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HomeMy WebLinkAbout2110 RUTHERFORD RD; ; CB013121; PermitI I I, City of Carlsbad ,_; 1635 Faraday Av Carlsbad, CA 92008 11-26-2001 CommercJaVlndusttrial Permit· Permit No: CB013121 Buildihg Inspection Request Line (760) 602-2725 Job Address: 2110 RUTHERFORD RD CBAD Permit Type: Tl Sub Type: · Parcel No: 2120702200 Lot#: INDUST 0 NEW Status: ISSUED 09/28/2001 MDP Valuation: Occupancy Group: Project Title: 11/26/2001 $145,000.00 Construction Type: Reference #: BLACKMORE -PIANO INVESTMENT ADD 5,635 SF TO EXISTING MEZZANINE Applied: Entered By: Plan Approved: Issued: 11/26/2001 :-:, :\:Applicant: Inspect Area: Owner: '1Afi'1 .11/'16. 101 BLACKMORE AIRPORT CENTF{E , . "'· ,, " 0002 01. CGP .. ,SMITH CONSULTING ARCHITECTS . -~'.STE 200 : ... '··12220 EL CAMINO REAL C/O ALLEN J BLACKMORE PO BQX424 SAN DIEGO CA 92121 (858) 793-4777 RANCHO SANTA FE CA 92067 , l ,,. ·' .-,·: Total Fees: $16,080.98 · Building Permit Add'I Buildir19 Permit Fee Plan Check Add'I Plan Check Fee Plan Check Discount Strong Motion Fee Park Fee LFM Fee Bridge Fee BTD #2 Fee BTD #3 Fee Renewal Fee Add'I Renewal Fee Other Building Fee Pot. Water Con. Fee Meter Size Add'I Pot. Water Con. Fee Reel. Water Con. Fee Inspector: -62-- Total Payments To Date: $b:oo Balance Due: $16,080.98 $685,16 $0.00 $445.35· $0.00: $0.00 $30.45: $0.bo· $0.00 - $0.00- $0.00, $0.00 $0.00 $0.00 $0.00 $0.00 $0.00, $0.00 Meter Size·. Add'I Reel. WaterCon. Fee Meter Fee SDCWAFee CFO Payoff Fee PPF PF.F (CFD fund)· License Tax J.icense Tax (CFD Fund) Traffic Impact Fee Traffic Impact (CFD Fund) · PltJMBING TOTAL 'ELECTRICAL TOTAL MECHANICAL TOTAL Master Drainage Fee Sewer Fee Hedev Parking Fe.e Additional· Fees TOTAL PERMIT FEES $0.00 $0.00 $0.00 $8,017.00 $0.00 $0.00 $2,639.00 $0.00 $700.00 $0.00 $0.00 $0.00 $0.00 $0.00 $3,564.02 $0.00 $0.00 $16,080.98 FINAL APPROVAL Date: :;4/"'1 Clearance: _____ _ NOTICE: ·Please take NOTICE that approval of your project includes-the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Cansbad Municipal Code Section 3.3W30. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You ·are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capactiy changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which vou have oreviouslv been aiven a NOTICE similar to this or as to which the statute of limitations has oreviouslv otherwise exnired. 02 16080,9H \1 FOR OFFICE USE ONLY PERMIT APPLICATION CITY OF CARLSBAD BUILDING DEPARTMENT 1635 Faraday Ave., Carlsbad, CA 92008 PLAN CHECK No.e)\ "~ ~ '--\ EST. VAL./ lf~ 000 Plan Ck. Deposit {P Validated By ' a I Date 9 / "2) _0 I · Address (include Bldg/Suite#) /' r.r·? (!J /? /tr?:: Business Name (at this address) . v-' I /0 u UtJft{) flA1,,,f{,(?,ff(LCt) Legal Description Lot No. Subdivision Name/Number I Unit No. . ·--Z,, {2--(j 7 0-"2---Z-- Phase No. Total # of units Proposed Use #of Stories # of Bedrooms # of Bathrooms Address [$;;.,'.;1:.PQl"!IJBAC:t:9-I.L ·.-!t~MltANX·l{411(1Ji'. :~-:-:-.:·: :~ ""; .. -,,,> ., , ....... ~- (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is ·licensed pursuant to the provisions of the Contractor's License Law [Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions C~d or that he is exempt therefrom, and the basis for the alleged exemp ·on. Any violation of Section 7031.5 by any applicant for a permit subjects !Ile applica civil penalty of not m'Jfe than five hundred dollars [$5001). . 0 /417/(;./JC. iAJ&-/~ h -I) 'U-,() rr r ,-~cJ-tf).), q Address -J?/ City State/Zip Telephone# State License#__________ License Cla~s __ .D __ ,______ City Business License # _______ _ Designer Name Address City State/Zip Telephone State License # ___ '-------- ~WORKERs¥-'OOMPENSATIS,N, .. " ·· _, _w '.~·-· ···-· • · ~-·--:::-.:':-"·--' •.. · ~-> . ~ . ,.:.:..,. · _., .. ~·· /':-'½,.'.-~\;·,:;·,.'.'::;·.•"··''I· ,,'···:.;,;-;;.~·~.] Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: 0 I have and will maintain a certificate of consent to self-insure for workers' compensation ,as provided by Sectfon 3700 of the Labor Code, for the performance of the Work for which this permit is issued. 0 I have and will maintain workers' compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My worker's compensation insurance carrier and policy number are: Insurance Company ___________________ ~ Policy No •. ____________ Expiration Date _______ _ (THIS SECTION N.EED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS [$100] OR LESS) 0 CERTIFICATE OF EXEMPTION: I certify that ih the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the·Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawfu_l, and 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 provided for in Section 3706 of the Labor code, interest and attorney's fees. SIGNATURE _____________________________ DATE ________ _ f:·K,:S;·owNER~BUlriDEffDl!Cf?ARArtoN'._ .. ·. _: ,,• ,::~:: .. :· .. ' '/C<:·: _,: :-."':-,~;::·:·: ·: ~;::'.:;·:,:,.;::; .,;'.}'''':,,·· :.:'';;.;~; ;:,.~flf'.\:~f,;1:',\.JtfE:~.; '--···'"""-''"-·~- ' hereby affirm that I am exempt from the Contractor's License Law for the following reason: 0 I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for. the purpose of sale). 0 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License, Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). D I am exempt under Section ______ Business and Professions Code for this reason: 1. I personally plan to provide the major labor and materials for construction of the proposed property improvement. 0 YES ONO 2. I c!have I have not) signed an application for a building permit for the proposed work. 3. I have contracted.with the following person (firm) to provide the proposed construction (include name/ address/ phone number/ contractors license number): 4. .I plan to.provide portions of the work, but I have hired·the following person to coordinate, supervise and provide the major work (include name/ address/ phone· number/ contractors license number)=------------------------------~--------------- 5. I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of worl<): _______________ ~------------,,.---------------------------- PROPERTY OWNER SIGNATURE ___________________ --,-___ ·DATE----,--~---'---- ;.<;:~~l;.fii;Jr!:!!§d§].91!91{'.~QJl@N;.,fl§~P.{li:l[~;~l,J,l~pl~§¾J?,!:~M(];§:P.N,~Y,~: .. ~:..:::.:.;..::;·;: j_:-.::..,~::::;,.,,.2::.:;;;:~,E:.::..~::. ... ls the applicant or future building occupant required to submit a business plan, acutely hazardous ·materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 YES D NO Is the applicant or future building occupant required to-obtain a permit from the air pollution control district or air quality management district? D YES O NO Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 YES O NO IF ANY OF THE ANSWERS ARE YES, A F.INAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 18( · tCQN$TRUQT,I0N, CENDlNG AGEK~Y .. · "C:·-. -. -~·""' I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097(i) Civil Code). LENDER'S NAME LENDER'S ADDRESS ~7""""7.;;;:::::::=:;::::::::;:;:;:::::;::::::;:;::-:-:--;:;:;..,..:::;;...=;.,,,;;:,...;;::::;:;:::;:;::::;:;::;;;;.:;:;::;::;;.:::;;::;:;:::::;;:;:;::=::;::;:;::::;;::::;::;;; !~:;;;~,:~~J,l<;:AritJ~~ef!IlflQAT-t<;>~ ... ·. ·." , ...... · · , ·. · :· ~::.-:,~ , ,. ; .. : ;·:,,;..;, ·'" :',".:-ic·", ···:, _·;-;:,;;:!..;. · ,, ,,:<:"&f;:~'·'·'0:;;Z7:;c7:·:;.;;7" .. ·. :::.:'·,_,1,:;· ~·:1 I certify that I have read the application a11d state that the above information is correct ~nd that th,e information on the plans is accurate. I agree to comply with all City ordinances and State laws relating· to building construction. I hereby authorize representatives of the Cit~ of Carlsbad to enter upon th,e above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY INANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is requirecl for excavations over 5'0n deep ·and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit 'issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commence 'thin 180 days from the d of sue permit or if the building or work authorized by such ermit is suspended or abandoned at any time after th 180 da e · n 106. 4 Uniform Building Code). WHITE: File YELLOW: Applicant PINK: Finance Inspection List Permit#: CB013121 Type: Tl Date Inspection Item 02/03/2003 89 Final Combo 08/12/2002 89 Final Combo 05/22/2002 14 . Frame/Steel/Bolting/Weldin 01/10/2002 14 Frame/Steel/Bolting/Weldin 01/10/2002 18 Exterior Lath/Drywall 12/27/2001 11 Ftg/Foundation/Piers 12/27/2001 12 Steel/Bond Beam 12/26/2001 66 Grout 12/21/2001 66 Grout 12/21/2001 66 Grout 12/06/2001 11 Ftg/Foundatibn/Piers 12/06/2001 12 Steel/Bond Beam Tuesday, February 04, 2003 INDUST Inspector ·Act TP AP TP NS TP AP rP WC TP WC TP AP TP AP TP co TP co TP co TP AP TP AP BLACKMORE -PIANO INVESTMENT ADD 5,635 SF TO EXISTING MEZZANINE Comments WALL SECT. MEZ DECK SHTING PG AT COLMNS, SLAB AT GS CLMN BASE P.G.@ CLMN BASES MEZ SPRDS, GB FTNS Page 1 of 1 _ l(t/(l!/02 fflID 14:55 FAX 1_76(1 804 9607 • -~ BLACKMORE COMPANY 141002 PAGE fll 10,ag12ee2 14:25 a1a1s951a1 ASl<ERNE:ES1:: October 1, 2002 ay-Of Carlsbad Building Inspection Department 2975 La$ Pahnas Carlsbad, CA 92009 SUBJECT; ADDRESS: SATISFACTORY COMPLB110N OF WORKREQUmlNG SPECIAL INSPECTION PBRFORMBD UNDER. PERMIT NO. CB013121 2110 Rut:heribrd Road Direetor ofBuildiog Impection: To th= best of my bowledge all work~ materials sampli»g, tmtmg and special inspccuon 11f i:einfuta:d ~ field welding and epoxy bolt installation 1-been COJD.Pleted l>r tbe -sttocture c:ons&rw*d under the subject pennit and is in rontbrmance . with the !IP.PIO-plans and specificatjom and the applicable work:mambip provisions of tbe UniibnnBtoldiug Code. TomGacto ~ Stam of Ca6fumia lleptration Number 40182 Expiration Date 09/30f06 . ·, . .! •. POOR . . . · QUALITY· i-._ f-f . /" ,; I. O·RIGINAL S • I • . -~·· . I I • I . .. THE BLACKMORE COMPANY ASKERNEl::.b~ 141010 PAGE 09 CoNsrauCT10N TESTING & ENGINEERING, INC. ESCONDlDO•TRACY•CORONA•OXNARD•LANCASTER INSPECl'ION REPORT :.>AG:E _OF_ CTEJOB# /&.~~q _ A;RCHITECT: _____ .,..._ _____ ~- ENtiINE,ER: ____________ _ CONTRACTOi: ~ ~4 fNSPECI'fON f:JATE;_ ,;.;;;2 PLA,.N f{LE: --'--.......... --,,,..._~ili,,-&.,.-~---- BWG PE1™IT: 5c4'l •:=~; .: rJM;;;., O'J'H£R: _______ ,,___~---- M#edr'SM!r"i!1 REPORTi ______ _ { JCONCRET£ ( ):tdORTAR. ( )GROUT ( )FlkEPROOFING ( )MASONRYBLOCK ( )REBAR ( ) StRUCT'tJML S'IEEL ( ) BOL'fS GEOTECHN.JCAL & CONSTRUCTION ENGffiEElUNG T§STJNG & INSPECTION ~A1-4 \'11\,fl:'~4Drt-A\IE'11.II JC 'IUU~ l"':c 'GIE!',-..,...,,,...1o1.nn: ~4 ~n'V1, /1,·u:,.n,._ OA& .tncie P-.\,-.,._,.._.r\\ "111.r nan" f 10/10/02 THU 10:05 FAX 1 760 804 9607 i~rx~1zoo2 59:2~ aia7695787 THE BLACKMORE COMPA.T\fY A5f<ERNEESE @009 PAGE "08 CoNSTRUCTION TESTING & ENGINEERING~ INC .. ESCONDIDO •T,RACY •CORONA •·OXNARD •LANCASTER INSPECllO.N REPORT_ PROJECTNAME: .{o-r-~ .3 S _ APPRESS: 2. 1 l O . ~ ..-.-r-,+£..11:./:f,# .t.~ $~ _ _ ,,6. g (.~ §AO ENGINEER; _____ ?:~--.z ____ J-1 ________ _ CONTRACTOR: ___ ___,_~~..;;.:£=-;N::.;.-o_--~-- lNSPEC'tlON :OA'l'.E: _____ ....,.,z...-+/--ze_ .. l_r;,_r ___ _ PLAN fILE; -------------- BLDG PERMIT;_,... __ e_~.& __ o_-_('--3.-'--__ t--'~.......:.J __ __,.. OTJIBR: C,e,,1 "'S~e -< ~,u:.~ 5..,'> ':. ~at s----n,.,;c ""1 )3 • . E'-l> ,-v(}. M1teJial 5 1?~•1: PAGE / __ O'f I ClEJOB# ___ ,o_--~!rt~~--REPORT# ______ _ ( ) CONCRETE ( } MORTAR ( ) GROUT ( ) FIREl'ROO.ftNC'.i-( ) MASONRY BLOCK ( ) REBAR ( )SJ:RUC't'lJR.ALSTEEL ( )JJOL1'S B" -~ c.-<-c.-"'ff,f ~ & p ~ C. L 1"£._ ::::t> r:r:.,,r c~ I c..al.) £.ti--S-Z.. 7:-/. ) NAME: (PRINT) ~"-t... r&~ "'rO..,) CJi((t'(fiCAJION-NO· 'C..~ °' -w -1."D 1' Z.Z II'.# -!(9 GEOTECIINICAI,. & CONSTll.UCTION ENGINEJi! G TESTING & I CTl N 14 hi VJNBY.i\.N.) ,\VEIIIIJB SUITE G ESCONDIDO. CA 92029 t760) _7464955 FAX {760) 749-9606 10/10/(12 THU 10: 04 FAX 1 760 804 9607 18/13/2002 09:~Y ~lB/h~5787 THE BLACKMORE COMPANY ASKmeS£ 141008 PAGE -07 CoNSTRUCTION TtsTING & ENGINEERING, INC. INSPECTION uroRT PROJECTNAME: f.!k,_r#lfJtt/!!!; ~,,..,-_ ADDRESS: &...//0 /lr.,.f6~~ /L./_ ---···-~ C.& ARCHl1'£CT: ~;,f: 1 t:' tfllUV"J"t.-1 /. . ENGINEER; '= t. H CONTRACTOR: -~ lNSPECflONJ>AT5; / 2 -.2-d -o I PLANJ:ILE:. --~--------, SWG PERMIT;__L'.4 .0 / J / 2-/ 01HER; _______________ ~ Mwrrie!Smp .. ( )CONCRETE ( )MORTAR ( )GROtrr { )FlREPROOPlNG ( )STRVCTORALSTEEL ( )BOLTS ::ZIY-f,c #r/".,,.,., 1ae: !tu .. ,e..rt X .6AttcL,q . ~,.,,f II/ e. t, · ve 1, t 11,,..v fl 'S1/J € 7,1,~"""· tJ<,me 1,;-,,£, ce: e:1 ~ffi;-4&1A_ o ., + a.c l'>e-f2t/ 1' J. s:-sJJ 7 1 1 .. ~e c et,rd. . er,,< ,1yc ~ z.. .J, s-14-4!'\ • t f J. s-.S JJ 7 , I ,r~,c;. .( i «:/f! w#.r '-a 1t./~ /J / -f,') S-l)e-b,., 1 "f'..,J,S--s .t, 7 J 3:Lsml' C£('J, b.fl Li.1t€ 1.Z + 2.. I. 1't<4:AJ l .fl'.J-.r .s,/J Z NAME: (PRI.Nl') ....::r~ _.,L./h;,.J/&e.-z'= CatmFlCATIOl'll'JO! bP4~d/ · _ 10/10/02 THU 10:03 FAX 1 76Q 804 9607 1'0lt0/2002 "09:29 81"876"95787 THE BLACKMORE COMPANY ASKERNEESE ~007 PAGE 05 A CoNsTKucr10N TEsTING & ENGINEERING, INC. ESCONDIOO•TRACY•CORONA•OXNARD•LANCASTER ~O.'l?itc. INSPECl'ION REPORT PROJECTNAME: _...,_.,,L-_,_._~_~_3_8.-..-__ _ J>).A'Ntll.E: -----'----~ ---- ( )CONCRETE ( ) STRUCTURAL S'.fEBL ( ) MASONRY BLOCK ( ) REBAR } NAME: (P.lUNT) _ B ,tllll,.,C.. &70-' CBRTIFICATI~ NO: ,c.lfj rll ..s:-cy'&2,-t4 -v, I Gl:OT.ECIINICAL &: C~N'STR.UCTION ENdlNEE&lNG IN & INSE 2414 VINEYARD AVENUE SUITEO SCOl"JOtDO. f A 91029 (760) 746-4955 l<AX C700 10/10/02 THU 10:02 FAX 1 760 804 9607 10/ lt:1/2002 0Y: :.tY H18/-b~E37-67 THE BLACKMORE COHPA.W ASK£RtlESE 141006 PAGE 06 CoNsTRucnoN TESTING & ENGINEERING, INC. ESCONDJDO•TRACY•CORONA•OXNARD•LANCASTER INSPECl1ON REPORT ~ ..,e-.o P&OJECTNAMB: __ __,0 _"" ___ ..:=:..___,;c:;.=------ ADDRESS: 2-tlD -i:::.rr,tiE.,u:ro.e.X:,. c?"I>. (:A 21..:,.gA o AACffl.t2Ct~ ~ ,--r#-1 G,:,.l,,l,,T"f~ Alf!t:¥ · ENGINEER: ----~-z.,_#....:._.. __ · ___ _ CONTRACTOR: . ~,-~ INSPECTION DATE:= e 2.-i r.( /4, I l'.LANFlt.E; ·-------------------'- BLDG PERMIT: CB O /3 ( 2-( onmR: _C,-c~ s"'":'-. : __ ~,u;"" C1~c.-\~c.. ~c:.&«:."-a,-"t',.,,,,r :PAGE I OF~ CrEJOB # ___ m,__-...::i/_9_Z,D_.:;__ REPORT# ______ _ ....... ~ ( )CONCRETE ( )MORTAR ( )GROUT ( )FIREPROOFING ( )MASONRY:SLOCK ( )REJJAR ( ) STRUCTURAL STEEL ( ) BOLTS -afia ·1 "'b-C.'-:i, <!! 2 "f" "" o .c... _, -ir".« A G, "' C1"J'cs...C .r,~£:.-7'-A-~ .s r1 o 4-k ,J """' ~£T'4..-c;,. •,'? -rHC. £,cdt,'7"1.....c"c... Foo-r-,...,~ A--r C:,llf-1,,Q OF {s) p I ,, NAME: (PRINn k ~ ~c... S~N . . -. CERflftCATIONNO-,-:;.'!>~ -Sb"(,Z.,Z..1~ -<ff GEOTEC.BNI AL & CONSTIWC ION ENGINEER NG TESTING & TION 14 J4 VJNEYAAP AVENUE SUITE. 0 l:SC'ONDIOO. CA 92029 (760) 746..4955 FAX i760) 74&-9906 ~005 PAGE "03 . CoNsTRuCTioN TESTING• ENGINEERING, INC. ESCONDIDO •TRACY •CORONA •OXNARD •LANCASTER INSl'ECDONREPORT PAGE ~OF ~ CTEJOB# /c,-7171~- PROJECf N.AM6: ---=-"-'-• _r_' _..,,,,,. __ 3~&-"-'--~~ ADDRESS: -~ tlD ~.s:...c.F•«-o /2.".>, CA-2A11,ati4A _ J\Rcmrecr:_ s.,'T'"tt' C"'6".-.c.T-C.//.~. ENGtNEER: --~----~-----a.."'---# ______ ., CONTRACTOR: ----~.:..,..;;o~=.:..o--.----~----- INSPECllON.DAT.E: __ --'~::.::;;~-=?~l~o_, ___ ~·--. PLANFILE; ----------~-- BLOO PBRMJT:. ___ c=-=lil,.-=---,c:,.;.._~f .3~l~"l:.-=-=-#-- OTHER; Cxc.. 5..,..; s:--,~,111, <!.+.s.<::...;_.oc_ ~"'~Kl.,#CrlC.. C!re,.;f.-,t'T M•'frH,_,.!!a: REPORT# ______ _ ( )CONCRETE ( )MORTAR ( )GROUT ( }FI.REPROOFlNG { }MASO?tlRYBLOCK ( )REllA.R ( )STRUCTURALSTBEL ( )BOLTS "1'j • 'ji?.c,. .. ~...: !>r-c.c..._ a:,_4.. 1>c.,-.14',SI CD Se © -C2> ~ > - • NA.MB: (PRINT}, ___ .._,__:.1_-.c..~_,._ --# .s.:..,.:..,_,:;:,.:;.70-==-AJ-=------ CEKfIRCAnON .NO~ ..... ~~c_,._D_....,_..:S'1> ___ _,Y:~a_:z.._t<-~--Y_1&-- r 10/10/02 THU 09:59 FAX 1 760 804 9607 lH/1~/~m:J~ ij~;29 8187695787 THE BLACKMORE COMPANY ASKERNl:E-sE ~004 PA-GE 34 CoNSTRUCTION TESTING & ENGINEERING, INC. SSCONDIDO•T.RACY•CORONA•OXNARD•LANCASTER INSl'ECTIONREPORT PAGE I OF J CIEJOB# I"'--;;,pf:&o.- PROJECT NAME: _..,....-_.l ___ ._.,... __ ..,,,._3 ___ [$_-__ _ ADDRESS: ~~-z_,..,,o K-'T"W'fL,..-~~!) c,. L1 ;4;.J!<.$. 'l»AA ... AAt:aITECTz_ $,.,,,,~7"11-1 C'!:.......s4'.t. ..--~ /{,l(c,H. BNOINEER: ___ ~--=-..;.,-·~H;....;._ ____ _ CONTRACTOR: --~----1::~-_;_:L=--~-·-----.-------~-- INSPECUON DATE: __ ~t .... 2.-..._,./4'-'1'-o._,,/4 ... o .... ,....,...~----I I Pl~A.NBLJ!:. ----------'--'-'--- l;Li)G PERMIT: ___________ __;_ _____ _ OTHER: (;."""- ( ') CONCR~TS ( ) STRUCTURAL STEEL NAME; (PRINT) 'S?'~ CElffletCAUONNO: '~ .,._~t'::2:R.,(. -'Y 7 REPORT# ______ ~~ ( ) MASONRY BLOCK ( ) ltBBAR - -r,HC GEOTECBNIC.A.L &: CONSTKU ON EJl!GJNEE TESTING & INS 2414 VJNEYARD AVENUE 5\JTl".E-G ESCONDIDO. CA-~029 (760) 746-4955 FAX (7~0) r 10/10/02 THU 09;58 FAX 1 760 SO( 9607 1.0.11.£112002 e'!: 29 a1.a7695787 THE BLACKMORE COMPANY ~ 141003 PAGE Ill CoNsTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO• TRACY •CORONA •OXNAJm •LANCASTER INSPECilON REPORT PAGE_l_OF _.A CIE JOB# fO -:(? Z...O PJ{OJECTNAME: _ __,,,_~..:....•...,.r __ ,.,,,._.3-...:::;S::;:._ __ ADDRESS: 'a. 11 0 C ..-+I L2..~o z. n ~"2> (~Atu.SSA}) ARCHil'ECr: snt,."r.H c"""s .... '4,--,~, A~ ENG~_._....._~-==~;z,,....._H _________ _ CONTRACTOR: --~-·___,...,:£...::M'-=-b=-------- tNSFECTIOJ'{DATE:_= _ __,~..::-z_=r/_7"-il/4~0!!!:.I-I ~--r I 'fJAN PILfa _____ _____.,_..,,. ______ _ BLDG PERMIT; (: .8. 0 ( .3. I :a_/ OUi,EX{: c"I' L.. :s~.., ~ $' I ~.,,c.4 (;''1;!-c.A ~-C a.._.c:. ... ,""<-6~ ..... -./{'r REPORT# _______ _ c~ v-) s.c.-o OF ""ey,.--.ra~ .. M.,..~ ( ..-troNCllETE ( ) MORTAR ( ) GR.OU'f ( ) FIREPROOF'ING ( ) MAS(OO(.Y BLOCK ( ) REBAR { ) S'lRUCTURAL STEEL ( ) BOLTS . I' F'oo-r,-~..s Fo-..c..c,"-.J,-t"C.. t<410it~ F~~~ ... A~ -,,:-• .5Tc.6i-4o. PC.«. ,:.r • ._ ,,,~ 't"" c;..C..-0 F-3.. .. .~ . F"-3 ,r -... ·,rt' ..,, F-z..'{ .. ... . .. ., F-... -~ ., °ec.,_,...-"$''T"'!Ec.,_ g ,s; L ...,_,A-r-l'rn,,,, ... F--'> ,r ·-,. ~ ,, (/b .:Jt-_r-11:°...._ A""t ~ ~I "' .. ... •• f• .. NAM:6~ (PRJNT) :.'C~ CERTIFXCATIONNO· <-P'S O ,._ ,,,py i!.. '2..IG. ~ 1f '1 GEOTECBNICAL A CONSTRUCT! N ENGINl!)ERI G TESTING & . if' THE BLACKMORE COMPANY ~ ~002 P-AC:21::. 81 CoNSTRUCTION TESTING & ENGINEERING, INC. ESCONDIDO •TRACY •CORONA •OXNARD •LANCASTER INSPECl10N REPORT PAGE_/ OF --1.... ~ .::Ila-:,-.. PROJECTNAME: ---~-A-io_r ___ ..;:a_c:;., __ _ ADDRESS: 2-llC '"Je:N7"'f&.e.,o--..~ ~'>, C'.-1 ,,,,s.""' 0 ARCHITECT; c;;;::....u..,.-,...r _/1,....._..,...s&...,-1-,(c. El'JGINSER: ~ ,-./ CONTRACTOR: '7:::.~ INSPECflONDATE;:. ¥~/_. PLANFILE: --"------------- JUDO PERMIT: CE.. 0 I'$ I Z./. OTHER: C.-c:c.. "5',.,.._ ;_ S,c~ C....;s~o£.. c .. N'"r,.e-c..'7'£_ MttnH,....._ { ) CONC.l<Bl'E ( ) MORTAR ( ) GltOUT ( ) FIREPltOOFING { )STRUCTURALSTEEL ( )BOLTS CTEJOB#'~ ,e,-,v,z..o REPORT# _________ _ ( ) MASONRY BLOCK ( ) REBAR ) ~ ,•. I •• , ,•' ' • ' ......... ,· • ' V ,-' > ~,.. --Z,/Ul'·l)-/f17:r//.-f1,4;-/:6'r4t1 .. , ... . . . . . ./. . tJ/f-5'"5"'£ -· NOflCE OF FOOTING EXCAVATION OBSERVATION 7 . • • o w N E R o R c o N T R A c r o R ~~.;...;;..:::~c..;;.....:::::-,>'J~;~r:-=---r_..£._...::._:_::,......_:/....::,;-?.~?lt.:!.· -=-,::.-!....:~~!::::u,::_:4-:..:_f°~C::::..::::: . ..),/,~'P7,.f!'r:t,'i:L:::.:.~ .~::::JYlL__ 0 W NE R'S ADD RES$ ________________ -,---____ I __ I __ DATE FOOTi,Gs / OBSERVED . t.-, -J-O TOTAL NO. OF FOOTINGS OR CAISSONS " DESeRIPTION OF FOOTINGS OR CAISSONS C-:."1 n,,u....,,,,_ ., ,,.<,J--?(·· I fd/4 ~u :.;:;.I NOTICE: sd I ?rt r~~. ~.!\-,-·, •• -•. --------------------------------- ·0·1-kG·RA·M-0·F-A-P..P..R-6 ,v E o·-F'O-O-T4 ~tt&W-t·Ni2--rrrM1:NSTO'N"S-·,--P-k-P-P-1:~t-6-AB-b-E+ o.e5~.n.. ,.,,,,~c( /:Jw-·-:>1,>,1/:, n~1 C?i-Cef..."" r--/..,;-,, . c::.-..,.T /c r:::I / ~ t-,::; 5r,,-, /2(l. . C: -" rl fi',,> ,..,.., ~,;,. I /'7' I/":::_./ / '." ..,J C ?c,, .,_,,. ~ ..._ 4-, i--~ Y C 47,-..1, '': _, _,, ,q_,,,, /,,,,, ,, , I.,( '7 -,I,,, r .; 1/l, r <:. .1 ,a_ ., ~ ,...,4" ,,.,, , • ', t ,_ -;I;-/ Y ,-,-a,,...,,.,,., -'( • > f ,-.f, [ -"' / ,-..., I° r'<>"·(.,( 7 rl, I • .:, /j. / (, • ~r"t,,.. ,-r-4.L.- ~L~i < / e;<C..-:;._,,,.;., t-; Y", ( f I....>~,, /,( h_ Jl-1-'1,( V"" di ~? 01 r H ·1 ~/. THE UNDERSIGNED HAS OBSERVED THE FOOTIN.G AND/OR CAISSO~ E X C A V AT I O N S LI ST E D A B O V E ON TH E R E FER EN C ED p;R OPE RT Y AN D SAME WERE EXCAVATED IN ACCORDANCE WITH OUR RECOMMENDATIONS IN THE PRELIMINARY FOUNDATION REPORT AND THE BUILDING CODE OF THE CH~ 3£ G,..bb.,,f l - FORM a 8 / 2 . . / .. .. POOR •QUALITY t ~ . . . r. :; ! . · · ORIGINAL (S . . ~ £~,II d....JJ 0'1/ZWi'm 2'.JS Ill! fO/,~ ,, ~ I ... -·==.JS.," ·.A,.!;; ·- ,.._...419·~,:-,,:: ' ~-C!etiii_f;~tl~t-f._;J~~ .. , Vlf11 ·r A Utli ~ /!J/?LJ EsGil Corporation 'ln Partnersliip witli (jovernment for '.Buifaing Safetg DATE: November 14, 2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3121 SET: II ~ ANT JURIS. D P N REVIEWER D FILE ,.., PROJECT ADDRESS: 2110 Rotherford Road . . . ,; ! h' r~ PROJECT NAME: Mezzanine Addition of a Shell Bu-ilding for Blackmore D ~ D D D D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies ide.ntified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck . fhe· applicant's cop·y 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: [;8J 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. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Person ~ REMARKS: 1) Please have the architect show on sh~et T1 as responded the statement that the building shall comply to 97 USC, UMC and UPC and 96 NEC. 2) Please have the architect submit the special inspection form sealed ~nd signed. By: Bert Domingo Esgil Corporation D GA D MB D EJ D PC Enclosures: 11/6/01 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 EsGil Corporation 'J.n Partners/i.ip witli (jovemment for 'Buiufing Safetg DATE: October 11, 2001 JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3121 PROJECT ADDRESS: 2110 Rotherford Road SET:I D APPLICANT ~ D PLAN REVIEWER D FILE PROJECT NAME~ Mezzanine Additlon ot a Shell building for Blackmore D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's 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. 12s1 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. l2sl The applicant's copy of the check list has been sent to: Mike Platis 12220 El Camino Real, Ste. # 200, San Diego, _CA 92130 D Esgil Corporation staff did not advise the applicant that the plan check has been completed. l2sl Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mike Telephone#: (858) 793-4777 Datecontacted:10(1,/01 (by:~) Fax #:(C?SR')1Cj~.'-l?f7-, Mail ,..,.;r'elephone ./' · Fax v In -Person D REMARKS: By: Bert I;>omingo Esgil Corporation D GA D MB D EJ D PC Enclosures: '•"/ 10/01/01 trnsmtl.dot 9320 Ch'esapeake Drive, Suite 208 + San Diego, California 92123 + (858) 560-1468 + Fax (858) 560-1576 Carlsbad 01-3121 October 11, 20()1 PLAN REVIEW CORRECTION LIST COMMERCIAL PLAN CHECK NO.: 01-3121 OCCUPANCY: B/Sl TYPE OF CONSTRUCTION: V N ALLOWABLE FLOOR AREA: SPRINKLERS?: YES REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: October 11, 2001 FOREWORD (PLEASE READ): JURISDICTION: Carlsbad USE: Office/Manufacturing/Warehouse ACTUAL AREA: 5635 SQ. FT. STORIES: TWO HEIGHT: OCCUPANT LOAD: DATE PLANS RECEIVED BY ESGIL CORPORATION: 10/01/01 PLAN REVIEWER: Bert Domingo This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance$ 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 1997 UBC. The following items listed need cl_arification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1997 Uniform Building Code, the approval of the -plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. ' '~ Carlsbad 01-3121 October 11, 2001 • GENERAL 19. The following note should be given with each correction list: Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deli_ver 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. • PLANS 1. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the plan preparation. Please include the California license number, seal, date of license expiration and the date the plans are signed. Business and Professions Code. 2. Provide a statement on the Title Sheet of the plans that this project shall comply with the 1998 edition of the California Building Code (Title 24 ), which adopts the 1997 UBC, UMC and UPC and the 1996 NEC. 3. On the cover sheet of the plans, specify any .items requiring special inspection, in a format similar to that shown below. • REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM REQUIRED? REMARKS SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION STRUCTURAL CONCRETE OVER 2500 PSI FIELD WELDING EXPANSION/EPOXY ANCHORS DESIGNER-SPECIFIED OTHER I " ,_;, Carlsbad 01-3121 October 11, 2001 4. When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be sLJbmitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. • MISCELLANEOUS LIFE/SAFETY 5. Guardrails (Section 509.1 )~ a) Shall be installed at all unenclosed floor and roof openings. b) Shall be installed at balconies or porches more than 30" above grade or floor below. c) Shall have a height of 42". d) Shall be detailed showing adequacy of connections to resist the horizontal force prescribed in Table 16-8. Please submit calculations. e) Openings between .railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". • STRUCTURAL 6. Please show on the framing plan the designation( FB 1, FB2, etc) of the structural elements similar with the call outs in the calculations. See the foundation also. 7. The analysis for the existing foundation for BFC is not clear. Please show the eccentric loading effect to the brace system foundation as far as the soils bearing capacity is concerned. 8. The same .resisting element as above (item 7), page 7 4 of the calculations indicates that the calculated maximum soils bearing is greater than the allowable. Please clarify. • ADDITIONAL 9. Please show detail 16/A8 as cross referenced on sheet A3. 10. Please show handrail requirements. Carlsbad 0 1-3121 October 11, 2001 To speed up the review process, 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. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: · D Yes D No 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 Bert Domingo at Esgil Corporation. Thank you. '·, ,! Carlsbad 01-3121 October 11, 2001 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 01-3121 PREPARED BY: Bert Domingo DATE: October 11, 2001 BUILDING ADDRESS: 2110 RotheJ;"ford Road BUILDING OCCUPANCY: B/S1 TYPE OF CONSTRUCTION: V N BUILDING AREA. Valuation Reg. CITY VALUE PORTION (Sq.Ft.) Multiplier Mod. .. Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code cb By Ordinance 1994 UBC Building Permit Fee I .., I 1994 use Plan Check Fee I • I Type of Review: 0 Complete Review D Structural Only D Repetitive Fee i=EJ· Repeats Comments: D -Other D Hourly I . I Hour * _ Esgil Plan Review Fee ($) 145,000 145,000 $685.16! $445.351 $383.691 Sheet 1 of 1 macvalue.doc I.' y· Nov-21-01 Ol:27P . iV-1~~2001 FRI ,07:57 AM CITY OF CARSLBAD Carlsbad 01-3121 October 11, 2001 FAX NO. 760 602 8558 SPECIAL INSPECTION PROGRAM ADDRESS OR LEGAL DESCRIPTION: ··'2. I I O {lu 7 ffut..r'O rt.D P.02 P. 04 PLAN CHECK NUMB~R: 01-11-z. I OWNER·~ NAME: IHF!.-,g L/1C /C.l'JII Ott. f!-co, r, as the o~ner, or agent of the owner (contractors may !lQ.t employ the special inspector), certify that I, or the architect/engineer of record, will be responsible for employi"g the special inspector{r.) as reqUfred by Uniform Building Code (UBC) Section 1701.1 for the construction project located at the site listed above. uec Section 106.3.5. · Signed I, H the engineer/architeci ofn,cord, certify that I have prepared the following special inspection propm as required by UBC Section 106.3.5 for the construction project located at the site listed above. Signed {UW,J rP Pt~ 1. liat of work requiring special Inspection: ffi oiJs Compliance Prior to Foundation Inspection f r-Rf" Field Welding Structural Concrete over 2500 PSI . H~Strength Bolting restre11ed Concrete Expan•ion/Epoxy Ancho,.. tructural Masonry Spr_!fed-On Fireproofing 0 Designer Spocifled O Other ____ _ 2. Nama(s) of individual(s} or firm(•) responsible for the special in11tpections lfsted above: A. Co.tJ S t~Grf/ DA) 1 -rttE>.1'/J..JC---"· t/JC::? 1tJ&p1t.,1 NG--7 1/t.f C, a. ______ ......,_ ____________________ _ c. ------------------------------- 3. Dutie& of the special inspectors fot the work listed above: A. ,~, /5' 01!,Sl!JL VJJ\f 6-C-l,iJC,,{UV7'£ t,,, l'-t.,,,'-C..CN C(Z,,f(,:;~ 0 Vert-· ~-o--o PS'/ B. 013S~I/I/\J~ l /}JS~Cp,.)6:; /!JfA.-Pl£t-D W&1--:01JV?- c. :3fr~Wer-~h M:i ~~ ~DL-TtNi: ~ D. Sb/l.-S ~ c-,,-1>Jetl!A-77J / JJtPJ£c, 7' FoaT1/J6--S f/lro fL 7D $pedal in$~ shall ~ck In wllt'l lht City 1111d prasent 11\tlt cradenllals fQr lpj)tQYa( Rtlor ta beglnolng WQrt( on 1he job slte. C()>J G{Lti:,., 1 It-P<--A CG/VI !WT. PLANNINC/ENCINEERINC APPROVALS PERMIT NUMBER CB Q l -3 f d ( . ADDRESS. ? \ 1. p R \/\1~ ,(tor J . Rd. :RESIDENTIAL· . ·. · RESIDENTIAL .. ·ADDITION MINOR ( < $1:0,000.00) DATE · ·,.PL·AZA CAMINO REAL . CARLSB~D COMPANY STORES VfLLACI; FAIRE COMPLETE OFFICE BUILDINC OT"ER~ _________ ____.._ _______ _ PLANNER~ DATE ENGINEER ). ----,-------- ~-bfia/4e··· DATE /(}/;; lo/ -'---'------ oocs/Mlsiorms/Planning Engineering Approvals Carlsbad.Fire Department 013121 1635 Faraday Ave. Carlsbad, CA 92008 Fire Prevention (760) 602-4660 Plan Review Requirements Category: Building Plan Reviewed by: Date of Report: _10_1_10_12_0_0_1 _______ _ Name:, SMITH CONSULT ARCH · Address: 12220 EL CAMINO REAL STE 200 City, State: SAN DIEGO CA 92130 Plan Checker: Job#: 013121 ------- Job Name: Carlsbad Research Bldg#: CB013121 ---------------------. Job Address: 2110 Rutherford Rd Ste. or Bldg. No. IZI Approved LJ Approved Subject to LJ Incomplete Review FD Job# The item you have submitted for review has been approved. The approval is based on plans, information and I or specifications,provided in your submittal; therefore any changes to these items after this d~te, including field modifications, must be reviewed by this office to insure continued conformance with applicable codes and standards. Please review carefully all comments attached as failure· to comply with instructions in this report can result in suspension of permit to construct or install improvements. The item you have submitted for review has been approved subject to the attaqhed conditions. The approval is based on plans, information and/or specifications· provided in your submittal. Please review carefully all comments attached, as failure to comply with instructions in this report can result in suspension of permit to construct or install improvements. Please resubmit to this office the necessary plans and / or specifications required to indicate compliance with applicable codes and standards. The item you have submitted for review is incomplete. At this time, this office cannot adequately conduct a review to determine compliance with the applicable codes and / or standards. Please review carefully all comments attached. Please resubmit the necessary plans and I or specifications to this office for review and approval. 1st 013121 2nd FD File# 3rd Other Agency ID ,,_J 1· ·1. ·1 I I I I I I I I I .I I I ·1 'I :I II -R2H Engineering, Inc. STRUCTURAL CALCULATIONS ~OT 38 MEZZANINE ADDITION FOR SMITH CONSUL TING ARCHITECTS SUBJECT: SHEET NO: .Plan Check Correction Responses •••••••••••••.•••••••.••• _ •••••• PC1 -PC4 Design Criteria • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • . • • • • • • • • • • • • • • • • 1 .:. 2 Mt,zza:nine Framing . . . . . . . . . . . . . . . • . . • . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 -19 Column Footings . . . . • . . • . • • . . . . . ,. .. . • . . • . . . . . . . • . . . . . . . . . . . . . . . . . 20 -34 ~teral Analysis and Mezzanine Diaphragm •• ~ • • • • • • • • • • • • • • • • • • • • • • • 35 -42 -Braced:Frarne •.....................•...........•.............. ~ . . 43 -93 New Panel Opttnings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. • . . . . . . . . . . 94 -13·~ · Job No.: 01113 Designed By: K.B, D.W, K.P. Date: 10/19/01 Checked By: K.B. . Structural Engineering • Construction Management 11545W. Bernardo Court, Suite 300 • San Diego, CA 92127 (858}6~16 Fax: (858} 673-8418 E:1Calcs'01'01113 KB 10-19-01.wpd Additional Offices: Las Vegas, NV Salt Lake City, UT www.r2h.can I 1(--. ' . I I I I I I I 1·,· I I I I I .1 1.-( . I'-... · I R2HJob# 01113 PC-1 BLACKMORE LOT 38 MEZZANINE ADDITION Date: 10-12-2001 Plan file nos. CARLSBAD 01-3121 Plan Check Correction Responses for Structural corrections from City of Carlsbad dated 10/11/01. Imm Response SPECIAL INSPECTIONS J. See the structural drawing S-I and· the special inspection notes and program. Foundation · inspection by the geotechnical engineer, concrete of greater than 2500 psi strength, field welding, and expansion and epoxy anchors are all included. 4. See the form submitted by the architect. STRUCTURAL 6. 7. 8. We prefer not to put calc designations such as FBI on the plans because it often creates confusion for the contractor and then we have to answer more questions. See the key plan added to the calcs with this resubmittal on page PC-2,4 f'C.-3. . See the additanal calc for the effect of the eccentric loading on the foundation. See calc . ' pagePC-4, The original soil report for the project by GeoSoils, Inc. states .on page 15 that the allowable bearing value is 2000 psffor footings 24" deep and may be increased by 500 psf for each additional foot of depth to a maximum of 3000 psf. Also the value may be increased by 1/3 for short duration loading such as seismic or wind. So the allowable value is then= (2000 + (21 x 500)Xl .33) = 4000 psf allowable for short term loading for the footing which is 4 feet deep. I 1---· I I I I 1- I I 1· I I I I· I I I. - ( , _ _.. I I R2H EfNG!MEER!NG~ INC. · 11545 w. Bernardo CQurt, Suitt 300 San Oiego, CA 92127 -1 Q_ . )- UI Y.. u- <--~ ~ .w < --'"Z < OJ tjJ UJ ~ ~ . ~ -· --- • 0/ II> Pc-2. I R2H ENGIN-EERING, INC. . 11545 W. Bernardo Court; Suite 300 San Diego, CA 921.27 .. -1.---. 1· I I I I I I 1· I I I I I 1- 1 .. ( -.· 1'-:· I 0//19 /'c-3 .. ( '.1 , \.._,_,.) I 1--·· / ~-R2H Engineering, Inc .. ,w. ~OBNO. C:,/// ;> PROJECT _L_o_.;.7___.1>c....;S=-....;.M~"E:,....::~=-=-..::.:,J'"'"'J'--"-Nl=E,.____'---__ DATE Io / / 2. /o I I SHEET f c-4. OF __ BY_.,----'----SUBJECT. ___ ~--~-~------ --,----:--;--; --i·· :···>+·---~d:o·~);;~ +;~: --:J.--i~-.! ... ;-; . ···:: __ _!:.' ·, ··:··-·:'::, __ 1!!··-~,: .. ,::_: ___ ·-_;·_··_:_-_·::-.. ' ·•l-----l.. ... .! ·---~;_.., •• ~ hl"•I••• -~~r~~iC..""-t·'~ --~-; .... -.;--~ ---• ' ! •-•l•••,•••• ' i ' i : . . ; : : : ! i ~ : i ! ; ; ! . . -~ ·-j -·-/---l . _, .. -.. ' . -'·--~---·-· ·-l :_ ; : : : : I I I I I I I I I I I I I I .... t I I 1-( I I I I I I I I I I. I I I I I ,~ I The Blackmore Company -CRC, Lot38 FOUNDATION RECOMMENDATIONS -Recommendation, for Concrete 11Tllt-up11 Structures W.0. 2047-A-SC June 28, 1996 Page 15 For preliminary planning purposes, the following is presented. It is our understanding that the structure will be erected utilizing a tilt-up and steel frame method of construction. We assume that column loads are not anticipated to exceed 50 kips for dead plus live loading conditions while Wall loads are expected to range between 3 to 5 kips per lineal foot. The engineering analysis performed concerning _ t~e foundation system and the recommendations offered below, have been prepared using these anticipated loads and . assuming the recommended earthwork is performed. In the event that the information concerning the proposed development is not correct, or any changes in the design, location or loading-conditions of the proposed structure are made, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report are modified or approved in writing by this office. · The ·information and recommendations presented in this section are not meant to supersede design by the project structural engineer. · Design· Our review, field work, and laboratory testing indicates that onsite. soils are high in expansion potential. Preliminary recommendations for foundation design ~d construction are presented below. Final foundation recommendations should be provided at the · conclusion of _grading based on laboratory testing of fill materials exposed at finish grade. Bearing Value: 1 . An allowable vertical. bearing value of 2,000 .2.ounds per square foot (psf} should be used for design of continuous footings a minimum 15 inches wide and 24 inches deeg_ and for design of square footings 24 inch_es wide-and 24-'Tnches deep, bearing in .e_roperly compacted fill material. This value may be increased by 500 pounds per square foot for each additional 12 inches in depth (no increase is allowed for footing width) to a,rnaxirriUm value of ~pounds per sq1iaref~ot. Theiabove-vaiues may be increased by ~!bir~ when considering short duration.seismic or ~ind loads. l:xterior square footings should be tied with a grade beam or tie beam as described in the 11construction11 section of this report, to the main foundation. ~oSoils, lne. 1· I I I I I I I I I I I I I I I ·1 .. ( "; ~- .. -;. ......._ __ . I- 1· ·• -.:.-: ·:. -.:";~°0 :!'"h .-"~ '"",._.. r ·:~ .. .... . ~. . ~~-,·. : .--... • :.-:--.. -('· ...... _ .... ,.,"\ .~ .... , -~';·· ·=· :··., .. Scope or Setvicea &tabliabed Y N Praject Schedulinc Y· N 4ioccupm;y:. _______ . ~ ofeoa.truction:. ____ _ E:llcrior Wall Marorial:. __________ __,. __ ........... Site Plan:. __________________ _ GradiDr Plan:. ________________ _ Project Name ; L.o r ~ B ~'.2.U, ell N£ . f ' Project No. o /' I ! ) . Date :J/24 /4 / Project Engineer t<B , . Kr . . Dw ; ~cZo.:. __ _._...,.... ....... _________ _ •1mpo11anccFKwr.~·--,,,.::....x.-----------W-Uld l!xpolure:. ___ ....,_ __________ _ ~Pianka: /&:tfa'.i Total Floor Atea:(Bkf1, Only):. _ _,,,,,=--....---.------ Ov~B Structure Hci,trts: E~.f $TS M ' Area:. __ $"". ~tti...ic.:O=-...... ·-------Elcvator Y . Staus. Y N Type::...... _______ _ Special Coaditiom:. _____________________ ......, __________ -:----- Soil:Repon.By: (Ekt-b7:t,..)<; · P)efo"'T ) Coalenl: (OJcck itc:11111 included in tprt), Foundation Type: -CoA/ V~TIS'Jb" Sl::fc4cux, 1 Report No •. _________ I>ate:. _____ _ Tat Boring Plot Plan:. ______________ _ -soil Clauification:. _____________ _ . ..._ ·Expamive Soila:._'.,,, ____________ _ AcfjKent Loada/Slopea:. _____________ _ Water Table Elevation:, ___________ _ Active~:. _____________ _ Seulomeut:. ________________ __ PuaivcPrcaurc:. _____________ _ Liquefaction:,_· --------------CUr/Fill I.mo Within Strueture:. _________ _ Builciini or Tank Wall ~rc:. ______ ......,., _ _,."'-- •Deli,n Bearini Capacity:. __ _.2.DOlilQ,,,ol:.i,:.Q--.,.f:...r.~..r..f_t...&€1..;::0:.:0,.c.L.,-1,E::;..,:.f.- Pl!iP™, l Special Condidona:. ___________________________________ _ :Roof CaalCnlcdoa: Roofia, Marerial: ·----------------- -ilooCLoadl: 20 paC (lllbjec:t io ~ dcaip memo) Mechaical.~ Wcipta:. ________________ _ I.ocadoa:_. ________________ _ Suppod:. _________ ;.._ _______ __ Spocial Coaditiorss:, ________________ _ ' ...,,._Dmriop: (qa.,ck-dae ._ apply) ~rooftruuorJ.:loiiiL.--·· · ~-i:'-.~ ... -_Pire SpriDtfcr Syarcm . a .. _Slon&aat Sylfcm/Slc:ylita V. ~Bok Layout -=--~ Steel . --,X~Mix _._Olbltr. ________________ ..,.. Floor Conmuciioo.:. _____________ _ Aoor Loads: (Provide load mapping u required), _____ _ Coacemated Loads:-. ____________ _ Spocial Coaditiom:. _____________ _ -special Jmpcciiom: (Check dlolc dial apply) ..,i.;;_Coa;retc _Placement and Scrcn,th .,&Bolla ia ~rcWMuonry . ~ Steel ~cement ~Wcidia,: F'seld4,_: Shop __ . _H.S.Bolta . · . -~• Primm Required Y N _PmDa/Cailloaa . ~ :XDmled in klchora _Odtcr, __________________ _ f ! 11/llm I I I I I· I. f I I I .I I I 1. \' ·--I I MATERIALS, GRADES AND··STRENGTH Following is used in all cases unless specifi~lly noted otherwise on the plans. ROUGH FRAM~; . Subpurlins ............................ ,; .....•............................ DFL No. I and Better Studs. plates and blocking ................ : ............... · ................. DFL Standard or Better Joists. Rafters· and Headers ................. .'. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . No. 2 Beams, Stringers and.Posts (4" & largerjn width) .......... _ ..................... .': ........... N:o. 1 Glul.am Beams: Submit AITC Certificate of Compliance ......................... 24F-V4 Simple Span 24F-V8 Cantilcm;cd_Span Use common win: Dail$ for alX:desipcd i;oo4iticms and UBC Table ~-1-Q (Nailing Schedule} in other casd· All framing anchors arc by Simpson S1r0ng Tic. (Equivalcucy approval, if requested. based on ICBC Research Reports) V ertic:u (shear wall) and horizontal wood diaphragm sheathing: AP A Rated CDX Slrtlcrural I. CONCRETE BLOCK MASONRY: Hollow Gore ASTM C90 Grade N-1. Medium Weight Mortar Types fm= 1800 UBC Std 21-15, 2102.2.8- Grout Types · f'c= 2000 UBC 2102.2.9 Design Strength f':m= 1500 ·(solid grout) UBC 2105.3 . .S CONC~: Foundation Slab on Grade Tilt-up Walls. Drilled Piers Supported Slabs Beams & CollJIJlDS Concrete on. Deck Wattr Slrtlcture REINFORCING STEEL: Stten,gth Cpsi) 2000 4000 U.N.O. 3 000 U.N.O. 3000 4000 4000 3000 4000 Max Aggregate Size l ½" l" l!'- 1 ½" , .. -1/r' ,, . 1\1 fil!mm 4" 3" 4" 4" 4" 4" 4" 4" ASTMA615 Gr40 No .5 and smaller (Use GR 60 for all tilt-up panel steel except base dowels) Gr 60 No 6 and larger · ASTM A 706 Gr 60 . All welded n:b~' Welding of rebar to conform. to A. W.S. #DI. -4-92, submit cc:rtificate of carbon equivalent md weld procedure prior to any weiding of rebar. Special.mspecticm requited for all field weldmg. Submit certificate of compliance for all shop welding or provide special iDspection. · STEEL: · Unfinished '.Bolts High Strength Bolts Pipe. Column _Structural Tube Shapes. Plates & Bars COIJ)FORMEDSTEEL: · Studs and joists Tracks and Rmmers Galvanize per C:\FORM',MAT-GRAD.STR ASTMA.307. ASTMA32S ASTM A.JS. Type E or S, Grade B. ASTM A500, Grade B ASTM~6 ASTM A446 Grade A ASTM ~446 Grade A ASTMA525 Fy=3.5ksi Fj=46]isi Fy=36ksi Fy=40ksi Fy=33ksi I 1 .. -· I I. I I I I I I I I I I I ~ R2H Engineering, Inc. JOB NO. r2)// 3 BY_.kf,_· __ _ . -:· - PROJECT _LD_,_T__.~a...,oa"'--. _M-'-'l!!_,,_-'l_._?.A~tJ~ilJ__.a. ... · ....... ___ DATE tf/b /tJI SUBJECT ___,_,tY/'--U!O:::~'-"'::Z""""~"'-'-' --'--"-/J-=€.-:::c-S"""'/ __ b::..=./\1...::._-,----SHEET ,2 OF __ · . -r ·-f--:- __ ;_ --..... i -t :···. --. i---~ ·---· ___ , .. : __ ' ___ : .. --·---· ' .. ':--·:·. -i ·-:---· -; __ !---;-- . . -:---"!""···-t··-:-·-·--- --:--~ -T-:--~---~- : .( ' .. POOR . . · QUALITY . · · O·RIGINAL S .. . . I_. I I I I I I I 1· I I I I I I 1· t S11· SSISPEC.~OM SPM. 100%ll 11b%ll 100!!,ll 1W1l 11851L ~ll 11b%1L 1C151l 1ftll 11111'1L 115%ll 'D&lL 1-ll lml'll 1185ll 1CIJ%1L 1-lL lmll 115%1L 11XJ%1l 11511,ll (FT,} 100%ll. 1Hll 1ml'LL 12111,ll -iaM!L 12i!l,1l 1IIMl.l 125%'!1. 11111'LL 125%1l 1IDl'lL ' 125%1l 1ml'LL 12S11,1l 10l%ll 128%ll 1Gl!ill 125%1l -iaM!L 125%1l 100%LL 128%ll 12 ;18J 333 3'8 395 392 4!D ,ej 3)2 413 555 528 fJIJ 573 $9 618 711 664 764 ~ 816 755 a:B ~ 546 713 im l!l6 944 361 2SB 429 ~ <lg) SB Em· . 717 14 ':;m 294. 3313 336 3lli 374 43) 414 -476 452 521) 491 565 9) 6lD 213 655 EDI EB9 647 744 fii3 712 292 171 3Eil 4.D 313 e ll3 5l7 565 614 7B) al9 l6 333 3213 '317 3iZ 416 :!l6 455 43) 495 464 533 'el 573 532 612 566 651 58) 623 li65 :iOO m 93 93 24 76 76 26 6) 6) 28 -49 -49 30 'I) 'I) ;32 34 36 38 40 121 126 11D 11D 8) Ill 66 66 54 54 38 38 116 $ $ 78 78 -~ 66 56 56 ,fl ,fl 41 41 452 3'8 495 412 538 354 347 .m '440 474 ~ 473 544 !D3 579 553 591 629 413-. 470 &fl 83 74 74 64 79 64 BZ 55 71 55 . 71 DEPIH 91/2 U.7/8 14 l6 18 USAGE ANI> ~EN~ NOTES FOR SSI JOIST Lfi>AD TABLES • Straight line interpolations may be made between depths and spans. • n. values within this table are based upon a typical SSI JOisr profile with parallel top and bottom, flanges. Values shown are maximum allowable load . capacities of the joist in pound per llneal foot (PLF) based oil: • Simple span, uniforinly loaded conditions, and assume roof applications-have provisions for positive drainage (1/4" per foot minimum). • Single tapered profiles are available. Consult the Design Assistance Department at tol!-free. l-Bn-980-SPEC for further lnfonnatlon. • All Tl values within this table that are sh~ed may be inaeased for repetitive member usage If the criteria therein are met • Self weight of member Is assumed to be included In the allowable unlfonn load. • Span Tables are based on a minimum of 2-1/2" of end bearing and the use of web stlfl'eners at all bearing points. To size floor joist • · Check both live loa9 (100%) and toµll load (100%11.), When live load Is not shown, total load will control. Total load values limit deflectlon to 1./240. Live load values are based on a floor deffectlon llmlt of L/600 using solely the EI of the joist. For live load deflections of L/360, L/480 multiply 100% LI. value by 1.33 or 1.25 respe(:1:lvely. C • Where both the 100% ll and the 100% LL values are not shown It Is the position of Standard structures, Inc. that dynamic characteristics of the floor will ci:>ntrol the design. Based 6n more than a half century of providing engineered wood. products we feel that specifying floor joist members with a depth to span ratio beyond those noted may result in a floor with an unacceptable feel. can the Design Assistance Department at t:oll free 1-877·!180-SPEC for a subjective evaluation of floor dynamic characteristics prior to specifying floor joists beyond those depth t:o span ratios llsted. · To size roof joist . • Check the appropriate snow load area (115%) or non-snow load area (125%) value to determine the maximum allowable t:otal load. Total load (115% Tl and 125% TI.) values limit joist deffectlon to 1./180. Consult focal codes to -verify deflection limits required for specific appl~ns. I 00Standard Structures Inc. . ,. .. ( .---... , . \ 01.03 I I. I I. I I I I I I: I I I. I I I I $ R2H Engineering, Inc. JOB f\!O. 0 II J 3 PROJECT _W=-=-:[__.___.;......,~~-"'1-"-"-e,,.,,·rc .... rA"""'"ES-'Wl!:!JE----DATE 9 /6 la I BY /t/ --, SUBJECT _fY}-L· """"~~£5""-'· ~E;......_i~{)__..,£'-""'-?"-'-1 k~r/~--SHEET 5 OF __ z.: _, • • r • :• ": -· 1--· ~ -... ;-. -~ ·-·i· . -··-'---·--·--..... _. ___ _ \ : : ; ' : ---;-·; ··;·-·;-·---·--- 4--. ·-- -;---:-... ,. ' i . .: •• ,. ---· •• 11--1--.-----.-.;;.;;-;;;;;;~=~;.;..;..;;;;;.;,;;;;.;;;.;;;;;;,;..;;.;=~;;;.;;.;.:r.;;.,;.;;;==-,;-;=i.;a.:;;;;;-;:;.a.,;;a.;.,;;;-,--;;;.:,1L.;' T: 'Th T: _:_ L.J -~-_:_ .. ~· 1-·- I 1- I I I I I I I I I I I I I I ' ( . ---· I / I ,d.i RiH Engineering, Inc. PROJECT-,--'----------'---- BY_____./vf'--"---SUBJECT_,_,((/~f:....:::~_,~=--~O'-"C£-=--"_~::;_/.....,bC-JA/<-=-__ _ --1 ' JOB NO. o /II 3 DATE f/r/fJI SHEET ~ OF ----- ' ' --• -,-·-w ' - . ~ . . . . : ' .. ---: --j -i -·l -~. ·->-. -: ,J •. I I I I I I 1· I I I 1· I I ·1 I I I -' -~--- 1 Title: Dsgnr: KP . Description : Scope: Steel Beam Design Description Floor Beam #1, Span=24' j General Information Steel Section : W11X28 Center Span Left Cant Right cant Lu : Unbraced Length ! Distributed Loads · 24.00 ft 0.00 ft . 0.00 ft 0.00 ft· Pinned-'Pinned Bm wt. Added to Loads LL & ST h:t. Together Date: Fy Load Duration Factor Job# 01113 Page 1 I. 50.00ksi 1.00 .1 I #1 0.341 1.008 #2 #3 #4 #5 #6 #7 DL LL ST Sbut tCICiltion End Locatior1 Summary Using: W16X26 section, Span = 24.00ft, Fy = 5l0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.CXXl Moment fb : Bending Stress fb/Fb Shear fv : Shear stress fv/Fv I Force & Stress Summary Maximum Max. M+ 99.01 k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left 16.50k Shear@-Right 16.50k Center Deft. -1.176in Left Cant Oefl 0.000in Right cant Def 0.OOOin ... Query Oefl @ 0.OO0in Reaction @ Left 16.50 Reaction @ Rt 16.50 Fa calc'd per 1.5-1, K*Llr < cc I Section Properties W16X26. Actual 99.006 k-ft 30.965 ksi 0.938: 1 16.501 k 4.207 ksi 0.210: 1 DL ....Qn!L 26.43 4.41 4.41 -0.314 0.000 0.000 0.000 4.41 4.41 Allowable 105:513 k-ft 33.000 ksi 78.450 k 20.000 ksi Max. Deflection Length/DL Deft Length/(DL +LL Defl) k/ft k/ft k/ft ft ft Beam OK -1.176 in 917.4: 1 244.9: 1 I «-These columns are Dead + Live _Load placed as noted -» LL LL+ST LL LL+ST @Center @Center @Cants @cants 99.01 k-ft k-ft k-ft k-ft 16.50 k . 16.50 k -1.176 •1.176 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 16.50· 16.50 k 16.50 16.50 k I Depth 15.690in Weight 26.09.#/ft r-xx 6.260 in Width 5.500in I-xx 301.00 in4 r-yy 1.117in Web Thick 0.250in 1-yy 9.59 in4 Rt 1.360 in Flange Thickness 0.345in S-xx 38.368 in3 Area 7.68in2 S-yy 3.487 in3 I-. 1.--·· l I I I I I I I 1··. I I I I I I I f· I Title: Dsgnr: KP Description : Scope: Steel Beam Design Description Floor Beam #2., Span=29' I General Information Steel Section : W18X3S Center Span Left cant. Right Cant Lu : Unbraced Length . I Distributed Loads 29.00ft 0.00ft 0.00 ft 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Date: Fy Load Duration Factor #1 0.341 0.969 #2 #3 #4 #5 #6 DL LL ST Start Location End location Summary Using: W18X35 section; Span = 29.00ft, Fy = 50.CX<si End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Moment fb : Bending stress · fb/Fb Shear . fv : Shear stress fv/Fv Actual 141.392 k-ft 29.443 ksi 0.892: 1 19.502 k 3.673 ksi . 0.184: 1 Allowable 158.475 k-ft 33.000 ksi 106.200 k 20.000 ksi Max. Deflection Length/DL Deft Length/(DL +LL Deft) Job#01113 50.00ksi 1.00 #7 k/ft k/ft - k/ft ft ft Beam OK -1.447 in 860.2: 1 240.5: 1 I I j Force &-Stress Summary I Maximum Max. M + 141.39k-ft Max. M- Max. M@Left Max. M @ Right Shear@ Left 19.50 k Shear@ Right , W.50 k Center Deft. Left Cant Deft Right Cant Def ... Query~@ -1.447in O.OOOin 0.000in O.OOOin Reaction @ Left 19.50 Reaction@Rt 19.50 Fa calc'd per 1.S-.1, K*L/r < Cc ! Section Properties W18X35 Depth Width Web Thick Flange Thickness Area 17.700in 6.000in 0.300in 0.425in · 10.30·in2 DL: ..Qoh::.. 39.53 5.45 5.45 -0.405 0.000 0.000 0.000 5.45 5.45 «-These columns are Dead + Live Load placed as. noted :-» LL LL +$T LL LL +ST @ Center @ Center @ Cants @ cants 141.39 k-ft 19.50 19.50 -1.447 --1.447 0.000 0.000 0:000 0.000 0.000 0.000 19.50 19.50 19.Sp 19.50 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Weight. 34.99 #/ft r-xx 7.037 in 1.219 in 1.490 in I-xx 510.00 in4 r-yy 1-yy 15.30 in4 Rt S-xx 57.627 in3 s-yy 5.100 in3 • I 1. I I I I I I I I I I I I Title: Dsgnr: KP Description : Scope: Jobt01113 Date: Steel Beam Design Page 1 I Description Floor Beam t#3, Span=19' I General Information Steel Section : W14X22 Center $pan. Left Cant. Right Cant Lu : Unbraced Length I Distributed Loads DL LL ST Start Location End Location #1 0.341 1.040 19.00 ft 0.00 ft 0.00ft Q.00 ft #2 Pinned-Pinned Bm Wt. Added to Loads !..L & ST Act Together- #3 #4 Fy Load Duration Factor #5 #6 50.Q0.ksi 1.00 #7 k/ft k/ft k/ft ft ft I I Summary Beam OK Using: W14X22 section, Span = 19.00ft, Fy = &l.Oksi End Fixity = Pinned-Pinned, Lu = 0.00ft, I.OF = 1.CXX) Moment fb : Bending Stress fb/Fb Shear fv : Shear stress fv/Fv I Force & Stress Summary Max. M + Max. M- Max. M. @ Left Max. M @ Right Shear@Left Shear @ Right Center Defl. · · Left Cant Defi Right Cant Def ... Query Defl @ Maximum 63.31 k-ft 13.33k 13.33k -0.713in O.OOOin O.OOOin O.OOOin Reaction@ Left 13.33 Reaction @Rt 13.33 fa calc'd per 1.5-1, K"'Ur < Cc l Section Properties W14X22 Actual 63.312 k-ft 26.228 ksi 0.795: 1 13.329 k 4.218 ksi 0.211 : 1 DL Only 16.38 3.45 3.45 -0.184 0.000 0.000 0.000 3.45 3.45 Allowable 79.658 k-ft 33.000 ksi 63.204 k 20.000 ksi Max. Deflection Length/DL Defl Length/(DL +LL Defl) -0.713 in 1,236.1: 1 319.8: 1 <<-These columns are Dead + Live Load placed as hoted -» LL LL+ST LL LL +ST @ Center @ Center @ Cants @ Cants 63.31 k-ft 13.33 13.33 -0.713 · -0.713 O.QQO 0.000 0.000 0.000 0.000 0.000 13.33 13.33 13.33 13.33 0.000 0.000 0:000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Depth 13.740in 5.000 in 0.230in 0.335in Weight 22.04 #/ft r-xx 5.537 in 1.039 in 1.250 in Width Web Thick Flange Thickness Area 6.49in2 1-:xx 1-yy S:-xx S-yy 199.00 in4 r-yy 7.00 in4 Rt 28.967 in3 2.800 in3 I • I I I- I I I ( ,, •... I Title: Dsgnr: KP ~ptlon: Scope: Job#01113 Date: Steel Beam. Design Page 1 I Description Floor Beam #4, Span:=24' j General Information Steel Section : W16X40 Center Span Left Cant, Right Cant Lu : Unbraced Length 1 Distributed. Loads DL LL ST start Location End Location #1 0.620 1.582 24.00 ft 0.00 ft 0.00ft 0:00 ft. #2 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together- #3 #4 Fy Load Duration Factor #5 #6' 50.00ksi 1.00 #7 k/ft k/ft k/ft ft ft I· I Summary Beam OK 1,Jsing: W16X40 section, Span= 24.00ft, Fy = &lOksi End Fixity= Pinned-Pinned, Lu = 0.00ft, LDF = 1.CXXJ Moment fb : Bending Stress fb/ Fb Shear fv :-Shear Stress fv/Fv I Force & Stress Summary Maximum Max. M + 181.43k-ft Max. M- Max. M@Left Max. M @ Right Shear @ Left 26.90 k Shear @ Right 26.90 k Center Def!. Left Cant Def! Right cant Def ... Query Deft @ -1.114in O.OOOin 0.OO0in 0.000in Reaction@Left 26.90 Reaction @ Rt 26.90 Actual 161.430 k-ft 29.936 ksi 0.907: 1 26.905 k 5.510 ksi 0.275: 1 DL ~ 47.53 7.92 7.92 -0.328 0.000 0.000 0.000 7.92 7.92 Fa calc'd per 1.5~1, K•LJr < cc I Section Properties W16X.t0 .Allowable 177.951 k-ft 33.000 ksi 97.661 k 20.000 ksi Max. Deflection Length/OL Def! Length/(OL +LL Deft) -1.114in 878.0: 1 258.5: 1 «-These columns are Dead + .Live Load placed as noted -» LL LL+ST ll LL+ST @ Center @ Center @ Cants @ Cants 161.43 k-ft 26.90 26.90 -1.114 -1.114 0.000 0.000 0.000 0.000 0.000 0.000 26.90 26.90 26.90 26.90 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k. k 0.000 in 0.000 in 0.000 in 0.000 in k k Depth 16.010in 6.995 in 0.305in 0.505in 11.80in2 Weight. 40.08 #/ft r-xx 6.626 in 1.565 in 1.820 in Width Web Thick Flange Thjckness Area I-xx 1-yy S-xx S-yy 518.00 in4 r-yy 28.90 in4 Rt 64.710 in3 8.263 in3 I I I I I I I I I I I I I I I I I I TltJe: Dsgnr: KP Description : Scope: Steel Beam Design Description Floor Beam #5, Span=29' I General, Information Steel Section : W21X50 Center Span Left Cant. Right Cant Lu : Unbraced Length I Distributed Loacts .. 29.00 ft 0.00ft 0.00 ft -0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST N:t. Together Date: Fy Load Duration Factor Job# 01113 /-l( 50.00ksi 1.00 • i #1 0.620 1.490 #2 #3 #4 #5 #6 #7 DL LL ST start Location End Location Summary Using: W21X&l section, Span= 29.00ft, Fy = fD.Oksl End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.CXD Moment fb : Bending stress fb/ Fb Shear fv : Shear Stress fv/Fv j Force & Stress Summ~ N:t.ual 227.063 k-ft 28.840 ksi 0.874: 1 31.319 k 3.957 ksi 0.198: 1 Allowable 259.817 le-ft 33.000 ksi 158.308 k 20.000 ksi Max. Deflection Length/DL Oefl Length/(DL+LL o'etl) k/ft k/ft k/ft ft ft Beam OK -1.205 in 931.5: 1 288.9: 1 I «-These columns are Dead + Live Load placed as noted -» DL LL LL+ST l.L LL+ST Maximum Onlx @Center· @Center @Cents @Cants Max. M + 227.06k-ft 70.43 227.06 k-ft Max. M-k-ft Max. M@Left k-ft Max. M @ Right k-ft Shear@Left 31.32k 9.71 31.32 k Shear'@ Right 31.32k 9.71 31.32 k Center Deft. -1.205in -0.374 -1.205 -1.205 0.000 0.000 in Left Cant Defl O.OOOin 0.000 0.000 0.000 0.000 0.000 In Right cant Def O.OOOin 0.000 0;000 0.000 0.000 0.000 in ... Query Defl @ O.OOOin 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 31.32 9.71 31.32 31.32 k Reaction @ Rt 31.32 9]1 31.32 31.32 k Fa ~lc'd per·1.5-1, K"Ur < Cc. I Section Properties W21X50 I Depth 20.830in Weight 49.93 #/ft [-XX 8.182 in Width 6.530in I-xx 984.00 in4 r-yy 1.301 in Web Thick 0.38()in 1-yy 24.90in4 Rt 1.600 in Flange Thickness 0.535in s-xx 94.479 in3 Area 14.70in2 S-yy 7.626 in3 .I I I I I I I I I I- I I I I I I I. / \ I'-· I Oescrjption Floor Beam '116, Span=19' I General-Information I . Steel Section : W16X26 Tltle: Dsgnr: KP Deacrlptlon : ' Scope: Steel Beam Design Job#01113 Date: Fy Pinned-Pinned Load Duration Factor 50.00ksi 1.00 Center Span Left Cant Rig'1t ~nt 19.00 ft 0.00ft 0.00ft 0.00 ft Bm Wt Added to Loads LL & ST Act Together Lu : Unbraced Length I Distributed Loads DL LL ST Start Location End Location Summary #1 0.620 1.690 #2 Uslng:W16X26 section, Span= 19.00ft, Fy = 5(J.Oksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.CXD Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv/Fv I Force & Stress Summary Maximum Max. M + 105.42k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left 22.19k Shear @ Right 22.19k. Center Defl. -0.785in Left Cant Deft O.OOOin Right Cant Def_ O.OOOin ... Query Deft @ 0.OOOin Reaction @ Left 22.19 Reaction.@ Rt 22.19 Actual 105.416 k-ft 32.970 ksi 0.999: 1 22.193 k 5.658 ksi 0.283: 1 DL ...Qn!x_ 29.15 6.14 6.14 -0.217 0.000 0.000 0.000 6.14 6.14 F~ calc'd per 1.5-1, K*Ur < Cc #3 #4 #5 #6 #7 Allowable 105.513 k-ft 33.000 ksi 78.450 k 20.000 ksi Max. Deflection Length/DL Defl Length/(DL +LL Defl) k/ft k/ft k/ft ft ft Beam OK -0.785 in 1,050.6: 1 290.6: 1 «-These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST @ ~enter @Center @Cants @Cants 105.42 k-ft k-ft k-ft k-ft 22.19 k 22.19 k -0.785 · -0.785 .0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.Q00 0.000 0.000 in 22.19 22.19 k 22.19 22.19 k • t I I Section Properties W16X26 I Depth 1~.690in Weight 26.09 #/ft r-xx 6.260 in Width 5.500in I-xx 301.00 ii14 r-yy 1.117 in Web Thick 0.250in 1-yy 9.59 in4 Rt 1.360 in Flange Thickness 0.345in S-xx 38.368 in3 Area 7.68in2 S-yy 3.487 in3 I 1---- 1 I I I I I I. 1-·--_ I I I I I I Title: Dsgnr: KP. _l)Ncrlptlon : Scope: Jobt01113 Date: Steel Column Page 1 I Description Column 1, H=14' I General Information -steei section TS8XOX3/18 Fy X-XSidesway: O.uration Factor 46.00ksi 1.000 Y-Y Sidesway : Restrained Restrained COiumn Height 14.000ft End Fixity Pin-Pin Live & Short Term Loads Combined I Loads Axial Load •.• Dead Load Live Load . Short Term.Load Summa 24.50 k 30.40 k. . . k X-XUnb"1C8d Y -Y Unbraced 14.000 ft 14.000 ft Eco. for X-X Axis Moments Eco. for Y-Y Axis Moments Kxx Kyy 1.000 in in 1.000 1.000 Section: T$6X6X3/16, Height= 14.00ft, A)dQI Loads: OL = 24.50, LL= 3>.40, ST= O.CO<, Column Design OK Ecc. = 1.0CXlin · UnbracedLengths: X-X"' 14.00ft, Y-Y= 14.00ft Combined stress Ratios QMd AISC Formu~ H1 -1 0.377 AfSC Formula H1 -2 0.320 AISC Formula H1 -3 XX Axis: Fa calc'd per 1.5-1, K*Ur < Cc YY Ax.is : Fa calc'd per 1.5-1, K*Ur < Cc . Live 0.474 0.397 PL+LL 0.924 0.717 DL + ST+ <LL if Chosen) 0.924 . 0.717 I i I Stresses Allowable a Actual strwses Fa : Allowable I fa·: Actual -Fb::xx : Allow {F3.1] fb : :xx Actual Fb:yy: Allow_(F3.1J fb : yy Actual I Analysis Values F'ex: DL+LL ·29,490 psi F'ey: OL+LL 29,490 psi Pex: DL +LL+ST 29,490 psi F'~: DL +LL+ST 29,490 psi .Qead 19.56 ksi 5.74'ksi .J&L DL+Y:, DL+ S!)Qrt k$i 27.60 ksi 3.09 ksi ksi 27.60 ksl o.oo ksi 19.58 ksi 7.12 ksi ksi 27.80 ksi 3.83 ksi ksi 27.60 ~Si 0.00 ksl 19.56 ksi 12.86 ksi ksi 27.60 ksi 6.92 ksi ksi 27.60 ksi 0.00 ksi Cm:x OL+LL 0.60 Cb:x OL+LL Cm:y DL+LL . 0.60 Cb:y DL+LL 19.56 ksi 12.86 ksi 27.60 ksi 6.92 ksi 27.60 ksi 0.00 ksi Cm:x OL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 1.75 1.75 1.75 Cm:y OL+LL+ST 0.60 Cb:y OL+LL+ST MaxX-XAxis Deflection -0.144in at 8.120ft Max Y-Y Axis_ Deflection 0.OOOin at 0.000ft I Section Prope~ TS6X&X3116 -Depth 6.00 iri Width 6.000 in ThiQkness 0.188 in Weight Area 14.50#/ft 4.27in2 t-:xx 1-yy S-xx S-yy t-)0( r-yy 23.80in4 23.80in4 7.933in3 7.933in3 2.361in 2.361 in I • I I I ·1 I I I ,.·· ·1 I I I I Description C-1 Base Plate I General Information Axial Load 54.90 k X-X Axis Moment 0.00 k-ft Plate Height 10:000 in Plate Width 10.000 in Pier Height 24.000 in PierWidth 72.000 in re 2,500.0 psi Fy 36.00 ksi LDF 1.000 AISC Edition 9th Edition Summarv I Plate Design Min. Req'd Plate Thick Analysis Type Tension Force per Bolt Bearing Stress Max Plate Capacity for Allow. Bearing 0.642 In 3 0.000 k 549.00 psi 175.00k Title : Blackmore Lot :38 Dagnr: KP Delcrlptlon : Scope: Steel Column Base Plate Steel Section Section Depth Section Width Flange Thick Web Thick Anchor Bott Data Dist. from Plate Edge Bolt Count per Side Tension Capacity Bolt Area Date: TS6x6x3/16 6.000 In 6.000 in 0.188 in 0.188 in 1.500 in 2 1.000 k 1.no in2 Baseplate OK Allow Concrete Bearing Per ACI 10.15 2,975.0 psi Per AISC JS 1,750.0 psi Job#01113 Plate Analysis for Specified Thickness Thick OK Plate Thickness o. 7500 in Max Allow Plate Fb Actualfb 27,000.0 psi 19,79~.3 psi t I 1, - I I ·1. I I I I 1··· I I I I I I I ( I'-· I I R2H Engineering, Inc. Title: Blackmore.Lot 38 Dsgnr: KP _Dncrlptlon : Scope: Jobf 01113 Date: Square Footing Design Description C-1 Footing I_ General lnfonnatioJI. DeadLQ&d 24.500k Liveload 30.400k Short Term !,.oad 0.000 k Seismic Zone 4 Overburden Weight 75.000 psf Concrete Weight 145.00 pct l,L & ST Act Separately Load Duration Factor 1.330 Column Dimension 6.00in I General Rebar Requirement Actual Rebar "d" depth used 20.438in 200/Fy 0;0033 As Req'd by Analysis 0.0005 in2 Min. Relnf % to Req'd 0.0014% Summary I 6.00ft square x 24.0in thick with 8-#5 bars M~ Static Soil Pressure 1,890.00 psf Allow Static Soit Pressure 2,000.00 psf Max. Short Term Soil Pressure . 1,045.56 psf Allow Short Term SOil Pressure 2,660.00 psf ,Mu : Actual 10.96 k-ft Mn '* Phi : Capacity 37.11 k-ft Footing Dimension . Thickness #of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing As to USE per foot of Width Total As Req'd Min Allow % Reinf Vu : Actual One-Way _ V.n*Phi : Allow One-Way · Vu : Actual Two-Way Vn*Phi : Alk:IN Two-Way Alternate Rebar Selections •.. 6.000'ft 24.00in 8 5 3.250 2,500.0 psi 60,000.0 psi 2,000.00 psf 0.343in2 2.060 in2 0.0014 Footing OK 12.38 psi 85.00 psi 41.78 psi 170.00 psi 11 # 4's . 7 # 5's 5 -# B's 4 # 7's 3 # S's 3 # 9's 2 # 10's ~ I I 1. I . ~ R2H Engineering, Inc . . .W. JOB NO. 0//13 PROJECT _f5i_L~A-'--~--"-/L ___ (Y/-----=O-,,/-=-?-/z..=--__,..----,-DATE 9U r-/o / susJEcr-L-/Y/-L...Ce:c.Jlz,:_:z_·'-'.~/J,I...Je~.s"-'-1 ...... t, ..... AI'-='-__ _ BY___,_{_,_(_· __ SHEET __ ---"-'fG_a_OF __ _ -. -....... ' I • I l • ·--·}·--!· ·-·--.' -.··· ' ' I -·.; --· -\._:, I ' ; •• 1 ••• '.-··, ·r -· ----' -·---·--:' ·-. --:--. --, I I --. ·-, . r ; . ___ ..... --.. ••:•••>•-'••I •,••• • • ·,• ______ ! --~--.1--·-!. .. ; : ; : : . I I· I ··-....... ,. -i,-: .. : .... · I "T I I I I J I I I 1.- I I I I I I I 1. I I l I I I I ( 1-···:' I $ R2H Engineering, Inc. BY /kf" PROJECT ,6t.,.,4-c:JL.Mp(l.. £.. SUBJECT 1">1 f...:l;~ D£-Slh Al. I JOB NO. /2///3 DATE 9' /;,-fe I . ~ SHEET J7 OF __ . >" <<· >~··i···i1 · ---:···;-··;··;-· :·-·:···:·--·-,-r·i -;··j· ~--:· ····:· ,-(-·H···L+-·· Hl ·1 l L; ... -+; f\i :·+-~ · ··:···:..:···: ·: ; . ,·· -~--.. .,. ·, ··--""·-tfJsT~fb,··,·6~6J"l.. :--;:r;..r·····Jll~r1tf·,·--dn· f--c1l.;j·-·-t-c.· ······ttr-j------······' ·-·· -·--'--··----·· . '.t·~utWJf 1Li}If t .:tr:ittn: .·.JltHitIJ·tJ:i:•n~ 1n[Tl :: .:;_:~ __ : ·j··~····. I. I. .---- I I I I I I I I I I I I I . ' I I r ~ R2H Engineering., Inc~ ™ JOBNO. L)///3 PROJECT _,B'--"h~A~C._./4.....c.....d/L..:-L.10~&-',-_ .;,,,={£.=-----DATE "I /1-t/r7 I susJEcT ___,f'/l~_ .-I£c...ai""""· a~-_J2 ___ e-=------~e...l.-·h~N~-____ sHEEr 16 oF __ BY JH? :_ -; -,---=-· -; ·- --:---t--:·. f -·--"--: . . . ··-i -T·-~-. -i--: .:. H •:••• 1· I •• I I I I I I I: I I I I I I Tiiie: D8gnr! _Dc:c.lptlcn-: Timber Beam & Joist Description && 3!!1& - Flo.or joist at stair Jaoding f Timber Member lnforma~on _ .. ~ floor joist at Timber Section , .. qt Beam Width In 3.51:XJ 3.51X> Beam~ in 5.SX> 5_sa, Le: Unbraced Length ft 1.00 1.00 timber Grade LAS FIR-LARCH, N LAS FIR-LARCH, N Fb -Basic Allow psi 1,CXX>.O 1,CXX>.O fV • aas1c AIIQw psi 96.0 S5.0 Elastic Modulus ksi 1,10).0 1,7CD.O Load Ourallon-Factor 1.(D) 1.CD> Memb$'Type Sawn Sawn I Center Spa_n Data Span. ft 6.4) 6.4> Deed Load #/ft 41.00 41.00 Live load tlft 133.00 Polnt#1 DJ. lbs 11CQ),00 LL lbs ox ft 3.200 !Results ~, Mmax O Center 10.89 21.72 ox= 3.2:> 3.20 Mmax O Cantilever 0.00 0.00 1b :Aetual psi £IE.a 1,Z:D.8 .Fb : AlloWable psi 1,288.7 1,298.7 Bending OK Bending OK fv: Actual psi 37.5 41.8 Fv:Allowa~ psi S5.0 95.0 Shear OK SheatOK .I Reactions 0-, Load O left Iba 131.20 631.20 Live Load O Left Iba '4:Z5.ED 0.00 Ceacl Load O Right Iba 131.~ 631.20 Live Load O Right Iba 425.ED. 0.00 I Deflections Center OL Oeft In -0.019 -0.133 L/Deff Ratio 4,aB.6 576.8 Center LL Deft In .0.061 O.CXl) UDeff Ratio 1,262.0 0.0 Center Total Dell in -o.ceo .0.133 Location ft 3.200 3.200 · L/Oeff Ratio 964.6 576.8 ilafe: Page 1 J I I -I I I I •.. ---,. _I I I- I. 1· I I -, I I I I I I. ~·· I $ R2H Engineering, Inc. JOB NO. _..,,.0,_~"""l-'-l "½ ___ _ PROJECT~--'-----.....-~~----DATE __ ~_,_\_,__~_tt_;;_lo_,_} __ _ BY_~D-=-t)) ___ SUBJECT ~{;\µfl) Cott.J),1U fbQTil-)~S SHEET 2o OF __ -·. ~--.-··,-. -:··-· .. ; ... :-l· , .... ·-~. !· ~--; ··;-. ~. .. . . . ... -. : '~ . ; -.. ,. ... ·~ -~ •• ·; ---·-:· -. • ---i--¼--'" •• -• ' ' ·-.-•• -·· -·:, • :. - . -:-. -. . . -~ : ·. . ' .. . : ....... : .. .. . -••\•. . ~ .. ~-----: ... -.. : __ " -.... ---· .... ---.. -.. ·' .,. ----:--' . . -~ -. ; . . --: -· d • • . ' . . . et-··-~..-; 1? · . .... ~ ---~ -F~"';"-tt ~ .. ---... ·---·· --.... . . I 1,. I I I I I I I I I I I I I I I ' t- i JOB NO. _ _;:O'---'t'""-'ll._~---- PROJECT· ______ ~ _____ DATE _--.:°>_;_l~_4.c..:;...[o_,_/ __ _ BY __ ~~v) ___ SUBJECT C..Oi'\~ltJ@. C::i1.v~t'1 . FQOTip&S SHEET Z/ OF __ _ .. ~ . ;._ . -~ -. -. ' -. ------.: -· .. _;_ ,: . ··-·-··--·.--·--,. -·-.· . .. -. -·~ ' . : . . ' .... ' .. -. :· ..... ·-~---· -,. -• .. " ... . . " ) . --' -: . -,. . • . ' •••• -·! . ··---'· • -. -. ·-.• • •.•. -• •. ... -. .. . • 1 ·• : ' i • ~ • • • • • .: ••• : -•••• , • j . : . ~ --. . -.. -" . . . . ·; ~ . . -. . :· . . -,· -.. -.. \ ' -· ' ; ; • : • • .: f • • • ' • : • ~ :-• • • : • • : : • ·, ••' ' • • ";" ,. t"' .. ½ ' I • ~ • _:" _;,· : -~--: • ""' • . · \+:H J+I! X ,y:; !L ,-: ; :, :~, . • 'f I'' ---~--.... ; ·-.. ~ {~-:-.. ~ .. ; .. >-,--~-,_ --:. ···.· .. · .. ; ... -~,.--.:·-·;.!· .. -.:-~ .. --· -~-_:_ .: .. ~-'. ·-·-·--~-.;. : -·-. ·:--; •• ;. .. ---·-.;... i ..... : __ .; .... ..,.' -~ -••• : -· .-,. . ~ '";" ••• -• -· • ---:. ;_ : --~-:. -1---:·· .--~-~ ·: -~----1---,-,; : .· .. i .. -: .. ;. -... ; ..... r.-:-..... : ...... : .... _ .... : ... _ .. _ ' ; L • • • . ' .• : •. ~. -· '. ·. •• . .... :: .: . r· • · ; -·· -·--· ... ~--i ::{:}' T:·· ; . ·: ::;!l •. : -; .: ;: : .... -·• .... ,.,, . ~ ;_ 1 . -~ .. ~-.-. .'.. . . ... -:. ,, -~-; !·: .. ":.:.. '• -• I•• •,• ••• ·:··_;,, ·-·· .. :···,··· ... : -: .. . . . • ~ • • I ,1 t• :•-• : •: • ., • • •• •• ·: •• , •• •• • -~ , ~ -· . . ... : -· .. --'. ' .. : . -.-. :... . . . .. ' ·.:···.-: ' .. ~·-_·,< .. ; ·/_L --~·~·:.-: . .-:··:;-.. --:.-:::·;.·: .. ·.- .. .,. .. : .. -~. . ...... ~ , .• ·~ • i • .:. -~ • /. -• -•. : • -·-·:· ··-·. . -. -:--·: .. -.. ••••I•: • • • .· .. ," .. : -, . . :. :· ·=-· : .. . ~ . -! -· J. - . -.·· ... :· ,· .. -' __ ' . ~ -' -. : . . . ... -: __ .. ; ..... , .. · ..... . . . ' ·····-l ... -' ... I J_ .. I I I I I I I I I I I I I R2H ENGINEERING 11545 W. BERNARDO COURT, # 300 SAN .DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: Job# 01113 Date: 8:21AM, 24 SEP 01 General Footing Analysis & Design Page 1 Description FOOTING AT GRIDLINE D-2 I General Information · Allowable Soil Bearing Short Term Increase Base Pedistal Height Seismic Zone overburden Weight Live & Short Term Combined re Fy Concrete Weight j Loads Applied Vertical Load ... Dead Load Live Load Short Term Load · 800.0 psf 1.330 in 0.000 in 4 0.00 psf 2,500.0 psi 60,000.0 psi 0.00 pcf 13.500 k 44.600 k k Dimensions ... Wiclth along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis C9I Dim. Along Y-Y Axis Min Steel% Rebar Cover ... ecc along X-X Axis ... ecc along Y-Y Axis 0.000 in 0.750 in 9.000ft 10.000 ft 24.00 in 12.00 in 24.00 in 0.0000 3.50in Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applieq MQments ... Dead Load Live Load Short Term Applied Shears ... Dead Load Live Load Short Term (pressures@ left & right) k-ft k-ft k-ft Creates Rotation about Y.., Y Axis (pressures @ left & right) k ~ k .(pressures@ top & bot} k-ft k-ft k-ft Creates Rotation about.X-X Axis (pressures @ top & bot) k k k Summary Footing Design OK 9.00ft x 10.00ft Footing, 24.0in Thick, w/ Column Support 12.00 x 24.00in x 0.0in high 9.00ft x 10.00ft Footing, 24.0in Thick,' wl Column Supp Max Soil Pressure Allowable "X' Eco, of Resultant "Y' Ecc, of Resultant DL+LL DL+LL+ST 669.8 669.8 psf 800.0 1,064.0 psf 0.000 in 0.750in 0.000 ih 0.750 in X-X Min. Stability Ratio No Overturning Y-Y Min. Stability Ratio No overturning 1.500 :1 Actual Max Mu Required Steel Area Shear stresses: ... t.:.Way ·2-Way 8.441 k-ft Vu 10.084 22.961 Allowable 0.122 in2 Vn * Phi 85.000psi 170.000 psi t r I I I I I I I I I I I I I t I R2H ENGINE~RING 11545 W. BERNARDO COURT, # 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: Job#01113 Date: 8:21AM, 24 SEP 01 General Footing Analysis & Design Page 2 Description FOOTING AT GRIDLINE D-2 I Footing Design S.hear Forces ACI 9-1 ACl9-2 ACl9-3 Two-Way Shear 18.57psi 22.96psi 3.43 psi One-Way Shears ... Vu@Left 10.0Spsi 8.66psi 1.29 psi Vu@·Right 10.08psi 8.66psi 1.29 psi Vu@Top 9.44psi 8.11 psi 1.21 psi Vu@Bottom 9.89psi 8.49psi 1.27 psi .Moments ACI 9-1 ACl.9-2 ACI 9-3 Mu@Left .8.42psi 7.23k-ft 1.08 .k-ft Mu@Right 8.42,psi 7.231<-ft 1.08 k-ft Mu@Top 8.38psi-7.201<-ft 1.08 k-ft Mu@Bottom 8.44psi 7.25k-ft 1.08 k-ft I Soil Pressure Summary Service Load Soil Pressures Btm-Rt Top-Rt . DL+ LL 621·.35 669.76 OL+ LL+ ST 621.35 669.76 Factored Load Soil Pressures ACI Eq. 9-1 1,012.98 1,091.91 ACI Eq. 9-2 869.89 937.67 ACI Eq. 9-3 129.94 140.06 I ACI Factors. (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group 1 Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 Vn * Phi 170.00 psi 85.00 psi 85.00 psi 85.00psi 85.00 psi Ru/ Phi 22.3psi 22.3 psi 22.2psi 22.3-psi Bttn-Lef 621.35 621.35 1,012.98 869.89 129.94 AsR~'d 0.12 in2 per fl 0.12 in2 per ft 0.12 in2 per ft 0.12 in2 per ft Top-Lef 669.76 psf 669.76 psf 1,091.91 psf 937.67 psf 140.06 psf 0.750 UBC 1921.2.7 "1.4" Factor 1.400 0.900 1.400 UBC 1921.2.7 "0.9" Factor 1.400~ i • l I 1.- • I I I I I I I I .. I I I I •• I I C 1--··" I · R2H Engineering, Inc. JOB NO. 0 ~U '; PROJECT ____________ DATE q\,tt(oj BY _~___..,,,_QW __ SUBJECT . ~ltvf.2 C0tv'4-fJ ~'lw-J . SHEET 24-OF __ .. ·:.•·, li.::·\•·· ~.:::~L ;:ii( t .. :~:tti' 0 /t~\:~·~ .••... ·.·.·:· ... ··i~t·:u.: ·5?, Z~ .· :-. 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' ·; . . : . ~ . ~ I I. i I I I I I I I I I I I I I I I 1- 1 R2H ENGINEERING. 11545 W."BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: Job#01113 Date: 10:54AM, 24 SEP 01 General Footing Analysis & Design Page 1 Description FOOTING AT GRIDLINE D-4 I General Information Allowable Soil Bearing· Short Term Increase Base Pedistal Height Seismic Zone Overburden Weight Live & Short Term Combined f9 Fy Concrete Weight /Loads Applied Vertical Load ... Dead Load Live Load Short· Term Load 769.0 psf 1.330 in 0.000 in 4 o.oo psf 2,500.0 psi 60,000.0 psi 0.00 pcf 6.100 k 36.000 k k Dimensions .. '. Width a.long X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axi~ Min·Steel % Rebar Cover ... ecc along X-X Axis ... eccalong Y-Y Axis 3.350 in 1.480 in 9.500ft 9.500 ft 24.00 in 12.00 in 12.00 in 0.0000 3.50in Creates Rotation about y;y Axis Creates Rotation about X-X Axis Applied Moments ... Dead Load Live Load Short Term Applied Shears ... Dead Load Live Load Short Term Summary_ (pressures-@ left & right} k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k (pressures@ top & bot} k-ft k-ft k-ft · Creates Rotation about X-X Axis (pressures @ top & bot) k k k Footing Design OK 9.50ft x 9.50ft Footing, 24.0in Thick, w/ Column SuppoTT 12.00 x 1,2.00in x 0.Oin high -9.50ft x 9.50ft Footing, 24.0in Thick, w/ Column Suppo Max Soil Pressure Allowable "X' Ecc, of Resultant "Y' Ecc, of Resliltant DL +LL , DL +LL +ST 585. 1 585.1 psf 769.0 1,022.8 psf 3.350in- 1.480in 3.350 in · 1.480 in X-X Min. stability Ratio No Overturning.·· , 1.500 :1 Y .. Y Min. stability Ratio No Overturning (.. Max Mu Actual 6.979 k-ft Required steel Area Shear Stresses .... 1-Way .2-Way Vu 8.276 '20.289 Allowable 0.101 in2 Vn*Phi 85.000 psi 170.000psi I I I I. I I 1· I I I -1 I I I I I I I I ( -- 1 R2H ENGINEERING . 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: General Footing Analysis & Design Description FOOTING AT GRIDLINE D-4 I Footing Design Shear Forces ACI 9-1 ACI 9-2 ACl9-3 Twr:rWay Shear , 18.63psi .20.29psi 1.89 psi One-Way Shears ... Vu@Left 8.08psi 6.83psi · 0.64 psi Vu@Right 7.43psi 6.28psi_ 0.58 psi Vu@Top 8.28psi 6.99psi 0.65 psi Vu@Bottom 8.04psi 6.80psi 0.63 psi Moments ACI 9-1 ACl9-2 ACI 9-3 Mu@Left ~.95psi 5.87 k-ft 0.55 k-ft Mu@Right 6.88psi 5.82k-ft 0.54 k-ft Mu@Top 6.95psi 5.87 k-ft 0.55 k-ft Mu@Bottom 6.98psi 5.90k-ft 0.55 k-ft j Soil Pressure Summary Service l.,oad Soil Pressures Btm-Rt Top-Rt DL+LL 512.39 585.07 DL+ LL+ ST 512.39 585.07 Factored Load Son Pressures ACI Eq. 9-1 848.80 969.18 ACIEq. 9-2 717.35 819.09 ACI Eq. 9-3 66. 82 76.29 I ACI Factors (per ACI, applied internally to entered loads) Vn * Phi 170.00 psi 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru/Phi 18.4 psi 18.2 psi 18.4 psi 18.5 psi Btm-Lef 347.90 347.90 576.30 487.06 45.37 Job# 01113 Date: 10:54AM, 24 SEP 01 (AZ.~ Page 2 As Reg'd 0.10 in2 per ft 0.10 in2 per ft 0.10 in2 per ft 0.10 in2 per ft Top-Lef 420.57 psf 420.57 psf 696.69 psf 588.80 psf 54.84 psf • I I ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 111.411 Factor 1.400 0.900 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 UBC 1921.2.7 "0.9" Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 .... seismic= ST*: 1.100 I I. 1 I :. I I I I I ..... ,,, I I I I I I I. I I I ~ R2H Engineering, Inc. JOB NO. 0 t\\ 3 PROJECT ____________ DATE U\. \ riGl lo) BY_'---Jl<D---"'vJ~-SUBJECT W&t~ (;?t..v~ @vtl/Jv.> SHEET z7 OF __ • I I • , • 1 • • •. -' •• • ••• • • •-• • • •• t • • • 'I" • •: •-• • • : • • • I•-' • 1"' •• ' '~' --:· • • • •-: • • • • • •1 • • • • • • • • • • :· .. --' --. ~-.. '· .. '. ) --.. · ··--.-. . . . . : , '/ ~ .. :, . . -. ..... . .. . . : : , ~-. -ii . '-f ' -~: ... f,. I ---tf _ . · · -:--' · :-··_· · : : ·~ ·; .. ;_ n':~·tt,J' 't'.\f t ~ "ftt,10,. ;.-, ..,..:_,-,•. /' ~ ,-,;:._{) b)-·A·• d1tl. · .[ -,t~-~t : . ... .. • .... . .. . . . x.., J}y;;.~ --~{"" JJ.11 t' ..:VI ll""'V ~ flf'?{f"f// t-!Pl. .. .. : . -. : ( .. : .. : ..... : . . 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' ...... :' ·!·-' __ _. __ -~ -:--.... ,, . -·-:·. -_,_ .. : ---. .: -. -:-: .. ." ---,,__ .. ' " ·' .... : .. : .. -:-· :, . : • -·--· .'. -. --. ·:· : ·· .. , ... ! . . ... ' !' ·;·. ., . ~ ., ; . ·:-·. ·-'. '. -· .. . -:---·;· :· t:; ·-:--"··. . ' ' ... -. ... .. --·. -.. .. . - ..... : . ; ·;· ·,··1 -.· • . -.... -,· .. . -. ., ' . . . . --· . . : . _,. -., . ... -""' . . ' . I 1.-r I I I I I I I J·, I 1 I 1 I I I. ( 1~: I R2H ENGINEERING 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Tltle: LOT38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: Job# 01113 Date: 9:51AM, 24 SEP 01 General Footing Analysis & Design Page 1 Description FOOTING AT GRIDLINE E-3 I General Information Allowable Soil Bearing Short Term Increase Base Pedistal Height Seismic Zone Overburden Weight Live & Short Term Combined re Fy Concrete Weight· j Loads Applied Vertical Load ... Dead Load Live Load Short Term Load 2,155.o psf 1.330 in 0.000 in 4 0.00 psf 2,500.Q psi 60,000.0 ·PSi 0.00 pcf 52.500 k 57.200 k k Dimensions, .. Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col ,Dim. Along Y-Y Axis Min Steel% Rebar Cover ... ecc along X-X Axis ... eccalong Y-Y Axis 0.000 in 3.240 in 8.500ft 8.500ft 24.00 in 12.00 in 24.00 in 0.0000 3.50in Creates Rotation about Y .,_ Y Axis Creates Rotation about X-X Axis (pressures@ top & bot) Applied Moments ... Dead Load Live Load Short Term Applied Shears ... Dead Load Live Load Short Term (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures@ left & riQht) k k k . k-ft k-ft k-ft ·Creates Rotation about X-X Axis (pressures@ top & bot) k k k Summary · Footing Design OK 8.50ft x 8.50ft Footing, 24.0in Thick, w/ Column Support 12.00 x 24.00in x 0.Oin high 8.50ft x 8.50ft Footing, 24.0in Thick, w/ Column Suppa Max Soil Pressure Allowable "X' Ee(?, of Resultant ''Y' Ecc, of Resultant Dl+LL Dl+ll+ST 1,807.7 1,807.7 psf 2, 155,0 2,866.1 psf 0.000 in 3.240 in 0.000 in 3.240 in X-X Min. Stability Ratio No OVerturning_ Y-Y Min. Stability Ratio No Overturning 1.500 :1 Max Mu . Actual 16.605 k-ft Required Steel Area Shear Stresses .... 1-Way -2-Way Vu 19.442 41.698 Allowable 0.242in2 Vn * Phi 85.000psi 170.000psi I I I 1· r \ I I I I I 1 I I I ] I f ], 1 .. t I R2H ENGINEERING. · 11'545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: Genera.I Footing Analysis & Design Description FOOTING AT GRIDLINE E-3 I Footing Design Shear J=orces ACI 9-1 ACl9-2 ACI 9-3 Two-Way Shear 30.90psi 41.70psi 12.83 psi One-Way Shears ... Vu@Left 19.44 psi 17.49psi 5.38 psi Vu.@'Right 19.44psi 17.49psi 5.3_8 psi Vu@Top 13.62psi 12.25psi 3.77 psi Vu@Bottom .14.81 psi 13.32psi 4.10 psi Moments ACI 9-1 ACl9-2 ACI 9-3 Mu @.left 16.61 psi 14.94k-ft 4.60 k-ft Mu@Right 16.61 psi 14;94k-ft 4.60 k-ft Mu@Top 12.06psi 10.85k-ft 3.34 k-ft Mu@Bottom 12.57psi 11.30k-ft 3.48 k-ft I Soil Pressure·Summary Service Load Soil Pressures Btm-Rt Top-Rt DL+ LL 1,228.96 1,807.72 DL+ LL+ ST 1,228.96 1,807.72 Factored Load Soil Pressures ACI Eq. 9-1 1,912.79 ~,813.58 ACI Eq. 9-2 · 1,720.55 2,530.80 ACI Eq. 9-3 529.34 · 778.62. . ! ACf Factors (per ACI, applied internally to entered loads) Vn * Phi t70.00psi 85.00psi 85.00psi 85.00psi 85.00psi Ru/Phi 43.9psi 43.9psi 31.9 psi 33.2psi Btm-Lef 1,228.96 1,228.96 1,912.79 1,720.55 529.34 Job# 01113 Date: 9:51AM, 24SEP01 . f· 2'( Page 2 As Req'd 0.24 in2 per ft 0.24 in2 perft 0.18 in2 per ft 0.18 in2 per ft Top-Lef 1,807,72 psf 1,807.72 psf 2,813.58 psf 2,530.80 psf 778.62 psf I I ACI 9-1 &.9-2 DL 1.400 ACJ 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 0.900 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 1.400 UBC 1921.2.7 "0.9" Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.400 .... seismic= ST*·: 1.100 I .( I I I I I I J ,.·.· .. I I I I I I J, ' ( ; 1- l · R 2H Engineering, .Inc. JOB NO. 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BERNARDO COURT.# 300 SAN DIEGO. CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart _ Description :· Scope: Job# 01113 Date: 10:15AM, 24 SEP 01 General Footing Analysis & Design Page 2 Description FOOTING AT GRIDLINE E-3.5 j Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Two-Way Shear 15.61 psi 17.79psi-2.85 psi Qne-Way Shears ... Vu@Left 4.13psi 3.56psi 0.57 psi Vu@Right 4.13psi 3.56psi 0.57 psi Vu@Top 11.25psi 9.69psi 1.55 psi Vu@Bottom .11.35psi 9.78psi 1.56 psi Moments ACl·9-1 ACI 9-2 ACl9--3 Mu@Left 4.10psi 3.53k-ft 0.57 k-ft _ Mu@Rlght 4.10psi 3.53k-ft 0.57 .k-ft Mu@Top 9.77psi 8.41.k-ft 1.35 k-ft Mu@Bottom 10.16psi 8.75k-ft 1.40 k--ft I Soil Pressure Summary Service Load Soil Pressures Btm-Rt Top-Rt DL+ LL 729.90 1,123.00 DL +LL+ ST 729.90 1,123.00 Factored Load Soil Pressures ACI Eq. 9-1 1,186.32 1,825:21 ACI Eq. 9-2 1,021.86 ·1,572.19 ACI Eq. 9-3 163.56 251.64 / ACJ Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI ~2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 Vn * Phi 170.00 psi 85.00psi · 85.00 psi 85.00psi 85.00psi' Ru /Phi 10.8 psi 10._Spsi 25.8 psi 26.9psi Btm-Lef 729.90 729.90 1,186.32 1,021.86 163.56 AsReq'd 0. 06 in2 per ft 0.06 in2 per ft 0.14 in2 per ft 0.15 in2 per ft Top-Lef 1,123.00 psf 1,123.00 psf 1,825.21 psf 1,572.19 psf 251.64 psf 0.750 UBC 1921.2.7 "1.4" Factor 1.400 0.900 1.400 UBC 1921.2.7 "0.9" Factor 1.400 l I • I I .~·. 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Description : ·. ~cope: Job# 01113 Date: 10:28AM, 17 SEP 01 Steel Column Page 1 I Description TYPICA[ BRACED FRAME COLUMN: D + L + E I G~neral Information Steel Section TS6X6X3/16 Column Height 14.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined I Loads Axial Load ... Dead Load Live Load Short Term Load _Summary 12.20 k 17.80 k 19.10 k Fy Duration Factor 46.00 ksi 1.330 X-X Unbraced Y-Y Unbraced 14.000 ft 14.000 ft Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments Section:TS6X6X3/16, Height= 14.00ft,Axialloads: DL= 12.20, LI,.= 17.80, ST= 19.10k, Unbraced Lengths: X-X = 14.00ft, Y-Y = 14.00ft Combined Stress Ratios Dead Live DL + LL AISC Formula H1 -1 0.327 0.575 AISC Formula H.1 -2 0.314 0.529 AISC Formula H1 -3 XX Axis : Fa calc'd per 1.5-1, K"'L/r < Cc YY Axis : Fa calc'd per 1.5-1, K*L/r < Cc 0.258 X-X Sidesway : Y-Y Sidesway : Kxx Kyy 1.000 in 1.000 in Restrained Restrained 1.000 1.000 Column Design OK Ecc. = 1.CXXlin DL + ST + (LL if Chosen) 0.728 0.650 • / Stresses -i Allowable & Actual Stresses Fa-: Allowable fa; Actual Fb:xx : Allow [F3. 1 J fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual J Analysis Values F'ex : DL +LL 29,490 psi . F'ey : DL +LL 29,490 psi F'ex: DL+LL +ST 39,222 psi F'ey : DL +LL +ST 39,222 psi Dead 19.56 ksi 2.86 ksi Live DL+ LL DL + Short -ksi 27.60ksi 1.54 ksi ksi 27.60 ksi 1.54 ksi 19.56 ksi 4.17 ksi ksi 27.60 ksi 2.24 ksi ksi 27.60.ksi 2.24 ksi 19.56 ksi 7.03 ksi ksi 27.60 ksi · 3.78 ksi" ksi 27.60 ksi 3.78 ksi Cm:x DL+LL 0.60 Cb:x DL+LL Crn:y DL+LL 0.60 Cb:y DL+LL 26.01 ksi 11.50 ksi 36.71 ksi 6.19 ksi 36.71 ksi 6.19 ksi 1.75 1.75 Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.75 Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection -0.129 in at 8.120ft MaxY:-Y Axis Deflection -0.129in at 8.120 ft ( Section Properties TS6X6X3/16 . Depth 6.00 in Width 6.000 in Thickness 0.188 in Weight Area 14.50#/ft 4.27in2 . I-xx 1-yy S-xx S-yy r-:xx r-yy 23.80in4 23.80in4 7.933in3 7.933in3 2.361 in 2.361 in l i I I. I I I I I I I I I I I I I I- I (. I'-~ I R2H ENGINEERING 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: Job# 01113 Date: 10:33AM, 17 SEP 01 Steel Column Page 1 I. Description TYPICAL BRACED FRAME COLUMN: D +. 7* L + 2.2*E I General Information _ Steel Section TS6X6X3/16 Fy Duration Factor 46.00 ksi 1.700 Column Height 14.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined j Loads Axial Load •.• Dead Load Live Load Short Term Load Summary 12.20 k 12.50 k 42.00 k X-X Unbraced Y-Y Unbraced 14.000 ft 14.000 ft Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments Section : TS6X6X3/16, Height = 14.00ft, Axial Loads: DL = 12.20, LL = 12.50, ST = 42.00I<, Unbraced Lengths: X-X = 14.00ft, Y-Y = 14.00ft Combined Stress Ratios Dead AISC Formula H1 -1 AISC Formula H1 -2 AISC Formula H1 -3 XX Axis : Fa calc'd per 1.5-1, K*Ur < Cc YY Axis : Fa calc'd per 1.5-1, K*Ur < Cc 0.258 0.264 OL+ LL 0.464 0.435 X-X Sidesway : Y-Y Sidesway : Kxx Kyy 1.000 in 1.000 in Restrained Restrained 1.000 1.000 Column Design OK Ecc. = 1.CXOin DL + ST + (LL if Chosen) 0.782 0.691 I l / Stresses · I Allowable & Actual Stresses Fa : AlloWable fa: Actual Fb:xx: : Allow [F3.1] fb : xx Actual Fb:yy : Allow [F3.1] fb : yy Actual J Analysis Values F;ex : DL +LL 29,490 psi F'ey : DL +LL 29,490 psi F'ex: DL+LL+ST 50,134 psi P-ey: DL+LL+ST 50,134 psi Dead 19_.56 ksi 2.86 ksi Live DL+ LL DL + Short ksi 27.60 ksi 1.54 ksi ksi 27.60 ksi 1.54 ksi 19.56 ksi 2.93 ksi ksi 27.60 ksi '1.58 ksi ksi 27.60,ksi 1.58 ksi · 19.56 ksi 5.78 ksi ksi 27.60 ksi 3.11 ksi ksi 27.60 ksi 3.11 ksi- Cm:x DL+LL 0.60 Cb:x DL+LL Crn:y DL+LL 0.60 Cb:y DL+LL 33.25 ksi 15.62 ksi 46.92 ksi 8.41 ksi 46.92 ksi 8.41 ksi 1.75 1.75 Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.75 Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection -0.175 in at · 8.120ft MaxY-YAxisDeflection -0.175in at 8.120ft j Section Properties TS6X6X~/16 Depth 6. 00 in Width 6.000·in Thickness· 0.188 in Weight Area 14.50#/ft 4.27 in2 I-xx 1-yy S-xx S-yy r-xx r-yy 23.80in4 23.80in4 7.933in3 7.933in3 2.361 in 2.361 in i i [( \ I I I I I I I I I 1· I I ·1 I I I I I 1~-- 1 R2H ENGINEERING 11545 W. BERNARDO .COURT, # 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Des~rlption : Scope: Job# 01113 Date: 10:29AM, 17 SEP 01 Steel Column Page 1 I D~cription COLUMN AT BF-A: D + L + E I General lnforma~ion Steel Section TS6X6X1/4 Column Height 14.000ft End Fixity Pin-Pin Live & Short Term Loads Combined / Loads Axial Load ... Dead Load Live Load Short Term Load 24.50 k 28.30 k 15.70 k Fy Duration Factor 46.00ksi 1.330 X-X Unbraced Y-Y Unbra~d 14.000 ft 14.000 ft Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments X-X Sidesway : Y-Y Sidesway : Kxx Kyy 1.000 in 1.000 in Restrained Restrained 1.000 1.000 I $u,:nmary Se~tion: TS6X6X1/4, Height= 14.00ft, Axial Loads: DL = 24.50, LL:::: 28.XJ, ST= 15.70k, Column Design OK Ecc. = 1.0COin Unbraced Lengths: X-X = 14.00ft, Y-Y = 14.00ft Combined Stress Ratios Dead AISC Formula H1 -1 0.339 AISC Formula H1 -2 0.319 AISC Formula H1 -3 XX Axis : Fa calc'd per 1.5-1, K*l/r < Cc YY Axis : F~ calc'd per 1.5-1. K*l/r < Cc j Stresses - Allowable & Actual Stresses Fa : Allowable fa: Actual Fb:xx: Allow[F3.1] fb : xx Actual Fb:yy : Allow [F3.1 J fb : yy Actual / Analysis Values Dead 19.40 ksi · 4.38 ksi ksi 30.36 ksi 2.43.ksi ksi 30.36 ksi 2.43 ksi Live 0,395 0.368 ~ 19.40 ksi 5.06 ksi ksi 30.36 ksi 2.80 ksi ksi 30.36,ksi 2.80 ksi DL+ LL 0.795 0.687 DL + ST+ (LL if Chosen) 0.772 0.670 DL+ LL DL + Short 19.40 ksi 25.80 ksi 9.45 ksi 12.25 ksi ksi 30.36 ksi 40.38 ksi 5.23 ksi 6.78 ksi ksi 30.36 ksi 40.38 ksi 5.23-ksi 6.78 ksi F'ex : DL +LL 28,679 psi Cm:x DL+LL 0.60 -Cb:x DL+LL 1.75 F'ey: DL+ll 28,679 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.75 F'ex: DL+LL+ST 38,143 psi F'ey: DL+LL+ST 38,143 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.75 1.75 · MaxX-XAxis Deflection -0.141in at 8.120 ft Max Y-Y Axis Deflection -0.141 in at 8.120ft I Section Properties TS6X6X1/4 Depth 6.00 in Width 6.000 in Thickness 0.250 in Weight Area 18.99#/ft 5.59in2 I-xx 30.30in4 1-yy 30.30in4 S-xx 10.100in3 S-yy 10.100in3 r-xx 2.328in r-yy 2.328in l I i n .. I I I I 1· I 1·· I I ·1 I I I I ( 1"--· I R2H ENGINEERING 11545 W-BE.RNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: p. Weingart Description : Scope: Steel Column Job# 01113 Date: 10:3:>AM, 17 SEP 01 Description COLUMN AT BF-A: D +. 7* L + 2.2*E /"General lnformatjon St~el Section TS6X6X1/4 Column Height 14.000 ft End Fixity Pin-Pin Live & Short Term Loads Combined I Loads_. Axial Load ... Dead·Load Live Load Short Term Load Summary_ 24.50k 19.80 k 34.50 k Fy Duration Factor 46.00 ksi 1.700 X-X Unbraced Y-Y Unbraced 14.000 ft 14.000 ft Ecc. for X-X Axis Moments Ecc. for Y-Y Axis Moments X-X Sidesway : Y-Y Sidesway : Kxx Kyy 1.000 in 1.000 in Restrained Restrained 1.000 1.000 Section: TS6X6X1/4, Height= 14.00ft, Axial Loads: DL = 24.50, LL= 19.80, ST= 34.50k, Unbraced Lengths: X-X = 14.00ft, Y-Y = 14.00ft Column Design OK Ecc. = 1 .CXXJin Combined Stress Ratios Dead Live DL + LL AISC Formula H1 -1 0.384 0.306 0.744 DL +ST+ (LL if Chosen) 0.785 AISC Formula H1 -2 0.335 0.2('0 0.605 AISC Formula H1 -3 XX Axis: Fa calc'd per 1.5-1, K*L/r < Cc YY Axis: Fa calc'd per 1.5-1, K*L/r < Cc / Stresses Allowable & Actu~I Stress~s Fa : Allowable fa: Actual Fb:xx: Allow [F1-6} . Fb:xx: Allow [F1-7} & [F1-8} fb : xx Actual Fb:yy ; Allow [Ff-6} fb:yy: Allow [F1-7} & [F1-8} fb : yy Actual Dead 19.40 ksi 4.38 ksi 17.86 ksi 27.60 ksi 2.43 ksi 27.60 ksi 27.60 ksi 2.43 ksi Live DL+ LL 19.40 ksi 19.40 ks1 3.54 ksi 7.92 ksi 17.86 ksi 17:86 ksi 27.60 ksi 27.60 ksi 1.96 ksi 4.39 ksi 27.60 ksi 27.60 ksi 27:60,ksi 27.60 ksi 1.96 ksi 4.39 ksi 0.633 DL + Short 32.97 ksi 14.10 ksi 30.36 ksi 46.92 ksi 7.80 ksi 46.92 ksi 46.92 ksi 7.80 ksi t I Ana·ly~is Values l F'ex: DL+LL 28,679 psi F'ey : DL +LL 28,679 psi F'ex: DL+LL+ST 48,754 psi F'ey: DL+LL+ST 48,754 psi Cm:x-DL+LL. 0.60 Cb:x DL+LL Cm:y DL +LL 0.60 Cb:y DL +LL Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST Cm:y DL +LL +ST 0:60 Cb:y DL +LL +ST 1.75 1.75 1.75 1.75 Max X-X Axis Deflection· -0.162 in at . 8.120ft MaxY-Y Axis Deflection -0.162in at 8.120 ft I Section Properties TS6X6X1/4 . · Depth · 6.00 in Width 6.000 in Web Thick 0.250 in Flange Thickness 0.250in Weight Area Rt 18.99#/ft 5.59in2 O.OOOin I I-xx 30.30in4 1-yy 30.30in4 S-xx 10.100in3 S-yy 10.100in3 r-xx 2.328in r-yy 2.328in I l I I I I I I I I I I I I ·1 1· I I I I •--· I ~--· R2H Eng. ineering, Inc. ,w. 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' -'. -... ---· .. ·-·. -... ; --: . -..•. ••-""' ~ ~ ; ~ • < ""'"";•••: •;•••;••1,' • no• ", • • •, • :-••; ••:·-~ • •• ;,, ••'"•••• ,:.,, • • • :. -~ • i '• ;, •' ;, •·,• • .:. • • • • : • ' • r !. • • • ,. • • • f .: • • • t. • '. ••: ... • ~ -• .... ·:_::.·r-~·:.t_r-· · ~ · · .. : ... :. :-.. ; ... ~. :; .... .;.__ ' . ·:··:·· ..... --. ;··;·~---.-. -· .,... ~- ···: ·:--.............. ,. ' I l.r I I I I I I I I I I I I I I R2H ENGINEERING 11545 W. aERNARDO COURT, # 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: Job# 01113 Date: 2:41 PM, 17 SEP 01 Combined Footing Design Page 1 I Des~riptioil GRADE BEAM AT BF-A: FORCE FROM 1 TO 2 WITH LIVE LOAD j General lnfonnation - Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden - I Dimensions Footing Size;,, Distance Left Dist. Betwn Cols Distance Right Footing Length Width Thickness I Loads Vertical ~oads ... Dead Load Live Load Short Term Load Applied Shears ... Dead Load Live Load Short Term Load 2,000.0 psf 4 145.0 pcf 1.33 150.00 psf 2.50 ft 19.00 ft 2.50 ft 24.00 ft ~ ~ f'c fy Min As Pct Rebar Cover 2,000.0 psi 60,000.0 psi 0.0014 3.00 in Live & Short Term Load Combined Column Support Pedistal Sizes . @ Left Column 24.500 k 28.300 k -14.800 k k k 10.000 k #1 : Square Dimension 12.00 m ... Height 0.00 in #2 : Square. Dimension ... Height 12.00 in 0.00 in @ Right Column 12.200 k 17.800 k 14.800 k k k 10.000 k Summary Footing Design OK Lengtl) = 24.~, Width = 5.00ft, Thickness = 24.00in, Dist. Left= 2.50ft, Btwn. = 19.00ft, Dist. Right= 2.50ft Maximum _Soil Pressure 1,581.25 psf Allov-:able 2,000.00psf Steel Req'd.@ Left 0.353 in2/ft Max Shear Stress Allowable· Min. Overtu'ming Stability Soil Pressures Soil Presure@ Left Actual Dead+ Live 1,581.2 Dead+Live+Short Term 912.1 Soil Presure @ Right End Dead+ Live 678.7 Dead+Live+Short Term 1;347.9 Stability Ratio 5.2 :1 29.74psi 76.03psi 5.241 :1 Allowable 2,000.0 psf 2,660.0 psf 2,000.0 psf 2,660.0 psf Steel Req'd @ Center Steel Req'd @ Right ACI Factored Eq. 9-1 2,375.0 psf Eq. 9-2 1,276.9 psf Eq. 9-3 541.8 psf Eq; 9-1 1,0W.5 psf Eq. 9-2 1,887.1 psf. Eq. 9-3. 800.7 psf Eccentricity 1.597 ft 0.771 ft -1.597 ft 0.771 ft i I I I I I I I _I I I I I ·1 I I I I ___ _ '.,-( , ·I\_./ I R2H ENGINEERING 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: I-Combined Footing Design Description GRADE BEAM AT BF-A: FORCE FROM 1 TO 2 WITH LIVE LOAD Job# 01113 Date: 2:41 PM, 17 SEP 01 j Moment & Shear Summary < values for moin~nt and one-way shear given per unit width o, footing; 1 Moment$ ... Mu@Col#1 Mu BtwnCols Mu@Col#2 One Way Shears ... Vn: Allow Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vh: Allow Vu@Col#1 Vu@Cot :#2 . ACI 9-1 ACI 9-2 ACI 9-3 3.44 k-ft/ft 1.36 k-ft/ft 0.31 k-ft/ft -50.63 k-ft/ft -43.54 k-ft/ft -14.93 k-ft/ft 0.88 k-ft/ft 2.51 k-ft/ft 0.80 k-ft/ft 76.026 psi 1.738 psi 29.740 psi 0.407 psi 152.053 psi 25.240 psi 15.497 psi 76.026 psi 0.659 psi 28.786 psi 1.258 psi 152.053 psi 17.140 psi 19.265 psi 76.026 psi 0.146 psi 6.980 psi 0.400 psi 152.053 psi 0.844 psi 10.360 psi I Reinforcing ( values given per l!nit width offooting) @Left Edge of-Col #1 Between Columns @ Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 8.67psi 0.353in2/ff 127.57psi -0.742in2/ft 2.22 psi 0.353 in21ft ACI 9-2 3.42 psi 0.353 in2/ft 109.69 psi -0.634 in2/ft 6.32psi 0.353 in2/ft ACI 9-3 o.nps;-0.353in2itt 37.61 psi -0.353in2/ft 2.00psi 0.353 in2/ft I ACI Factors (per ACI, applied internaily to entered loads) ACI 9-1 & 9-2 DL 1.400 . ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1. 700 ACI 9-3 Dead Load Factpr 0.750 0,900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 · ACI 9-1 & 9-2 ST 1.700 ACI 9-3ShortTerm Factor .... seismic= ST*: 1.100 t t I I I I I I I· 1.-:, I I I I I I 1: ... (. ,-·-· I I R2H ENGINEERING 11545 W. BERNARDO COURT, # 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart Job#01113 Date: 2:42PM, 17 SEP 01 . Description : Scope: Combined Footing Design Description GRADE BEAM AT BF-A: FORCE FROM 1 TO 2 WITH OUT LIVE LOAD ) Generai Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden I Dimensfons Footing Size ... Distance Left Dist. Betwn Cols Distance Right Footing Length Width Thickness I Loads Verticat' Loads ... Dead Load Live Load Short Term Load Applied Shears ... Dead Load Live Load Short Term Load Summary· I 2,000.0psf 4 145;0 pcf 1.33 150.00 psf 2.50 ft 19.00 ft 2.50 ft 24.00 ft 5.00 ft 24.00 in fc 2,000.0 psi Fy 60,000.0 psi Min As Pct 0.0014 Rebar Cover 3.00 in Live. & Short Term Loads Act Separately . . Column Support Pedistal Sizes . #1 : Square Dimension 12.00 m ... Height 0.00 in #2 : Square Dimension ... Height 12.00 in 0.00 in @. Left Column _ 24.500 k 28.300 k -14.800 k @ Right Column k k 10.000 k 12.200 k 17.800 k 14.800 k k k 10.000 k Footing Design OK length= 24.(X)ft, Width = 5.00ft, Thickness = 24.IX>in, DiSt. Left = 2.00ft, Btwn. = 19.00ft, Dist. Right = 2.rott Maximum Soil Pressure 1,581.25 psf Allowable 2,000.00 psf Steel Req'd@ Left 0.353 ih2/ft Max Shear Stress Allowable Min. Overturning Stabiiity I Soil Pressures Soil Presure @ ·Left Actual Dead+ Live 1,581.2 Dead+Live+Short Term 320.1 Soil Presure @ Right End Dead+ Live 678.7 Oead+Live+Shott Term 1,171.6 Stapility .Ratio 3.4 :1 29.74 psi 76.03 psi 3.418 :1 Allowable 2,000.0 psf 2,660.0 psf 2,000.0 psf .. 2,660.0 psf Steel Req'd @ Center ' Steel Req'd @ Right ACI Factored Eq·. 9-1-2,375.0 psf Eq. 9-2 448.1 psf Eq. 9-3 288.1 psf Eq. 9-1 . 1,019.5 psf Eq. 9.:2 1,640.2 psf Eq. 9-3 1,054.4 psf 0.742 ln2/ft 0;353 in2/ft Eccentricity 1.597 ft 2.283 ft -1.597 ft 2.283 ft I I I I I I- I I I I I I I I I ·1 I I I R2H ENGINEERING 11545 W. BERNARDO COURT,# 300 SAN DIEGOJ CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: Combi_ned Footing Design Job#01113 Date: 2:42PM, 17 SEP 01 Description GRADE BEAM AT BF-A: FORCE FROM 1 TO 2 WITH OUT LIVE LOAD . . . ~ I Moment & Shear Summary ( values for moment and one-way shear given per unit wi~h of footing) I Moments ... Mu@Col#1. Mu BtwnCols Mu@Col#2 One Way Shears ... Vn:Allow Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vn: Allow Vu-@Col.#1 Vu@Col#2 ACI 9-1 ACI 9-2 ACI 9-3 3.44 k-ft/ft -0.27 k-ft/ft -0.17 k-ft/ft -50.63 k-Mt -21.56 k-ftlft -15.26 k:.Mt 0.88 k-ft/ft 1.98 k-ft/ft 1.27 k-Mt 76.026 psi 1.738 psi 29.740 psi _ 0.407 psi 152.053 psi 25.240 psi 15.497 psi· 76.026 psi · 0.160 psi 14.561 psi 1.01'0 psi . 152.053 psi 4.942 psi 11.122 psi 76.026 psi 0.103 psi 8.594 psi 0.649 psi 152.053 psi 1.392 psi- 9.820 psi [ Reinforcing ( values given per unit width of foqting) @ Left Edge of Col #1 · Between Columns @ Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 8.67 psi 0.353 in21ft 127.57 psi -0.742 in21ft 2.22 psi 0.353 in2/ft ACI 9-2 0.68 psi -0.353 in2/ft 54.31 psi -0.353 in2/ft 4.99psi 0.353 in2/ft AC! 9-3 0.44 psi -0.353in21ft 38.44 psi -0.353 in2/ft 3.21 psi 0.353 in2/ft I ACI Factors {per ACI, applied internally to entered loads) ACI 9-1 & 9--2 DL 1.400 ··Acl 9-2 Group Factor ACI 9-1 & 9-2 Lt. 1.700 ACI 9-3 Dead Load Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 I I I I I I I I -I I I I I I I I I I ( 1~-- 1 -1 RiH ENGINEERING 11545 W. BERNARDO COURT,# 300 ·SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart Job# 01113 Date: 2:40PM, 17 SEP 01 . Description : Scope: / · Combined Footing Design Description GRADE BEAM AT BF-A: FORCE FROM 2 TO 1 WITH LIVE LOAD j General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden I Dimensions Footing Size ... Distance Left Dist. Betwn Cols Distance Right Footing Length Width Thickness I Loads Vertical Loads ... Dead Load Live Load Short Term Load Applied Shears ... Dead Load Live Load Short Term Load 2,000.0 psf 4, 145.0 pcf 1.33 150.00 psf 2.50 ft 19.00 ft 2.50 ft 24.00 ft 5.00 ft 24.00 in f'c 2,000.0 psi Fy 60,000.0 psi Min As Pct 0.0014 Rebar Cover 3. 00 in Live & Short Term Load Combined ~olumn support Pedistal Sizes . @ Left Column 24.500 k 28.300 k #1 : Square Dimension 12.00 m ... He_ight 0.00 in #2 : Square Dimension ... Height 12.00 in 0.00 in 14.(300 k ) . @ Right Column 12.200 k 17.800 k -14.800 k k k -10.000 k k k -10.000 k · Summary I Footing Design OK Length= 24.00ft, Width= 5.00ft, Thickness= 24.00ln, 01st. Left= 2.50ft, Btwn. = 19.00ft, Dist. Right= 2.50ft Maximum Soil Pressure 2,250.42 psf Allo~able 2,660.00 psf Steel Req'd@ Left 0.353 in2/ft Max Shear Stress Allowable Min. Overturning Stability I Soil Pressures Soil Pre$ure@Left Actual Dead+ Live 1,581.2 . Dead+Live+Short Term 2,250.4 Soil Presure @ Right End Dead+ Live 678.7 Dead+Live+Short Term 9.6 Stability Ratio 4.0 :1 29.74 psi 76.03_psi 4.031 :1 Allowable 2,000.'o psf 2,660.0 psf 2,000.0 psf 2,660.0 psf Steel Req'd @ Center I Steel Req'd @ Right ACI factored Eq. 9-1 2,375.o psf Eq. 9-2 3,150.6 psf Eq. 9~3 1,336.8 psf Eq. 9-1 1,019.5 psf Eq. 9-2 13.4 psf _Eq. 9-3 5.7 psf 0.742 in2/ft 0.353 in2/ft Eccentricity 1.597 ft 3.966 ft -1.597 ft , -3.966 ft I •• ' I I I I I 1· I I I I ·1 I .I I I ( r- 1 R2H ENGINEERING 11545W. BERNARDO COURT, #·30.0 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. W~lngart . Description : Scope: Combined Footing Design Job# 01113 Date: 2:40PM, 17 SEP 01 · Description GRADE BEAM AT BF-A: FORCE FROM 2 TO 1 WITH LIVE LOAD Moment & Shear Summary ( values for moment and one-way shear given per unit width of footing) Moments ... Mu@Col#1 ~u Btwn Cols Mu@Col#2 One Way Shears ... Vn: Allow Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vn:Allow Vu@Col#1 Vu@Col#2 ACI 9-1 ACI 9-2 ACI 9-3 3.44 k-ft/ft 4.89 k-ft/ft 1.81 k-ft/ft -50.63 k-ft/ft -39.27 k-ft/ft -10.41 k-ft/ft . 0.88 k-ft/ft -1.03 k-ft/ft : -0.71 k-ft/ft 16.026 psi 1.738 psi 29.740 psi 0.407 psi 152.053 psi 25.240 psi 15.497 psi 76.026 psi 2.4!:l8 psi 21.166 psi 0.!582 psi 152.053 psi 28.042 psi 8.309 psi ""'76.026 psi 0.926 psi 6.863 psi 0.380 psi 152.053 psi 14.076 psi- 2.895 psi I Reinforcing ( values givf!n per unit width of footing) @Left Edge of Col #1 Between Columns @ Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As R'eq'd Ru/Phi As Req'd ACI 9-1 8.67 psi 0.353 in2/ft 127.57 psi -0.742 in2/ft 2.22 psi 0.353 in2/ft ACI 9-2 12.33psi 0.353in2/ft 98.95psi -0.570in2/ft .2.60psi -0.353 in2/ft ACI 9-3 4.55 psi 0.353 in2/ft 26.24 psi -0.353 in2/ft 1.78psi -0.353 in2/ft I ACI Factors (per ACI, applied internally toentered loads} l ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor' ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor USC 1921.2.7 "Q.9" Factor 1.400 0.900 ACI 9-1 ~9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 I 1 ... ,- { .. I I I I I I I 1. I I ·1 I I I 1,. L ·_,-. I -- 1 R2ff ENGINEERING 11545 W. BERNARDO COURT.# 300 SAN DtEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart Description : Job#01113 Date: 2:42PM, 17 SEP 01 Scope: Combined Footing Design Description GRADE BEAM AT BF-A: FORCE FROM 2 TO 1 WITH OUT LIVE LOAD I General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden j Dimensions _ Footing .Siz~ ... Distance Left Dist. Betwn Cols Dist~nce Right Footing Length Width Thickness J Loads Vertical Loads ... Dead Load Live Load Short Term Load Applied Shears ... Dead Load Live 1-oad Short Term Load I _ Summl!fry I 2,000.0 psf 4 145.0 pcf 1.33 150.00 psf 2.50 ft 19,00 ft 2.50 ft . 24.00 ft• 5.00 ft 24.00 in f'c 2,000.0 psi Fy 60,000.0 psi Min As Pct 0.0014 R~ar Cover 3.00 in Live & Short term Loads Act Separately Colu·mn Support Pedlst~I Sizes #1: Square Dimension 12.00 in @ Left .Column 24.500 k 28.300 k ·14.800 k k k -10.000 k ... Height 0.00 in #2 : Square Dimension ... Height 12.00 in 0.00 in @ Rjght Column 12.200 k 17.800 k -14.800 k k k -10.000 k Footing Design OK Length = 24.00ft, Width= 5.00ft, Thickness = 24.00in, Dist. Left = 2.&lft, Btwn. = 19.00ft, Dist. Right= 2.&lft Maximum Soil Pressure 1,679.43 psf Alloy.,:able 2,660.00 psf Steel Req'd@ Left 0.353 in2/ft Max Shear Stress Allowable Min. Overturning Stability I Soil Pressures Soil Presure @ Left Actual Dead+ live 1,581.2 . Dead+Live+Short Term 1,679.4 Soll Presure @ Right End Dead +Live 678.7 Dead+Live+Short Term 0.0 Stability Ratio 2.8 :1 29.74 psi 76.03 psi 2.765 :1 Allowable 2,000.0 psf 2,660.0 psf 2;000.0 psf 2,960.0 psf Steel Req'd @ Center I Steel Req'd @ Right · ACI Factored Eq: 9-1 2,375.0 psf Eq. E!-2 2,351.2 psf Eq. 9-3 1,511.5 psf Eq. 9-1 1,019.5 psf Eq. 9-2 0.0 psf Eq. 9-3 0.0 psf 0.742 in2/ft 0.353 in2/ft Eccentricity 1.597 ft 4.894 ft -1.597 ft -4.894 ft I i l t I I I I I I I I 1· I I ·1 I I I I { I'--- I R2H ENGINEERING 11545 W. BERNARDO .COURT,# 300 SAN DIEGO, CA 92127 Title : LOT :38 MEZZANINE Dsgnr: D. Weingart -Description : Scope: Combined Footing Design I Job# 01113 Date: 2:42PM, 17 SEP 01 Description GRADE BEAM AT BF-A: FORCE FROM 2 TO 1 WITH OUT LIVE LOAD ! Moment & Shear Summary ( values for moment and one-way shear given per unit width of footing) I Moments ... ACI 9-1 ACI 9-2 ACI 9-3 Mu@Col#1 Mu Btwn. Cols Mu@Col#2 3.44 k-t'Vft 3.32 k-ft/ft 2.14 k-ft/ft -50.63 k-ft/ft -16.54 k-ft/ft -10.21 k-ft/ft 0.88 k-ft/ft -1.23 k-ttlft -0.79 k-ft/ft One Way Shears ... Vn: Allow Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vo :Allow Vu@Col#1 Vu@Col#2 76.026 psi 1.738 psi 29.740 psi 0.407 psi - 152.053 psi 25.240 psi 15.497 psi I Reinforcing . ( values g,ven per unit width.offooting) 76.026 psi 1.708 psi 9.261 psi 0.611 psi 152.053psi 15.791 psi 0.112 psi @ Left Edge of Col #1 Between CQlumns Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 8.67psi 0.353in2/ft 127.57psi ·-0.742in2/ft ACI 9-2 8.37psi 0.353in2/ft 41.66psi -0.353in2/ft AC! 9-3 5,38psi 0.353in2/ft 2S.72psi -0.353in2/ft I ACI Factors (per ACI, appiied internaliy to entered loads) · 76.026 psi 1.098 psi 6.721 psi 0.393 psi 152.053 psi 13.705 psi 2.597 psi @ Right Edge of Col #2 Ru/Phi As Req'd 2.22 psi 0.353 in2/ft 3.10psi -0.353 in2/ft 2.00psi -0.353in2/ft AC! 9-1 & 9-2 DL 1.400 AC! 9-2 Group Factor - ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead load Factor 0.750 0.900 1.300 use· 1921.2.7 "1.4" Factor 1.400 UBC 1921.2.7 "0.9" Factor . 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST": 1.100 l t I I ... I I I I I- I I I I I .·1 I I I 1· f I R2H ENGINEERING 11545 W. BERNARDO COURT, # 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dagnr: D. Weingart . Description : Scope:· Job# 01113 Date: 2:28PM, 24 SEP 01 Combined Footing Design Page 1 I Description GRADE BEAM AT BF-a: FORCE FROM 1 TO 2 WITH LIVE LOAD I General Information Allow Soil Bearing Seismic Zone Concrete wt Short Term Increase overburden / Dimensions . Footing Size ... Distance Left Dist Betwn Cols Distance Right Footing Length Width Thickness I L-0ads Vertical Loads ... Dead Load Live Load Short Term Load Applied Shear~ ... Dead Load Live Load Short Term Load 2,500.0 psf 4 145.0 pcf 1.33 75.00 psf 2.00 ft 19.00 ft 2.00 ft 23,00 ft @ 36.00!'1~ f'c. 2,500.0 psi Fy . 60,000.0 psi Min As Pct 0.0014 Rebar Cover 3.00 in Live & Short Term Load Combined · Column Support Pedistal Sizes . #1 : Square Dimension 12.00 m ... Height 0.00 in #2: Square Dimension 12.00 in 0.00 in ... Height @ Left Column @ Right Column . 12.200 k 17.800 k 12.000 k 6.100 ·k 9.600 k -12.¢00 k k k 8.150 k k k 8.150 k Summary_ Footing Design OK Length::: 23.00ft, Width= 2. 75ft, Thickness= 36.00in, Dist. Left =2.00ft, Btwn. = 19.00ft, Dist. Right= 2.00ft Maximum Soil pressure 3,.045.52 psf Allow:able 3,325.00 psf Max Shear Stress Allowable Min. Overturning Stability Soil Pressures Soil Presure @ Left Actual Dead+ Live 672.2 . Dead+Live+Short Term 0.0 Soil Presure @ Right End Dead+ Live 1,792.8 Dead+live+Short Term 3,045.5 · Stablllty Ratio 2.6 :1 20.52 psi 85.00 psi 2.602 :1 Allowable 2,500.0 psf ~.325.0 psf 2,500.0 psf 3,325.0 psf Steel Req'd @ Left Steel Req'd @ Center I ' Steel Req'd @ Right ACI Factored Eq. 9-1 1,012.0 psf Eq. 9-2 0.0 psf Eq. 9-3 o.o psf Eq. 9-1 2,699.0 psf Eq. 9-2 4,263.7 psf Eq. 9-3 1,777'.6 psf Eccentricity 1.743 ft 5.295 ft 1.743 ft 5.295 ft i I I I I I -I I I I- I I ·1 I I I I (···· .. · I,.,. 1· R2H ENGINEeRING 11545 W. BERNARDO COURT 1 # 300 SAN DIEGO, CA92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: Job# 01113 Date: 2:28PM, 24 SEP 01 Combined Footing Design Page 21 Description GRADE BEAM AT BF-8: FORCE FROM 1 TO 2 WITH LIVE LOAD Moment & Shear Summary ( values for momenl and one-way shear given per unit width of footing) Moments ... Mu@Col#1 Mu Btwn Cols Mu@Col#2 One Way Shears ... Vn:Allow Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vn:Allow · . Vu@Col#1 Vu@Col#2 ACI 9-1 0.38 k-ftift -54.93 k-ft/ft 2.-19 k-ft/ft 85.000 psi 0.000 psi 20.516 psi 0.000 psi· 170.000 psi 3.115 psi 3.752 psi 1 · Reinforcing ( values given per unit width of footing) ACI 9-2 -0.80 k-ft/ft .:so,79 k-ftlft 3.86 k-ft/ft 85.000 psi O.OOQ psi 16.948 psi 0.000 psi 170.000 psi 2.545 psi 3.036 psi @ Left Edge of Col #1 Between Columns· Ru/Phi As Req'd . Ru/Phi As Req'd ACl9-3 -0.52 k-ftlft -21.15 k-ft/ft 1.43 k-ftlft 85.000 psi 0.000 psi 3.054 psi 0.000 psi 170.000 psi 0.726 psi 2.194 psi @ Right Edge of Col #2 Ru/Phi As Req'd I ACI 9-1 0.38psi 0.554in2/ft 56.05psi -0.554in2/ft 2.24-psi 0.554 in2/ft ACI 9-2 0.82 psi · -0.554 in2lft 51.82 psi -0.554 in2/ft 3.94psi 0.554 in2/ft ACI 9-3 0.53 psi -0.554 in2/ft 21.58 psi -0.554 in2/ft 1.46psi 0.554 in2/ft ) ACI Factors (per ACI, applied internally to entered !oads) ACI 9~1 & 9-2 DL . 1_.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 UBC 1921.2.7"1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 ' I I I I I I I I I I I I ·1 I I I 1 .. ·. ll I I R2H 'ENGINEERING 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT38 MEZZANINE Psgnr: D. Weingart Description : Scope: Job# 01113 Date: 2:29_PM, 24 SEP 01 Combined Footing Design .. Page 1 I Dttscription GRADE BEAM AT BF-B: FORCE FROM 1 TO 2 WITH OUT LIVE LOAD ] Generai Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden I Dimensions · Footing Size ... Distance Left · Dist. Betwn Cols Distance.Right Footing Length Width Thickness j Loads Vertical loads ... Dead Load Live Load Short Term Load Applied Shears .•. Dead Load Live Load Short Term Load Summary I 2,500.0psf ' 4 145.0 pcf 1.33 75.00 psf 2.00 ft 19.00 ft 2.00 ft 23.00 ft 2.75 ft 36.00 in · f'c 2,500.0 psi Fy 60,000.0 psi · Min As Pct 0.0014 Rebar Cover 3.00 in Live & Short Term Loads Act Separately Column Support Pedistal Sizes . @ Left Column 6.1.00 k 9.600 k -12.000 k ' k k 8.150 k #1 : Square Dimension 12.00 m ... Height 0.00 in #2 : Square Dimension ... Height ' 12.00 in 0.00 in @ Right Column 12.200 k 17.800 k 12.000 k k k 8.150 k Footi~g Design OK Length = 23.00ft, Width = 2. 75ft, Thickness = 36.00in, Dist. ~eft = 2.00ft, Btwn. = 19.00ft, Dist. Right= 2.00ft Maximum Soil Pressure 2,513.17 psf Allow:able 3,325.00 psf Ste~I Req'd@ Left Max Shear Stress Allowable Min. Overturning Stability I Soil Pres$Ures Soll Presure @ Left Actual Dead+ Live 672.2 . · Dead+Live+ShorfTerm 0,0 Soll Presure @ Right End Dead+ Live 1,792.8 bead+Live+Short Term 2,513.2 Stability Ratio 1.8 :1 20,52 psi 85.00 psi 1.814 :1 Allowable· 2,500.0 psf 3,325.0 psf 2,soo.o psf 3,325.0 psf Steel Req'd @ Center ' Steel Req'd @ Right ACI Factored Eq. 9-1 1,012.0 psf Eq. 9-2 0.0 psf Eq. 9-3 o.o psf Eq. 9-1 2,699.0 psf Eq. 9-2 3,518.4 psf Eq. 9-3 2,261.9 psf 0.554 in2/ft 0.554 in2/ft 0.554 in2/ft Eccentricity 1.743 ft 6.623 ft 1.743 ft 6.623 ft • I I I 1.-, I I I ,, I I I I I ·1· I I I I 1~ I R2H ENGINEERING 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: Combined Footing Design Job#01113 Date: 2:29PM, 24 SEP 01 Description GRADE BEAM AT ~F-B: FORCE FROM 1 TO 2 WITH OUT LIVE LOAD j Moment & Shear Summary ( valuits for moment and one-way shear given per unit width of tooting) I Moments ... Mu@Col#1 Mu Btwn Cols Mu@Col#2 One Way Shears ... Vn: Allow Vu@Col#1 VuBtwn Cols Vu@Col#2 Two Way Shears:,. Vn: Allow ACI 9-1 ACI 9-2 ACI 9-3 0.38 k-ftlft -0.80 k-ftlft -0.52 k-ftlft -54.93 k-ft/ft -22.42 k-ft/ft -18.60 k-ft/ft 2.19 k-ft/ft 3.02 k-ft/ft 1.94 k-ft/ft 85.000 psi 0.000 psi 20.516 psi 0.000 psi 170.000 psi 85.000 psi 0.000 psi 4.242.psi 0.000 psi 85.000 psi 0.000 psi 1.797 psi .0.000 psi Vu@Col #1 ·3.115 psi 170.000 psi 0.282 psi 0.684 psi 170.000 psi 0.726 psi 1.450 psi Vu@Col #2 3.752 psi I Reinforcing ( values given per unit width of footing). @Left Edge of Col #1 Between Columns -@ Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd • ACI 9-1 0.38 psi 0.554 in2/ft 56.05 psi -0.554 in2/ft 2.24 psi 0.554 in2/ft ACI 9-2 0.82 psi -0.554 in2/ft 22.87 psi -0.554 in2/ft 3.0Bpsi 0.554 in2/ft ·Act9-3 0.53psi -0.554in2/ft 18.97psi -0.554in2/ft 1.98psi 0.554 in2/ft I ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9·2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead load Factor ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor · .... seismic= ST*: 1.100 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 i I I I I· I I I I I ·I I I I I I I 1. I I' I I R2H ENGINEERING 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart Description : Scope: Job# 01113 Date: 2:29PM, 24 SEP 01 Combined FoQting Design Page 1 I Description GRADE BEAM AT BF-8: FORCE: FROM 2 TO 1 WITH LIVE LOAD j General Information Allow Soil Bearing Seismic Zone · Concrete Wt Short Term Increase Overburden I Dimensions Footing Size ... Distance Left Dist. Betwn Cols Distance Right Footing Length Width Thickness I Loads Vertical Loads ... Dead Load Live Load Short Term Load Applied Shears ... Dead l:.oad Live Load. Short Term Load Summary .1 2,500.0 psf 4 145.0 pcf 1.33 75.00 psf 2.00 ft 19.00 ft 2.00 ft 23.00 ft 2.75 ft 36.00 in f'c Fy· Min As Pct 2,500.0 psi 60,000.0 psi 0.0014 Rebar Cover -3.00 in. Live & Short Term Load Combined Column Support Pedistal Sizes #1: Square Dimension 12.00 in @ Left Column 6.100 k 9.600 k 12.000 k k k -8.150 k ... Height o.oo in #2 : Square Dimension ... Height 12.00 in 0.00 in @ Right Column 12.200 k 17.800 k -12.000 k k k -8.150 k Footing Design OK Length= ~-OOl't, Width= 2.75ft, Thickness= 36.0Jin, Dist. Left= 2.00ft, Btwn. = 19.00ft, Dist. Right= 2.00ft Maximum Soil Pressure -1,814.28 psf · Allowable 3,325.00 psf Steel Req'd@ Left 0.554 in2/ft Max Shear Stress . Allowable Min. Overturning Stability I Soil Pressures Soil Presure @ Left Actual Dead+ l,ive 672.2 . Dead+Live+Short Term 1,814.3 Soll Presure@Rlght End Dead+ Live 1,792.8 D~d+Live+Short Term 650.8 Stability Ratio 3.5 20.52 psi 85.00 psi 3.505 ·:1 . Allowable 2,500.0 psf 3,325.0 psf 2,500.0 psf 3,325.0 psf :1 Steel Req'd @ Center I Steel Req'd @ Right ACI Factored Eq. 9-1 1,012.0 psf Eq. 9-2 2,540.0 psf Eq. 9-3 1,058.9 psf Eq. 9-1 2,699.0 psf Eq. 9-2 911.1 psf Eq. 9-3 379.8 psf 0.554 in2/ft o.554 in2tft Eccentricity 1.743 ft 1.809 ft 1.743 ft -1.809 ft i • I I I I I I I 1. ·1 I I I I ·1 I .... ( . ---- 1 R2H ENGINEERING 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart Description : Seo~: Combined Footing D~sign Description GRADE BEAM AT BF-8: FORCE FROM 2 TO 1 WITH LIVE LOAD Job# 01113 Date: 2:29PM, 24 SEP 01 I Moment &-Shear Summary ( values for moment and one-way shear given per unit width of footing) I Moments ... Mu@Col#1 . Mu ~twn Cols Mu@Col#2 One Way Shears ... Vn:Allow . Vu@Col#1 Vu BtwnCols vu@Col#2. Two Way Shears ... Vn:Allow ACI 9-1 ACl 9-2 ACI 9-3 0.38 k-ft/ft 2.01 k-ft/ft 0.66 k-ft/ft -54.93 k .. ftift -38.51 k-ft/ft 13.33 k-ft/ft 2.19 k-ftift 0.26 k-ft/ft -0.07 k-ft/ft 85.000 psi 0.000 psi 20.516 psi 0.000, psi 170.000 psi 85.000 psi 0.000 psi 16.388 psi 0:000 psi 85.000 psi 0.000 psi 5.857 psi 0.000 psi Vu@Col #1 3.115 psi 170.000 psi 2.523 psi 3.276 psi 170.000 psi 2.563 psi 1.005 psi Vu@ Col #2 3.752 psi I Reinforcing ( values given per unit width of footing) @ Left Edge of Col #1 Between Columns Ru/Ph_i As Req'd Ru/Phi As Req'd @ Right Edge of Col #2 Ru/Phi As Req'd i ACI 9-1 0.38 psi 0.554 in2/ft 56.05 psi -0.554 in2/ft 2.24 psi 0.554 in2/ft ACI 9-2 2.06psi 0.554ih2/ft 39.29psi -0.554in2/ft 0.27psi 0.554 in2/ft ACI 9-3 0.67 psi 0.554 in2/ft 13.60 psi 0.554 in2/ft 0.07psi -0.554 in2/ft · f ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2· Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI 9--1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 0.750 0.900 1.300 UBC 1921.2.7 "1 .4" Factor UBC 1921.2.7 "0.9'' Factor 1.400 0.900 r I I I I I I I I I I I I ·1 I. I I I ( I,_. I I R2H ENGINEERING TIiie : LOT 38 MEZZANINE Dsgnr: D. Weingart Desc;rlptlon : . Job#01113 11545 W. BERNARDO COURT, # 300 SAN DIEGO, CA 92127 Scope.: Date: 2:29PM, 24 SEP Ot Combined footing Design Description GRADE BEAM AT BF-B: FORCE FROM 2 TO 1 WITH OUT LIVE LOAD I General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase overburden I Dimensions Footing Size ... Distance Left. Dist. Betwn Cols Distance Right Footing Length Width Thickness I Loads Vertical Loads ... Dead Load Live Load Short Term Load Applied Shears ... Dead Load Live Load Short Term Load Summary · 1 2,500.0 psf 4 145.0 pcf 1.33 75.00 psf 2.00 ft 19.00 ft 2.00 ft 23.00 ft 2.75 ft 36.00 ih re -2,500.0 psi Fy 60,000.0 psi Min As Pct 0.0014 Rebar Cover 3.00 in Live & Short Term Loads Act Separately Column Support Pedistal Sizes .. @ Left Column 6.100 k 9.600 k 12.000 k k k -8.150 J< #1 : Square Dimension 12.00 m ... Height 0.00 in #2. : Square Dimension 12;00 in H 0.00 in : .. eight @ Right Column 12.200 k 17.800 k -12.000 k k k -8.150 k Footing Design OK Length= ~.OOft, Width= 2.75ft, Thickness= 36.00in, Dist. Left =·2.00ft, Btwn. = 19.00ft, Dist. Right= 2.00ft Maximum Soil Pressure 1,792.83 psf · Allowable 2,soo.00 psf Steel Req'd@ Left 0.554 in2/ft · Max Shear Stress Allowable _Min. Overturning Stability I Soil Pressures Soli Presure @ Left Actual Dead+ Live 672.2 . Dead+Live+Short Term 1,709.6 Soll Presure @ Right End Dead+ Live 1,792.8 Dead+Live+Short Term .o.o Stability Ratio · 2.2 :1 20.52 psi 85.00psl 2.199:1 Allowable 2,500.0 psf 3,325.0 psf 2,500.0 psf 3,325.0 psf Steel Req'd @ Center Steel Req'd @ Right ACI Factored Eq. 9-1 1,012.0 psf Eq. 9-2 2,393.4 psf Eq. 9-3 1,538.6 psf Eq. 9-1 2,699.0 psf Eq. 9-2 0.0 psf Eq. 9-3 0.0 psf 0.554 in2/ft 0.554 in2/ft Eccentricity 1.743 ft 4.331 ft 1.743 ft -4.331 ft I i I l I 1.- !. I I I I I I I I I ·1 I I I I R2H ENGINEERING. 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart . Description : Scope: Combined Footing Design Job# 01113 Date: . 2:29PM, 24 SEP 01 Description . GRADE BEAM AT BF-8: FORCE FROM 2 TO 1 WITH OUT LIVE LOAD. j Moment & Shear Summary ( valµes for moment and one-way shear given per unit width of footing) I Moments ... Mu@Col#1 MuBtwn Cols Mu@Col#2 ACI 9-1 ACI 9-2 ACI 9-3 0.38 k-ftlft 1.83 k-ftlft 1.17 k-ftlft -54:93 k-ftlft -14.85 k-ft/ft 12.0~ k-ft/ft 2.19 k-ftlft -0.80 k-ftlft -0.52 k-ftlft One Way Shears ... Vn:Allow Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vn:Allow Vu@Col#1 Vu@Col#2 85.000 psi 0.000 psi 20.516 psi 0.000 psi 170.000 psi 3.115 psi 3.752 psi 85.ooo psi 0.000 psi 6.986 psi 0.000 psi 170.000_ psi 0.799 psi . 1.355 psi I Reinforcing ( values given per unit width of footing) ACI 9~1 ACI 9-2 AC! 9-3 I: ACI t=.actors @ Left Edge of Col #1 Between Columns Ru/Phi . As Req'd Ru/Phi As Req'd 0.38 psi 0.554 in2/ft 56.05psi -0.554 in2/ft 1.86 psi 0.554 in2/ft t5.15psi -0.554 in2/ft 1.20 psi 0. 554 iri2/ft 12.33psi 0.554 in2/ft (per ACI, applied internally to entered loads) 85.000 psi 0.000 psi 5.420 psi 0.000 psi 170.000 psi 1.627 psi 0.139 psi @ Right Edge of Col #2 Ru/Phi As Req'd 2.24 psi 0.554 in2/ft 0.82psi -0.554 in2/ft 0.53psi -0.554 in2/ft ACI 9-1 & 9-2 DL. ACJ 9-1 & 9-2 _LL ACI 9-1 & 9-2 ST 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor- ACI 9-3 Short Term Factor 0.'750 0.900 1.300 UBC 1921.2.7 "1.4" Factor USC 1921.2.7 "0.9" Factor 1.400 0.900 .... seismic= ST* : I I I 1.--; . I I I I I I I I I I I ·1 I I I I I-· I -R2H Engineering, I:nc. JOBNO. OUI'.> ---'------------- PROJECT _Lo~. __;7~:3-=e,"--_;_M_S_-?...;:;;:M......:· "'-'N'-'-I_N=E.'--'--___ DATE _9'---'-/_l~7...;.../_c_,_/ ___ _ BY _ _._!92---""---SUBJECT _..._FQJ#--=--'-· _A,1p..___,J2'----'-ff---'--'---'PP:Yt2"--'--'--_......_--'~-'----SHEET ___ -j,___,4_0F __ :I I I I I I I I I I:~ I I I I I I I ,, .. I ·CONTINUOUS FOOTING ANALYSIS page:_15 TITLE: V= kips_ v= 5·.733333 k/ft. w1= k/ft x1• -~ft x2= ft w2= k/ft x1c .ft x2= ft w3=-k/ft x1= ft x2= ft w4= k/ft x1111: ft x2= ft w5• k/ft x1• ft x2a ft w6-= k/ft x1= ft 1(2• ft Lsw= 30 ft. x1 = ft. Hsw• -ft.x2= fl P1 = k. x.= ft. P2= k. x·= ft. P3= k. x= ft. P4= k. x• ft. P5= k. x= ft. P6;s k. x= ft. b ftg:; ft. wt• 2.4 k.lft. depth= ft. length-ft. sumP= 351'.5 kips Mot= 5443.8 ft~k. Ma• 11244.35 ft-I( .. Mb• 11251.ij5 ft-k. .xa= 31.9896 ft. xb• 32.0104 ft. ·.S.= 2.065533 o.k. F.S.= 2.068875 o.k. ua= 16.50226 ft. ub-= 16.52306 ft. ea= 15.49TT4 ft. eb= 15.47694 ft. Lftg/6= 10.66667 ft. Lftg/6= 10.66867 ft. ·qa max== 3.550018 ksf. qb max== 3.545551 ksf. qa mini: 0 ksf. qbmin= 0 k$f. I 1.-CONTINUOUS FOOTING ANALYSIS TITLE: I V=. kips v= 5.733333 k/ft. w1 = k/ft x1• w2.= k/ft x1= I w3= k/ft x1= w4= k/ft · x1• w5= k/ft x1= I w6= k/ft x1• Lswc 30 ft. x1 = Hsw= -ft.x2= I P1 = k. x• P2• k. x= I P3= k. x= P4= k. x= P5= k.·x= PG= k. x• I bftg= ft. wt= deptft= ft. I length• ft. SumP= 458.7 kips Mot• 5443:8 ft-k. Ma= 145()7.14 ft-k. 1· . l<a= 31.62664 ft. . :: ..... ::.s.= 2.664893 o.k. · ua= 19.75876 ft. I ea= 12.24124 ft. Lftg/6= 10.66667 ft. I qa max= 3.86917 ksf. qa min= o ksf. I I I I I ,,, .. · I ft x2= ft x2= ft x211 ft x2• ft ·x2= ft x2• ft. ft. ft. ft. ft. ft. ft. ft. 2.4 k.lft. Mb • 1-4849.66 ft-k. xb = 32.37336 ft. F.S. = 2.727811 o.k. ub • 20.50547 ft eb • 11.49453 ft. Lftg/6= 10.66667 ft. qb max= 3.728274 ksf. qb min• O ksf. ft ft ft ft ft ft page:-11., I I.: -- I I I I I I -1 l·i I I I I I I I ~ . 1-, .. I DESIGN OF RE1NFORCEO CONCRETE BEAM ------------ TITLE: footing f-10 calc for pos. moment LOADING DATA: M • 19.47 ft-kips V = 157.1 kips LF.: 1.4 MATERIAL DATA: fc 111 3000 psi. Fy= 60 ksi. DIMENSIONAL DATA: h = 4~ in. d = 44 in. b a · 48 in. SHEAR DESIGN: vu = 219.9-4 kips Phl'*Vo/2= 98.32715 kips Phi"'Vc = 196.6543 kips Av min. = -0.88 inA2 Vs req'd= 27 .39-493 kips Vs prov.= 141.6 kips phi*Vn = 317.0143 kips SHEAR REINF. IS REQUIRED! REQ'O USE: 6w#4@ IF SHEAR REINF. USED 22 in. o.c. Av prov.= 1.18 IF OESIR~D SPACING IS LESS T~ SHO:$: ; 1; 10--o.o. use.~:4@ ; ~ 19 in.~ IF.SH _. . Av prov.-=. 0.78 ' -FLEXURAL DEStGN: Mu • 2725.8 -ft-kips row bat• (0.85·Beta1*(fc/Fy)*(87/(87+Fy) = 0.02138 row max =.75* row bat• 0.016035 As max .. • :75*row bal * b * d • 33.86608 if1"2 a max: = 16.60102 in. Mu max. = 5440.508 ft~klps ' reinf. alternates: 137 #3 bars a = 7 .312n1 in. 77 #4 bars 50 #5bars As req = 15.02553 inA2 35 #6 bars As min.= (200/Fy)•b*d= 7.04 in1'2 26 #7 bars 20 #8bars f,....JC l~ 16 #9 bars -:;=:. 11 JI.-CJ,- p,11 I 1--·· r I I I I I I 1·· I I ·1 I I I I r I R2H ENGINEERING 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title: LOT°38 MEZZANINE Dsgnr: D. Weingart Description : Scope: Job# 01113 Date:· 3:10PM, 24 SEP 01 · Co~bined Footing Design Page 1 I Description GRAPE BEAM AT BF-D: FORCE FROM 1 TO 2 WITH LIVE LOAD I General lnfonnation Allow Soil Bearing Seismic Zone Concrete Wt · Short Term Increase overburden I Dimensions Footing Size ... Distance Left Dist. Betwn Cols Distance Right Footing Length Width Thickness j Loads Vertical Loads .•. Dead Load Live Load Short Term Load Applied Shears ... Dead Load Live Load Short Term Load 2,soo.o pst 4 145.0 pcf 1.33 75.00 psf 2.00 ft 19.00 ft 2.00 ft 23.00 ft /3.00~ ~ ' f'c- Fy Min As Pct 2,500.0 psi 60,000.0 psi 0.0014 Rebar Cover 3.00 in Liv~ & Short Term load Combined · Column Support Pedistal Sizes . @ Left Column 9.700 k 14.800 k -17.700 k k k 1,2.000 k #1 : Square Dimension 12.00 m ... Height 0.00 in · #2 : Square Dimension 12.00 in 0.00 in _ ... Height @ Right Column 12.200 k 17.800 k 17.700 k k k 12.000 k Summary Footing Design OK L~ngfh = 23.00ft, Width= 3.00ft, Thickness= 36.00ln, Dist Left= 2.00ft, Btwn. = 19.00ft, Dist. Right= 2.00ft Maximum Soil Pressure 3,131.32 psf Allowable 3,325;00 psf Steel Req'd@ Left 0.554 in2/ft Max. Shear Stress 21.43 psi Steel Req'd @ Center I Allowable 85.00psi Steel Req'd @ Right Min. Overturning Stability 2.283 :1 I S~il Pressures Soil Presure @ Left Actual Allowable ACI Factored Eccentricity Dead+ Live 1,102.3 2,500.0 psf Eq. 9-1 1,663.4 psf 0.583 ft . Dead+Live+Short Term 0.0 3,325.0 psf Eq. 9-2 0.0 psf 5.135 ft Soil Presure @ Right E;nd Eq. 9-3 0.0 psf Dead+ Live 1,497.4 2,500.0 psf Eq. 9-1 2,259.6 psf 0.583 ft Dead+Live+Shor:t Term 3,131.3 3,325.0 psf Eq. 9-2 4,383.8 psf 5.135 ft Stability Ratio 2.3 :1 Eq. 9-3 1,793.8 psf • I i I I I I I I I I I I 1· I I I I I I I c· 1·~- 1 R2H ENGINEERING 11545 W. BERNARDO COURT 1 # 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D: Weingart Description : Scope: Combined Footing Design Description GRADE; BEAM AT BF-D: FORCE FROM 1 TO 2 WITH LIVE LOAD Job#01113 Date: 3:10PM, 24 SEP 01 j Moment & Shear Summary ( values for moment and one-way shear given per unit width of footing) l Moments ... Mu@Col.#1 MuBtwnCols Mu@Col#2 One Way Shears ... Vn:Ailow Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vn: Allow ACI 9-1 ACI 9-2 ACI 9-3 1.08 k-ft/ft -0.80 k-ft/ft -0.52 k-ftlft · -59.61 k-ft/ft -58.03 k-ft/ft -25.89" k-ft/ft 1.72 k-ft/ft 4.00 k-ftlft 1.45 k-ft/ft 85.000 psi 0.000 psi 21.427 psi 0.000 psi 170.000 psi 85,000 psi 0.000 psi 18.217 psi 0.000 psi 85.ooq psi 0.000 psi 2.744 psi 0.000 psi Vu@ Col #1 4.134 psi 170.000 psi 3.275 psi 4.099 psi 170.000 psi 1.463 psi 3.488 psi Vu @ Col #2 4.469 psi I Reinforcing ( values given per unit width of footing) @ Left Edge o.f Col #1 Betweeri Columns @ Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 1.10psi 0.554in2/ft 60.82psi -0.554in2/ft 1,76psi 0.554in2/ft ACI 9-2 0.82 psi -0.554 in2/ft 59.21 psi -0.554 in2/ft 4_.08psi 0.554 in2/ft ACI 9-3 0.53 psi -0.554 in2/ft 26.42 psi -0.554 in2/ft 1.48psi 0.554in2/ft I ACI Factors (per ACI, applied internally to entered ioads) AC! 9-1 & 9-2 DL 1.400 -ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factpr 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 ACI 9-1 & 9-2 ST 1.700· ACI 9-3 Short Term Factor .... seismic= ST"': 1.100 I I I I. '· I I I I I I I I I I I I .I I I ( 1~·-· I I R2H ENGINEERING. 11545 W. BERNARDO COURT, # 300 SAN DIEGO, CA 92127 THle : LOT 38 MEZZANINE Dsgnr: D. Weingart Description : Job# 01113 Date: 3:11 PM, 24 SEP 01 Scope: Combined Footing Design Description GRADE BEAM AT BF-D: FORCE FROM 1 TO 2 WITH OUT LIVE LOAD j General Information Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden / Dimensions Footing Size ... Distance Left Dist. Betwn Cols Distance Right Footing Length . Width Thickness I Loads Vertical Loads ... Dead Load Live Load . Short Term Load Applied Shears ... Dead Load Live Load Short Term Load Summary I 2,500.0 psf 4 145.0 pcf 1.33 75.00 psf 2.00 ft 19.00 ft 2.00 ft 23.00 ft 3.00 ft 36.00 in f'c 2,500.0 psi Fy . 60,000.0 psi Min As Pct 0.0014 Rebar Cover 3.00 in Live & Short Term Loads Act Separately Column Support Pedistal Sizes . @ Left Column. 9.700 k 14.800 k . -17.700 k . k k. 12.000 k #1: Square Dimension 12.00 m ... Height 0.00 in #2 : Square Dimension ... Height 12.00 in 0.00 in @ Right Column 12.200 k 17.800 k 17.700 k k k 12.000 k Footing Design OK Length = 23.00ft, Width = 3.00ft, Thickness = 36.00n, Dist. Left = 2.00ft, Btwn. = 19.00ft, Dist. Right = 2.00ft Maximum Soil Pressure 3,226.42 psf. Allow~ble 3,325.00 psf Steel Req'd @ Left 0.554 in2/ft Max Shear Stress Allowable Min. Overturning Stability I Soil Pressures Soil Presure@ ~eft Actual Dead+ Live 1,102.3 . Dead+Live+Short Term 0.0 Soil Presure @ Right End Dead.+ Live 1,497.4 Dead+Live+Short Term 3,226.4 Stability Ratio 1.5 :1 21.43 psi 85.00 psi 1.502 :1 Allowable 2,500.0 psf 3,325.0 psf 2,500.0 psf 3,325.0 psf Steel Req'd @ Center I Steel Req'd @ Right AC! Factored Eq. 9-1 1,663.4 psf Eq. 9-2 0.0 psf Eq. 9-3 0.0 psf Eq. 9-1 2,259.6 psf Eq. ~-2 4,517.0 psf . Eq. 9-3 2,903.8 psf 0.554 in2/ft 0.554 in2/ft Eccentricity .0.583 ft 7.568 ft 0.583 ft 7.568 ft I • • l 1· I I I I I·: I I I .I I I ·1 1. I I I. t- i R2H ENGINEERING · Job#01113 Date: 3:11PM, 24SEPOr 11545 W. BERNARD.O COURT.# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE . Dsgnr: D. Weingart Description : p8 ( Combined Footing Design Page~,. Description GRADE BEAM AT BF-D: FORCE FROM 1 TO 2 WITH OUT UVE LOAD j Moment & Shear Summary ( values for moment and one-way shear given per unit width of footing) I Moments ... Mµ@Col#1 Mu Btwn Cols Mu@Col#2 One Way Shears ... Vn:Allow Vu@Col#1 VuBtwnCols Vu@Col:#2 Two Way Shears ... Vn:Allow Vu@.Col#1 Vu@Col#2 ACI 9-1 ACI 9-2 ACI 9-3 1.08 k-ft/ft -0.80 k-ft/ft -0.52 k-ft/ft -59.61 k-ft/ft -21 .. 54 k-ft/ft -20.00 k-ft/ft 1. 72 k-ft/ft. 4.06 "k-Mt 2.61 k-ft/ft 85.000 psi 0.000 psi 21.421 psi 0.000 psi 170.000 psi 4.134 psi. 4.469 psi 85.000 psi 0.000 psi 2.409 psi .0.000 psi 170.000.psi 0.213 psi 0.632 psi 85.000 psi 0.000 psi 0.293 psi 0.000 psi 170.000 psi 1.463 psi 1.896 psi I Reinforcing ( values given per unit width of footing) @ Left Edge of Col #1 Between Columns Ru/Phi . As Req'd Ru/Phi As Req'd ·@ Right Edge of Col #2 Ru/Phi As Req'd ACI 9-1 1.10psi 0.554 in2/ft 60.82psi -0.554 in2/ft · 1. 76 psi 0.554 in2/ft ACI 9-2 0.82 psi -0.554.in2/ft 21.98psi -0.554 in2/ft 4.15psi 0.554 in2/ft ACI 9-3 0.53 psi -0.554 in2/ft 20,41 psi -0.554 in2/ft 2.66psi 0.554 in2/ft I ACI Factors (per ACI, applied internally to entered loads) ACl-9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 'Acl 9-1 & g.:.2 LL 1.700 ACI 9-3 Dead Load Factpr 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor ..... seismic=ST*: 1.100 i I I I. I I I I I I I 1· I I ·1· I I I I t- i R2H ENGINEERING. . 11545 w.· BERNARDO COURT, # 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart De~ptlon:_ _Scope: Job#01113 Date: 3:11 PM, 24 SEP 01 · / Combined Footing Design Page 1 I Description GRADE BEAM AT BF-D: FORCE FROM 2 TO 1 WITH LIVE LOAD I General Information Allow Soil Bearing Seismic Zone .Concrete Wt Short Term Increase overburden I Dimensions Footing Size ... Distance Left Dist. Betwn ~ols Distance Right Footing Length Width Thickness j Loads Vertical Loads ... Dead Load Live Load Short Term Load Applied Shears ... Dead Load Live Load $hort Term Load I _ Summary I· 2,500.0psf 4 145.0 pcf 1.33 75.00psf 2.00 ft 19.00 ft 2.00 ft -23.00 ft 3.00 .ft . 36·.oo in fc Fy Min As Pct Rebar Cover 2,500.0 psi 60,000.0 psi 0.0014 3.00 in Live & Short Term Load Combined Column Support Pedistat Sizes . @ Left Column 9.700 k 14.800 k 17.700 k R -k -12.000 k #1: Square Dimension 12.00 m _ ... Height 0.00 in #!2 : Square Dimension ... Height 12.00 in 0.00 in @ Right Column 12.200 k 17.800 k -17.700 k k k -12.000 k Footing Design ·oK Length= 23.00ft, Width= 3.ooit, Thickness= 36,00n, Dist. Left= 2.00ft, Btwn. = 19.00ft, Dist. Right= 200ft M~imum Soil Pressure 2,646.82 psf Allo~able 3;325.00 psf Steel Req'd @ Left 0.554 in2/ft Max Shear Stress Allowable _Min. Overturning Stability I Soil Pressures Soil Presure @ Left Actual Dead+ Live 1,102.3 . Dead+Live+Short Term 2,646.8 Soil Presure @ Right End Dead+ Live 1,497.4 Oead+Live+Short Term 0.0 Stability Ratio 2.5 :1 21.43 psi 85.00 psi 2.518 :1 Allowable 2,500.0 psf 3,325.0 psf · 2;500.0 psf 3,325.0psf Steel Req'd @ Center ' Steel Req'd @ Right ACI Factored Eq. 9-1 1,663.4 psf · Eq. 9-2 3,705.5 psf Eq. 9-3 1,516.3 psf Eq. 9-1 2,259.6 psf Eq. 9-2 0.0 psf Eq. 9-3 o.o psf 0.554 in2/ft 0.554 in2/ft Eccentricity 0.583 ft 3.970 ft 0.583 ft -3.970 ft I I I I I 1.-· (__ I I I I I I I I I I ·1 I I I I ~ r-· I R2H l;:NGINEERING 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart Description : Scope: Job# 01113 .Date: 3:11 PM, 24 SEP 01 Combined Footing Design Page_ 21 Description GRADE BEAM AT BF-0: FORCE FROM 2 TO 1 WITH LIVE LOAD I Moment & Shear Summary ( values for moment and one-way shear given per unit width of footing) I Moments ... Mu@Cof#1 MuBtwn Cols Mu@Col#2 One Way _Shears ... Vn: Allow 'Vu@CQl#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vn:Allow Vu@Cql#1 Vu@Col#2 ACI 9-1 . ACI 9-2 ACI 9-3 1.08 k-ft/ft 3.27 k-ttlft 1.15 k-ttlft -59.61 k-Mt -42.73· k-ft/ft 17.76 k.ft/ft 1.72 k-ttlft -0.77 k-ttlft -0.50 k-ft/ft 85.000 psi 0.000 psi . 21.427 psi 0.000 psi 170.000 psi 4.134 psi 4.469 psi 85.000 psi. 0.000 psi 16.761 psi .0.000 psi 170.000 psi 3.623 psi 3.614 psi 85.000 psi 0.000 psi 6.657 psi 0.000 psi 170.000 psi 3.608 psi 1.640 psi l Reinforcing ( values given per unit ~dth of footing) @Left Edge of Col #1 Between Columns @ Right Edge of Col #2 .. Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 1.10 psi 0,554 in2/ft 60.82 psi -Q.554 in2/ft 1.76 psi 0.554 in2/ft ACI 9-2 3.34 psi 0.554 in2/ft 43.60 psi -0.554 in2/ft 0. 78psi -0.554 in2/ft ACI 9-3 1.18 psi 0.554 in2/ft 18.13 psi 0.554 in2/ft 0.51 psi -0.554 in2/ft I ACI Factors (per ACI, applied intemaily to entered loads) . ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACJ 9-3 Dead Load Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 • i I I_ ... ( I I I I I I I I I I ·1 I I I I I R2H ENGINEERING Job#01113 Date: 3:11 PM, 24 SEP 01 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT ·35 MEZZANINE Dsgnr:. D. Weingart Description : f.84- Scope: Combined Footing Design Description GRADE BEAM AT BF-D: FORCE FROM 2 TO 1 WITH OUT LIVE LOAD I General lnfonnation Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden I Dimensions Footing Size ... Distance Left Oist. Betwn Cols Distance Right Footing Length Width Thickness I Loads · 2,500.0 psf 4 145.0 pcf 1.33 75.00psf 2.00 ft 19.00 ft 2.00 ft 23.00 ft 3.00 ft · 36.00 in Vertical Loads... r- D.ead Load Live Load Short Term Load Applied Shears ... Dead Load Live Load Short Term Load f'c 2,500.0 psi Fy 60,000.0 psi Min As Pct 0.0014 Rebar Cover 3.00 in Live & Short Term Loads Act Separately Column $upport Pedistal Sizes . #1 : Square Dimension 12.00 m ... Height o.oo in #2 : Square Dimension ... Height 12.00 in 0.00 in @ Left Column . 9.700 k 14.800 k 17.700 k k I< -12.000 k @ Right Column 12.200 k 17.800 k -17.700 k k k -12.000 k Summary I Footing Design OK Length = 23.00ft, Width =3.00ft, Thickness = 36.COin, Dist. Left= 2.00ft, Btwn. = 19.00ft, Dist. Right= 2.00ft Maximum Soil-Pressure 2,662.95 psf Allow~ble 3,325.00 psf Steel Req'd @ Left 0.554 in2/ft Max Shear Stress Allowable Min. Overturning Stability I Soil Pressures Soii Presure@·Left Actual Dead+ Live 1,102.3 . Dead+Live+Short Term 2,662.9 Soil Presure 8 Right End Dead+ L,ive 1,497.4 Oead+Live+Short Term 0.0 Stability R,rtlo 1.6 :1 21.43 psi 85.00 psi 1.609 :1 Allowable 2,soo.o psf 3,325.0 psf 2,500.0 psf 3,325.0 psf Steel Req'd @ Center I Steel Req'd @ Right ACI Factored Eq. 9-1 1,663.4 psf Eq. 9-2 3,728.1 psf Eq. 9-3 2,396.7 psf Eq. 9-1 2,259.6 psf Eq. 9-2 0.0 psf Eq. 9-3 0.0 psf 0.554 in2/ft 0.554 in2/ft Eccentricity 0.583 ft 6.736 ft 0.583 ft -6.736 ft • • l ~ I 1 .. ( I I I I -1 I I I I I ·1 I I I I R2H ENGINEERING Job#01113 Date: 3:11 PM, 24 SEP 01 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Tltle : LOT 38 MEZZANINE Dsgnr: D. Weingart Description : f.F,5 Scope: Combined Footing D.esign Description GRADE BEAM AT BF-0: FORCE FROM 2 TO 1' WITH OUT LIVE LOAD j Moment & Shear Summary _ ( values for moment and one-way shear given per unit width of footing) I Moments ... Mu@Col#1 MUBtwnCols Mu@Col#f2 One Way Shears ... Vn:Allow Vu@CQlf!!1 . Vu Btwn Cols· - Vu@C(?ltf2 Two Way Shears ... Vn.: Allow Vu@Col#1 Vu@Col#f2 . ACI 9-1 ACI 9-2 ACI 9-3 1.08 k..;ft/ft 3.24 k-Mt 2.09 k-Mt -59.61 k-Mt _38.41 k-Mt 28.48 k-ft/ft . 1.72 k-Mt -0.80 k-Mt -0.52 k-Mt 85.000 psi 0.000 psi 21.427 psi 0.000 psi 170.000 psi 4.134 psi 4.469 psi 85.000 psi 0.000 psi 13.254 psi 0.000 psi 170.000 psi 0.540 psi 0.376 psi 85.000 psi 0.000 psi 9.776 psi 0.000 psi 170.000 psi 2.000 psi 1.248 psi j Reinforcing (values given per unit width of footing) @ Left Edge of Col #1 Between Columns @ Right Edge of Col #2 Ru/Phi As Req'd . Ru/Phi As Req'd Ru/Phi As Req'd ACI 9-1 1.10psi ·0.554in2/ft · 60.82psi -0.5~in2/ft 1.76psi 0.554in2/ft ACl.9-2 3.31psi 0.554in2/ft 39.19psi 0.554in2/ft 0.82psi -0.554 in2/ft ACI 9-3 2.13 psi 0.554 in2/ft 29.06 psi 0.554 in2/ft 0.53psi -0.554 in2/ft I ACI Fi;lctors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 Ll:. 1.700 ACI 9-3 Dead Load Factor 0.750 0.900 1.300 use 1921.2.7 "1.4" Factor USC 1921.2.7 "0.9" Factor 1.400 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic= ST*: 1.100 I I I I / I I I I I I 1-··· I I ·1 I I I I {- I R2H ENGINEERING 11545 V,,,. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart Description : Scope: Job# 01113 Date: 3:15PM, 17 SEP 01 Combined Footing Design Page 1 ,: Description GRADE BEAM AT BF-E: FORCE FROM 1 TO 2 WITH LIVE LOAD 1 · General Information · Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden j Dimensions footing Size ... Distance Left Dist. Betwn Cols Distance Right Footing Length Width Thickness · j Loads Vertical Loads ... Dead Load Live Load Short Term Load Applied Shears ... Dead Load Live Load Short Term Load 2,000.0psf 4 145.0 pcf 1.33 150.00 psf 2.00 ft 17.00 ft 2.00 ft 21.00 ft ~ ~ f'c 2,000.0 psi Fy 90,000.0 psi Min As Pct 0.0014 Rebar Cover 3. 00 in Live & Short Term Load Combined · Column Support Pedistal Sizes . . #1: Square Dimension 12.00 m . @ Left Column 10.500 k 15.800 k -18.100 k · k k 11.000 k ... Height 0.00 in #2 : Square Dimension ... Height 12.00 in 0.00 in @ Right Column 11.000 k 17.800 k 18.100 k k k 11.000 k Summary Footing Design OK Length = 21.00ft, Width = 4.00ft, Thickness = 24.00in, Dist. Left = 2.00ft, Btwn. = 17.00ft, Dist. Right = 2.COff Maximum Soil Pressure . 2,379.24 psf Allow:able 2,660.00 psf Steet Req'd @ Left 0.353 in2/ft Max Shear Stress 28.62 psi Steel Req'd @ Center I Allowable 76.03 psi Steel Req'd @ Right -Min. Overturning Stability 2.522 :1 Soil Pressures Soil Presure @ Left Actual Allowable ACI Factored Eccentricity Dead+ Live 1,023.7 2,000.0 psf Eq. 9-1 1,545.2 psf 0.231 ft Dead+Live+Short Term 0.0 2,660.0 psf Eq. 9-2 0.0 psf 4.051 ft Soil Presure@ Right End Eq. 9-3 o.o psf Dead+ Live 1;168.2 2,000.0 psf Eq. 9-1 1,763.4 psf 0.231 ft Dead+Live+Short Term 2,379.2 2,660.0 psf Eq. 9-2 3,330.9 psf 4.051 ft Stability Ratio 2.5 :1 Eq. 9-3 1,359.8 psf • I I ·I I I I I I I I I I I I ·1 I I R~H ENGINEERING 11545 W. BERNARDO COURT,# 300 SAN DIEGO; CA 92127 Title : LOT 38 MEZZANINE Dsgnr: O. Weingart ~scrlptlon : Scope: Combined Footing Design Description GRADE BEAM AT BF-E: FORCE FROM 1 TO 2 WITH LIVE LOAD Job# 01113 Date: 3:15PM, 17 SEP 01 I Moment & Shear Summary ( values for moment and one-way shear giv~n per unit width of footing) l Moments ... Mu.@Col#1 Mu Btwn Cols Mu@Col#2 ACI 9-1 ACI 9-2 ACI 9-3 1.05 k-ft/ft -0.69 k-ft/ft -0.45 k-ft/ft -39.72 k-ft/ft -36.83 k-ft/ft -14.44 k-ft/ft 1.29 k-ft/ft 2.96 k-ft/ft 1.04 k-ft/ft One Way Shears ... Vn :Allow Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way $hears ... Vn :Allow Vu@Col#1 Vu@Col#2 76.026 psi · 0.000 psi 28.475 psi 0.000 psi 152.053 psi 12.325 psi 13.333 psi 76.026 psi 0.000 psi 28.620 psi 0.000 psi 152.053 psi 5.342 psi 17.320 psi I Reinforcing ( values gwen per unit width of footing) . ACl9-1 ACI 9-2 ACl9-3 I ACI Factors @ Left Edge of Col #1 Between Columns Ru/Phi As Req'd Ru/Phi As Req'd 2.65 psi 0.353 in2/ft 100.08 psi ~0.577 in2/ft 1.75psi -0.353in2/ft 92. 78 psi -0.533 in2/ft 1. 12 psi -0. 353 in2/ft 36.39 psi · -0.353 in2/ft (per ACI, applied internally to entered loads) 76.026 psi 0.000 psi 5.983 psi 0.000 psi 152.053 psi 4.487 psi 10.490 psi @ Right Edge of Col #2 Ru/Phi As Req'd 3.24 psi 0.353 in2/ft 7.45psi 0.353 in2/ft 2.63psi 0.353 in2/ft ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 &. 9--2 ST 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 .... seismic = ST " : I I I I I I I I I I I I I I ·1 I I I I· R2H ENGINEERING Job# 01113 Date: 3:15PM, 17 SEP 01 11545 W, Bl;RNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart Description : f, 88 Scope: Combined Footing _Design Description GRADE BEAM AT BF-E: FORCE FROM 1 TO 2 WITH OUT LIVE LOAD I General lnfonnation Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden j Dimensions . Footing Size ... Distance Left Dist. Betwn Cols Distance Right Footing length Width Thickness j Loads Vertical Loads ... Dead load Liv~ Load Short Term Load Applied Shears ... Dead Load Live Load Short Term Load Summary I 2,000.0 psf 4 145.0 pcf 1.33 150.00 psf 2.00 ft 17.00 ft 2.00 ft 21.00 ft 4.00 ft 24.00 in fc 2,00Q.O psi Fy 60,000.0 psi Mln As Pct 0.0014 Rebar Cover 3. 00 in Live & Short Term Loads Act Separately Colur:nn Support Pedistal Sizes . · . @ Left Column 10.500 k 15.800 k -18.100 k k k 11.000 k #1 : Square Dimension 12. 00 m ... Height 0.00 in #2 : Square Dimension ... Height 12.00 in 0.00 in @ Right Column 11.000 k 17.800 k 18.100 k k k 11.000 k Footing Design OK Length = 21.00ft, Width = 4.00ft, Thickness = 24.00n, Dist. Left= 2.00ft, Btwn. = 17.00ft, Dist. Right = 2.00ft Maximum Soil Pressure 2,208.76 psf Allow:able 2,660.00 psf Steel Req'd @ Left Max Shear Stress Allowable Min. Overturning Stability I Soil Pres$ures Soil Presure @ Left Actual Dead+ Live 1,023.7 . Dead+Live+Short Term 0.0 SoU'Presure @ Rlgh~ End Dead+ Live 1,168.2 Dead+Live+Short Term_ 2,208.8 Stability Ratio 1.7 :1 28.48 psi 76.03 psi 1.657 :1 Allowable 2,000.0 psf 2,660.0 psf 2,000.0 psf 2;660.0 psf Steel Req'd @ Center I Steel Req'c1 @ Right ACI Factored Eq. 9-1 1,545.2 psf Eq. 9-2 0.0 psf Eq. 9-3 0.0 psf Eq. 9-1 1,763.4 psf Eq. 9-2 3,092.3 psf Eq. 9-3 1,987.9 psf 0.353 in2/ft 0.577 in2/ft 0.353 in2/ft Eccentricity 0.231 ft 6.089 ft 0.231 ft 6.089 ft • • I ~ I I· .. I I I I I I I I I I ·1 I I I I ( r-·· 1. R2H ENGINEERING Job#01113 Date: 3:15PM, 17 SEP 01 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart · · Description : f·89 Scope: Combined Footing ·_Design Description GRADE BEAM AT BF-E: FORCE·FROM 1 TO 2 WITH OUT LIVE LOAD ·j Moment & Shear Summary ( valµes for moment and one-way shear given per unit width of footing) I· Moments ... ACI 9-1 ACI 9-2 ACI 9-3 Mu@Col#1 Mu BtwnCols Mu@Co/#2 1.05 k-ft/ft -0.69 k-ft/ft -0.45 k-ft/ft -39.72 k-ft/ft -13.96 k-ft/ft -11.82 k-ft/ft 1.29 k-ft/ft 2.65 k-ft/ft 1.71 k-ft/ft One Way Shears ... Vn :Allow Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears.1• Vn :Allow Vu@Col#1 Vu@Col#2 76.026 psi '0.000 psi 28.475 psi 0.000 psi 152.053 psi 12.325 psi 13.333 psi f Reinforcing ( values given per unit width offooting) 76.026 psi 0.000 psi 9.831 psi 0.000 psi 152.053 psi 2.234 psi 9.380 psi @Left Edge of Col #1 Between Columns Ru/Phi As Req'd Ru/Phi As Req'd AC! 9-1 2.65 psi 0.353 in2/ft 100.08 psi -0.577 in2/ft ACI 9-2 1.75 psi · -0.353 in2/ft . 35.17 psi -0.353 in2/ft ACl'9-3 1.12psi· -0.353in2/ft. 29.79psi -0.353in2/ft 76.026.psi 0.000 psi 5.on psi 0.000 psi 152.053 psi 4.322 psi 9.295 psi @ Right Edge of Col #2 Ru/Phi As Req'd 3.24 psi 0.353 in2/ft 6.69psi 0.353 in2/ft 4.30psi 0.353in2/ft I I ACI Factors (per ACI, applied internally to entered loads)· • ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor ACI ·9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor .... seismic = ST "' : 1.100 0.750 · UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 I I I I I I I I I t···· I I ·1 I I I I t- i •• R2H ENGINEERING 11545 W. BERNARDO COURT. # 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart Description : Scope: Job#01113 Date: 3:15PM, 17 SEP 01 /' Combined Footing Design Page 1 I .Description GRADE BEAM AT BF-E: FORCE FROM 2 TO 1 WITH LIVE LOAD ...,rG __ e~n~e-ra~l!""'·1_nfi 1111 o_nn_a_tio_n ______________________________ _.l · Allow Soil Bearing 2,000.0 psf fc 2,000;0 psi Seismic Zone 4 Fy 60,000.0 psi Concrete Wt 145.0 pcf Min As Pct 0,0014 Short Term Increase 1.33 Rebar Cover 3.00 in Overburden 150.00 psf I Dimensions .Footing Size ... Distance Left Dist. Betwn Cols Distance Right Footing Length Width Thickness I Loads Vertical Loads ... Dead Load Live Load• Short Term Load Applied Shears ... Dead Load Live Load Short Term Load 2.00 ft 17.00 ft 2.00 ft 21.00 ft 4.00 ft 24.00 in Live & Short Term Load Combined Column Support Pedistat Sizes . @ Left Column . 10.500'k 15.800 k 18.100 k k k -11.000 k #1: Square Dimension 12.00 m ... Height 0.00 in #2 : Square Dimension ... Height 12.00 in 0.00 in @ Right Column 11.000 k 17.800 k -18.100 k k k -'11.000 k Summary I Footing Design OK Length = ·21.oon, Width = 4.00ft, Thickness = 24.00in, Dist. Left= 200ft, Btwn. = 17.00ft, Dist. Right = 2.00ft Maximum Soil Pressure 2,220.29 psf Allow:able 2,660.00 psf Steel Req'd @ Left Max Shear Stress Allowable Min. Overturning Stability I Soil Pressures Soil Presure @ Left Actual Dead+ Live 1,023.7 . Dead+Live+Short Term· 2,220;3 Soil Presure @ Right End Dead+ Live 1,168.2 Dead+Live+Short Term 0.0 Stability Ratio 2.6 :1 28.48 psi 76.03psi 2.632 :1 Allowable 2,000.0 psf 2,660.0 psf 2,000.0 psf 2,660.0 psf Steel Req'd @ Center Steel Req'd @ Right ACI Factored Eq. 9-1 1,545.2 psf Eq. 9-2. 3,108.4 psf Eq. 9-3 1,268.9 psf Eq. 9-1 1,763.4 psf Eq. 9-2 0.0 psf Eq. g.:3 0.0 p~f 0.353 in2/ft 0.577 in2/ft 0.353 in2/ft Eccentricity 0.231 ft 3.590 ft 0.231 ft -3.590 ft I I I I I I I I I I I I I I I ·1 I I .1 I ( 1-·· I R2H ENGINEERING 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart Description : Scope: Combined Foot,ng D_esign Descri~tion GRADE BEAM AT BF-E: FORCE FROM 2 TO 1 WITH LIVE LOAD Job#01113 Date: 3:15PM, 17 SEP 01 I M.oment & Shear Summary . ( values for moment and one:.way shear given per unit width of footing) I Moments; .. Mu@Col#1 Mu Btwn Cols Mu@Col#2 One Way Shears ... Vn:Allow Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vn: Allow Vu@Col#1 Vu@Col#2 ACI 9-1 ACI 9-2 ACI 9~3 1.05 k-ft/ft 2.72 k-ft/ft 0.95 k-ft/ft ~n~ ~~~ aw~ 1.29 k-ft/ft -0.65 k-ft/ft -0.43 k-ft/ft 76.026 psi 0.000 psi 28.475 psi 0.000 psi 152.053 psi 12.325 psi 13.333 psi 1s.02s psi 0.000 psi 18.629 psi 0.000 psi 152.053 psi 16.367psi 6.147 psi 76.026 p~i O.OQO psi 6.860 psi 0.000 psi 152.053 psi 10.833 psi 4.890 psi I Reinforcing ( values given per unit width of footing) @ Left Edge of Col #1 Between Columns @ Right Edge of Col #2 Ru/Phi ~ Req'd Ru/Phi As Req'd Ru/Phi As Req'd ACI 9~1 2.65psi 0.353in2/ft 100.0Bpsi -0.577in2/ft 3.24 psi 0.353 in2/ft t ACI 9-2 6.85psi 0.353in2/ft 73.65psi -0.421 in21ft 1.63psi -0.353 in2/ft ACI 9-3 2.39 psi 0.353 in2/ft 21.43 psi 0.353 in2/ft 1.07psi -0.353 in2/ft I ACI Factors · (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL 1.700 ACI 9-3.Dead Load.Factor ACI 9-1 & 9-2 ST 1.700 ACJ 9-3 Short Term Factor .... seismic= ST• : 1.100 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 i I I,, I I -1 I I I I I I I ·1 I I I I t I R2H ENGINEERING Job# 01113 Date: 3:15PM, 17 SEP 01 1154~ W. BERNARDO COURT, # 300. SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart Description : f ,92.. Scope: / Combined Footing Design Description GRADE BEAM AT BF-E: FORCE FROM 2 TO 1 WITH OUT LIVE LOAD / General lnfonnation Allow Soil Bearing Seismic Zone Concrete Wt Short Term Increase Overburden ) Dimensions Footing Size ... Distance left Dist. Betwn Cols Distance Right Footing Length Width Thickness I Loads Vertical Loads ... Dead Load Live Load Short Term Load Applied Shears ... Dead Load Live Load Short Term Load 2,000.0 psf 4 145.0 pcf 1.33 150.00 psf 2.00 ft 17.00 ft 2.00 ft 21.00 ft 4.00 ft 24.00 in fc 2,000.0 psi Fy 60,000.0 psi Min As Pct 0.0014 Rebar Cover 3.00 in Live & Short Term Loads Act Separately Column Support Pedistal Sizes . @ Left Column 10.500 k 1s.soo·k 18.100 k k k -11.000 k #1 : Square Dimension 12.00 in ... Height 0.00 in #2. : Square Dimension ... Height 12.00 in 0.00 in @ Right Column 11.000 k 17.800 k ~18.100 k k k -11.000 k Page 1 I • I 1 · Summary •• Footing Design OK Length = 21.00ft, Width = 4.00ft, Thickness = 24.00in, Dist. Left = 2.00ft, Btwn. = 17.00ft, Dist. Right = 200ft Maximum Soil Pressure 2,138.28 psf Allowable 2,660.00 psf Steel Req'd@ Left Max Shear Stress Allowable Min. Overturning Stability I Soil Pressures Soil Presure @ Left · Actual Dead+ Live 1,02S:7 . Dead+Live+Short Term 2,138.3 Soil Presure @ Right End Dead+ Live 1,168.2 bead+Live+Short Term .0.0 Stability Ratio 1.7 :1 28.48 psi 76.03psi 1.679 :1 Allowable 2,000.0 p'sf 2,660.0 !}Sf 2,000.0 psf 2,660.0 psf Steel Req'd @ Center ' . Steel Req'd @ Right ACJ Factored Eq. 9·1 1,545.2 psf Eq. 9-2 2,993.6 psf Eq. 9-3 1,924.5 psf Eq. 9-1 1,763.4 psf Eq. 9-2 · 0.0 psf Eq. 9-3 0.0 psf 0.353 in2/ft 0.577 in2/ft 0.353 in2/ft Eccentricity 0.231 ft 5.943 ft 0.231 ft -5.943 ft I I 1 ... -. ( . I. ·1 I I I I I ,~-·· I I I I ·1 -1 1 .. -. l. I 1· ·-. '""Ir· .,~ R2H ENGINEERING Job# 01113 Date: 3:15PM, 17 SEP 01 11545 W. BERNARDO COURT,# 300 SAN DIEGO, CA 92127 Title : LOT 38 MEZZANINE Dsgnr: D. Weingart Description : Scope: f,q-; Combined Footing Design Description GRADE BEAM AT BF;.E: FORCE FROM 2 TO 1 WITH OUT LIVE LOAD I Moment & Shear Summary ( values .for moment and one-way .shear given per unit width of footing) I Moments ... Mu@Col#1 MuatwnCols Mu@Col#2 One Way Shears ... Vn: Allow Vu@Col#1 Vu Btwn Cols Vu@Col#2 Two Way Shears ... Vn: Allow Vu@Col#.1 Vu@Col#2 . ACI 9-1 ACI 9-2 ACI 9-3. 1.05 k-ft/ft 2.55 k-ft/ft 1.64 ,k-ft/ft -39.72 k-ft/ft 24.23 l<-ft/ft 17.24 k-ftlft 1.29 k-ft/ft -0.69 k-ft/ft . -0.45 k-ft/ft 76.026 psi 0.000 psi 28.475 psi 0.000 psi 152.053 psi . 12.325 psi 13.333 psi 76.026 psi 0.000 psi 16.925 psi 0.000 psi 152:053 psi 9.077 psi. 1.981 psi 76.026 psi 0.000 psi 12.123 psi 0.000 psi 152.053 psi 9.479 psi 4.538 psi I Reinforcing ( values given per unit width of footing) @ Left Edge of Col #1 Between Columns @ Right Edge of Col #2 Ru/Phi As Req'd Ru/Phi As Req'd Ru/Phi As Req'.d ACI 9-1 2.65psi 0.353in2Jft ·100.08psi -0.577jn2/ft ACI 9-2 6.43 psi 0.353 in2/ft 61.05 psi 0.353 in21ft 3.24 psi 0.353 in2Jft 1. 75p~i -0. 353 in2/ft AC! 9-3 4.13psi Q.353in2/ft 43.44·psi 0.353in2/ft 1.12psi -0.353in2/ft ! ACI Factors (per ACI, applied internally to entered loads) ACl ~1 & 9-2 DL 1.400 ACI 9-2 Group Factor ACI 9-1 & 9-2 LL. 1.700 ACI 9-3Dead Load Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term F~or .... seismic= ST•: 1.100· • I I R2H Engineering, Inc. I,, .. --. ! PROJECT 8L-A-c~~~ SUBJECT L\,J€ CD BY ________ _ I I I .. : I .!" • :f~i~~-; I ······! ' :· •;• .. I I .... ~' 1·. ; I . . '2.(, "?< .... ' I I ·1 I ....... !· .. .. . . ...... . ,_: -~; .. ~ . \,, ..... ,- I l ~. •• i . . .: ,, : i": I ,,! . ·:. ·: I (__/ 1--·· I L..Cf I~ ; \· .. ~ r-, ; i· · ... : : . !··: ' . . i •.. £ .· JOB NO. DATE SHEET 01/I ;?·· '1/01 ' ! q+_OF ~-. : ·-· -·' •• -•• ••• "'I: ,' $ • ' \ ... ---·····:. ~ ~-;· ·I• •t• • j . ~ r : ., -·· '··; ,. :· , ... • : ~ : . }· -;-·: . ........ . : : ; ~ ;. ~ ·;·: . ·-.. -: ··.-: . -i ... i • J • ~-, • . ~ . ; ": ~--.., .. · .. ' ,: .. ;. ' . :1 I I I I I I I I I··· I I ·1 I I I I I( :: ...... ~ .. ~~ I DISTRIBUTION OF FORCES AND-OVERTURNING CALCULA110NS SHeARWALL, LINE 1 - V= · TOTAL MEZZ V = TOTAL PANEL V= SUMV= Roof Ratio Panel RI No. ~ SurriR 1. 1.72 0.087 ·2 ·s.43 . 0:275 3 .. 5.64 0.285 4 ·s.98 0:353 "5 l>.00 ·o:ooo 6 0.00 .0.000 7 0.00 0.000 8 0.00 0.000 9 0.00 0.000 10 0.00 0.000 11 0.00 0.000 12 _0.00 0.000 13 0.00 0.000 14 ·o.oo 0.000 15 0.00 0.000 19.77 1.000 Kips Kips 49.07 Kips 137.07 KiDs Mezz.·1 ·Mezz y/n R ~~~~aJE.flii:t~,~ 0.00 ~~W,lp~(C""ffl,ii~~~I 0.00 ~~~~;:~-~~:!&~ ·o.oo ~i[~Jti;~D!~JHl!u ·o.oo ~;~~ill!~I 0.00 ~~~t!~rtilit 0.00 :;~111~~;f~1: o.oo ,,,,,·.,-, .......... .,c, _0.00 ~~~~~~~D~~~!~~ 0.00 ~!~~-,1~~~ . 0.00 ~l~~iJ.F~M~!~f 0.00 ~~~:~t-~~-~~ 0.00 mft1fl~1ii1 L 0.00 ~Lli:.t,'f~)'iif] 0.00. )J~1~~lai~B-~l 0.00 0.00 Ratio Rml SumRm· 0.00 o·.oo 0.00 ·o.oo 0.00 0.00 o:oo 0.00 0;00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Mezz Roof Shear ·shear l<ii>s Kios 0.00 11;9 0.00 37.6 0.00 39.1 o;oo 48.4 0.00 0.0 0.00· 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 o.oo 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 Shear Wall Oesian T7 T4 T2 T2 IANOCAL IANDCAL1 flNOCAL flNOCALt ANDCALt ·1ANOCAL IANOCAL ANOCAL1 ANDCAL1 ANDCALI ANDCALI Dwg. Panel No. 3 4 I '6 0 0 0 0 0 0 0 0 0 ·o 0 0//13 f· 15. I 1. ··.REINFORCEOCONCRETESHl:ARWALL TWOST0AY W/FOUR ST~OPENINGS · .ShearWalJ.Une ,.. . . I Panel Number PANEL NO. ON.ORAWINGS: 1 Panel Type 7 Panel Geometry Hr= 31.00 ft. UDt= 28 ft. ,Hrtltol= 1.19 R= Pg.1 I I I I HA= 7.50 It I.A= 26 It HAit.A= 0.29 RA= HS= 7.00 It 1,.8= 4 ft. HBll.B= 1:88 RB= HO= 7.50 ft. LC= 4 ft. HCJJ..C= 1.88 RO. HO= 7.50 It lO= 1.98 It · HOILO= 3.79 · RD= HE= 10.00 ft. LE= 26 It HEJLE= 0.38 RE= HF• 10.00 ft. LF= 4 ft. 1-FJI.F= 2.50 RF= HG,a 10.00 · It. LG= 4 fl HG/LG= 2.50 RG= HH= 1 ft. 1.H= 1.98 tt HH/1..H= 5.05 RH= locate center of pier C ft. Depth spandrel top= ft. Oeptl! spendrel bot= ft. Width r:I Opening B-C Wldlh of Opening C-D Lateral Loads Vr+p Vmezz Hmezz LF.= Gravityt.oads w1 11.93 0.00 kips kips ft. Total~panet Mezz. 1iY1t load x1 x2 ll3 X1 26 ft 26 ft 26 ft feftend <=Lw/2 W.¥811 lflt .• 1.000 tell'= 0.000 terr= 0.451 tell'= 0.457 tell'= 0.085 · telf= 0.981 telf= 0.469 teff.= 0.469 telf= 0.062 tell'= I w2 w3 P1 P2 P3. P4 P5 P6 P7 kilt k/lt kllt. kips kips kips kips kips kip& kips kips X2 X3 X4 0 It ft. ft 28 ft- oft incorrect -must be >=Lw/2 nghtend I PB . Boundary Check I .. :::· (l'c= ' . fy= I I I 1· I I I P= Agross Pu/Ag Allow Mu= Vu= Mu/Vu"L= 3"1"h*(fc)•.5= Pu/Ag+Mu/S MemberC %Shear re= fy= P= Agroa PU/Ag Allow Mu= Vu= MuNu"l..= 3'1"h*(to)".5= Pu/AQ+Mu/S MMnberD %Shetir' re= fy= P= Agro8S Pu/Ag Allow Mu= Vu= Mul\lU"L= 3'1"h•(rc)•.5= , . Pu/Ag+MIIIS "MlalblrF l\/%Shear . ro= fy= I PANEL No. 0.46 9.82 348.00 0.039 0.40 28.64 7.64 0.94 66.03 0.13 0.-46 4.00 00.00 . 13.22 348.00 0.053 0.40 28.64 7.64 0.94 66.03 0.06 0.09 4.00 60.00 6.58 172.26 O.OM ·0.40 5.33 1.42 1.89 32.88 0.17 0.47 4:1)0 60.00 <1.0 lclpa kll 1cBI kll kips iflA2 klli klli k"ft kips <1:0 kips kll klll klll kips in"2 kll Jcal k"ft kip& >1.0 kips kli . lali kai Mea. load X5 left end Mezz. kllld X6 Mez,z.lOlld X7 MIIZZ.Jold XS ~: 26 ft <=Lw/2 incorrect -must be >=Lw/Z light end . S 94 U8C 1921.6.5.4 >Vu <.05"1'o 0.2k91. D D F G H unfac:toAld len than allowable >Vu <.05"l'c 0.2 k11. unlacltnd lel&1hanal10Wable ~ WALL PIER >Vu < .05"1'c 0.2 kli. 7.25 7.25 7.25 7.25 7.25 7.25 7.25 7.25 7.25 I OHi? I ~-f, ff8· .. ·Asre<r 0.06 111"2 0.()8 if1A2 1 #5bals ; . ,• b= -29766.53 1 #6bars I '»~--a= 1911.60 1 'lfl bars c= 1853.27 1. #8 (b"2--4•a•c)A.5= 29527.54 As1= 15.51 111"2 As2= 0.06 111"2· I lltnlbei'F JncltJ<!e M spandlel · !1n~l~ Muspan 0.00 Muf 78.32 As min.= 0.93 fnA2 I Bela1 = 0.85 MemberF O.Wpb;= · 0.02 Asma,c;:: 5.95 111"2 UeeAa= FLEXURAL A8IJIIF 0.-46 111"2 0.61 ·ln"2 2 #5bars b= -60134.40 2 #6 bars I F 1911.60 2. #fl bars c= 27255.18 1 #6bars (b"2--4*a•cr.s,. 58375.87 As1= 31.00 in"2 Aa2= 0.46 in"2 I lkmllerG Include M sf)ll!Klll!I ~~1Y:¥¥L~5 Muepen 0.00 Mug 78.32 As min.= 0.93 111"2 Betaf= 0.85 llemblt'G I 0.75*pb= 0.02 Asmax= -5.95 ln"2 UeeAs= . FLEXURAL STEEL ~ Asreq= 0.46 111"2 0.61 111"2 2 #5bars b= -60134.40 2 #6bars a= 1911.60 2 'lflbars I c= 27255.18 1 #Sbars (b"2--4*a•cr .5= 58375.87 As1= 31.00 jnA2 As2= 0.46 111"2 MemarH I:· lnofudeMspandrel ~~~-~ Mtispan 0.00 Muh 10.34 As min.= 0.46 in"2 Bela1 = 0.85 MemberH I 0.75"pb= 0.02 Asmax= 2.95 ln"2 Ul!eAs= FLEXURAL STEE. Asreq= 0.12 irr'2 0.16 111"2 1 #5 bars b= -29766.53 1 #6bars ;r-1911.00-1 #1 bal's I c= 3596.64 1 #8bars (b"2-4*a*c)".5= 29300.94 As1= 15.-45 ln"2 Aa2= 0.12 111"2 Design for Shear ..... No. 3 Pg. 3 94 UBC 1921.6 Panel I Panel SHEAR REINFORCING Aw-= 1809.eo lrr'2 #5bars. ~c}"-.5 114.45 klpa hooks not required vu= 16.70 kipll not a pier Aamln.= 0.17 ln"2Jll vu.<AV*(to)A.5, 1914.3 one curtain I Sniin,;, 18.00 In. #5bars 18 ino.c. utx 43.03 Slab Dowels phi*Vn= 137.34 kips #4 bani( 32 ino.c. MlmberB MamllerB SHEAR REINFORCING I M-1= 278.40 ln"2 2#3bara AcV*(tc)A.5 17.61 klpa hookl not required VIP' 7.64 kipa · not a pier Asmin.= 0.17 inA2/ft. \IU<AV"(l'c)".5, 1914.3 two curtains Smln= 9.60 ln. 2#3ber& 10 in o.c. LJt= 6.11:? SlabOowels I phi*Vn= 21.13 kip& #4barstNA ino.c. MlmllarC lllmber'C ArN= 278.40 in"2 SHEAR REINFORCING AcN*(tc)A.5 17.61 kips 2#3bals I VU= 7.64 kipa hooks not required As min.= 0.17 jriA2/ft. Vu<AV*(l'c)A.5, 1914.3 not a pier smtn= 9.60 In. two curtains IJt= 6.62 2#3bin 10 ino.c. f llhl--Vn= 21.13 kip& Slab Dowels I(_ --#4bar&<NA ino.c. MlmberD )llllmblrD 1· I I MF Acv*{l"C)".5 I Vu= As min.= 8min= IJl= phi"Vn= I MembarF AfN'> Ac\l"(l'c}A.5 I Vu= At.min.= Smin= IJt= phi"Vn= I Mliml:lerG AcF Acv"(l'c}".5 V1F- I As min.= Smin= IJl= pfii"Vn= I *"""'H A~ AcV"(l'c}".5 V1F- I· As min:= Smln= IJl= phi'Vn= I HoldownSteel C.G. left= c:G. right= I .9"Mrleft= .~"Mr right= Spandrel Steel I lpaRdnllB-C FlltXlnlSIINI ~deptlt Spancjrelspan ~t design aesumee I MuspanQrel Asaumedd= . Asmin.= Beta1 = 0.75*pb= I AllmaX=: Asreq= b= a= c= I (b"2-4'"a*C)A.5= As1= AIJ2,:,, lplndrelC-D Amnt-..a I Spandreldeplh Spandn,I span Spandl'al design auumee Muspandrel Aeaumedd= ,;.min.= I Bela1 = 0.75"pb= Aemax= ,.. Aa,eq= 11._ b= a= c= {b"2-4*a•c)".5= I 137.81 8.12 1.42 0.17 4.75' 3.28 ln"2 kips kip$ ln"2/ll In. 10.46 kip$ 278.40 17.61 7,83 0.17 9.60 8.82 ln-'2 kip$ kips ln"2/ll In. 21.13' kiJ>& 278.-40 in42 17.61 kips 7.83 kip& Vu<Av"(f'c}".5, 1914.3 Vu<Ay*(l'c}".5, 1914.3 · 0.17 in-'2/ll Vu<AV-(l'c)".5, 1914.3 9.60 in. 8.82 21.13 kips 137,81 a.n 1.03 0.17 4.75 3.28 in"2 kips kipa in-'2/lt In. Vu<Av"(f'c)-'.5, 1914.3 42.14 kips 12.51 ft. 13.49 It. 645.28 k"lt .85"Mr left= 695.47 k"lt .85"Mr right= uplift O left = upllftO light= PaMINo. 3 Pg.-4 8 1l 8 It Plnnedl:nd$ 3&.19 k"lt 76:8 in. cfa.rclepCb 1.86 in"2 0.85 0.02 11.90 in"2 Ute As = 0.11 In~ 0. 15 in-'2 -120268.80 1911.60 13289.18 · 119845.61 62.80 in"2 0.11 in"2 8 ft. 8 ft. Pinned Enda 38.19 k"lt 76.8 in. c1a.rc1epG1 1.86 .in"2 0.85 0.02 11.90 In~ Use As = 0.11 in"2 0.15 ln"2 -120268.80 1911.60 13289.18 119845.61 609.43 656.83 no no SHEAR REINFORCING 2#3bat& hooks not required hoops not required twocurtain6 2#3 ball 5 In o.c. SlabOowets #4 baris NA in o.c. lllmll«F SHEAR REINFORCING 2#3bara hooks not required notapier two curtains 2#3 bars 10 in o.c. siabOowela #4 bars I 32 in 0.0. MerilberO SHEAR REINFORCING 2#3banl hock8 not required not a pier two curtains 2#3 bani 10 in o.c. SklbOowets·. ''., #4bars r 32 in o.c: Membll'H SHEAR REINFORCING 2#3bara hooks not r!Mjulred hoops requited two curtains 2#3 bars 5 in o.c. SlabD<Mel& #4barsc 32 ino.c. ., SPANDRELST&EL B-C Flexural steel 1 #5bal$ T&B 1 #6bal8 T&B 1 #7bars T&B 1 #Sbers T&B IPANDM!L ST!liL c-D Flela.llalsteel 1 #5bars T&B 1 #6bal$ T&B 1 #7bara T&B 1 #Sbara T&B V / •• ,. I 0/ll? I p, too .As1= 62.80 in"2 I As2s 0.11 iri"2 apandralF.O PANEL NO. 3' FltxUral .... Spandrel depth 6.5 It Spandrel span 8 It Spandral design assumes PinnedEnds I Muspandrel 86.38 k'ft Aaaumedci= 62.4 in. .. ,..,.., As min.= 1.51 ln"2 Seta1 = 0.85 0.75"pb= 0.02 SPANDIU!LST&ELF-G I Asmax= ~.67 iri"2 \JaeAa= FlexuralSleel. 0(,.:. Asreq= 0.31 111"2 0_41 jnA2 2 #5bars T&B b= -97718.40 1 #6banl T&B a= 1911.60 1 #7bara T&B c= 30061.45 1 #8bars T&B I {b"2-4"a*C)A.~ 96535.09 Aa1= 50.81 jnA2 As2= 0.31 in"2 Spendmo-H PANEL NO. 3 FJuu,alstNI I Spandlei depth 6.5 It Spandrelspan 8 It Spanilral design aasiJmes PinnedEnds Mu6!)8ndrel 86.38 k"it Assumedd= 62.4 In. ..... ....,. I Aamin.= 1.51 in"2 Bela1 = 0.85 0.75~b= 0.02 SPANDRELS G-H Asm8X"' 9.67 ln"2 UNA&= Flexurat steel OIL Asreq= 0.31 ln"2 0.41 in"2 2 #5l>\lrs T&B I b= -~7718.40 1 #6bars T&B a= 1911.60 1 #7banl T&B c= 30061.45 1 #8bars T&B (b"2-4'°a*c)A.5= 96535.09 Aa1= 50.81 111"2 1 .. As2= 0,31 in"2 ShNr .... 8-C SIMlarltleJB,C Mu left= 38.19 k'ft Shear steel Mu fight= 38.19 k"lt #5bani Vlelt= 6.36 kips one curtain Vright= -6.36 kipa #Sbanl ,a lno.c. I Vu= 6.36 kips ~ phi"Vn= 89.41 kip& phi"Vc/2= 21.13 kips Aw= 556.80 111"2 phi,. 'vc= 42.258 kips ACV"(rc)".5 ... 35.22 kips 111Nr1t11e1c.o IIINrStNIC,,D I Mu felt= 38.19 k'lt Shear steel M~ right= 14;87 k"lt #Sbara Vlelt= 6."36 kips one curtain Vright= 2.98 . kips ~ #5batS 18 in D.C. Vu= 6.36 kipe phl-Vn= 89.41 kips ·1 phi"Vc/2= 21.13 kip& Acv= 556.80 in"2 phi • vc= 42.258 kips /\(:V"(l'C)".5 = 35.22 kipa ---F-G lhur9INIP-G Mu left= 86.38 k'ft Shearsteel I MullQht= 86.38 k'ft 2#3bers Vlelt= 14.40 kips oneclirtaln V right= 14.40 kipa 2#3bars 16 ·no.c. Vu= 14.40 kips / phi-Vn= • 1 kips phi"Vcl2= 17.17 kips I ACN= 452.40 in"2 phi ,. Ve= 34.335 kips AC\l"(f0)A_1~ .. 28.61 kips StiearatNtG-H lhelr stHI G-H Mu left-. 86.38 k"lt stiearsteel Mu right= 18.-40 k'ft 2#3banl :Vlelt= 14.40 kip8 · one curtain I Vrigllt=-a:69 kips 1/ 2#3bers 16 ino.c. Vt1;; 14.40 kips phl"Vn= 66,01 kips phi-Vcf.2= 17.17 kips AcN= 452.40 ln"2 phi• Ve= 34.335 kips ACV"~c)".5= 28.6t kip& I I· 11 l \ I I RBNF:oRCED~~-WN.l. Shear WaN Line - I I .I I I I I I I I I I -I Panel Number 'PanelType -Panel~ Hr= HA= .HE;!= HC= HD= HE= HF= Deplll,pandrelfap= Oeplh spandlel bot= 1..amn11L09ds V#p Vmezz Hmezz ' LF."' Gravity 1.o,tc1s "YI, w.2 W3 P1 P2 PS P4 PS P& P7 P& Boundaryc:heck ..... 'lf,Shear fc= fy= P= AQtm$ Pu/Afl Allow Mu= Vu= MuNu*L= 3*Ml*(l'C}".~ Pu(~ ~c %Shear re= fy= P= Agross Pu/Afl Allow Mu= vu= Mu/Vu'l.= 3*1"h•(l'c}".5= Pu/Ag+Mu/S ........ "5hear. re= fy= P= Agioes PulAg Allow Mu= Vu= Mu/Vu'l.= 3"1*h*(l'c)".5= Pu/Ag+Mu/$ lllltllhrP 'lfiShear fc= fy= P= Agl'OIS Pu/Ag Allow. MIF VU= Mu/Vu*l.::: 3*Ml'(l'c)".5= -,-Pu/Ag+Mu/S I Flexural steel I , ___ .. .....,. Include M spandrel Mu11J111n1Dp. 31.00 7.50 7_50 '7.50 7.00 7.00 7 15.75 6119.90 0.03 0..40 90.80 28.35 0.'49 127.1Q 0.24 0.50 4.00 6().00 24.40 eeli.110 0.05 O.<IO 98.80 26.35 0.'49 127.10 0.27 0.92 4.00 60.00 54.00 13«!,flO Q.056 0..40 340.91 48.70 OAS 259.1& 0.28 0.08 4.00 60.00 27.24 384.54 0.0119 0.40 27,115 3.99 1.58 72.9& 0.34 .......... . 4 <1.0 kips bi ksi kll kips lrr'2 ksl ksi k"ft kips <1.0 kips ksl kll k&i kips in"2 bi bi k"ft kips <1.0 kips lcal bi lali kips in"2 lcal ksi k"ft kips >1;0 kips ksi " L1DI=' i.,;., 'lB= LC= I.I> LE= LF=- 23.42 ft 28.42 ft. 7.1 ft. 7.7 fl 23.42 ft. 15.7 ft 4.42 ft. x1 x2 lC3 X1 Hliltd= HM.A= HWI.&= HCILC= HD/lDI= HE/LE= HF1LF= 23.42 ft 23.~tt 23.42 ft ft X2 X3. X4 ' Mezz.Joad Xii Merz.load xis Merz. load X7 Mazz.Jolld XB 94 USC 1~.8.5.4 • >Vu > .05-rc 0.2 ksi ........ ---- >Vu > .05-rc 0,2 ksi >Vu > .05-rc 0.2 kll >Vu > .as-re 0.2 ksl , pt.2 4 1.32 0.32 0.97 0.97 o.ao 0.45 1.58 pt.1 leltend <=l.lW2 >=t.'#2 Tightend left end <=t.w/2 >•Lw/2 nehtaid A D .._. ..... 1.000 teff= o.roo mff= 0.500 'WI= 0.500 tllff= 0.000 lillf:= 0.924 l8lf= 0.1116 lllff.= ~~= 7.25 7.25 7.2!, 7.25 7.25 7.25 Ol(t 3 p, lo:f I I Mll$f)anbot ......._ Munetspan I ~~-.. . Sela1= 0.75*pb= Asmaxi= Asreq= I b= a= c:= (b"2-4"a*c) ... 5= As1= M2= I ......,c lnclll\le M spandiel Muspan~ Muspanl;lot Mu net span I Muc Asml11.= Bela1= 0.75°pb= Asmmt= Asreq= I b= a= c= (b"2-4~*c)A.5= A11= As2= I ........ Include M spandlel Mu span Mue Asmln.= I Beta1 = 0.75"pb= Asmax= Asreq= t,c a= I c= (b"2-4*a*c)A.5= As1= As2= ......,., Include M spancjral I Mu~ Muf As min.= Bela1 = o.75*pb= I Asmlllt= ASleCF b= a= c= (b"2-4*~*C)A.5= ·1 As1= As2= Design for Shur ...,...,. ~ I Acv"(f'c)A.5 Vu=. Asmln.= Smin= J.Jl,: phl*Vn"' I MltllhrC Mr- Acv'(l'c) ... 5 Vu= Asmir\.= I Smln= I.It= phi*Vn= I ...... ~ N#"(fc)A.5 Vu= As min.= I··-· Srilln= Lil= phl*Vn= I. 0.00 ~.£1-tilll~l~f 98.80 1.79 JnA2 0.85 0.02 11.46 JnA2 UseAs= 0.30 inA2 . O . .«l in"2 -11575&,72 1911.80 34382.77 114617.52 80.28 lnA2 0.30 in•2 ~1~~ 0.()0 ~~[iii 98.80 1:79 inA2 0.85 0.02 11.~ il1"2 0.30 lnA2 -115758.72 1911.80 34382.77 114817.52 80.26 JnA2 . 0.30 JnA2 5J\l!ti'i\;lj!:,~ll1l] 0.00 340.111 3.84 ln"2 0.85 0.02 23.36 lnA2. 0.50 lnA2 -236027.52 1911.80 118836.20 234097.115 122.97 tn•2 0,50 inA2 ~~~fg~~~ 0.00 ZT.95 1.03 in•2 0.85 0,02 e.68 fnA2 0.15 fnA2 ·-88448.51 -1911.flO 9728.15 1158$6.SS 34.61 111"2 0.15. ln"2 ......... 4 535.92 33.89 2$.35 0.17 18.00 12.74 in"2 kl.,. kip& 111"2/ft In. 40.87 lei.,. 535.92 33.89 20.35 0.17 18.00 12.74 in"2 kips Iopa i~ in. .«l.87 kips 111"2 kips kips '9, a 94 UBC 1921.6 Vu<Av*(l'c)".5, 1914.3 Vu<.Av*(l'c)"'.5, 1914.3 1092.72 89.11 48.70 0.17 18.00 25.99 iftA2/ft • ViKAv*rc) ... 5, 1914.3 in. 82.113 kips .......,. FLEXURAL STEEL 2 #Sbars 1 #8bars ·1 fl7 bars 1 #8 bars -....,c FLEXURAL STEEL 2 #5bals 1 #l!bars 1 #7bars 1 #8banl FLEXURAL STEEL 3 #Sbllls 2 #8bars 2 #7bals 1 #8.bais FLEXURAi. STEEL 1 #5 l!a!s 1 #6 bars 1 #7 llanl 1 #8baN .......,. SHEAR REINFORCING #Sbars h00lcs not NqUilwd not a pier one Cllriain #5 bars . 18 in o.c. Slabeow.19 #4 bars' INA in·o.c. ........ c SHEAR REINFORCING #5balS hook& not required ncOpier one curtain, bani 18 in o.c. SlabClcMela #4 1NA lno.c. .......... SHEAR REINFORCING #Sbela . hooks not requirwd notapier \ 0tw,curtaln ~bani 18 ino.c. Slab Dowels. #4banlc 22 lno.c. f. lo-2.. / ·I I ........ Ar:v= I. ArN"C,c)•.5 VIF As min.=· smin= Lil" .1 phi'Vn= Holdowniteef C.G: lelt= C.G.J!ght-= I .9'Mr left= .9'Mr right= I Spandrel steel a,.1111ra1a-o.., Pllicvrll ..... Spandrel depth . Spandtelspan Spandnll design -.umes I Mu tj,andntl Assumedd= Asmln.= Belll1"' 0.7/frpb,= I Asmax= Asn,q: b= a= c= (11"2-4"a•c)".5= I As1= As2'< ........... (aoTJ ,_,., ..... Spandrel depth Spandrlllspan I· Spandral design assumes Mulffllln<lrel Assumed9"' · As min.= Bela1 = I 0.75·pb,= Asmax= Aanlq= b= a= c= I (l>A2-4*a"c)".5= As1= M2= ..... , .... a-c(TOl't Mui.it= Mu right=: ·1 Vlllft.= Vright= Vu= phi'Vc/2= Ar:v= I Ar:v*lfc)•.5= ... .., ..... ..,(aoTJ MIiiett= Mu right= Vfeft= Vright= I Vu= phi'Vc/2: A/N2 Ac>l"lfc)".5= I I ('' ,, .. I 307.63 19.48 3.99 0.17 10.81 7.32 1n•2 kips Iopa in"2Jlt. In. . 23.35 kips 11.93 ft 11.49 ft 872.05 k*lt 840.28 k*lt 8 ft 8.02 ft. PlrinedEnd8 156.70 k"ft 78.8 ill. 1.88 in'-2 0.85 0.02 11.90 in"2 o:48 1n•2 -1:20288.80 1911.80 54531.01 118522.85 62.48 in'-2 0.-46 in"2 9.5 ft 3.3 ft. Pinned Ends 381.88 k"ft 91.2 in. 2.20 in•2 o.as 0.02 14.14 in•2 0.94 ln"2 -142819.20 1911.l!O 132888.41 139211U5 73.t, in"2 0.94 iJIA2 158.70 k*lt 156.70 k"ft 19.94 kips 19.94' Iopa 19.94 tdpa 21.13 kips 556.80 in"2 35.22 ldpt 381.86 k*lt 88.90 k"ft "6.20 kips 17.85 klpa 40.20 kips 25.09 kips 881.20 in"2 41.82 kipa Vu<Av"lfc)".5, 1914.3 UtieAs= O.ltl in"2 ux.,..,.,.1111,.. U..As= 1.25 ln"2 ...... , SHEARRE!NFORClNG #3banl hooks not required not a pier two curtains . 2#abars 11 in o.c. SlabOowels . #4 bars 1 32 In o.c. fl· /03 /· \ .4 t1oT =(t.4-}(t4.z" K 1,1,) + ( l.~,i/ )(,,')] = 1;;,2.1 '~. l~~t, 7 -$i,4-o,'3> :: Z-3, c, z t..: z~.+z -2 1 2,.cr2" = o,1'""'-o ,. r 8PAllDlt& &TUL 11,C FlexunllSblel 2 #5bars T&B a.~ t 2 #6bars T&B ~ #7bals T&B 1 #8bars T&B _,.MDIIIL fflll&. 1W FlexuralSINI ·OK-~ 5 #5bars T&B 3 ..Sbals T&B 3 #7bars T&B 2 #8bars T&B' -............ li-C 9-SIINI bars one curtain #Sbars 18 inc.c. plll'Vn= 89.41 kips p111 • v~ 42.258 kips ....., ff ShellrSINI '#Sblls onecurtah\ ~bll,-18 lno.c. phi*V~ 108.18 ldp!I phi•Vc= 50.182 kips I I REINFORCED CONCRETE SHEAR WALL WI I I I I I I I , .. I I I I I shear Waii Une Plne!Numbtr Pane!Type p.,.Geom«ry f.lr= HA= HS= HC> HD= HE= HF= J.ateralL'*'- Vrtp Vmazz Hmezz LF.= Gravity Loads w1 w2 wS P1 P2 PS P4 P5 Pe P7 P8 BoundaryCheck ........ 'liShear fc= fy= P= Ag~ Pu/Ag Allow Mu: Vu= Mu/Vu"L= 3*1'h•(fi;)".S= Pu/Ag+Mu/S ,..,,..,c '6Shear ri;:: fy= p;, Agross Pu/Ag Aliow Mu= Vu= Mu/Vu"L= a•l*h*(l'c)".5= • Pu/Ag+Mu/S Flexutal-Steel .. ...,. Include M spandrel Mub As min.= Beta1 = 0.7s-pl,II Asrnax= Asrecf: b= a= c;: {b"2-4*a'c)".5= As1= As2= ........ 0 Include M apandral. Mui; -Aamln.= Bela1 = 0.75*pb= -~- Aan,qoc b= I a= c= (b"2-4*a*c)":5= ,. As1= . l P.$2=; 31.00 7.50 7.50 7.50 X X X It. ft. ft. ft. It. ft. ft. 2 311.13 kips _kips ft 0-SO ••= 35.01 kfpa 1169.90 in"2 0.07 ksl 0.40 kll 21)5.41. k"ft 27.~ kips 0.11! 127.10 0.30 0.50 4.00 eo.oo ~-07 681Ul0 0.01 0.40 205.41 '27.39 0.97 127.10 0.30., ,.. ..... 205.41 1.79 0.BS 0.02 11.46 0.62 -115758.72 1911.80 71483.88 113373.22 511.93 0.62 ~~~!lab~ 205.41 <1.0. kli- kai ksl ksl kips in-'2 ksi ksl k"!t kips <1.0 kips ksl I lrr'2 in"2 111"2 1.79 ln'\2 0.85 0.02 11.411 in'-2 0.62 inA2 -115758.72 1911.60 71483.88 113373-22 59.IIS 0.82 il\"2 111"2 PANEL NO. ON DRAWINGS; • 1'1,1 23.42 ft. 23.42 ft 7.7 ft 7.7 fl X ft X ft. X ft Total IDClf+p,aMI x1 x2 Mau. live load x3 X1 X2 X3 X4 Mwz.lolld X5 Mezz.~ xe Mazz.lolld X7 Mezz.lolld X8 94 UBC 1921.6.5.4 > .06"f'c 0.2 ksL >.05"f'c 0.2 ksl . pt.2 0.83111"2 0.8Sin"2 lte-,t• ~;g H!IIIDtt: HM.A= HB/1.8= HC/LC- HO/LO= HE/CE= HFn.F;: ZU2ft 23.42ft 23.42 ft ft ft ft 29.42ft ft. ft 23,42ft 1.32 0.32 0.97 0.97 ERR ,ERR ERR R= 1.000 1llff= RA= 0.000 1elf= RB= 0.500 lllff= ~ 0.500 w,. RO= 0.000 tiff= ·RE,;: 0.000 teff=: RF= 0.000 teff= leftend <=Lw/2 .k1c:xlrrect-mustbe>=Lwl2 right end left end <=LW/2. lncol!ec:t-must be >=Lw/2 rightend - 7.25 7.25 7.25 7.25 -0.75 -0.75 -0.75 -.......,. .,....,. FLEXURAL-STEEL. 3 #5'*- 2 #8bars 2 #7bals 2 #&bars -0 FLEXURAL STEB. 3 #Sbals 2 #tlbars 2 #7bars 2 #8bars a._. __ Design tor Shur 94 USC 1921.6 !=REINFORCING I I ,. ... Ar:v= 1630.03 I I I Ac\l°{f'O)A.5 Vu= Asmln.= I Smin= 1.11= phi'Vn- I .......,. MP Acv*(fc}".5 Vu= As min.= Smin= I Lil= phi'Vn= ...-,,c Acv= I NN*(f'c)".5 vu= Asmin.= Smfna Lil=: phi'Vn= I HoldOwnSteel C.G. lelt= C.G. right= 1.4'Moo= .9-Mrleft= I .9"Mr right= Pufeft= Purigtit,= $pal1drel Steel l'lmlNl.atNI I SpandAII diplh Spandnllspen SpendlalcfMian- Muspandre1 Aasumedd= Aamin.= I_ Seta1 = o.1s•p11= Asm.x= A&lllq= b= I a= Cl' (b"2-<4•a•c)A.15= Aa1• AsZ:; ... ,...., I Mu left= Mu~ v~= Vri!)ht= Vu= phl"Vc:/2"' ·1 /11:N= Acv:*(l'c)".5 = I I I I I'- .1. 103.09 54.78 0.17 18.0(}° 38.78 kips kips inA211t. VU<Av"tc)AJS, 191'4.S in. 123.71 kips 535.92 lnA2 33.$ kipll 27.39 kips 0.17 1nA21ft. Vu<Av"ffc')".5, 1914.3 111.CIO in. 12.74 40.67 kips 535.92 inA2 · 33.89 kips 27.~ kil* 0.17 in-':vrt. Vu<Av"(l'c')".5, 1914.3 18.00 in. 12.7'4 40.871dpa 11.71 ft 11.71 ft. 16118.08 k*ft 739.28 k*ft 739.28 k'ft 51.17 kips 51.17 kips 24.5 ft 8.02 ft Pinned Ends 233.5& k"ft 235.2 In. 5.68 inll.2 0.85 0.02 36.48 in"2 0.22 jl)A2 -368S~.20· t911.CIO 81284.49 367,478.50 192.'48 in-'2 0.22 in"2 233.SS k"ft 233.!!8 k*ft 29.72 kips 29.72 kips 29.72 kips 91.61 kips 1705.20 in-'2 107.85 kips Mat• .85"Mr felt"' .8S"Mr right= uplift O lift= uplift O right" . .....,. 0.29 inA2 0(/-.. :'-. . hook!I not lllqllir9d not a pier one curtain #5blus 18 Slab~ls bals NA ino.c. ......,. SHEAR RSNFORCING #5bllrs hooks not required notapiet' oneC\lltain #5 bars 111 SlabOoMls oui, P· /os #Oars 11 20 lno.c. {) ~ , .......,c SHEAR REINFORCING #5 bars hoolwn!ltr,quired not a pier onecudain #Sballl SlabOowela FtexuralSteel 111 1 #Sbars T&B 1 #8bal$ T&B 1 #7bars T&B 1 #8ba"" T&B Shew-eteel #6bars onecultain bars 18 in o.e. phi'Vn= 273.~ kips phi • Ve= 129.42 kips · 1.:4-hiot~(r.-t}[(z~~,~(?t') +(14,ok)( ((,.')] l ' . -= 1Ao2..9 ", -~ JJ+ = J 4028 -7,f, 3 ::: 3o/tB k -z..;,,J,2 -z' 'ii:..?~ t« = Oi57 r 2_ L..., D,ct ~ "a I t JJ. 7 H~D .. r I EA-, ~/JD l$ O,K, I ·1 I I I I-··· Vu:= MulVu"l.= ~)".!= Pu/Ag+Mu/S lllnMrC ,Mhew .•. ra.= I I I I I I f. I lye, .... Ag10511 Pu/Ag 1Jlew Mu= Vu= Mu/Vu't. .. ll"l"h·(f'G}l'.S= Pu/Ai,+Mu/S Plexural steel ........ lnclu~ M span<lrel Mub 'Asmil'I ... Beta1= 0.75•pt,,s -~ ASl8CF b:: c= ~2~~-~ A&1= 'AaZ-.....,c fndudll M splll1dt9I MIC AsmJn.;,: Beta1·= -0.7~ Almax= Aan,qa b;; a= c== (b"2-4"a•i:J•.5"= Aa1= ~ 1)Ql_gn for Shear p...i ArN= 114.30 1470.30 0.08 0.<40 440.0., 62.88 0.41 2'115.t'T 0.30 0.07 4.00 e!l.{11) 2U7 3111.50 0.09 O.,IO 34.08 4.67 1.58 7'4.28 0.37 .......... :s.~~}1~%! 440.03 <1.0 * lali klll l!al lclp,i ln"2 bl ks! k'ft ldpa .i,1:(J Jdtls bl • 3.~ 'ln'2 O.B5 0.02 25.15 in~ o.e1 in-'2 -~-~ 1$'11.00 153128.114 25tn3.02 132.30 inl'2 c0.f1 flr"2 ~~~j}~~ 3,C;(l8 1.04 in"2 0.85 -0;(12 6.70 ill"2 x1 JC2 MezE.liWIOlld ,c3 X1 X2 -)(3 X4 Mezz.lolld X5 'Malz.lolld -;c& U.Z.lolld XT Mezz. load X8 t4 uac1t21.e.u >.05'f'c ... 2 0.81in"2 0.2lali. 0.21191. 0.18 in-'2 0.23 in"2 A7.65fJl0 1e11:eo '1'11l!lil.41 tJetm.91 35,21 in"2 0.18 111"2 94 USC 1921.6 24.a ft 24.4 ft 24.8 ft (t 1.22 0.28 0.41 1.58 ERR ERR ·l:ftR ~~ <i:J.wl2 >=l.wt2 ~: ---t· 1.000 teff= 0.000 lillf= 0.1128 111/f,: 0.072 fle!f- 0.000 telfot 0.000 lillf= O.IXIO ·telf,c ~~ 1.Z 7.25 7.25 -1).15 .0.76 -0.75 <=Lw/2 ~-111U$tl»>=l.w/2 riglltend ..... lllldNtrC - ........... FUOOJIW.-.sn:El. 3 #6 bars 2 '81*s z #7~ 2 #&bars FLEXURAL STEEL 1 #Stars 1 ,,Sba,a 1 #7 bars ., ·- I I Aw''(rd)".'5 ·' vu= ' At.min.= I Srtrin"' Lil= phi'VII" I .Mtdtr.l NN= licv"(f'cy'.-5 Vu= /J,amin.= ,Smin: I Lil= phr'Vn= ....... c Ni'(" I Acrt*(l'c)".5 VVl" Asmln.= Smln= --~ phi"Vn= I Hqldciwn.steeJ C.G. left= C.'G.nght= .s-Mrleft= I :9'Mr'rl¢l'= Spmdreleteel PltX111'1latNI I Spandntl depth Spatldtel11pe11 $plndlaldeslgn asaumes Mu $l)llnd191 ~d-a 'Alrnin.= ' I:· Beta1 = . o.n;-i,,,a Asmax= A'*!"' b=· I a= 'C'"' (b"2.-4•a•c)".5= A11= ~ .......... I-Yu'feft= Mu right= Vlelt= Vlight:s Vu= ptu'Vcf.l= ·1 flt.w= AW'f!c)".5 = I ·I I -1 f I "\ll0.17 ldpa (f7.7a ~ 0.17 in"211l Vu<AV-t'°c)".5, 191<1.3 18'°8 in. 41.05 131.00ldpa 111"2 'ldpa kips 1178.24 74.$ 82,88 0.17 18;()0 27.97 in"211t VU<AV"(l'c)•.5, 1914.3 ,in, e1i:21·klpll ln"2 kips --- 313,.20 19.81 4.-87 0.17 10.80 7.45 in'-2/ft. Vu<Av"(l'c'f.5, 19f4.3 in. · za.77 kips 12.58 ft \2.22 'It 999:11 ~ '9?!).47 -ll"ft 25 ft 3.'4 ft. Pinned Ends 457.09 k"ft 2'40 itl. 5.80 ln"2 0.85 0.02 37.20 in•2 IU2 inA2 -375840.00 1911.eo 1590eS.e6 374218.41 196.19 in•2 0.42 lnA2 457.09 51.13 45.03 12.94 45.03 93.54 17>40.00 110.05 . 944.17 il'fMS yes ' ytl$ 18 lno.c. aP flDL 2 #Sbars T&B 2 #8 bars T & B. '1 #7bllfs T&8 1 #8bars T&B Sbeac,IIHI #Sbara onecudain #5bars ino.c. phi-Vn= 279.42 kips phi•Vc= 132.08 kips ~. = ,i7D8, I 11:< < >': l<.. lJ( , ,4 ~ /2. u . ~, JI < 4. 12. le/, ~--. ~(.STtt-Je;_. «;(.,,fS, P()tJf!!'-"#40 2/1~ I~ 0,,c:. '708, I ,... C/.7o,4? = ?;)'2.4 tc. 24.~ -2.' :,2, 4-k. = 04:,o ,Cf K Cot> • " . -#8 HD . . I I $ R2H Engineering, Inc. JOB NO. _0__,..N~I =.> _____ _ PROJECT ~Lo,.;;;;._,1__..3'-"b"'--.:...:14-t_ti,:..;:-!-:;_:C...;...A..:.:N~l;..;..-N.;.::e:..,----DATE (/2b /o I 1·····: BY __ ~----SUBJECT _____ -,---'-_______ SHEET /0,!5 OF __ _; __ } . -~ -. - . . : ! '. ~ ----~ . :. -....... --()---~---···] .. : .. + .. --~ -~--~ __ ;_ -~--~---"'. -f-··~--:--·:. ___ :_ ~ ---· ··. --~-· ·>-·:. :-· M• 0 •'• 0 ·,-· • : ••• ;. • •; •• ;--~ •• --• ___ 0 ---; · · ·· · -1--1 --T :--=-· .!... ··r··:· ·· ...... :. -i····-: .. i .. : .. ~. :-.. ~ .. !-·!· ·-··· .. ;---;--:-: I ·•: ;::_ [-~~, ~H±J-•! :f f ~f c; 1~-i;.t '~: ~!~~,f,~~: ti< i~u~; ~A;t . : ...... : .. h:::rr:.j.._ Y&.w-,_ ... ; .. ~tii.'f'I .. .tJd..l.: .. , ... ... ··! •j .. ·-............... ,--: . ·; : c. ; ·-.•.. .. , •• ;;:; !:Qi;J~;r:=t.:. tr:;: : ;.;;: '. ':." ., i y _ ·::: ;Ff ''?1·'1 ,_ I I I I I .... :_,, .. I I ' . , · .... ;__ . ' l . ' ·--... ,. 1 ' : , .. , •• ·-· ..... , ... .... ...... ... .. ":" ~--: ..... ,. --...... ·---;--· .. , ••• --: .. ·:--,--·: .. ---..,.-: : ; ,, ... · .. ·-·-: .. _; ., ....... -:--'---. · · ···-··:--.:i:s:.':.r.·t.·.,~c 1::::.i=::;~J~_·::·· ·'.: ... ·:: .·:~·::i ·t :.: ·~: ·~:-..... ;. --.·-· i .. ;: .. :~,·---~.:.: ·: ... ,_~: ... .-_:_·_·:·.·· .. ·.·-_: ~.-_I .. _.-_: .. r_--.. :;···· _.;:~:::: :<_·: ·. ;.:-~: ··· .. , -·.. .. . _._.; .. ·;·,-~·-!,-t--·-·--·--····-... ,. ____ ..;..1 =--~-......... -• .... ,: ... ,j., ··--i--j-.. --·.· --··-:-.. -{-: -~ ~--·-'-".'.· ~--::.--:· -=·-·:. f.: ___ .. : ... ~ .... ;.·--i· ................... ;...... ) .. : .. • -• j . . . ... ·-· -· .. _ ... . , : .. !; ... L ..•. , .. , ...... ,. ;--, ...... ", ... ,./. .. ; ... , .,.. . .. . , .. ., ... , ~ .. · ... : .. :-... : ... ·---: .~ .. :.'.~ ~:t_-~·~'-1f.• -~~TPI#" +Ut$-!G.~--T-~i -1~·ti\'·~ ·1 . ·. ·f-~i~·;, --~.~~~ :1>~. ·"· ·! · ;.·: . ,. :· ·,· ... ,·6H -~it' Ct:,:· I ..... ..:. ..... , ...... ' . ; ....... ; .• ,.. ....... L -? ·!-···-·: . ' . ..: .. :· !·-· 1.-..:.l .. L · ........ ; : ·:· -_ .. +·-t·, .G! .. : ~r-r-··--. . . ! .... (..... ..,:. -........ ! ... t -·-· • . ,;. ~ . . I 1· I ., t'.I --·l .. --~---~--:--""! • -:-.. -~· ·{· .J. .. : -~ .. ..;. . . --: • ! • .,,~ n • • ·-' :. .. , ... I . -.: --~ .. ·1 I I I I I I I I, I I I ·1 I I I I .• ,~--. I I TIU&'! Dagnr.. l)eeclipQan: Steel Beam Design Des~iptton steel tube laterally supporting .panel 22 at new opening j _ General Information Steel~: T.s7X7X:1M CenterS~n Left Cant. · RightCant Lu ~ Unbraced Length I Disbibu~d Loads DL . LL ST Start Location Endl~ Summa #1 0.001 0.075 14.000 30]0ft 0.00 ft 0.00ft 3.001t #2 0.001 0.201 14.000 30.700 Pinned-Pinned LL & ST Don't hft.. Together #3 #4 Fy· . 46;00ksi Load Duration Factor 1.33 #5 #6 #7 k/ft klft k/ft ft ft Beam OK Using: TS7X7X1/4 section, Span = 3:J. 70ft, Fy = 46.0ksi End Frxity = Pinned-Pinned, Lu = 3,00ft, LDF = 1.330 · Actugl Moment 18.024 k-ft fb: Bending Stress 15.324 ksi fb I Fb 0.380 : 1 Shear fv : Shear Stress fv/Fv I Force & Stress Summary ·Maximum Max. M + 18.02k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left 1.74k Shear @ Right 2. 70 k Center Deft. Left Cant Oefl Right cant Def ... Query Defl @ -2.065in 0.OOOin 0.OOOin 0.OOOin Reaction @ Left 1. 7 4 Reaction @ Rt 2;10 Fa ctlc'd per 1.5-1, K*L/r < CC 2.e98 k 0.771 ksi 0.042: 1 DL Qnlv 0.12 0.02 0.02 -0.014 0.000 0.000 0.000 0.02 0.02 Allgwable · 47.493 k-ft 40.379 ksi 32.200 k 18.400 ksi Max. Deflection -2.065 in Length/CL Oefl 26,407.0 : 1 Length/(OL+LL Oefl) 178.4: 1 «-These columns are Dead + Live .Load placed as noted -» LL LL +ST LL LL +ST · @ Center @ Center @ Cants @ Cants 0.000 0.000 0.000. 0.000 18.02 k-ft -0.00 k-ft 1.74 2.70 ·-2.065 0.000 0.000 0.000 0.000 0,000 0.000 0.000 1.74 2.70 k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k J t I I 1 ...... I I I I -1 I ·1 I I I I ·1 I I f- I · ~ R2H Engineering, Inc. BY-,--,--,-~-- PROJECT . Lo T 3 !;, SUBJECT_~--~--------- JOB NO. _O~/,JJ,_,,3:c__ ___ _ DATE ~0/1~/o/ SHEET_~/i~O~f.=./...__OF __ _ I 1 .. - I I .I I I I I I(···· I I I I I I 1- ~, .... ·-1(. I Title: Dsgnr: Description : Date:· Job# 0111:, /0/15Y1'/ Scope: t I /01,2.. Ste_el Beam Design Page 1 I Description Steel tube laterally supporting panel 7 at new opening I General lnfonnation Steel Section : TS7X7X5/16 Fy 46.00ksi Pinned-Pinned Load Duration Factor 1.33 Center Span Left Cant. Right Cant 29.33 ft 0.00ft 0.00 ft 3.00 ft LL & ST Don't Act Together Lu : Unbraced Limgth I Distributed Loads #1 DL. 0.001 (..L ST 0.075 start Location End Location 10.000. S~mmary · #2 0.001 0.255 10.000 29.330 #3 Uslng: TS7X7X5/16 section, Span = 29.33ft, Fy = 46.0ksi End Footy = Pinned-Pinned; Lu = 3.00ft, LOF = 1.~ Moment fb : Bending stress fb/Fb Shear fv : Shear stress fv/Fv I Force & Stress Summary Actual 23.212 k-ft 16.385 ksi 0.406: 1 3.447 k 0.788 ksi 0.043: 1 #4 Allowable 57.203 k-ft 40.379 ksi 40.250 k 18.400 ksi #5 #6 #7 k/ft k/ft k/ft ft ft Beam OK Max. Deflection -2.025 in Length/DL Deft 36,474.5: 1 Length/(OL +LL Def!) 173.8 : 1 I I «-These columns are bead + Live _Load placed as noted ->> Maximum Max. M + 23.2.1 k-ft Max. M-. Max. M@Left Max. M @ Right Shear @ Left 2.26 k Shear@ Right 3.45 k Center Def!. Left Cant Deft Right cant Def ... Query Defl@ -2.025iil O.OOOin 0.000in O.QOOin ~eaction @ Left 2.26 Reaction @ Rt 3.45 Fa calc'd per 1.5-1, K"'Ur < Cc DL _QnJ:L 0.1"1 0:01 0.01 -0.010 0.000 0.000 0.000 0.01 0.01 LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 0.000 0.000 0.000 0.000 I 23.21 k-ft -0.00 k-ft k-ft k-ft 2~ k 3.45 k ~ -2.025 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 2.26 k 3.46 k • I l I R2H Engineering, Inc~ JOB NO. 61113 I ... ( .di PROJECT BL.AC.KM ORE LOt3e> DATE e;/01 L-t,J~ ·@ I I I I I I 1·· I I I I I I BY -SUBJECT SHEET ltO OF .•·J-~t:~·:~~r~.·/::~.+#!+~Hfd#~JJ~v_f Ff 4~f 4:~;:~f. U gH+~~1[f h~ :·· • .... · j .. ~n~4:·:--~~,J~-~ '.· ··; ll.{,4~-1-·:r.-::. : -·.: ;· !{f:~tr·; L.i .. ; ·1 i' :_~~-trtl_j.·~· -r--:i--·r r.. _: -i .:. ·: · -· · rr .. , .; + 1• :· ..... , ...... " .• ,., -;fj.-:.--te;.-4-f·-•(a-. -·,)--.-·. --i--'&-,.,~af .. , -·--.l~•-,-,.~!f"~----~ .... , .. , . .,._, , . ; · ·: ·i ;· \"·~6~ -; ~ · :-~·-1 ;. ... r--i·t.t-f in.i,, -I : .. ; .. f.: · !-·; · --~-11i;;~ · : · I· : i· -rf;~-1::./-t-J-.,t.. i + i ~ : ·i· = .. ; :· :":"'" t ,--1·:•-, , r··;·;~-:-·---r .::':r·:··, ~-r"!" ;· ~-:·: :···@·· :--;·--r ~r··t-.. j·--:o, , .. : !"'' t : ; i ..... -4 •. 1,... ~ ' \ ' ! I f . . .. '~:...2· .. ''. I ... I h· . .,,.r._i.~ .. .,J,LI -.,,.; . -4 ... :GJ: ' .... ; ! i , , ~·tz.· ·· ·n·or.i ·! ·! f.~1: ,---: ·$1· .. ·41· \. ;---.fJ;,-4-'f,ir :~"i-;-·' ,··Q"r-r~h' l 'c?f-j-g~i-· · ., .. 1 · ·· . H . . : ,, ··' .... : :'t.H !!r r-: '.f[ < )L l • : · ',':·:r: ~:;-1 t:11:.;p ; Li : } I ! .... ,, . ., .... ; '. ; ~ .... , ' t _ .... :• ........ --.......... .. ; : 1'··:··: ; : - : : I,··! j • ·-~ .. . : . f" . . ' .. ~ -~ . ~- , .. i , ... -;-·: :· : . .;... ... ~~:-.. -:. :-··--·;· .. ,: ... - · .. :-·!· ;. : f : • l ' • I ~ ,. ;. . .. : .. -... i· : i : : : ,':·•'•f' ......... :~· -· : ......... . ~ ··:· . -= ; -- } - ! .. .. _. .. - . . ·~ ,·· .: .. ~ I , . . .. ~- '"L. _: f·::·; I ~ 7 ~ . . .•. · ... -· .. 7·· ... : ' : .J. . .... : .(. _;. '•""""; •. ·--: ~ ........... , .. _ ... i, ••• I· I I I I I I I I le I I I I I I I ,,_ I DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS ~EARWALL, LINE t INPUTS TO ALROO V• TOTAL MEZZ V = TOTAL PANEL V= Kips Kips 82.48 Kips .SUMV= 187.48 Kioa Roof Ratio Mezz.? Mezz Panet RI yin No. R SumR R 1 8.04 0.2-47 iii)igift~;i!il/1,~ 0.00 2 .6.41 0.197 ilii:i•~i' 0.00 3 1.77 0.054 Ill 0.00 .4 1.77 0.054 ---"E:,v,-0.00 .'." 5 1.74 0.053 ,--,.,.-1,: -0.00 '. I 6 5.85 o·.1ao •--•-1ra1 ii;, ~ 0.00 ijti1iii; -'i!l'~i[ii' 7 7.00 0.215 1•mw111 0.00 8 0.00 0.000 li.ti!l~illftr#Jj4 • 0.00 9. 0.00 0.000. 0.00 . 10 0.00 0.000 0.00 11. 0.00 0 000 ii'!l,y,;,;J,,j(' a ''ia,mi,ii 0.00 • ;.j'IF!li1r11L m 111tm 12 0.00 0.000 ···m.'if~m:ra"rn~ o.oo· •. ,,1m,1°., 13 0.00 0.000 :rmJtm4J,· 0.00 •m,,,,., 14 0.00 0.000 ~~(~~-ij~~ci:: 0.00 15 0.00 0.000 0.00 32.58 1.000 0.00 Ratio Mezz Roof Rm/ Shear Shear SumRm Kios Kio& o.oo· 0.00 41.4. 0.00 0.00 33.0 0.00 0.00. 9.1 0.00 0.00 9.1 0.00 0.00 8.9 0.00 · 0.00 30.1 0.00 0.00 36.0 0.00 0.00 0.0 0.00 0.00 0.0 0.00 . 0.00 0.0 o;oo o.oo 0.0 0.00 0.00 o.o 0.00 0.00 0.0 0.00 o~oo 0.0 0.00 0.00 0.0 0.00 Shear WaH Desian T1 · T2 T4 T4 T4 T1 T1 l,6J IIOCALt l,6J IIOCAL ' l,6J IJOCAL· ~NDCAL IANDCALi· ANOCALt ANDCALl LANOCAL Owg. Panel No. 18 19 20 21 22. 23 24 0 0 0 0 0 ·O 0 0 0111:, f' I (I I I 1·· I I I I I I I ·1 I I I I REINFORCED CONCRETE SHEARWAI.L WI NO OPENINGS Shear Wall Line . ~ Panel N~ PANEL NO. al DRAWINGS: 18 Pg.1 hy·,,,~..,d~ ~ z,~z~ <2~ Panel Type 1 Panel Geometry HPa 29.00 1t. HA-X It HS-X ft. H(> X ft. HO-X It HE= X ft. HF• X ·It ~I loads Vf+p Vrnezz Hmm L.F.• Gravity Loads w1 w2 w3 P1 P2 P3 P4 P5 P6 P7 P8 41.35 0.00 kips kips fl lrlll k/11. kill kips ldpl kips klpe kips kips klpe kips Boundary Check re= ry. p. AgfOS$ Pu/Ag AJkNi Mu=, Vu• MuNu"t.c 3*l*h*(l'c)" .5"= FlexUrll Stael kli kli 79.12 kips 210SAO in"2 0.053 ks1 0.40 ks1 1878.88 k"ft 57.88 ldpe 1.18 >1.0 400.04 klpe 14a min.• 5.62 ln"2 Seta1 • 0.85 0.75*pb-0.02 AsmaX* 38.06 in'-2 25.1 ft. X X X X X X ft. fl fl It. fl ft. x1 x2 Mezz. JM load x3 X1 X2 X3 X4 MliZZ.IOlld X5 Mia.toad X8 Mezz.lolld X7 Mezz.lolld X8 94 UBC-1921.6.5.4 >Vu /4areqa 0.73 inA2 0.9669 . a,. -364331.52 aa 1911.80 ~ 263846.42 . (b"2-4*a*c)" .S-361552.18 · /4a1"' 188,88 ln"2 At2-0.73111"2 DelignforSIINr 94UBC 1921.8 N:YS 1686.72 ln"2 AJ:;v*(fc)".5 106.68 kips Vu-57.89 kips Avmin.* 0.17 lrr'2/ll Vu<Av*~c')A.5, 1914.3 Sfflina 18.00 In. UL-43.03 phi*Vfl!" 128.01 kips Holdownsteel C.G. wt• 12.55 ft. C.G:rl9ht"' 12.56 .9*Mrlefta .9*Mrrlght-893.81 k"ft 893.61 k"ft HtlllDt-1.1553785 Ra HAIL.A-ERR RA- HBJL.s-ERR RB- HCILC-ERR RC- HO(I.Oo, ERR R[)a. HE/LE• ERR RE• HF/1..F• ERR RF• 25.1 ft 25.1 ft 25.1 ft left end <al.w/2 Re•t• 1.000 teffo! 0.000 teffs 0.000 teff- 0.000 tiaff:,; 0.000 telfa 0.000 tetra MOO teff- 0 ft ft ft 25.1 ft 01l ft ft 25.1 ft incorrect~ must be >*Lw/2 right end left end <-Lw/2 incorrect. lnust be >-Lw/2 rlghtend FLEXURAL STEEL 4 t5birs 3 Hbars 2 #7bllrs 2 '8bars SHEAR REINFORCING #Sbara hooks not required not a pier onecwtain t5 bars 18 in o.c. lfl'ii 7 ..0.75 ..0.75 -0.75 -0.75 -0.75 -0.75 A";,= E:kt4!>7~ -:tf: 4-Dowe1.- &. 42,ulJC <::>.I(. = £.<.,:5lcl,< f,71"-I, I -1 I I I I I I I I I I I I I I -REtNFOROEO:CONCRa£~WN.J. WI ShearWall Line Panel NI.Imber ~Type .P.anel Geometry Hr- Hk,= HB= HC= iO= HE= HF= t.atetaft..oads V.t+J> Vmezz "HmelZ LF.= Gr.av.it¥ Loads w1 Yi}. w3 P1 P2 -pa . P4 P5 P6 P1 P8 Buaudai, Ctillck. Jlember.B %Shear t'c= fyz P= Ag!OII P.ufAg Alk7N ·Mu= VII"' Mu/Vu"!.-= · 3'1"h*(l'C)".!ia Pu/Ag+Mu/S -tlembtrO %Shear 1'o= 1y= P= Agron 'Pu/Ag Allow Mu= Vu= MuNu~= S"l'h*(fo)";&,; Pu/Ag+MU/S Flexural Steel Mlfl'dllr8 lnclude'Mspan((rel ·Mub A&min.= Sela1 = 0.15"pb>= Asmax= ~ b=' a=· c=· (IJA2~.5= Ae1= Ae2= MlmlltrO Include M spandtel Muc Mmin, .. Bela1 = 0.7!J*pb= Asmu= Asreq= be 29.33 7.00 7.00 7.00 X X X 32.97 0.00 0.93 66.87 '13!52.40 .om 0.40 300.32 42.90 It. it: ft. It. it. ft. It. I OA3 <1.0 2!56.60 kipa Q.25 kBi 0.01 4.00 lcsl 60.00 lllli 17.43 kipa 365.40 fnA2 0.07 1Clli ·0.'40 ksi ·22.82· k'ft 3.26 kipe ·1.e1 >1.0 -88,33 kipa 0,28 ksi PaMINo. 1t 300.32 3.61 ln"2 0.8!5 0.02 23.13 ln"2 0.43 fnA2 -2331194.n 1911.60 100908.71 232038.00 121.82 ln"2 0.43 111"2 t~b'c-:i:rJi~'fj'.~ 22.82 o,w fnA2 0.85 0.02 6.25 in"2 0.12 in"2 ~141.12 PANEi. NO. ON DRAWINGS: 19 l'g.1 Ltatc 23.,46 ft. tA-. 23:"6 ft .. LS= 1fU LC= 4.3!J w-X LI:= X LF= X Talal.ndt-panel ft. It it. It ft. x1 x2 Mezz. ~ toad 'x3 X1 X2 X3 X4 Meu.loa!I X5 "MelZ.lOed :XS .Mezz..load XI Mezz. load XS 1ti4 uec 1921.11.5.4 > .05-ro 0.2 lasi. > .05"1'c· o.i ksi. l'g. 2 0.16 in"2 Hr/ltct= 1.25 twlA>o -0:30 HBILS= 0.43 HCJLC= 1.61 HDIIJ)a ERR HE/LE= ERR HFJI.F= ERR 23.46 1t -Raul.t• R;; 1.000 telf=. AA= -0.000 ielf:s RB= 0.928 teff= RC= 0.071 tell'= fID-o.~ielfs RE= 0.000 telf= RF= 0.000 td,;: leftend <=Lw/2 it1comlctcrilu&t1:le>=Lw/2 riQhtend left end oit.W/2. illcon'eCt -must be >=Lw/2 nghtend ~ 7 7 7 1 -0.75 -0.75 -0.75 - -MltnberB FLeXURAL STEEL 2 #5bais 2 #6bars 1 #7 bare 1 #8 bllr8 MllmberC !FLEXURAL STEEL 1 #5 ba1S 1 #6bars ,~ p, ll°? I I a= c= I (b"2-4*a*c)A.5'= As1= /142• Deajgn for·Shear I PIM( MF Acv*(l'c)A.5 Vu=r As min.= I Smin= Lit= phi"Vtl"' I MllmberB Aw= M,/'(fc} ... 5 VIF As min.= I Smln= I.It= phi"Vn= lllmberC I MF Acv"(rc) ... 5 Vu= Aamln.= Smin= I.Ii- I phi"Vn= HolcfownSttel: C,G. left= I(_ C.G. right= .9*Mrleft= .9*Mr right= I Spandrel Stilel Ftuuralllllll Spandlel depth SJ)on<lf'el ~n I Spandral delign assumes Mufll)llldrel AMUmeddc Aan'IJn.:;o Beta1= 0.75*pb= I Asmax= Asreq,s b= a= c= I {b"2-4*a*C)A.5"; Aa1= As2= Sllelt'SIHI Mu left= I Mul!ght= Vleft:;: Vnoht= Vu:a phi"Vcl.2= I Ar;v,. Acv*{fC)A.5•:; I ( 1~-- I 1911.60 7666.40 62675.20 32.91 0,12 in"2 in"2 94 UBC 1921.8 1576.51 in"2 99.71 kips 46.16 kips 0.17 ln"2.1t. Vu<AV"(fc)A.5, 1914.3 18.00 in. 40.22 119,65 kiPt 1081.92 in"2 88.43 ~ 42.90 kipa 0.17 in"2/lt VU<AV"lfc)A.5, 1914;3 18.00 in. 27.60 82.11 kips 292.32 JnA2 18..49 kip& 3.26 kip& 0.17 ifl"2Jlt Vu<AV"(t'C)A,5, 1914.3 10.44 in. 7.46 22.19 kipa 10,79 It. 12.67 tt. 818.95 k"ft 861.06 k"ft 25 tt. 3.01 It PlnnedEnde 304.25 k-rt .85*Mr left= .85"MrriQtlt= uplift ft left = . uplift G right = 240 in. .. ....... 5.60 ln"2 0.8!5 0.02 35;92 ln"2 ·o.2a .in"2 o.38 in"2 -362880.00 1911.60 102226.62 361801.37 189.55 ln"2 0.28 inA2 304.25 k"ft 26.74 k"ft 31.84 kip& 7.27 kii,e 31.84 klpa 90.31 klpa 1680,00 ln"2 106.25 kips m.45 907.67. yes ·yes #7 bar& #8 bars SHEAR REINFORCING #5bn . hooks not required net a pier one curtain #5 bars 18 siabOowelti #4 NA ino.c. MlmberB SHEAR RelNFORCING #5bars hooks not required notapier one curtain #5 bars 18 MtmblrC- SHEAR REINFORCING #3bara. hooksl'IOtlll!llllred not a pier two curtainS 2#3bans 10 SPANDREL S1EEL Flexural Steel 2 #5bars T&B 1 #6bar.1 T&B 1 #7barS T&B 1 #Sbara T&B . Shear' steel #5bara one curtain #5 bars 18 in o.c. phi"Vn= 27 4.86 kips phi*Vc= 127.5 kips OIU~ p.tr4 e)lt(.::,-r, #-4~ 4 8Cl tx. Pcr..J e~ ox., !.4-No-r = (t,4 ){it,,& )(zq,,~~){«,,?;~u,• LJ j~J OK ~ :::·{0$51< I I. lo'SS '-< -9~.'t$ <c.. = H It '2~"'7'-2, H t.e '2.. = o,2o ... I ,/J,.. " l'(O Of.< e e,4. er.Jc I I REINFQRCEDCONCRETESHEARWAU. WllWOSTACKS)OPENINGS I I I I I I I I ·1 I ·I I Shear Waif Une i'anelNumber FatllllType PaneiGeometry Hr= w.- HB= He: +KP HE= HF- Oepll\ sp,andrei fDF Deplh apandllll bol= i.atendLoa Vr+p VIIIIIZZ Hmezz LF.= Gravlty-Loada w1 w2 w3 Fl P2 P3 P4 P5 P6 P1 Pa Boundary Chec:ft ......... "'5hear 1'c::: fy= P= A.-PufAg .Allow Mu= Vu= Mu/Vu*L= m•(l'c)".5= Pu/AQ+Mu/S ........ c ~ 1'c= fy= 9" AgrolS Pu/Ag All<!W Mu= Vu= Mw\'.u'L• 3-rh*ll'c)".5= Pu/Ag+Mu/S ..... Ii ~ rc- tt= P= AglOIS Pu/Ag AY,aN Mu= Vu• MuNu*L= 3-rh*(r'C)".5= Pu/Ag+MulS ......,,. "8hear f'c:s fy-- P= Ai!!Olle Pu/Ag AIIOw MUI" I Vu= Mu/Vu*!.= • 3"t"h•(l'o)".S-- ·' . ._ Pu/Ag+Mu/S t , . Flelural steel __ ........... lnc:klde M Splllldrel Muspantop I ao.oo 7.50 7.50 7.50 14.00 14.00 1 1!5.28 (MUO 0.03 O.«l 23.85 ue 0.-49 122.72 Q.08 0.50 4.00 eo.oo 15.28 Me.80 0.03 Q,40 23.85 6.98 0.-49 122.72 0.08 0.60 4.00 80.0Q 2S.85 478.80 0.076 0.40 88.06 8.98 2.48 90.85 O.t3 0.50 4.00 80.00 25.85 478.80 0.078 O.«l 89.05 ue 2.48 90.85 0.13 ......... <1.0 kips kli kli kli kips in'12 kli ksi k"ft • >1.0 kips kli kli lc9i klpa in"2 kli ksl k'ft klllt >1.0 ldpe kli • PANEL NO. ON ORAWINGS: 23.-42 It. 23.42 ft 7.7 ft. 7.7 ft. 29.42 ft 5.7 ft 5.7 ft. x1 x2 Mea. 11119 lolld x3 Xt X2 X3 X4 Mezz.load X5 Mezz. load X8 ~kllld .Xf Mia.load X8 1M USC 1921.8.5.4 >Vu <.05*t"c: >Vu . <.05-rc >Vu < .05"f'c >Vu < .O!STo "'-2 0.2 kal 0.2.bi 0.21cai 0.2 ksi Hr.lltol= HAii.A- HBJI.B= HCILC- HDilO= HE/LE= HF/1.F- 23 . .12 ft 23.42 ft 23.42 ft ft 23.42ft 0 ft • 1.28 O.S2 0.97 0.97 o.so :ue :ue R= RA- RB= RC> RO= RE= RF- feltend <=Lw/2 >=Lw/2 Jightend left end <=Lw/2 >sL'llf.2 right end A D f, lt5 GY ,tJsP~c71oN. l'lftNltltt.. :iilil 1,000' telf= 7 0.000 Wt-7 0.500 l9ff= 7 J).500 lleff-7 0:000 Wf= 7 0.500 telf= 7 0.500 ..,,. 7 C I I Mu9f)811bct Munet span Mub I Asmin.• . 13e1a1::· 0.75*pt,,, Asmax;; Asnlq= t,:, I a= c= (b"2.,4-.•c)4.S- As1"' Alt2a I ....,.0 lnc:lwi. M spandllll Muspan\lelp Muapai,bat Mu net span Muc I As min.=- Seta1 = Q.75•pb= Asmax,:; Alnq= b= I a= c= (b':M•a*o)".S= As1= l\s2', I .....,. Include M spandrel Muapan Mlle /wmln.= 8ela1 = I 0.75·pb= As""-Asreq= . b= a= c= I-· (b"2-4•a*c)".5= Aa1= 'As2= ......,,, Include M spandllll I Mu span Muf As min.= Seta1= 0.75'pb= Aim'1X"' I Asreq= b= a= c= (b'2-4*a*c)".5= Aa1• I As2= DelfOn for Shear ......... Ar:,(= Aell"(f'c)11.5 I Vu= As min'.= $min= Lil= phi-Vn= I ....,..,c Ml= Acv"(f'c)11.5 • VW' As min.= Smiri- I lJl;t phi-Vn= I ....... Mr- Acv*(l'c)".5 Vv= le As min.= Smin• LA= phl-Vn"' ]· 0.00 ;:~~ 23.86 1.72 iftA2 0.85 0.02 11.08 ln"2 U.. As :it 0.07 in"2 0.10 ln"2 ,1117!51.04 1911.80 eo14.12 1'11"92.57 58.40 in"2 0.07 in'-2 [~~~~ i~1~1lilt!t~J 23.85 1.72 iftA2 0.85 0.02 11.08 ln"2 u .. .-.. .. 0.07 111"2 0.10 in"2 -111787.04 1911.eo· 8014.12 111-492.57 58.~ 111"2 0.07 n,"2 ~j~~~ 0.00 811.05 1:28 ln42 0.85 0.02 8.19 in"2 llMAa• 0.38 in112 0.411 ln"2 -82738.64 1911.0() m-19.38 81342.34 -42.92 111"2 0.38 in"2 ~~~t;=~~ 0.00 89.0S 1.28 o.es· 0.02 8.19 0.38 -3273Cl.84 1911.60 29919.38 81342.34 111"2 111"2 ln"2 ln"2 -42.92 0.38 ......... 21 Pl, l 04 UBC 1921.8 517.44 n73 8.36 0.17 18.00 13.20 in"2 kips kip!I lll"211t In. 30.2T kip!I 517.44 32.13 IMO 0.17 18.00 · 13.20 .39.27 kips in"2 kips kip9 W<All"{T'c)".5, 1914.3 Vu<All"(f'c)".5, 1914.3 383:04 24.23 0.38 0.17 13.88 U7 111"2/lt Vu<All"(f'c)11.5, 1914.3 in. 29.07 ldp!I ....... FU:XURAL STSEL 1 #5bars 1 .,bars 1 #7bers 1 illllbars FLEXURAL STEEL 1 #5bars 1 #ObalS 1 #7bars 1 #8""rs A.EXURAL STEa. 2 #5bars ' 2 #8bars 1 #7 bars 1 ..... _ . ......,,, FLEXURAL STEEL 2 #5 bars 2 #8bars 1 #7bar$ 1 #8bars ........ SHEAR REINFORCING #6bllns hooksnatrequiled not a pier one curtain #S bani 18 In o.o. SlabOowels #4 bars cNA In o.c: . ...... c SHEAR REINFORCING #Sbanl hOOkt notllKllllm notapler · oneclittaln MS.bars 18. Ill o.c. siabOowela #4 lno.c . ........ .. SHEAR REINFORCING #3banl 'hooksnotreqlliNd not a pier twoeullains 2#3 bals 14 In 0.1:. er., ~ Jf,-4' f· I lip = o, Bo Y, < I 711..f/ . ~. I , ' EX•.TTJ #f :>~ .P~t-S e 48~0. c. I I, ... I I I I I I I .. I.·· I I I I. I I I' I ...,, Acv= Acv"(r'c)A,5 383,04 jnA2 24.23 kipa 0.30 kiP9 Vw-Asmln.= Smlnar 0.17 1nA2nt. Vu<A..,.(r'cJA.5, 1914.3 LJl; phi-Vn= HoldownSted C,G. Je/t::; C.G. right= .9"Mrlilft: .S"Nlr right= ~steel a,tlllralMtlf ..._, .... , 121.88 in. 9.TT 29.07 kips 11.71 ft. 11.71 ft 544.77 k"ft 544.77 k"ft s,i.,,dl9fdepllt 8 ft. Spandrel span 8.02 ft. Spendraldesign-111118$ Pinned Ends · MuapandNI 35.&9 k"ft All&llll1ed d= 7$.8 !n, As min.• 1.19 ln"2 Beeat• 0.85 0.75•pb= 0.02 AsmalP' 11.49 ln'-2 Allr91F 0.10 jnA2 bc:: -118121.110 a;; 11111.eo e= 12057.83 (bA2-4•a•c)A.!5= 11S723.113 Aa1• 80.84. in"2 As2=: 0.10 , jnA2 e11Nra1Nill-C(TOPI Mulefta Muright= Vtett= Vright= VIF- phi"Vc/2: AIN= AC\"'(r'C)A,5: 35.89 k"ft 35.119 k"ft 4.57 kipll 4.57'· klpa 4.57 klpa 20.40 kips 537.eo . iftA2 34.00 kipll .85"Mr lflft= 514.5'. .86"Mr ri8ht = 614.!i: uplift O filft = no uplift Cl right"' no O.tX.,.Ofspllllll'II , SHEAR RBNFORClNG #3bll'S hook!, nvt l9Qllired notapier . two cur111in1 21113 ball 14 In o.c. ll'MIDUL 11-C FlexuralSINI 1 #Sbals T & B 1 #8bllnl T&B 1 #T.bars T&B 1 #8bars.T&B phi• Vee -40.801 kiP9 I ,4 Her -= (1,J,. )K4.t,~ x,o.s' )4-(41. 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'· I I I I I I I I I I I I ·1 I I I I I I Tttle: lo T i>~ i, I Dsgnr: Job# O//l3 , , Date: toha '001 Detcrlptlon : f·IZ~ Scope: Steel Beam Design Page 1 I, . . Description revised -wind load Steer tube laterally SUPP,Orting panel 7 w/ two new opening j General Information Steel Section : TS7X7X5/16 Fy 46.00ksi Pinned-Pinned Load Duration Factor 1. 33 Center Span Left Cant. Right Cant 29.33 ft 0.00 ft 0.00 ft 3.00 ft LL & ST Don't Act Together Lu : Unbraced Lengtti I Distributed Loads DL LL ST Start Location End Location I Point Loads Dead Load Live Load Short Term Location Symmary #1 0.001 0.170 29:330 #1 0.001 #2 #3 #2 #3 Using: TS7X7X5/16 section, Span = 29.33ft, Fy = 46.0ksi End Fixity·= Pinned-Pinned, Lu = 3.00ft, LDF = 1.33'.J Moment fb : Bending Stress fb/Fb Sttear fv : Shear Stress fv/Fv j Force & Stress Summary Actual 18.388,k-ft 12.980 ksi 0.321: 1 2.508 k 0.573 ksi 0;031: 1 #4 #4 Allowable 57.203 k-ft 40.379 ksi 40.250 k 18.400 ksi #5 #5 #6 #7 k/ft k/ft k/ft ft ft #6 #7 k k k ft Beam OK Max. 'Deflection -1.650 in L:ength/DL Defl 36,474.5: 1 Lengthl(DL+l.L Defl) 213.3 : 1 «-These columns are Dead + Live Load placed as noted -» Maximum Max. M + 18.39k-ft Max. M- Max. M@Left Max. M @ Right Shear @ Left 2.51 k Shear@ Right 2.51 k Center Deft. Left Cant Deft Right Cant Def ... Query Oefl @ ~1.650in 0.00Oin O.OOOin 0.00Oin DL ..Qn!L 0.11 0.01 0.01 -0.010 0.000 0.000 0.000 Reaction@ Left 2.51 0.02 Reaction @ Rt 2.51 0.01 Fa calc'd per 1.5-1, K*L/r < Cc . LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 0.000 0.000 0.000 0.000 18.39 k-ft k-ft k-ft k-ft 2.51 k 2.51 k -1.650 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in o.odo 0.000 0.000 in 2.51 k 2.51 k • • • I I I I I I I 1. I I I· I I I .1 I I I I I Title: 1..-or "~ r. r Dsgnr: Description : Job# 0///~.oo/ Date: lo/Po/-e,f . f· L Z<,;,, Scope: Steel Beam Design Page 1 I Description revised -Steel tu~e laterally supportinQ panel 7 w/ two new opening I General Information Steel Section: TS7X7X5/18 Fy 46.00ksi Pinned-Pinned Load Duration Factor 1. 33 Center Span Left Cant.· Right Cant 29.33 ft 0.00 ft 0.00 ft 3.00 'tt LL & ST Don't Act Together Lu : Unbraced Length I Distributed Loads DL LL ST Start Location End Location I Poin~ Loads Dead Load Live Load Short Term Location Summary #1 0.001 0.180 26.000 29.330 #1 0.001 0.437 15.000 #2 0.001 0.075 29.330 #2 #3 #3 Using: TS7X7X5/16 section, Span = 29.33ft, Fy = 46.0ksi End Fixity = Pinned-Pinned, Lu = 3.00ft, LDF = 1.330 Moment fb : ·Bending Stress . fb/ Fb Shear fv : Shear Stress fv/Fv I Force & Stress Summary Actual 11.888,k-ft 8.391 ksi 0.208: 1 1.907 k 0.436 ksi 0.024: 1 #4 #4 Allowable 57.203 k-ft 40.379.ksi 40.250 k. 18.400 ksi #5 #5 #6 #7 k/ft k/ft k/ft ft ft #6 #7 k k k ft Beam OK ~ax. Deflection -1.017 in Length/DL Defl 33,611.2 : 1 Le!"gth/(DL +LL Def!) 345.9 : 1 «-These cqlumns are Dead + Live Load placed as noted -» Maximum Max. M + 11.89k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Righ~ Center Deft. Left Cant Def! Right Cant Def ... Query Deft @ 1.36k 1.91 k -1.017in 0.OO0in o.oooin 0.00Oin Reaction @ Left 1.36 Reaction@ Rt 1.91 Fa calc'd per 1.5-1, K*Ur < Cc DL _Qn!L 0.12 -0.00 0.02 0.02 -0.010 0.000 0.000 0.000 0.02 0.02 LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 0,000 Q.000 0.000 0.000 11.89 Mt -0.00 k-ft 1.36 1.91 -1.017 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.36 1.91 k~ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k I I I • I I. I I I I I I I I· I I I I I I i I I R2H Engineering, Inc. PROJECT L.o 1 3 f, ,T. I BY __ ~----SUBJECT fANe:. I.. B I .; .... i.~.,•,-~,--; • 'l •; , I' , . ·1··· .. ., ...... .. . . .. ; ' . ---=·· 1 •• 1 ...... '" '. JOB NO. 011 I 3 . OC/ DATE ll.Y; 0 /o I SHEET 121 . OF __ _ : 0: .. :~· . ; .. :··y '. ~ • .. .l ..•. :+r L (t :f~!( .. ::,--:----·---~----.• : ··i--: • --. -·-.•.. --:.··-·:·. _;_,. ___ , _;_; -;___ ~ .. : .. ,.' --· ....... ·-. ' ... : .. • .. ~ ·:--~ .. :_ ~ -:--->-~-~ ·.·--· ·-~-· --··· ~-_: --~--~-·----~-; .. . . :-··-· -,---.. :. ·-.--·--:-· :. ·'··; ·-:- I I I I I I I I I I I I I I I I I 1·-.. I R2H Engineering, Inc. PROJEGT LDT J8 ·,;:r:., JOB NO. 01/t,3 .oo / DATE /c./J-~/4/ ! ' SHEET / 2 Bi OF BY ______ SUBJECT ,-Jew o.be:,;,.,,1c,, S '2. 1....r,-1e C3) --- ... 1. . -. I . 11 . ; ! . . i .· : . CAl...(: .. IJt..AT'E .. 71.1.~ .a· ... :t~~L.. · .. SiJ/::IP.r;P."JjtJC -tu..,-;-.;. v~ ;d,t,'t~L .. .AT. 1--.i~w: . .-O:f_E(,J_1r-ic;s.~-~N ___ f?.tN~.L. /(:/)_:;· __I 1, _.: .. . : . v-···J·. . ; .--:.-:~~ ...-.~r ... -.:_ ____ ---. . . : , =. /,Vt/,.~' .. ~.l-: ~-'. . . r ·· I' :v · ,· .. -;1 ·. · · · · · j ... f': .. :--//·· l ...... ·' I : -~ ._. --·.;.;;' 4./. :.-'1: ' . 1: : . ·< >' .. j . -. • I . . . . · : kJ:11Jo.' · L:-o .A·P .: . l : f..; .. !· : . f. j_ I r; ))<·. _·_ :.· --,c· .. 11 ; . · : . · __ -_ 1· ;j/ ·. :. · . Y,1,., ,/. . · .. :., . "o .. / i . ·\9 .. 1,''' ;I ," / . . . • • • •• o,.. . . if •'11.f / . ' .• ,1 . . . . ' ...-1---: ' tJ' j. -. l . I ', . ;-. ·,;_··· ·( ..... · .. w):( .... ~ ;· -~. :1,,1.. .. w: ... c.p21> .. 4-•? ....• 1~,o . . ; . ' ' ' I .... I . ' •• 1-· • ··-• • .. • -• ' • • •, -~ n : .. _: •, • • • • •• ; : I I I I I I I .I I I I I ·1 I I I I I I Title: 1-oT ~~ 7, :r, l)sgnr: Description : Scope: Steel Beam Design Job# 0// I::> ,00/ Date: lo/'~"5/o 1 f1l'2.Cj Page 1 I Description Steel tube laterally supporting panel 16_, 17 at new opening / General Information Steel Section : TS7X7X1/4 Center Span Left Cant. Right Cant Lu : Unbraced Length / Distributed Loads #1 DL 0.001 LL ST 0.183 Start Location End Location 3.420 I Point Loads #1 Dead Load 0.001 l,..ive Load Short Term Location 28.10 ft 0.00 ft 0.00 ft 3.00 ft #2 0.001 0.071 3.420 9.000 #2 • Fy 46.00ksi Pinned-Pinned Load Duration Factor 1.33 LL & ST Don't Act Together t #3 #4 #5 #6 #7 0.001 k/ft k/ft 0.183 k/ft 9.000 ft 28.100 ft l #3 #4 #5 #6 #7 k k k ft Summary Beam OK Using: TS7X7X1/4 section, Span = 28.10ft, Fy = 46.0ksi End Fixity = Pinned-Pinned, Lu = 3.00ft, LDF = 1.3ro Moment fb : Bending Stress fb/Fb Shear fv : Shear Stress fv /Fv I Force & Stress Summary Actual 16.272 k-ft 13.835.ksi 0.343: 1 2.447.k 0.699 ksi 0.038: 1 Allowable 47.493 k-ft 40.379. ksi 32.200 k 18.400 ksi Max. Deflection -1.589 in Length/DL Defl 34,436.3 : 1 Length/(DL+LL Oefl) 212.2: 1 <<--These columns are Dead + Live Load placed as noted -» Maximum Max. M + 16.27 k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left Shear@ Right Center Defl. Left Cant Deft Right Cant Def ... Query Oefl @ 2.10k 2.45k -1.589in 0.00Oin 0.000in 0.0O0in Reaction @ Left 2: 10 Reaction @Rt 2.45 Fa calc'd per 1.5-1, K*L/r < Cc DL _QoJL 0.10 0.01 0.01 -0.010 0.000 0.000 0.000 0.02 0.01 LL LL +ST LL LL +ST @ Center @ Center @ Cants @ Cants 0.000 0.000 0.000 0.000 16.27 k-ft 2.10 2.45 -1.589 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.10 2.45 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k • I I I I I I- I I I I- I 1· I I I I I 1· I Title : l:o T ~ ~ Dsgnr: Description : Scope: Date: Job# lc/?io Steel Beam Oesign Page 1 I Description _wind load to Steel tu.be laterally supporting panel 16, 17 at new opening I General Information Steel Section: TS7X7X1/4 Fy Pinned-Pinned Load Duration Factor 46.00ksi 1.33 Center Span . Left Cant. Right Cant 28.10 ft 0.00 ft 0.00 ft 3.00 ft LL & ST Don't Act Together Lu : Unbraced length I Distributed Loads #1 DL 0.001 LL ST 0.130 Start Location End Location 28. 100 I Point Loads Dead Load Live Load Short Term Location Summary #1 0.001 #2 #3 #2 #3 Using: TS.7X7X1/4section, Span= 28.10ft, Fy= 46.0ksi End Footy = Plnned~Pinned, Lu = 3.00ft, LDF = 1.330 Moment fb : Bending Stress fb/ Fb ·shear fv : Shear Stress fv /Fv I Force & Stress Summary _ .Actual 12.930 k-ft 10.993'ksi 0.272: 1 1.841 k 0.526 ksi 0.029: 1 #4 #4 Allowable 47.493· k-ft 40.379·ksi 32.200 k 18.400 ksi #5 #5 #6 #7 k/ft k/ft k/ft ft ft #6 #7 k k k ft Beam OK Max. Deflection -1.283 in Length/DL Defl 34,436.3: 1 Length/(DL+LL Defl) 262.9: 1 «-These columns are Dead + Live Load placed as noted -» Maximum Max. M + 12.93 k-ft Max. M- Max. M@Left Max. M @ Right Shear@Left Shear @ Right Center Deft. Left Cant Defl Right Cant Def ... Query Oefl @ 1.84k 1.84k -1.2a3·in 0.0OOin O.OOOin 0.O00in Reaction@ Left 1.84 Reaction@Rt 1.84 Fa calc'd per 1.5-1, K*Ur<Cc DL _QnJL 0.10 0.01 0.01 -0.010 0.000 0.000 0.000 0.02 0.01 LL l.L+ST LL LL +ST @ Center @ Center @ Cants @ Cants 0.000 0.000 0.000 0.000 12.93 k-ft 1.84 1.84 -1.283 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.84 1.84 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k • • • • I I I I I I I I I I I I ·1 I I I R2H Engineering, Inc. r JOB NO. dt/J 3, OD J PROJECT LDT ;i6 T, I .. DATE to/'d,1:3/01 BY _____ -,-SUBJECT NE'W ofe,-./1.Jt:i!. ~ l-ttJ&. @ SHEET I? f OF --- -... _ ... -·------· ·--·, ; -I· .. ,: -· -------l---1------ . . . 1 ·· · · · · ·• · · r : I . _ -JCA~r,..u ~Tr.. Tu2.>1:::. · s· 6°-61--$u'r1t1cu~ TuJ~ Tt:lti 2' ,:-, 'i--e~.s . . . : l,..-f ~ .. .; i-i Of\i,,J i..i' S i . br.,;_ ~ }'),,,.kL :.;o/, eeW a ...,} M;;,/1.fds! ! -• -__ ---~N>i<~ -~~._ ~ >~R>~ uL,~ , -,·-··-.. -·--·-··,-----·--···. ·-----·~-------·.-··-·-····.-~-,1---- . _: ., . : .... ' .. : . (' ~--'c··~v .: )"( ! .. --I. ) . : -. . kl, .. :_, .. ·, w,.: ~ : :0 1 ~il t .-(~IA-J,..·' J$p,.,.: .e:. ,\;-4,r; I ::::: 0 I.: S'?i I . !, . ~ :-~· ·--·; ' ' . . . . . : • . . ;_ ...,. . . r. . • , . .. _; : . . . • . : . • . . -• . ·. ~ . . . . . AQ·J,A.c.~~--r_.r:o, .. ~PeN1Nc .. 1 .-· . , ... _ .. Ts · 1 )( "1· X ,;..; . . . ·:--·· ,·: .:_1--1 .-11---1-,.·-··_, ___ ___:_--'--+--": !<,A-,·/_'!+----+-·'-'-._· ~0 ---1--1 --: • : :_. "KL .=.-~}FJ(~J,:s·.J('·f'1 = __ a,.1 ~7 ·, __ -·.::_· __ -_: ... ; -'·:w1i,J:ac·.-~A'>: .: . •. I • : •• ... : ..... , . ,,• .. -... '• ·i .. ·;. ·-· . . ... . ' f---t----'---;---'-'--+---------+-~~---+-'----4--'-~·--+-'-------.I • • •••• ;.. -l ·- ... ~ .. • • .. ; "1 , ' ·--"'' I ' .,, . •. : : .. 0 • • • • .: < ~ '.M ' :, . . . . : .. I 1... : I M ,••'• •• .. ;_ i • I .. _-_-__ -_ - I .. I . I . . : -I : I I I I I I I I I 1- 1 I ·1 I I I I 1·-... I Title: Job# CH/lJ, (.:>O ! Dsgnr: Description : Date: /o/f;-!;;> Scope: Steel Beam Design Description Steel tube laterally supporting panels 16 & 17 between new openings I General Information Steel Section : TS7X7X3/8 Center Span Left Cant. Right Cant. Lu : Unbraced Length I Distributed Loads #1 DL 0.001 LL ST 0.353 Start Location End Location 3.420 Summary 28.10 ft 0.00 ft 0.00 ft 1.50 ft #2 0.001 0.127 3.420 9.000 Pinned-Pinned LL & ST Don't Act To$ether #3 #4 0.001 0.353 9.000 28.100 Fy Load Duration Factor #5 #6 46.00ksi 1.33 #7 k/ft k/ft k/ft ft ft Beam OK Using: TS7X7X318 section, Span "' 28.1 Oft, Fy = 46.0ksi End Fixity= Pinned-Pinned, Lu = 1.50ft, LOF = 1.330 Moment fb : Bending Stress fb/ Fb Shear fv : Shear Stress fv/Fv I Force & Stress Summary ·Maximum Max. M + . 31.13k-ft Max. M- Max. M@Left Max. M @ Right Shear @ Left 3.99 k Shear@Right 4.70k Center Defl. Left Cant Def! Right Cant Def ... Query Oefl @ -2.184in O.OOOin O.OOOin O.OOOin Reaction @ Left 3.99 Reaction @ Rt 4. 70 Fa calc'd per 1.5-1, K"'Ur < Cc Actual 31.135 k-ft 19.034 ksi 0.471: 1 4.695 k 0.894 ksi 0.049: 1 DL Only 0.10 0.01 0.01 -0.007 0.000 0.000 0.000 0.01 0.01 Allowable 66.048 k-ft 40.379 ksi 48.300 k 18.400 ksi Max. Deflection -2.184 in Length/DL Defl 47,890.1 : 1 Length/(DL+LL Def!) 154.4: 1 <<-These columns are Dead + Live _Load pfaced as noted ->> LL LL+ST LL LL+ST @ Center @ Center @ Cants @ Cants 0.000 0.000 0.000 0.000 31.13 k-ft 3.99: 4.70 -2.184 0.000 0.000 0.000 3.99 4.70 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k • • • I I I I I I I I I I I I I I I I I 1· I THle: Job# Ol/1'3,,oo / Dsgnr: Description : Date: t-o/ 'Po Scope: Steel Beam Design. Description Steel tube laterally supporting panels 16 & 17 between new openings I General lnfonriation ' . Steel Section : TS7X7X3/8 Center Span Left Cant. Right Cant l,..u : Unbraced Length I Distributed Loads #1 DL 0.001 LL ST 0.353 start Location Encl Location 3.420 28.10 ft 0.00 ft 0.00 ft 1.50ft #2 0.001 0.127 3.420 9.000 Pinned-Pinned LL & ST Don't Act Together #3 0.001 0.353 9.000 28.100 #4" Fy 46.00ksi Load Duration Factor 1. 33 #5 #6 #7 k/ft k/ft k/ft ft ft f.lY> • • Summary Beam OK Using: TS7X7X3i8 section, Span= 28.10ft, Fy·= 46.0ksi End Fixity= Pinned-Pinned, Lu = 1.&lft, LDF = 1.3::0 Actual Moment fb : Bending Stress fb f Fb Shear fv : Shear Stress fv/Fv ,-Force & Stress Summary_ 31.135 k-ft 19.034 ks/ 0.471 : 1 4.695 k 0.894 ksi 0.049: 1 AlloWable -66.048 k-ft 40,379 ksi 48.300 k 18.400 ksi Max. Deflection -2.184 in Length/DL Defl 47,890.1 : 1 Length/(DL +LL Defl) 154.4 : 1 <<-These columns are Dead + Live j..oad praced as noted -» DL LL LL+ST LL LL+ST ·Maximum ~ ta>. Center @Ceoter @Cants @Cants Max.M+ 31.13k--ft 0.10 31.13 k-ft Max. M-k-ft Max. M .@ Left k-ft Max. M @ Right k-ft Shear@Left 3.99k 0.01 3.99 k Shear @ Right 4.70k 0.01 4.70 k Center Defl. -2.184in -0.007 0.000 -2.184 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 -0.000 in Right Cant Def O.OOOin 0.000 0,000 0.000 0.000 0.000 in ... Query Def!.@ O.OOOin· 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.99 0.01 3.99 k Reaction @ Rt 4.70 0.01 4.70 k Fa calc'd per 1.5-1, K*Ur < Cc • I .I I I -1 I I I I ·1·· I I ·1 I I I I· -1- 1· I DISTRIBUTION OF FORCES AND OVERTURNING CALCULATIONS SHEARWALL, LINE A INPUTS TOTAL ROOF V = TOTAL MEZZ V = TOTAL PANEL V= SUMV = Roof Ratio. Panel RI . Mezz.? yin No. R SumR. 1 8.46 0.255 ;i,t:Ji-111:h.1~1~,;h1•~::J 2 8.80 0.265 ~~~?f-F~~ .. ~~®,i~}. 3 8~10 0.244 r1ij! ::J~~·~;~~,i~?l;;~ 4 7;81 0.235 .~f~~~~;::~n!t:J;?r;~. 5 0.00 0.000 :i ~~~n~:f:,,,1 6 0.00 _·o.ooo ~r~:1s';,n\11;.!;,.;,f; 1 0.00 0.000 m~;;1t!~~=n::.ri1~:;;,~; 8 0.00 0.000 ; :;;;1:~;~~} 9 0.00 0.000 \i:!;s 10 0.00 0.000 11 0.00 0.000 12 0.00 0.000 13 0.00 0.000 14 0.00 0.000 15 0.00 0.000 ~~·1ijfa,1,i:: 33.18 1.000 I IPS Mezz Ratio Mezz .Roof Rm/ Shear Shear R SumRm Kios Kips 0.00 0.00 0:00 18.9 0.00 0.00 0.00 19.7 0.00 0.00 0.00 18 .. 1 0.00 0.00 0.00 .17.5 0.00 0.00 0;00 0.0 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.0 0.00 0.00 0.00. 0.0 0.00 0.00 0.00 0.0 0.00 o:oo 0.00 0.0 0.00 0.00 0.00 0.0 0.00 OJ>O 0.00 0.0. 0.00 0.00 0.00 0.0 0.00 0.00 0.00 0.0 0.00 0.00 Shear Owg. Waif Panel Design No. T1 14 T1 15 T2 16 T2 17 ANOCAL1 0 ANOCALi 0 ANDCAL1 0 ANDCAL 0 IANDCAL 0 ANDCAL 0 ANDCAL1 0 ANDCAL 0 IANDCAL1 0 ANDCALI 0 ANDCAL 0 I I I I I I I I I I I I I I I I I REINFORCED CONCRE-TE SHEAR WALL W/ NO OPENINGS Shear Wall Line ;.;t· Panel Number .f;r.. _____ .,,. PANEL NO. ON DRAWINGS: Panel Type " 1 15· Pg.1 Panel Geometry Hr= 27.83 ft. ft. fl fl ft. ft. ft. Ltot= LA= LB= LC= LO= 25.83 ft. ft. ft. ft. ft. fl ft. Hr/ltot= 1.0774293 R= Reveatt= 1.000 teff= 0.000 ieff= 0.000 telf.= 0.000 teff= 0.000 teff= 0.000 teff= O.OOQ teff= '?':' '!O':.:'. HA= X Hf;!>= X HC= x HD= X HE= X HF= x Lateral Loads Vr+p 19.68 Vmezz 0.00 LHFm.e:z :~~~:r !r,' ~=-,!.~,. Gravity Loads ~ ~;] P1 P2 P3 P4 P5 P6 P7 PS Boundary C~k fc= fy= kips kips ft. k/lt. k/ft. k/ft. kips kips kips kips kips kips kips kips ksi -:iksi P= Agross Pu/Ag Allow 79.45 kips Mu= Vu= MuNu*L= 3*1*h*(fc)A ,5= Flexural Steel 2014.74 in"'2 0.055 ksi 0.40 ksl 766.82 k*i't 27.55 kips 1.08 >1.0 382.27 kips As min.= 5.37 in"2 Beta1 = 0.85 0.75*pb= 0.02 Asmax= 34.46 in"2 LE• LF= X X X X X X Total roof+_panel Mezz. live load x1 x2 x3 X1 X2 X3 X4 Mezz. load X5 Mezz. load xe Mezz. load X7 Mezz. load X8 94UBC 1921.6.5.4 unfac:tored less 1han allowable HA/LA= ERR RA= HB/LB-ERR RB= HC/LC= ERR . RC= HD/1:D= ERR RO= HEJLEc ERR RE= HF/LF= ERR RF= 25.83 ft 25.83 ft 25.83 ft 0 ft ,, .. ··,-··, ·-·-ft ft 25.83 ft Oft r.2'':~ :;: 25.83 ft left end <;::Lw/2 incorrect-must be->=Lw/2 right end left end <=Lw/2 incorrect-must be >=Lw/2 right end >Vu boundary member riot boundary member FLEXURAL STEEL Asreq= -0.14 irr'2 -0.1866 0 #5bars b= -348147.07 a= 1911.60 c= -48890.32 (b"2-4*a*c)".S-348683.55 As1= 182.26 in"2 As2= -0.14 in"2 DeslgnforShear . 94-UBC 1921.6 Aav= 1611.79 in"2 AtN"{rc)".5 101.94 kips Vu= 27.55 kips O #6bars 0 #7bars 0 ,#8bar,s SHEAR REINFORCING #5bars hooks not required not a pier Av min.= 0.16 in"2/ft. Vu<Av*(!c)".5, 1914.3· one curtain #5bars Smin= 18.00 in. Ul= 47.69 phi*Vn= 122.33 kips Hqldown Steel C.G.left= C.G.right= 1.4*Mol= .9*Mr left= .9*Mr right= Pu left= Pu right.= 12.92 ft. 12.92 766.82 k*ft 923.52 k*ft 923.52 k*ft o.oo kips 0.00 kips Mot= .85*Mr left,. .85*Mr right"" upiill:@ left,. uplift @ right= HoklownSteel left 547.73 872.22 872.22 no no 0 #6bar O #7bar O #8bar 0.19bar Right 18 lno.c. 0 #6bar 0 #7bar O #8bar 019bar OK .,. . ..0.75 -0.75 -0.75 -0.75 -0.75 -0.75 I I I .I I I I I I I I I I I I I REINFORCED CONCRETE SHEAR WALL W/ .~!§_OPENING Shear Wall Line -_-·,c·i'-'h-·.: ; Panel Number '..:~:~,,,; .. ;:,PANEL NO. ON DRAWINGS: 16 Pg.1 (ti ~IMI/..AIL.-] Panel Type 2 Panel Geometry Hr- HA= HB= HC= HD= HE= HF= Lateral Loads Vr+p Vmezz Hmezz LF.= Gravity,Loads W1 w2 w3 P1 P2 P3 P4 P5 P6 P7 PS Boundary Check M.niberB %Shear re= fy= P= Agross Pu/Ag Allow .Mu= Vu= Mu/VU"L-= 3'1·h·(rc)•.S= - Pu/Ag+Mu/S MemberC %Shear re= fy= P= Agross Pu/Ag Allow Mu= Vu= MuNu"L= 3"1"h•{fc)A.5,: Pu/Ag+Mu/S Flexural Steel Member& Include M spandrel Mub As min.= Beta1 = 0.75·Pb= Asmax= Asreq= b= a= c= (b•2-4•a•cj•.5= As1= As2= MemberC Include M Spandrel Muc As min .. = Beta1 = 0.75*pb= Asmax= Asreq= b= 27:83 6.58 6.58 6.58 X X X ff. ft. ft ft. ff. ft ft. 18.12 kips 0.00 . kips '.ft. 0.99 Ir~~~~ '"~'"57_90 1217.58 0.07 0.40 164.52 25.00 0.42 231.02 0:17 0.01 4.00 60.00 1s:ao 175.50 0.13 0.40 2.36 0,36 2.92 33.30 0.30 Panel No. kilt. k/lt. k/lt. kips kips kips kips kips kips kips _kips ksi ksl kips in•2 ksi ksi k"lt kips <1.0 kips ksi ksi ksi kips in•2 l<si ksi k"ft kips >1.0 kips ksi 18 ~;']~~~~~~fj;~-=~r~-~ 164.52 3.25 in•2 0.85 0.02 20.83 in•2 0.24 in•2 -210397.82 1911.60 51329.68 209463.02 109.82 in"2 0.24 in•2 r-~,~~1!~1n.-E~~H-i1~:; 2.36 0.47 in•2 0.85 0.02 3.00 in"2 0.02 in•2 -30326.40 Revealt= :~t-::u)ij Ltot= LA= 1B= LC= LO= LE= LF= 25.83 ft. 25.83 ft. 15.61 ft. 2.25 ft X X X ft. ft. ft. Total roof+panel Mezz. live load x1 x2 x3 X1 X2 X3 X4 Mezz. \cad X5 Mezz. load X6 Mezz. load X7 Mezz. load xa 94 use 1921.s:5.4 unfactored less than allowable <.05'1'c 0.2 ksi. unractored less than aHowable WALL PIER Hr/ltot= HA/lA= HB/LB= HCn.C= HD/LO= HE/LE= HFn.F= 25.83 ft 25.83 1t 25.83 it 0 ft ft ft 25.83 ft -0 ft 1.08 0.25 0.42 2.92 ERR ERR ERR Member& R= RA= 'RB= RC= RD= RE= RF= left end <=Lw/2' 1.000 telf= 0.000 teff= 0.986 teff= 0.014 telf= O.OlJO teff= 0.000 teff.= a.boo teff= incorrect -must be >=Lw/2 right end left end <=LW/2 incorrect -must be >=Lw/2 right end >.05'1'c 0.2 ksi. 4-,Se~ cA l-C.. PACc:~ Pg.2 MemberB FLEXURAL STEEL 0.33 inA2 2 #5 bars 1 #6bars 1 #7-bars 1 #8 bars MemberC FLEXURAL STEEL 0.03 in•2 1 #5 bars 1 #6 bars 6.5 6.5 6.5 6.5 -0.75 -0.75 -0.75 (!5}///3,oo( 1, (p~ I I a= c= I (b•2-4•a*c)•.5= As1= As2= ~sign for Shear I .P~nel Acv= Aw"(fc)•.5 Vu= As min.= Smin= I I.It=- phi*Vn= MefliberB I Acv= Aa-J"(fc)•.5 Vu= As min.=; Smin= I Lit= phl*Vn= MemberC Acv= I Acv•(fc)A.5 Vu= As min.= Smih= Lit= I phi-Vn= Holdown Steel C.G. left;: C.G. right= ' I· 1.4*Mot-= .9"Mr left= .9*Mrright= Pu left= Pu right= I Spandrel Steel Flexllnll Steet Spandrel depth Spandrel span Spandral design assumes I Mu spandrel Assumedd= Asmip.= Beta1 = 0.75*pb= I Asmax= Asreq= b= a= c= I (b"2-4*a*c)•.5= As1= As2= Shear$teel Mulelt= I Mu right= V left= Vright= Vu= plii-Vc/2= Aw= I Acv*(fcf.5 = I I I· 1911.60 737.83 30233.24 15.84 0.02 in"2 in-"2 94 UBC 1921.6 1611.79 in"2 101.94 kips 25.36 kips 0.16 in•2/ft. Vu<Av*(1'cf.5, 1914.3 18.00 in. 47.69 122.33 kips 974.06 61:61 25.00 0.16 18.00 28.82 in•2 kips kips in"2/lt. in. Vu<AV*(fc)A.5, 1914.3 n.93 kips in•2 kips kips,~ 140.40 8.88 0.36, 0.16 5.40 4.15 in-"2/lt Vu<Av*(fc)•.5, 1914.3 in. 44.81 kips 12.49 ft. 13.34 ft. 705.83 k*lt Mot= 839:71 k*lt .85*Mr left= 896.85 k*lt .85*Mr right= 0.00 kips uplilt@left= 0.00 kips uplift @ right = 25.42 ft. 7.97 ft. Pinned ,Ends 192.08 k*lt 244.032 in. 0.8*depth 5.29 in"2 0.85 0.02 33.91 in•2 0.18 in"2 0.23 in"2 -342620.93 1911.60 59929.83 341951.54 179.06 in"2 0.18 in-"2 192.08 k*lt 29.93 k*lt 16.29 kips 5.86 kips 16.29 kips 85.27 kips 1586.21 in•2 100.32 kips 504:16 793.06 847:03 no no tf1 bars I '--_.___#8""-'ba=rs.__ __ . · Panel SHEAR REINFORCING #5bars hooks not required not a pier one curtain #5bars 18 Member& SHEAR REINFORCING #5 bars hooks not require<;! not a pier one. curtain · #5 bars 18 MemberC SHEAR REINFORCING #3bars hooks not required hoops required two curtains 2#3,bars 5 Holdown Steel Left Right O #6 bar o #6 bar 0 tf1 bar o tf1 bar O #8 bar 0 #8 bar 0.#9bar o #9 bar SPANDREL STEEL Flexural steel 1 #5bars T&B 1 #6bara T&B 1 #7bars T&B 1 #8bars T&B Shear steel #5 bars one curtain #5 bars ph1-Vn= phl*Vc= 18 In o.c. 270.22 kips 120.38 kips 01 /)), 00 ( ~ I I I I I I I I R2H Engineering, Inc. PROJECT Lo T P 8 av_· ______ SUBJECT L-,~i:: @ . PAAJ@L..$. . . :.,. . ·. . . .... ; .... ; ...... .,._,:._ .. · .. -. • -• : •• 1 ••• ; •• ! ..•.. : ; ! . . ··-i. .. ' .............. ' ·:.. .. . ·: ....... : ' --~. --.. . . ! ' . . ; . : t . . ' .. ; . . ]· . . ... . • ., •• 1 •• ; ....... ~ .. . ·. '. .. .L : ,.. . . . . . . . ,. i . l • . ; . ·-· po'' . ~4 I~" JOB NO. 'O{ (I 5 ,OOI. DATE ID /3o/01 SHEET /2!!> OF __ . ,. : -·. 1,. "'"l k k/. 1'1,)-:: _,_,_ -:: C), "14:,· 7 I -Z.5°,B I < l,7 / ~i, ~~~-; ... . . f o,4. fl.)( i ';;;. 7't.;. i ' ~+ Dt.>!..~ : @ 4SYO,C t r, OK, -. ' . ' I . ·.::.r:.i·· __ .. : .. al LJP-U-~~, ~opsi ~-+ t;;,.J ~ ~1 : U>t)i ()t,O ~ ..Pd-.: l-!11 ... t : I I I ·1 I ' .. : .• ' • i .. / -~ . : ; • J •• ' .. i . :• ·.i _ 1 : : .. l •• t i. ' : ·1 ·· ~ . ·-: . i • • ··-.. : -r··; ... .· i .. ' ···.·· .. : .: ........... L .. '" u 41"1;:;:> 1-+~k. eA,\Jr,, ~M~t:> us.J6'1'".;t~ .Re: i;,.. c=y · · . 11 j. : .. J-.,z.6Q...,. (..l<1-.Le.) 7( l~-57.1')~0.S -+-·z:"" (~p;:,..,i,Jc"i '>u") ==-4:>.S~ '>~::7~er.:: ... 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N~ ·· He'r.;ifJ r · .. -~~,~)'· : . : . . ~ . ~#' . ~r,-~rc;· J(:E (.,-./r- t ~ · 0.).t;·, Nov 16 01 ll:42a SmithConsul~in~Architects 858-793-4787 -~uy-rn-~oo 1 FR I -91: 59 AM CITY OF CARSLBAD FAX NO, 760 602 8558 NON-RESIDENTIAL CERTIFICATE: Non-Residential Land Owner, please read this option carefully and be sure you thoroughly understand the options before signing. The option you chose will affect your payment of the developed Special Tax assessed on your property. This option is available only at the time of the first building permit issuance. Property owner si,nature is req1dred before a building permit will be issued. Your signature is confinning the accuracy of all information shown. Telephone P. 07 Address ~~ TC; CAg1JJ~1 .._ka:...;....;\ \w,:=..c,_· __ (L_M±h_,__C..;....l]-f~,.-~-~ Prqjeet Address Carlsbad, California 9200 City, State -Zip Cude -City, State ZipCode _ <...., "l. .. c, 1 o-rt -i...,c:o Assessor's Parcel Number or APN and Lot Number if not yet subdivided by County A$Sessor. 0 \-~\~I Building Pmnit Number(&) As cited by 9rdinancc No. NS-1'5 Ntd adopted by 1be City of Carlsbad, California, the City is authorized to levy a Special Tax in Community Facilities District No. J. All non-residential property, upon the issuance of a building permit. shall have the option to (l) pilf the SPECIAL DEVELOPMENT TAX ONE• TIME or (2) asS\lme the ANNUAL SPECIAL TAX -DEVELOPED PROPERTY for a period not to exceed twenty-five (2,) yem. Please indicate your cholccby initialing the appropriatt: line below: OPTION (I): OPTION-(2): I cle'\:ttO pay the SPECIAL TAX .. QfJE-TIME now, as a one-time payment. Amount of One-~ia'. T,x, $ 0 I O (J . OWner"s lnili,J, I eJect to pay the SPECIAL DEVJ:LOPMENT TAX ANNUALLY for a period not to exceed twenty.flve (25) }fffi. Maximum tLJ Special Tax: $. ________ _.. _______ • Owner's Initials {OJ - I 00 HEREBY CERTJFY UND2R PENALTY OF PERJURY THAT THE UNDERSIGNED JS THE PROPERTY OWNER OF THE SUBJECT PlOPSRTY ANO THAT I UNOSRSTANO ANO WIU COMPLY WITH TUE P.ROVISlONS AS STATED ABOVE. $.!#rd:/~~~ ~ Owner Aif!JJ fl~(J!)1~. Print Nam Date Thit City of Carlsbad has not independently verified the infonnation shown above. Therefore. we accq,t no rc$ponsibility as to th" ~curacy or complcten~ss ofthi$ ~formation. ~ G, ~) /J "' /. '1 Ll;B Page 1 of 1 p.8 Nov 16 01 ll:4la SmithConsultin~Architects 858-793-4787 ~~9~-1-~~200~ FRI 0~_:58 A11 CITY OF CARSLBAD FAX NO. 760 602. 8558 P. 05 City of Carlsbad •;IHIGIIH•l.,14·1•11slliiil CERTJFICATJ! OF COMPllANCE . PA):MENT OF ~HOOL FEES OR OTJJERMITIGATION This rorm must bt completed by the City, the applicant, and the appropriate lidiool diah'icts and rttumed to the City prior to issuing .a buijding permit. The City wUf not issue any buikfing permit without a completed school fee form. Project Name; . -.. _. .. ·: ·. . Building Permit = Plan Check Number. Project Address:· '. A.P.N.: '12....\\o ! : . Proj~ct·Appiicant · · (Owner-Nam~): . Project Description: '\ p£f; f ~ s-, ,-:ss ,r l"lc.,,,_,.._ .. .;. .. I $ 1140' 0a Building Type: __ . i __ . Residential: Number of New Dwelling Units Sguare Feet of LMog Area in New Dwelling ' Second Dwelling. Unit sq·uare Feet' of Living Area in SOU Residential-Additions: Net Square feet New Area Commen:iaVlndustrial: City Certification :of Applicant Information: Square Feet Floor Area : . . Date: SCJJOOL DlSTRICTS WlTfflN THE CITY OF CAR.I.SIAD Cai-libad Unified School Dislrict 80! 1ine Ave. Carlsbad CA 92009 (129-9291) Endnitu UllioD. School Dislrict 101 SoutbRancboSantaFoRd Encimia&, CA 92024 (944-4300) San Marcos Unified School District 215MaraWay San Mmas. CA 92069 (736-2200) San Dieguittt Union High School District no Encmit•dnvlf. Eacimtas, CA,92024 (753-6491) :: : CM1fficatiorr of AppUcant/OWn.,._ The pMOn •xecudng lhls de~n ("Owner")~ under penalty Of perjury atat (1) the information provided 'above ia correct and true lo the best of 1he Owner's knowledge, and that the owner will me an amemfed ~cation of paymlnt and pay the adcrilional 1n if Owner n,quesls an n,crease in lht mDm* of dwelling unill or square foo1age after 1he building permit is Jnutd or If the initial determination of units or square faotage ls found to be i~ntct. and that (2) the OWner ~ the owner/daveloper of Iha above deffllbed projeet(~}. or that lhe per10n executing 1tlls dtdaration is dot'lzed to sign on:behalf of tho OWnar. Dam: ----------------- 1635 Faraday: Avenue • Carlsbad, CA 92008-7314 • (780) 602-2700 • FAX (7&0) e02-85eO {t) RGYiscd 4llOIOO p.S Nov 16 01 ll:41a . -t 858-793-4787 SmithConsultin~Arch1tec s l<-NOV-;ij-20,~ fRI 07:58 AH CITY OF CARSLBAD FAX NO. 760 602 8558 SCHOOL DISTRICT SCHOOL FEE CERTlFICA TION : (To be. completed by the school district(&)} P. 06 ......................................................................................................... _ ................. .. THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUtReMENTS FOR Tt:tE 'PROJECT HAVE ScEN OR WILL SE SATISFJED. . SCHOOL orSTRICT: . . The underiigned, being duly authotited by the applicable School 0i$trict. certifies that the . developer, buikler, or owner has satisfied the obligation for school facilities. This i~ to ~rtify that t~e applk:ant listed on page 1 .. hat paid aN amounts or completed ·~, .. -~ppficable school mitigation determined by the School District. The City may isst.is building permits for this project SIGNATURE OF AUTHORIZED SCHOOL oism,cr OFFICIAL TITLE NAME OF SCHOOL DISTRICT DATE: PHONE NUMSE~ . . . . I . .e~FiiiidlM · Aa1atant·SU~rln~. . p.7