Ratio PASS 0.9605 PASS n/a PASS n/a PASS n/a PASS 0.2905 PASS 0.2905 PASS 0.2905 PASS 0.2905 PASS 0.1754 PASS 0.1754 PASS 0.1754 PASS 0.1754 PASS 0.3317 Soil Bearing Rotation Axis & Load Combination ... X-X. +D+H X-X. +D+L+H X-X. +D+Lr+H X-X. +O+S+H X-X. +O+O. 750Lr+O. 750L +H X-X. +0+0.750L+0.750S+H X-X. +D+0.60W+H X-X. +D+0.70E+H Item Soil Bearing Overturning -X-X Overturning -Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear (+X) 1-way Shear (-X) 1-way Shear ( +Z) 1-way Shear (-Z) 2-way Punching Gross Allowable 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 X-X. +D+0.750Lr+0.750L +0.450W+H 2.0 X-X. +D+0.750L +0.750S+0.450W+H 2.0 X-X. +D+0.750L +0.750S+0.5250E+H 2.0 X-X. +0.600+0.60W+0.60H 2.0 X-X. +0.600+0.70E+0.60H 2.0 Z-Z. +O+H 2.0 Z-Z. +D+L+H 2.0 Z-Z. +D+Lr+H 2.0 Z-Z. +D+S+H 2.0 Z-Z. +D+0.750Lr+0.750L+H 2.0 Z-Z. +D+0.750L+0.750S+H 2.0 Z-Z. +D+0.60W+H 2.0 Z-Z. +D+0.70E+H 2.0 Z-Z, +0+0.750Lr+0.750L +0.450W+H 2.0 Z-Z. +D+0.750L +0.750S+0.450W+H 2.0 Z-Z. +D+0.750L+0.750S+0.5250E+H 2.0 Z-Z. +0.600+0.60W+0.60H 2.0 l:i:f.>"'"~--~ 2.0 ):;~(f;i~~~f~~ Rotation Axis & Applied 1.921 ksf 0.0 k-ft 0.0 k-ft 0.0 k 7.482 k-ft 7.482 k-ft 7.482 k-ft 7.482 k-ft 16.335 psi 16.335 psi 16.335 psi 16.335 psi 61.777 psi Xecc Zecc n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0.0 n/a 0,0 n/a o.o n/a 0.0 n/a 0.0 n/a 0.0 n/a o:o n/a 0.0 n/a Load Combination ... . Overtµrning Moment ~a~YJt9J/.~Q~Q~~~!~Q .. ~""l"'""''"'··=-,-., .... , ... ,.,,,.,.rrs·Ct", kt _-:,(,~g,;g7f~e :~r.,~i::tt~Yf1:~!P,,~~-~-~1::f:1U1~~~?~1tf~frt1~¼1-f~~½~-:;{t~~:~1~11. Flexure Axis & Load Combination Mu Which Tensio.n@ k-ft Side? BotorTop? X-X. +1.400+1.60H 0.7210 +Z Bottom X-X. +1.40D+1.60H 0.7210 -Z Bottom X-X. +1.200+0.50Lr+1.60L +1.60H 7.482 +Z Bottom X-X. +1.200+0.50Lr+1.60L +1.60H 7.482 -Z Bottom X-X. +1.200+1.60L +0.50S+1.60H 7.482 +Z Bottom 30 Project Title: En$ineer: Proiect Descr: Capacity 2.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 25.755 k-ft 25.755 k-ft 25.755 k-ft 25.755 k-ft 93.113 psi 93.113 psi 93.113 psi 93.113 psi 186.226 psi Project ID: Governing Load Combination +D+L +H about Z-Z axis No Overturning No Overturning No Uplift +1.200+0.50Lr+1.60L +1.60H +1.200+0.50Lr+1.60L +1.60H +1.200+0.50Lr+1.60L +1.60H +1.200+0.50Lr+1.60L +1.60H +1.200+0.50Lr+1.60L +1.60H +1.200+0.50Lr+1.60L +1.60H +1.200+0.50Lr+1.60L +1.60H +1.200+0.50Lr+1.60L +1.60H +1.200+0.50Lr+1.60L +1.60H Actual Soil Bearing Stress Actual / Allowable Bottom, -Z Top,+Z Left, -X Right, +X Ratio 0.4001 0.4001 n/a n/a 0.200 1.921 1.921 n/a n/a 0.961 0.4001 0.4001 n/a n/a 0.200 0.4001 0.4001 n/a n/a 0.200 1.541 1.541 n/a n/a 0.771 1.541 1.541 n/a n/a 0.771 0.4001 0.4001 n/a n/a 0.200 0.4001 0.4001 n/a n/a 0.200 1.541 1.541 n/a n/a 0.771 1.541 1.541 n/a n/a 0.771 1.541 1.541 n/a n/a 0.771 0.2401 0.2401 n/a n/a 0.120 0.2401 0.2401 n/a n/a 0.120 n/a n/a 0.4001 0.4001 0.200 n/a n/a 1.921 1.921 0.961 n/a n/a 0.4001 0.4001 0.200 n/a n/a 0.4001 0.4001 0.200 n/a n/a 1.541 1.541 0.771 n/a n/a 1.541 1.541 0.771 n/a n/a 0.4001 0.4001 0.200 n/a n/a 0.4001 0.4001 0.200 n/a n/a 1.541 1.541 0.771 n/a n/a 1.541 1.541 0.771 n/a n/a 1.541 1.541 0.771 n/a n/a 0.2401 0.2401 0.120 n/a n/a 0.2401 0.2401 0.120 Resisting Moment Stability Ratio Status As Req'd Gvrn.As Actual As Phi*Mn Status jnA2 jnA2 jnA2 k-ft 0.3888 MinTemo% 0.3916 25.755 OK 0.3888 MinTemo% 0.3916 25.755 OK 0.3888 MinTemo% 0.3916 25.755 OK 0.3888 MinTemoo/o 0.3916 25.755 OK 0.3888 Min Temo% 0.3916 25.755 OK o-f~\1 Title Block Line 1 Project Title: You can change this area En~ineer: Project ID: using the 'Settings" menu item ProJect Descr: and then using the 'Printing & Title Block' selection. Title Block Li 6 Description: FOOTINGF2 X-X. +1.20D+1.60L-t-0.50S+1.60H 7.482 -Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK Titl~ Block Line 1 Project Title: Project ID: You can change this area En9ineer: using the "Settings• menu item ProJect Descr: and then using the "Printing & Title Block' selection. Ti e6 Description : FOOTINGF2 ti:rFti..S'j%"~·,;«-tt,:W~~-r1;.-".j~r~--'t:~-(;t"?-~.'./'1i,\"i~~P'h~~~·*'¢'i"'t:"~~.1; o/~7'\'..:~ ~1Li;_~9,, .~~9~.~ ~~~-J!:~-;.~i~.(j~;~fJ;t;1~~~:t¼;J{J~}~~\.d~t~~~}1f-~ti<~f:fi{t.: Flexure Axis & load Combination Mu Which Tension@ As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Side? Bot or Top? jnA2 jnA2 jnA2 k-ft X-X. +1.20D+1.60Lr+0.50L +1.60H 2.763 +Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK X-X. +1.20D+1.60Lr+0.50L+1.60H 2.763 -Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.6180 +Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK X-X. +1.20D+1.60Lr+0.50W+1.60H 0.6180 -Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK X-X. +1 :20D+0.50L +1.60S+1.60H 2.763 +Z Bottom · 0.3888 MinTemo% 0.3916 25.755 OK X-X. +1.20D+0.50L +1.60S+1.60H 2.763 -Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK X-X. +1.20D+1.60S+0.50W+1.60H 0.6180 +Z Bottom 0.3888 Min Temo% 0.3916 25.755 OK X-X. +1.20D+1.60S+0.50W+1.60H 0.6180 -Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK X-X. +1.20D+0.50Lr+0.50L +W+1.60H 2.763 +Z Bottom 0.3888 Min Temo % 0.3916 25.755 OK X-X. +1.20D+0.50Lr+0.50L +W+1.60H 2.763 -Z Bottom 0.3888 Min Temo % 0.3916 25.755 OK X-X. +1.20D+0.50L +0.50S+W+1.60H 2.763 +Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK X-X. +1.20D+0.50L +0.50S+W+1.60H 2.763 -Z Bottom 0.3888 Min Temo % 0.3916 25.755 OK X-X. +1.20D+0.50L +0.20S+E+1.60H 2.763 +Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK X-X. +1.20D+0.50L +0.20S+E+1.60H 2.763 -Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK X-X. +0.90D+W+0.90H 0.4635 +Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK X-X, +0.90D+W+Q.90H 0.4635 -Z Bottom 0.3888 Min Temo % 0.3916 25.755 OK X-X. +0.90D+E+0.90H 0.4635 +Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK X-X. +0.90D+E+0.90H 0.4635 -Z Bottom 0.3888 MinTemo% 0.3916 25.755 OK Z-Z. +1.40D+1.60H 0.7210 -X Bottom 0.3888 MinTemo% 0.3916 25.755 OK Z-Z. +1.40D+1.60H 0.7210 +X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z. +1.20D+0.50Lr+1.60L +1.60H 7.482 -X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z. +1.20D+0.50Lr+1.60L +1.60H 7.482 +X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z. +1.20D+1.60L +0.50S+1.60H 7.482 -X Bottom 0.3888 MinTemo% 0.3916 25.755 OK Z-Z. +1.20D+1.60L +0.50S+1.60H 7.482 +X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z. +1.20D+1.60Lr+0.50L +1.60H 2.763 -X Bottom 0.3888 Min Temo% 0.3916 25.755 OK Z-Z. +1.20D+1.60Lr+0.50L+1.60H · 2.763 +X Bottom 0.3888 Min Temo% 0.3916 25.755 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.6180 -X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.6180 +X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z. +1.20D+0.50L +1.60S+1.60H 2.763 -X Bottom 0.3888 MinTemo% 0.3916 25.755 OK Z-Z. +1.20D+0.50L +1.60S+1.60H 2.763 +X Bottom 0.3888 MinTemo% 0.3916 25.755 OK Z-Z. +1.20O+1.60S+0.50W+1.60H 0.6180 -X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z. +1.20D+1.60S+0.50W+1.60H 0.6180 +X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z. +1.20D+0.50Lr+0.50L +W+1.60H 2.763 -X Bottom 0.3888 MinTemo% 0.3916 25.755 OK Z-Z. +1.20D+0.50Lr+0.50L +W+1.60H 2.763 +X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z. +1.20D+0.50L+0.50S+W+1.60H 2.763 -X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z. +1.20D+0.50L +0.50S+W+1.60H 2.763 +X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z. +1.20D+0.50L +0.20S+E+t.60H 2.763 -X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z. +1.20D+0:50L +0.20S+E+1.60H 2.763 +X Bottom 0.3888 MinTemo% 0.3916 25,755 OK z~z. +0.90D+W+0.90H 0.4635 -X Bottom 0.3888 Min Temo % 0.3916 25.755 OK ZsZ. +0.90D+W+0.90H 0.4635 +X Bottom 0.3888 MinTemo% 0.3916 25.755 OK Z-Z. +0.90D+E+0.90H 0.4635 -X Bottom 0.3888 Min Temo % 0.3916 25.755 OK Z-Z +0.90D+E+0.90H 0.4635 +X Bottom 0.3888 MinTemo% 0.3916 25.755 OK V~~f~~r,rt>r§f"'~¼}:1\/f,'~:r,,;cz_t¼j?'.~Jjj}'.r-;'::t,:;f,_;r~~--\'{:XJ<:r:·,~,;~;i\1/i",:t;~i /, .. -ne,~ ay,,_ e@r,-:,,::--~,"'-"·'" ... , .-.. , ,._,,,,_.,_. :"-~''"'""''''''·''! '\l"',,'•,•;,?,i ,o' ,1,•it_,,;; ~-,,, ,~.: .. --..,ti, ,r•<f(--,,,,;,,.~( 1,½•\:t ·, ;,i/,d,.,·~~---,,'1~,,,'./' ,1,7i<~, _,...,,,., -~'-'(;. Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D+1.60H 1.574osi 1.574osi +1.20D+0.50Lr+1.60L +1.60H 16.335 osi 16.335 osi +1.20D+1,60L+0.50S+1,60H 16.335 osi 16.335 osi +1.20D+1.60Lr+0.50L +1.60H 6.032 osi 6.032 osi +1.20D+1.60Lr+0.50W+1.60H 1.349 osl 1.349 osi +1.20D+0.50L +1.60S+1.60H 6.032 osi 6.032 osi +1.200+1 :60S+0.50W+1.60H 1.349 osi 1.349 osi +1.20D+0.50Lr+0.50L +W+1.60H 6.032 osi 6.032 osi +1.20D+0.50L +0.50S+W+1.60H 6.032 osi 6.032 osi +1.20D+0.50L +0.20S+E+1,60H 6.032 osi 6.032 osi +0.90D+W+0.90H 1.012 osi 1.012 osi ,,,,,+Olf.;n~QBD,:~_jl,gQ,H,.~,~-~""1"""·' -.,;er,,,"''•""'"""'"'' ,,,,,JQt?, D,,~L,~ •• ,,._.,t.012 osi jl!~· 'U' C ,n·g-,t!l-'e' 2,-,:;,,;1,,g,Nr,--~1~1·,;; '1'•"<.,t,),t,,,~ r'*\' .. :i.\.;;•-\<I '\a,t'}~-,:;.l',~t<«i;, ... .J\f »ll( tv.~-,,\., u ;, )'> 1 7:'."N ~~~ , ::t~~~~;, 4~,;&i:~:) j1 ,::~f-~~.:?L:;~Y)'~l ,~1! E'; tS::"1: ,-_::-:~ ";<--~~-:1;:;;-~-72,''~;:~·5.i Load Combination ... +1.40O+1.60H . +1.20D+0.50Lr+1.60L +1.60H +1.20D+1.60L +0.50S+1.60H Vu 5.953 osi 61.777 osi 61.777 osi 1.57 4 osi 1.57 4 osi 1.57 4 osi 16.335 osi 16.335 osi 16.335 osi 16.335 osi 16.335 osi 16.335 osi 6.032 osi 6.032 osi 6.032 osi 1.349 osi 1.349 osi 1.349 osi 6.032 osi 6.032 osi 6.032 osi 1.349 osi 1.349 osi 1.349 osi 6.032 osi 6.032 osi 6.032 osi 6.032 osi 6.032 osi 6.032 osi 6.032 osi 6.032 osi 6.032 osi 1.012 osi 1.012 osi 1.012 osi 1;012 osi 1.012 osi 1.012 osi Phi*Vn 186.226osi 186.226osi 186.226osi Vu/Phi*Vn 0.03197 0.3317 0.3317 93.113 osi 0.01691 93.113 osi 0.1754 93.113 osi 0.1754 93.113 osi 0.06479 93.113 osi 0.01449 93.113 osi 0.06479 93.113 osi 0.01449 93.113 osi 0.06479 93.113 osi 0.06479 93.113 osi 0.06479 93.113 osi 0.01087 93.113 osi 0.01087 OK OK OK OK OK OK OK OK OK OK OK OK All units k Status OK OK OK Title. Block Line 1 You can change this area using the "Settings" menu item and then using the 'Printing & Title Block' selection. I . 6 Description: FOOTINGF2 Load Combination ... +1.20D+1.60Lr-+0.50L +1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D-+0.50L +1.60S+1.60H +1.20D+1.60S-+0.50W+1 :60H +1.20D-+0.50Lr-+0.50L +W+1.60H +1.20D-+0.50L-+0.50S+W+1.60H +1.20D-+0.50L +0.20S+E+1 .. 60H -+0.90D+W-+0.90H -+0.90D+E-+0.90H Vu 22.814 osi 5.103 PSi 22.814 psi 5.103 osi 22.8'14 psi 22.814 osi 22.814 psi 3.827 Psi 3.827 osi Project Title: Engineer: Project Descr: Phi*Vn 186.226Psi 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi Vu/ Phi*Vn 0.1225 0.0274 0.1225 0.0274 0.1225 0.1225 0.1225 0.02055 0.02055 Project ID: All units k Status OK OK OK OK OK OK OK OK OK Title Block Line 1 You can change this area using the •settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Description : Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ee : Concrete Elastic Modulus Concrete Density cp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow% Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear = = = = = = = = = = 3.0 ksi 60.0 Rsi 3,122.0 ksi 145.0 pcf 0.90 0.850 0.00180 1.50: 1 1.50: 1 Yes Yes No No ~f~pj~iiJTi~~l?l?{;~fu;?'.fJs\;~~¥1:¥%~im~~:~;~ Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions ... 3.250 ft 3.250 ft 18.0 in px: parallel to X-X Axis = 0.0 in pz:paralleltoZ-ZAxis : 0.0in Height 0.0 in Rebar Centerline to Edge of Concrete .. at Bottom of footing = 3.0 in Bars parallel to X-X Axis Number of Bars = 5 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 5 Reinforcing Bar SizE = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requirtng Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a ~"i", 1~l~e·'~ift:1=0··. a· ;;,rs·'~;x;:,·~1,;:~}.\'.,"'~;~1,;,7:;:r;;~~?:~~ ~:,;.. .. ff 1-\,~Y·,!_,11t., ~-~~ ~$.,}',~"t,-1>?·t-,-:._-.. :.mk.....J :,'"',Y»;0~?fi.v';-t¥,_,,,i,-.:-;-..::_,_~..,~.: .. D P : Column Load = 1.760 OB : Overburden = 0.0 M-xx = 0.0 M-zz = 0.0 V-x = 0.0 V-z, = 0.0 Lr b.o o.b 0.0 0.0 0.0 0.0 Project Title: En~ineer: Proiect Descr: Soil Design Values Allowable Soil Bearing = Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) = Soil/Concrete Friction Coeff. = Increases based on footing Depth Fpoting base depth below soil surface = Allowable pressure increase per foot of deptl= when footing base is below = Increases based on footing plan dimension Allowable pressure increase per foot of depf = when maximum length or width is greater:t L 14.680 0.0 s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ~o~L\7 z w 0.0 0.0 0.0 0.0 0.0 0.0 E 0.0 0.0 0.0 0.0 0.0 0.0 Project ID: 2.0 ksf No 250.0 pcf 0.30 0.0 ft 0.0 ksf 0.0 ft 0.0 ksf 0.0 ft H 0.0 k 0.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k Title Block Line 1 Description : Min. Ratio PASS 0.8870 PASS n/a PASS n/a PASS n/a PASS 0.1026 PASS 0.1026 PASS 0.1026 PASS 0.1026 PASS 0.05483 PASS 0.05483 PASS 0.05483 PASS 0.05483 PASS 0.1283 Soil Bearing Item Soil Bearing Overturning -X-X Overturning -Z-Z Uplift Z Flexure (+X) Z Flexure (-X) X Flexure (+Z) X Flexure (-Z) 1-way Shear(+X) 1-way Shear (-X) 1-way Shear (+Z) 1-way Shear (-Z) 2-way Punching Applied 1.774 ksf 0.0 k-ft 0.0 k-ft 0.0 k 3.20 k-ft 3.20 k-ft 3.20 k-ft 3.20 k-ft 5.105 psi' 5.105 psi 5.105 psi 5.105 psi 23.893 psi Project Title: En~ineer: Pro1ect Descr: Capacity 2.0 ksf 0.0 k-ft 0.0 k-ft 0.0 k 31.189 k-ft 31.189 k-ft 31.189 k-ft 31.189 k-ft 93.113 psi 93.113 psi 93.113 psi 93.113 psi 186.226 psi Project ID: Printed: 2 NOV 2015. 3:03PM Governing Load Combination +D+L +H about Z-Z axis No Overturning No Overturning No Uplift +1.20D+0.50Lr+1.60L +1.60H + 1.200+0.50Lr+ 1.60L + 1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H +1.20D+0.50Lr+1.60L +1.60H Rotation Axis & Actual Soil Bearing Stress Actual / Allowable Load Combination ... Gross Allowabl~ Xecc Zecc Bottom, -Z Top,+Z Left, -X Right, +X X-X, +D+H 2.0 n/a 0.0 0.3841 0.3841 n/a n/a X-X, +D+L +H . 2.0 n/a 0.0 1.774 1.774 n/a n/a X-X, +D+Lr+H 2.0 n/a 0.0 0.3841 0.3841 n/a n/a X-X, +D+S+H 2.0 n/a 0.0 0.3841 0.3841 n/a n/a X-X, +D+0,750Lr+0.750L+H 2.0 n/a 0.0 1.426 1.426 n/a n/a X-X. +D+0.750L+0.750S+H 2.0 n/a 0.0 1.426 1.426 n/a n/a X-X, +D+0.60W+H 2.0 n/a 0.0 0.3841 0.3841 n/a n/a X-X, +D+O.?OE+H 2.0 n/a 0.0 0.3841 0.3841 n/a n/a X-X. +D+0.750Lr+0.750L +0.450W+H 2.0 n/a 0.0 1.426 1.426 n/a n/a X-X, +D+0.750L+0.750S+0.450W+H. 2.0 n/a 0.0 1.426 1.426 n/a n/a X-X. +D+0.750L +0.750S+0.5250E+H 2.0 n/a 0.0 1.426 1.426 n/a n/a X-X, +0.60D+0.60W+0.60H 2.0 n/a 0.0 0.2305 0.2305 n/a n/a X-X. +0.60D+0.70E+0.60H 2.0 n/a 0.0 0.2305 0.2305 n/a n/a Z-Z. +D+H 2.0 0.0 n/a n/a n/a 0.3841 0.3841 Z-Z, +D+L+H 2.0 0:0 n/a n/a n/a 1.774 1.774 Z-Z. +D+Lr+H 2.0 0.0 n/a n/a n/a 0.3841 0.3841 Z-Z, +D+S+H 2.0 0.0 n/a n/a n/a 0.3841 0.3841 Z-Z, +D+0.750Lr+0.750L+H 2.0 0.0 n/a n/a n/a 1.426 1.426 Z-Z, +D+0.75QL+0.750S+H 2.0 0.0 n/a n/a n/a 1.426 1.426 Z-Z, +D+0.60W+H 2.0 0.0 n/a n/a n/a 0.3841 0.3841 Z-Z. +D+O.?OE+H 2.0 0.0 n/a n/a n/a 0.3841 0.3841 Z-Z, +D+0.750Lr+O. 750L +0.450W+H 2.0 0.0 n/a n/a n/a 1.426 1.426 Z-Z, +D+0.750L +0.750S+0.450W+H 2.0 0.0 n/a n/a n/a 1.426 1.426 Z-Z. +D+0.750L +0.750S+0.5250E+H 2.0 0.0 n/a n/a n/a 1.426 1.426 Z-Z. +0.600+0.60W+0.60H 2.0 0.0 n/a n/a n/a 0.2305 0.2305 t:t~. ~~~f,,R9,-t1. ~P.t,c;N 2.0 0.0 n/a n/a n/a 0.2305 0.2305 _ r N --~~~-• /I) . .;:~r:£:,;~~\:-01 Rotation Axis & Load Combination ... Overturning Moment Resisting Moment Stability Ratio Flexµre Axis & Load Combination Mu Which Tension@ As Req'd k-ft Si!f e ? Bot or Top ? inA2 Gvrn.As jnA2 X-X. +1.40D+1.60H X-X. +1.40D+1.60H X-X. +1.20D+0.50Lr+1.60L +1.60H X-X, +1.200+0.50Lr+1.60L +1.60H X-X, +1.200+1.60L +0.50S+1.60H 0.3080 . +Z 0.3080 -Z 3.20 +Z 3.20 -Z 3.20 +Z Bottom Bottom Bottom Bottom Bottom 0.3888 Min Temo % 0.3888 Min Temo % 0.3888 Min Temo % 0.3888 Min Temo % 0.3888 Min Temo % ~> o+l+l Actual As Phi*Mn jnA2 k-ft 0.4769 31.189 0.4769 31.189 0.4769 31.189 0.4769 31.189 0.4769 31.189 Ratio 0.192 0.887 0,192 0.192 0.713 0.713 0.192 0.192 0.713 0.713 0.713 0.115 0.115 0:192 0.887 0.192 0.192 0.713 0.713 0.192 0.192 0.713 0.713 0.713 0.115 0.115 Status Status OK OK OK OK OK Title Block Line 1 Project Title: You can change this area En~ineer: Project ID: using the 'Settings' menu item Proiect Descr: and then using the 'Printing & Title Block' selection. Ti ck Line 6 ,s Description : X-X. +1.20D+1.60L+0.50S+1.60H 3.20 -Z Bottom 0.3888 Min Temp% 0.4769 31.189 OK rn~ Block Line 1 You can change this area using the "Settings" menu item and then using the'Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Pro1ect Descr: Flexure Axis &·Load Combination · Mu Which Tension @ · As Req'd k-ft Side? Bot or Top? inA2 X-X. +1.20D+1.60Lr+0.50L+1.60H 1.182 +Z Bottom X-X. +1.200+1.60Lr+0.50L+1.60H 1.182 -Z Bottom X-X. +1.200+1.60Lr+0.50W+1.60H 0.2640 +Z Bottom X-X. +1.200+1.60tr+0.50W+1.60H 0.2640 -Z Bottom X-X. +1.20D+0.50L+1.60S+1.60H 1.182 +Z Bottom X-X. +1.20D+0.50L+1.60S+1.60H 1.182 -Z Bottom X-X. +1.20D+1.60S+0.50W+1.60H 0.2640 +Z. Bottom X-X. +1.200+1.60S+0.50W+1.60H 0.2640 -Z -Bottom X-X. +1.20D+0.50Lr+0.50L+W+1.60H 1.182 +Z Bottom X-X. +1.20D+0.50Lr+0.50L+W+1.60H 1.182 -Z Bottom X-X. +1.20D+0.50L+0.50S+W+1.60H 1.182 +Z Bottom X-X. +1.20D+0.50L+0.50S+W+1.60H 1.182 -Z Bottom X-X. +1.20D+0.50L+0.20S+E+1.60H 1.182 +Z Bottom X-X. +1.200+0;50L +0.20S+E+1.60H 1.182 -Z Bottom X-X. +0.90D+W+0.90H . 0.1980 +Z Bottom XsX. +0.90D+W+0.90H 0:1980 -Z Bottom X-X. +0.90D+E+0:90H 0.1980 +Z Bottom X-X. +0.90D+E+0.90H 0.1980 -Z Bottom Z-Z. +1.400+1.60H 0.3d80 -X Bottom Z-Z. +1AOD+1.60H 0.3080 +X Bottom Z-Z. +1.20D+0.50Lr+1.60L+1.60H 3.20 -X Bottom Z-Z. +1.20D+0.50Lr+1.60L+1.60H 3.20 +X Bottom 2-Z. +1.200+1.60L +0.50S+1.60H 3.20 -X Bottom Z-Z. +1.200+1.60L.+0.50S+1.60H 3.20 +X Bottom Z-Z. +1.200+1.60Lr+0.50L +1.60H 1.182 -X Bottom Z-Z. +1.200+1.60Lr+0.50L+1.60H 1.182 +X Bottom Z-Z. +1.20D+1.60L.r+0.50W+1.60H 0.2640 -X Bottom Z-Z. +1.20D+1.60Lr+0.50W+1.60H 0.2640 +X Bottom Z-Z. +1,20D+0.50L+1.60S+1,60H 1.182 -X Bottom Z-Z. +1.20D+0.50L+1.60S+1.60H 1.182 +X Bottom· Z-Z. +1.200+1.60S+0.50W+1.60H 0.2640 -X Bottom Z-Z. +1.200+1.60S+0.50W+1.60H 0.2640 +X Bottom Z-Z. +1.20D+0.50Lr+0.50L+W+1.60H 1.182 -X Bottom Z-Z. +1.20D+0.50Lr+0.50L+W+1.60H 1.182 +X Bottom Z-Z. +1.20D+0.50L+0;50S+W+1.60H 1.182 -X Bottom Z-Z. +1:20D+0.50L+0.50S+W+1.60H 1.182 +X Bottom Z-Z. +1.20D+0.50L+0.20S+E+1.60H 1.182 -X Bottom Z-Z. +1.200+0.50L+0.20S+E+1.60H 1.182 +X Bottom Z-Z. +0.90D+W+0.90H 0.1980 -X Bottom Z-Z. +0.90D+W+0.90H 0.1980 +X Bottom Z-Z. +0.90D+E-!-0.90H 0:1980 -X Bottom ff('>l;Z,ntQ. .• ~gR~i,MQ~x-~ ·=·<"~"""';S\J="'~'"'~QJ~.e.Q. .... ,.,..."'t<t,,., Bottom t*i,qit~;l!'l'.41-*f,ijq~ri~P:ffj:313~~;:,~).;~~4;,,.~?;,1:~'l~~~k':f\\~;'!q~;1 . 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 0.3888 MinTemoo/o Min Temoo/o Min Temo % Min Temo % MinTemoo/o MinTemoo/o MinTemoo/o Min Temo % Min Temoo/o Min Temo % Min Temoo/o Min Temo % Min Temo % MinTemoo/o MinTemo% MinTemoo/o Min Temo % MinTemoo/o MinTemoo/o MinTemoo/o Min Temoo/o MinTemoo/o MinTemoo/o Min Temo % MinTemoo/o MinTemoo/o Min Temoo/o MinTemoo/o MinTemoo/o MinTemoo/o Min Temo % Min Temo % Min Temo % MinTemoo/o Min Temo % MinTemoo/o MinTemoo/o MinTemoo/o MinTemoo/o MinTemoo/o MinTemoo/o MinTemoo/o Project ID: Printed: 2 NOV 2015. 3:03PM Actual As Phi*Mn Status inA2 k-ft 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK 0.4769 31.189 OK Load Combination... Vu@ -X Vu@ +X . Vu @-Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D+1.60H 0.4914 osi 0.4914 osi 0.4914 osi +1.20D+0.50Lr+1.60L+1.60H 5.105osi 5.105osi 5.105 osi +1.20D+1.60L+0.50S+1.60H 5.105osi 5.105osi 5.105 osi +1.20D+1.60Lr+0.50L +1.60H 1.885 osi 1.885 osi 1.885 osi +1.20D+1.60Lr+0.50W+1.60H 0.4212 osi 0.4212 osi 0.4212 osi +1.20D+0.50L +1.60S+1.60H 1.885 osi 1.885 osi . 1.885 osi +1.20D+1.60S+0;50W+1.60H 0.4212·osi 0.4212osi 0.4212 osi +1.20D+0.50Lr+0:5oL +W+1.60H 1.885 osi 1.885 osi 1.885 osi +1.20D+0.50L +0.50S+W+1.60H 1.885 osi 1.885 osi 1.885 osi +1.20D+0.50L +0.20S+E+1.60H 1.885 osi 1.885 osi 1.885 osi +0.90D+W+0:90H 0.3159 osi 0.3159 osi 0.3159 osi r-.,~i~.9.:;fir':~Ql:!,,.,.rli,"f'cF.\'ff*"''I' (,<''JRs'S:f\!,"'.',!,,'<.S:l\9~j~i.,:,:,,\;'?'lQ}159 osi 0.3159 osi ,~,{1 rJl,E!J!09£.~-l1'lMf~~~t<~~-"1~,::~~'.;;;-.~_~:r:t£\~~-#J >T0~X-h :-.:t ~;;~~-~i*~t~':34 0.4914 osi 0.4914 osi 5.105 osi 5.105 osi 5.105 osi 5.105 osi 1.885 osi 1.885 osi 0.4212 osi 0.4212 osi 1.885 psi 1.885 osi 0.4212 osi 0.4212 osi 1.885 psi 1.885 osi 1.885 osi 1.885 osi 1.885 osi 1.885 osi 0.3159 psi 0.3159 osi 0.3159 osi 0.3159 osi Load Combination ... Vu Phi*Vn Vu/ Phi*Vn +1.400+1.60H +1.20D'+0.50Lr+1.60L +1.60H +1.200+1.60L+0.50S+1.60H 2.3 DSi 23.893 osi 23.893 osi 186.226osi 186.226osi 186.226osi 0.01235 0.1283 0.1283 ~7 of-L\l 93.113 osi 0.005277 93.113 osi 0.05483 93.113 osi 0.05483 93.113 osi 0.02024 93.113 osi 0.004524 93.113 osi 0,02024 93.113 osi 0.004524 93.113 osi 0.02024 93.113 osi 0.02024 93.113 osi 0.02024 93.113 osi 0.003393 93.113 osi 0.003393 All units k OK OK OK OK OK OK OK OK OK OK OK OK Status OK OK OK Title Block Line 1 Description : FOOTINGF3 Load Combination ... +1.20D+1.60Lr+0.50L +1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+0.50L +1.60S+1.60H +1.20D+1.60S+0.50W+1.60H +1.20D+0.50Lr+0.50L +W+1.60H +1.20D+0.50L +0.50S+W+1.60H +1.20D+0.50L +0.20S+E+1.60H +0.90D+W+0.90H +0.90D+E+0.90H Vu 8.822 osi 1.971 osi 8.822 osi 1.971 osi 8.822 osi 8.822osi 8.822 osi 1.478 osi 1.478 osi Project Title: Engineer: ProJect Descr: Phi*Vn 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi 186.226osi Vu/ Phi*Vn 0.04737 0.01059 0.04737 0.01059 0.04737 0.04737 0.04737 0.007939 0.007939 Project ID: Printed. 2 NOV 2015. 3:03PM All units k Status OK OK OK OK OK OK OK OK OK 'St~rol oncepts ,.. Engineering 1200 N. Jefferso(1 Ste, Ste, F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA Pr:-qject: SPY' OPTICS P-102615-1 Projec-t tt: P-102615-1 Interior Base Plate Configuration: PLATFORM 48x133 Section Interior B4 Width=W = 14.00 in Depth=D = 14.00 in Column Width=b = 8.00 in L (ctrd column)= 3.00 in · Plate Thickness=t = 0.625 in Loads 1) LC1: D + L Bolt Edge Dist=e= 1.50 in a= 5.50 in Anchor c.c:. =2*a=d = 11.00 in N=# Anchor/Base= 4 Fy = 36,000 psi 2) LC3: (1.0 + 0.10*Sds)D + 0.525*rho*E + 0.75L 1.0763*0 + 0.525*E + 0.75*L Axial Loads: Axial DL= 5,846 lb Axial LL= 48,720 lb Pseismic=E= 0 lb 1.0 + 0.10*Sds== 1:076 Axial Bearing stress=fa = P/A = P/(D*W). = 278 psi P L9ad Case 1= 54,566 lb P Load Case 3= 42,832 lb Eff, Axial Load, P= 54,566 lb p .,_a_ Base Moment: Mb= 0 in-lb Pinned Base Ml= wL"2/2= fa*L"2/2 = 1,253 in-lb Mb Moment Stress=fb = M/S = 6*Mb/[(D*B"2] = 0.0 psi Moment Stress=fb2 = 2 * fb * L/W Moment Stress=fbl = fb-fb2 = 0.0 psi M3 = (l/2)*fb2*L*(2/3)*L = (l/3)*fb2*L"2 = o in-lb S-plate = (l)(t"2)/6 = 0.065 in"3/in fb/Fb == Mtotal/[(S-plate)(Fb)] 0.71 OK Check anchor tension due to base molT!ent, if any Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2l = -12,277 lb No Tension Due to Base Moment ICheck anchor for seismic base shear and tension loads from base moment Anchor Type= 0.625 in Diam x 4 Min. Embedment Hi/ti Kwikbolt TZ Wedge M= 0 in-lb d= 11.00 in # Bolt/Plate=N= 4 Anchor Tension,T= 0 lb Total base shear= 4,599 lb shear per anchor= 1,150 lb Check Combined Stress: Tallow= 2,200 lb Vallow= 2,400 lb = 0.0 psi M2= fbl *L" 2)/2 = 0 in-lb Mtotal = Ml +M2+M3 = 1,253 in-lb/in Fb = 0.75*Fy*1.0 = 27,000 psi L-, I 0 0 l D 0 0 w_ 0.479 , S~ructural Concepts " Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By: AA Prq)ec;t: SPY OPTICS P-102615-1 ProJec;t *I: P-102615-1 Corner lla.se Plate COLUMN GRID Kl Configurati(?n: PLATFORM 48x133 Section Width=W = 14.00 in Depth=D = 14.00 in Column Width=b = 8.00 in L (ctrd column)= 3.00 in Plate Thickness=t = 0.625 in Bolt Eclge Dist=e= 1.50 in a= 5.50 in Anchor c:.c. ;::2*a=d-= 11.00 in P1~"""'"""='<!'''0,'l;}'iv~:(.\I; N=# Anchor/Base= h,;:2-t~~1t.~~1:f~':;.'1u Fy = 36,000 psi p -a- Mb Loads 1) LCl: D + L b ,--L w 2) LC3: (1.0 + 0.lO*Sds)D + 0.525*rho*E + 0.75L 1.0763*D + 0.525*E + 0.75*L Axial Loads: Axial DL= 1,762 lb Axial LL= 14,681 lb Pseismic==E= 0 lb 1.0 + 0.lO*Sds= 1.076 Axial Bearing stress=fa = P/A = P/(D*W) = 84 psi P Load Case 1= 16,443 lb P Load Case 3= 12,907 lb Eff. Axial Load, P= 16,443 lb Base Moment: Mb= 0 in-lb Pinned Base Ml= wLA2/2= fa*LA2/2 = 378 in-lb Moment Stress=fb = M/S = 6*Mb/[(D*BA2J = 0.0 psi Moment Stress=fb2 = 2 * fb * L/W Moment Stress=fbl = fb-fb2 = O.0psi M3 = (1/2)*fb2*L *(2/3)*L = (1/3)*fb2*L "'2 = 0 in-lb s-plate = (1)(tA2)/6 = 0.065 inA3/in fb/Fb = Mtotal/[(S-plate)(Fb)] = 0.;21 OK Check anchor tension due to base moment, if any Tanchor = (Mb-(P*0.9)(a))/[(d)*N/2] = -3,700 lb No Tension Due to Base Moment I Check anchor for seismic base she~r and tension loads from base moment Anchor Type= o. 625 in Diam x 4 Min. Embedmeni: Hi/ti Kwikbolt TZ Wedge M= 0 in-lb = 0.0 psi M2= fbl *LA 2)/2 = 0 in-lb Mtotal = Ml+M2+M3 = 378 in-lb/in Fb = 0.75*Fy*l.0 = 27,000 psi e 1-1 L r D l I 0 D 0 ~ 0 0 d= 11.00 in w_ # Bolt/Plate=N= 4 AnchorTension,T= 0 lb Total base shear= 1,386 lb shear per anchor= 347 lb Check Combined Stress: Tallow= 2,200 lb Vallow= 2,400 lb [0 lb/(2200 lb *l)Yl + [347 lb/(2400 lb*l)]Al = 0.145 '· St~uctural Concepts Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fox: 714.632.7763 By: AA Prqject: SPY OPTICS P-102615-1 Project i:I: P-102615-1 Corner Column Slab on Gra_de Configuration: PLATFORM 48x133 COLUMN GRID Kl * p i"imo, j j j j j j ,ni,;,;,2:;,;,i,lmmm nf _i_. . t y +I. ,_; ~ .I . I Existing S.O.G. Concrete fc= 2,500 psi tslab=t= 6.0 in phi=0= 0.65 Soil Bearing Capacity fsoil= 1,000 psf SLAB ELEVATION Base Plate Baseplate Pjan View B= 14.00 in D= 14.00 in Loads Live Load Reduction Coef (phi) = 1.00 width=a= 8.00 in depth=b= 8.00 in Axial DL= 173 lb Axial LL= .1,445 lb DL+LL= 1,619 lb Pseismic=E= O lb LOAD CASE #1: 1,2DL+1.6LL, ACSE 7-10, Sec 2.3.2, eqtn #2 Puncture Pu= 1.2*PDL + 1.6*PLL = 2,521 lb Apunct= [(c+t)+(e+t)]*2*t = 408 in,.._.2 Sl,:tb Bending Beam fixed at one end, free to deflect vertically but not rotate at other end Asoil= (Pu*144)/(fsoil) L= (Asoil)"0.5 = 363 in"2 X= (L-y)/2 = .o in Fb= 5*(phi)*(f'c)"0.5 = 152.5 psi = 19.05 in M= w*x,:...2/5 = (fsoil*x"2)/(144*6) = .o in-lb LOAD CASE #2: 1.2DL+1.0E+1.0LL, ACSE 7-05, SEC 2.:3,2. eqtn #5 Puncture Pu= 1.2*PDL + 1.0E + 1.0*PLL = 1,653 lb Apunct= [(c+t)+(e+t)]*2*t = 408 in"2 Slab Bending Beam fixed at one end, free to deflect vertically but not rota~e at 9ther end Asoil= (Pu*144)/(fsoil) L= (Asoil)"0.5 = 238 in"2 x= (L-y)/2 = .Din Fb= 5*(phi)*(f'c)"0.5 = 162.5 psi = 15.43 in M= w*x"2/6 = (fsoil*x"2)/(144*6) = .0 in-lb eff. baseplate width=c= 11.00 in eff. baseplate depth=e= 11.00 in DL= 15 psf LL= 125 psf Trib Area-~~'."\1'if~i:~r,;:n -i~~~~~@~€~J Fpunct= 2.66*phi*sqrt(fc) = 86.5 psi fv/Fv= Pu/(Apunct*Fpunct) = 0.07 OK y= (c*e)"0.5 + t*2 = 23.0 in s-slab= 1 *t" 2/6 = 6.0 in"3 fb/Fb= M/(S-slab*Fb) 0.00 Fpunct= 2.66*phi*sqrt(f'c) = 85.5 psi OK fv/Fv= Pu/(Apunct*Fpunct) = 0.05 OK y= (c*e)"0.5 + t*2 = 23.0 in s-slab= 1 *t" 2/6 = 5.0 in"3 fb/Fb= M/(S-slab*Fb) = 0.00 tfr of= c\7 OK ·,St~ural Voncepts · . Engineering . 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.632.7330 Fax: 714.632.7763 By; AA Project: SPY OPTICS P-102615-1 Design Specifications Configuration: Typical Stair System 1) The analyses presented herein conforms to the requirements of the 2012 IBC and 2013 CBC 2) Stringer steel Fy= 36000 psi Tread steel Fy= 36000 psi Post steel Fy= SQOOO psi Handrail steel Fy= 50000 psi 3) Bolts shall conform to A307 unless noted otherwise on the plans or calculations. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those-supervised by a licensed deputy inspector. Design Loads Exit Facility LL= 100 psf Framing DL= 10 psf Configuration Post Stringer Run 226 in Typica[·Stair Elevation PageQZ?l Q:/ prorect tt·P-102615-1 Rise 144in 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.6.32.7.3.30 Fox: 714.6.32.776.3 =======================:::::::::=====::::::=:====================:::::::=::=:::::::::::::::::=:::::::::::::::==::::::::::::::::::::::=:::======== = ====B:::!:y:::::. ::::A::::A::::::. ==========Pr=oj=e=ct:=·=S=PY=O=PTl=C=S=P=--1=0=26=1=5=-1==================p:!::!rg~lee!c:::-t-:::tt·=P=-1::::0::::2::6:::1::::5=-1====== Tread & Conn~ction Tread must resist 300 lb point load Bending Tread= 11" x 1/8" Diamond Plate Fy= 36,000 psi P= 300 lb, M= P*L/4 = 2,700 psi S= 1.050 in"3 Conn!;!ction Shear=R= P = 300Ib Stringer & Connection Stringer must resist uniform load Stringer= MC10x8.4 Ix= 32.00 in"4 Sx= 6.40 in" 3 Bending Connection DL= 10 psf LL= 100 psf Fy= 36,000 psi M= w * L"2J8 = 123,448 psi Shear=R= w * L/2 = 1843 lb L= 36in Fb= 0.6 * Fy = 21,600 psi fb/Fb= (M/S)/Fb = 0.12 N=# Bolts= 2 Bolt Dic'lm= 0.375 in tmin= 0.1375 in Rise= 144 in Run= 226in OK Tread Length=L= [Rise"2 + Rl.ln"2]"0.5 = 268in Support at Ctr= No Eff L= 268.0 in Fb= 0.6 * Fy = 2l,600 psi fb/Fb= (M/Sx)/Fb = 0.89 N=# Bolts= 2 Bolt Diam= 0.500 in tmin= 0.1375 in OK Deflection I= 4.560 in"4 T E= 29,000,000 psi D= PL "3/(48*E*I) !=1/8" 5.0" = 0.002 in 2.0" _L OK 1 r 110"~ Dallow=L/ 240 = 0.150 in Fv= 10 ksi Fu= 58 ksi Shear Capacity= N * Bolt Area * Fv = 2,209 lb OK Bearing Capacity= N * Bolt Diam * tmin * 1.2 * Fu = 7,178 lb OK Trib Width= Tread Length/2 = 1.5 ft w= (LL + DL) * Trib Width = 165.0 plf Deflection E= 29,000,000 psi D= 5 * w * L "4/(384*E*I) = 0.995 in Dallow=L/ 240 Fv= 10 ksi Fu= 58 ksi = 1.117 in OK Shear Capacity= N * Bolt Area * Fv = 3,927 lb OK T MC10x8.4 _L Bearing Capacity= N * Bolt Diam * tmin * 1.2 * Fu = 9,570 lb OK Pagl\_'?7 of '5;~ral oncepts ,·" Engineering 1200 N. Jefferson Ste, Ste F Anaheim, CA 92807 Tel: 714.6.32.7.3.30 Fax: 714.6.32.776.3 By: AA Project: SPY OPTICS P-102615-1 Post & Handrail Post & Handrail designed to resist 200 lb point load Post P= 2001b Post= TS 1.5 x 14 ga Height=H= 42.0 in S= 0.183 in Fy= 50,000 psi M= P*H/2 = 4,200 in-lb Post To Baseplate Connection Post is welded directlyto the baseplate with ail around 1/8" fillet weld Baseplate to Floor Connection Mbase= 4,200 in-lb d= 4in Tbolt= Mbase/d = 10501b Fv= 21,000 psi Vallow (3/8")"'2*pi/4 * Ft = 2,319 lb OK Handrail/Guardrail Handrail= TS 1.5 x 14 ga Length=L= 72.0·in S= 0.183 in Fy= 50,000 psi P= 2001b M= P*L/4 = .3,600 in-lb Fb= 0.6 * Fy = 30,000 psi fb/Fb= (M/S)/Fb = 0.66 OK t Pageqq:of Fb= 0.6 * Fy = 30,000 psi fb/Fb= (M/S)/Fb = 0.77 D L\7 OK Peolect tt· P-102615-1 PT H Post Elevation L + p Rail Elevation Converting Addresses to/from Latitude/Longitude/ Altitude in One Ste ... http://www.stevemorse.org/jcal/latlon.php I of I Converting Addresses to/from Latitude/Longitude/ Altitude in One Step SteQhen P. Morse, San Francisco :. -~~t~~ :f'.!~.~-~-(f?,~~rqt.:L ~a_;~9)1s.1~~i~~~tf;:5;JJ L~J!S~.'M-9~;.~!\~J1~~t-· i-,,e!1.~/.t!!.~L~:s~t~. l?,.~~!1)1~1 i 1-C:0.mpt1ti~g_ D,i~ta.~c~s. F,r.~q\f~!lt!Y-~~~-e~_9u~stioris.) c.',My __ 9:l;!wr)V_e~pc1ges, ~'--'-''-"-'--""--"-"-''":·~~::: .:.:·:::.--." :--: _ ... -· ·--· .. _._ ..... -·--·-. ---- address city state zip country 1896 rutherford rd ·-··---------· ------·-·-· ... ,,_, --. -. ··-.. .. . ... -~a_.rl_sp_a_ ~ ... __ _ _ ______ .• ca --·-. ----·--,_,,_,_, __ --' N N NN __ , __ ,NNNM•-•-•• H•• • •-•- 92008 '• , ...... -·-·---·-·-..... -··--------.... -· .... ·-.. !:)~_ite~ Stat1:~ _. ____ _ --· ·---... latitude '. __ .. _____________ . longitude : _ ___ ___ _ _ _ __ __ above values must he in decimal with 11111111s sign.,.for south and ·west O Access geocoder.us I geocoder.ca (takes a relatively long time) lr;?,_~~ l!~ii!t~d.e. -~ .. _;;l9~~giiude _ · _ _ _ -!~ltiit1de] ,d~?~m-~I . _,3~_.1_349!_4 :!-_117:28~2?6 ___ ! .. ;deg-min-sec 133° 8' 5.6904":f-1 I 7° 16' 59.7216"; . --· --'-----·--------------·-·--------- 1r~~~1 v.~~~~~~)~iit~~e _ -· ~itucte -.. · 1aitit~1ci~ I [decimal 133.13513 r·1-1i.2'si<ii . f --~"! fd_e&-.~1i1~-sec [3~0-8.--?:4_()_8"1_1_ 17_0_ .. I ?' ?-.Q?_6_"f ___ ............ l 1896 Rutherford Rd, Carlsbad, California 92008 open street map failed to return a result [r;o;l; ~ · ·.1i~titud~---.. --. · .. --..... "Ji~;gii~cte· ,.,, ... -· ---. :~ltit~~i~} lct~~i~~i-... }33. i352386764449i~117 .. 28381'7347342 ;. --"I Jd_~~-n1~~-s~_cJ33°_~' _ _()_._?5_9.?'.' _}I 17° 17' 1.7425" -' ___ _ J CA Data presented here comes Jfom the foll owing websites: gooel~. (all addresses) geocoder.ca. (US and Canadian addresses only) L>eocoder.u~. (US addresses only) m>svisualizer. (for altitudes) JgJ;J)Ji_cne\. (European addres~es only) QJ@.st1 e()JlJIBl1-(all addresses) Data.available under the-p.n.~n daIBJ?fil.\l..licens_i: tamu /was use>. (US addresses only) virtual earth (all addresses) yah,10. (all addresses) © Stephen P. Morse, 2004 St~p 10/26/2015 12:28 PM Design Maps Summary Report http:/ I ehp I -earthquake.cr.usgs.gov/ designmaps/us/summary. php?templ ... v• "' ~IJSGS Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS·hazard data available in 2008) l ofl Site Coordinates 33.13513°N, 117.28391°W Site Soil Classification Site Class-D -"Stiff Soil" Risk Category I/II/III USGS-Provided Output s. = s, = 1.072g 0.414 g 1.148.g 0.656 g Sos= So1 = 0.766 g 0.438 g For infom,ation on how the SS and 51 values above have been calculated from probabilistic (risk-targeted) and detem,inistic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" buili:ling code reference document. '.§ til MCER Response Spectrum 1.0S: 096 0 •4 0.7~ 0.GO o,g 0 3G il.2~ 0.12 O,OQO.OQ (l.:::.!O o:.£0 O.GO 0.80 U'JJ.1 l.20 1.40 l.GO l.SO 2.00 Period, T (sec) (j 32 0.24 O.lG- 0.0B Design Response Spectrum o.oo +,--1--;--~~-+---+--+--+--~-+----I £too o.::m 0.40 o,,;o a.ao 1.00 1.:!o 1.,0 1.co 1.\'.10 2 oo Period, T (sec) For PGA,,, Tv c •• , and c.1 values, please view the detailed report . . Although this information is a product of the U.S. Geological Survey, we provide no warra_nty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substftute for technicitl subject~matter knowledge. 10/26/2015 12:30 PM Design Maps Detailed Report ~l~ .. http://ehpI-earthquake.er. us gs.gov/ des ignmaps/us/report.php?templa ... .., 2 of6 Section 11.4.3 -Site Coefficients and Risk-Targeted Maximum Considered Earthquake (~.c;~R) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F, Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period Ss :S 0.25 S5 = 0.50 S5 = 0.75 S5 = 1.00 S5 ~ 1.25 . ·--·-· -----·-------·--·----···--·---------·--------··- A B C D E F Site Class A B C D E F 0.8 1.0 1.2 1.6 2.5 0.8 0.8 0.8 1.0 1.0 1.0 1.2 1.1 1.0 1.4 1.2 1.1 1.7 1.2 0.9 See Section 11.4. 7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S5 For Site Class = D and S5 = 1,072 g, F, = 1.071 Table 11.4-2: Site Coefficient F, 0.8 1.0 1.0 1.0 0.9 Mapped MCE • Spectral Response Acceleration Parameter at 1-s Period s, :S 0.10 s, = 0.20 s, = 0.30 s, = 0.40 s, ~ a.so 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.7 1.6 1.5 1.4 1.3 2.4 2.0 1.8 1.6 1.5 3.5 3.2 2.8 2.4 2.4 See Section 11.4. 7 of ASCE 7 Note: Use straight-line ·interpolation for intermediate values of S, For Site Class = D and S1 = 0.414 g, F, = 1,586 10/26/2015 12:30 PM ~~ '¥ CITY OF CARLSBAD COMMUNITY FACILITIES DISTRICT NO. 1 NON-RESIDENTIAL 8-32 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov NON-RESIDENTIAL CERTIFICATE: Non-Residential land owner, please read this option carefully and be sure you thoroughly understand before signing. The option you chose will affect your payment of the developed Speci~I Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner signature is required before signing. Your signature is confirming the accuracy of all information shown. 9i'4'ersi#ied PFefi)eriif!o . PD &~y/s6-~ 4",1 L/c>/.,_.6_1_9_-2_5_8_-2_9_00 ___________ _ Name of Owner Telephone 1825 Gillespie Wy. Address El Cajon CA 92020 · City, State 212-120-62-00 Zip 1896 Rutherford Rd. Project Address Carlsbad CA 92008 . City, State Assessor Parcel Number(s) or APN(s) and Lot Numbers(s) if not yet subdivided by County Assessor CB153866 Building Permit Number(s) Zip As cited by Ordinance No. NS-155 and adopted by the City 'Of Carlsbaq, California, the City is authorized to levy a Special Tax in Community Facilities District No. 1. All non-residential property, upon the issuance of a building permit, shall have the option to (1) pay the SPECIAL DEVELOPMENT TAX ONE TIME or (2) assume the ANNUAL SPECIAL TAX-DEVELOPED PROPERTY for a period not to exceed twenty-five (25) years. Please indicate your choice by initializing the appropriate line below: OPTION (1): I el~ct to pay the SPECIAL TAX -ONE TIME now, as a one-time payment. Amount of One-Time Special Tax: $ 2,728.91 Owner's Initials * OPTION (2): I elect to pay the SPECIAL DEVELOPMENT TAX ANNUALLY for a period not to exceed twenty- five (25) years. Maximum annu~I S,Pecial Tax: $ 376.86 Owner's Initials __ _ I DO HEREBY ERi-FY UNDER PENALTY OF f>.ERJURY THAT THE UNDERSIGNED IS THE PROPERTY OWNER OF THE PER1: AND THAT I UNDERS ANO AND WILL ·COMPLY WITH THE PROVISION AS STATED ABOVE. ?n,,,-,e.7>6.? r Sign e of Property Owner ~be~ ~r Title 12· 3tJ. IS- Print Name Date The City of Carlsbad has not independently verified the information shown above. Therefore,. we accept no responsibility as to the accuracy or completeness of this information. Land Use: All Other Industrial Imp.Area: 1 FY: 15/16 Annex date: 5/1991 Factor .5851 X 4,664 Square Ft. = $ 2,728.91 B-32 Page 1 of 1 Rev. 07/09 OFFICE USE ONLY SAN DIEGO REGIONAL HAZARDOUS MATERIALS QUESTIONNAIRE RECORD ID # __________________ 1 PLAN CHECK #---------------'---I BP DATE I I Business Contact· Telephone# APN# 2/2-6-f, 2-00 Mailing Address s~,e__ Project Contac$.,.._ . ~G Vl ' Plan File# Cl5 IS- C,[ The following questions .represent he facility's actlvlties, NOT the specific project description. 0 PART I: FIRE DEPARTMENT -HAZARDOUS MATERIALS DIVISION: OCCUPANCY CLASSIFICATION: /not required for projects within the City of San Diego): Indicate by circling the item, whether. your business will use, process, or store any of the following hazardous materials. If any of the items are circled, applicant must contact the Fire Protection Agency with jurisdiction prior to plan submittal. .occupancy Rating: 1. Explosive or Blasting Agents 2. Compressed Gases 3. Flammable/Combustible Liquids 4. Flammable Solids Facility's Square Footage (including.,proposed project): 5. Organic Peroxides 9. Water Reactives 6. Oxidizers 1 O. Cryogenics 7. Pyrophorics 11.. Highly Toxic or Toxic Materials 8. Unstable Reactives 12, Radioactives 13. Corrosives 14. Other Health Hazards 15, None of These. PART ll: SAN DIEGO COUNTY DEPARTMENT OF ENVIRONMEN'J" AL HEAL TH -.HAZARDOUS .MATERIALS DIVISION (HMO): If the answerto any ofthe questions is yes, applicant must contactthe :Gounty of San Diego Hazard0us Materials D!Vision, 5500 Overland Avenue, Suite 110, San Diego, CA 92123. Call (858) 505-6700 prior to the issuance of a building permil FEES ARE REQUIRED Project Completion Date: Expected Date of Occupancy: 0 CalARP Exempt YES NO . , (for new constructfon or remodeling projects) =-:--....,l_,,.,..,---- 1. O I&_ Is your"business listed on the reverse side of this form? (check all that i3pply). Date Initials 2. 0 j& Will your business dispose of Hazardoµs Substances or Medical Waste in any amount? 3. O ~ Will yo1,1r business store or·handle Hazardous Substances in quantities greater than or equal to 55 gallons, 500 0 CalARP Required pounds and/or 200 cubic feet? ___ ...,,/ ___ _ 4. D rll Will your business store or handle carcinogen:s/reproductive toxins in any quantity? Date Initials 5. O ~ Will your business use an existing or install an. underground storage tank? 6. 0 jg! Will your business store or handle Regulated Substances (CalARP)? O CalARP Com.plete 7. D g! Will your business use or install a HazardousWaste Tank System (Title 22, Article 10)? ____ / ___ _ 8. D .,0 Will your business store petroleum in tanks or cont;1iriers at your facility with a total facility storage capacity equal to Date Initial~ or · rester than 1,320 allons? (California's Above reund· Petroleum Stora e Act}. PART m: SAN DIEG0 COUNTY AIR POLLUTION CONTROL DISTRICT {APCD): Any YES* answer requires a stamp from APCD 10124 Old Grove Road, San Diego, CA 92131 apcdcomp@sdcounty.ca·.gov (858) 586-2650). [*No stamp required if Q1 Yes and Q3 Yes and Q4-Q6 No]. The following questions are intended to identify the majority of air ppllution issues at.the planning stage. Projects may require additional measures not identified by these questions. For comprehensive requ\rements contact APCD. Residenc;es are typically exempt, except -those with more. than one building• on the property; single buildings with more than four dwelling units; townhomes; condos; mixed-commercial use; deliberate burns; residences forming part of a larger project. [·Excludes garages & small outbuildings.] YES NO . 1. O !ZI · Will the project disturb 160 square· feet or more of existing building materials? . · . · 2. D .Kl Will any load supporting structural members be removed? Notification may be required 10 working days priorto·commencing demolition. 3. O D (ANSWER ONLY IF QUESTION 1 or 2 IS YES) Has an asbestos survey oeerrperformed by a Certified Asbestos Consultant or Site Surveillance Technician? 4. d O (ANSWER ONLY IF QUESTION 3 IS YES) Based onthe survey results, will the project disturb any asbestos containing material? Notification may be required 10 working days prior to commencing asbestos removal. 5. 0 N W[II the project or associated. construction equipment emit air contaminants? See the reverse side of this form or APCD factsheet (www.sdapcd.org/info/facts/permits.pdf) for typical equipment requiring an APCD permit. 6. D D (ANS R ONLY IF QUESTION 5 IS YES) Will the project or associated construction equipment be located within 1,000 feet of a school -boun a FIRE DEPARTMENT OCCUPANCY CLASSIFICAT10N: ________________________________ _ BY· DATE· I I - EXEMPT OR NO FURTHER INFORMATION·REQUIRED RELEASED FOR BUILDING PERMIT BUT NOT FOR OCCUPANCY RELEASED FOR OCCUPANCY COUNTY-HMO' · APCD COUNTY-HMO APCD COUNTY-HMO APCD " -. . . . . . 'A stamp m this box only _exempts busrnesses from completing or updating a Hazardous Materials Business Plan. Other permitting requirements may still apply . HM-9171 (08/15\ Countv of San Dieoo -DEH -Hazardous Materials Division