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Home My WebLink AboutAPPLICATIONS, CO, MULT DOCS - 05-00166 - Beehive Credit Unionr~ LJ U 4gEXBURGr~ CITY o~ CERTIFICATE OF O . ~ RExI~URG C C U PAN CY s ~~~SNFD ~~,' Ame"~aSFam'lyc°m"~u"`ry Department of Community Development 19 E. Main St. / Rexburg, ID. 83440 Phone (208) 359-3020 /Fax (208) 359-3022 Building Permit No: 05 00166 Applicable Edition of Code: International Building Code 2003 Site Address: 1087 Erikson Dr Use and Occupancy: Bank & Offices Type of Construction: Type II-FR, Fire resistive, non-combustible Design Occupant Load: 268 Sprinkler System Required: Yes Name and Address of Owner: Beehive Federal Credit Union P O Box 40 Rexburg, ID 83440 Contractor: Shook Construction Co Special Conditions: Occupancy: Business, professional or service, restaurants less than 50 This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time time of issuance, this building or that portion of the building that vies inspected on the date listed vtes found to be in compliance vuth the requirements of the code for the group and division of occupancy and the use for tnhich the proposed occupancy vies classified. Date C.O. Issued: March C.O Issued by: 22, 20 Building Official There shall be no further change in the e~asting occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Water Department: ~ Fire De State of Idaho Electrical Department FROM :COMMERCIAL METAL WORKS IN~ FAX N0. :2083572349 Nov•15. 2005 9; 51AM ~`;f~'Y OF REX13 URG ~ BUILDING PERMIT APPLICATION Please ca 19 E MAIN, REXBURG, ID. 83440 If the gae®tit Nov. 15 2005 11:27AM P2 ~i ~nrn n ~ 05 001 Beehive Federal CU 208-359-3020X322 PARCEL NUMBER: (Wo will provide this for you) SUSDIVI5ION: UNIT# BLOCI~# LOT# ,^ (Addressing is based opt the infoaniatiotl -must be ecctuate) vg ~'Ey.C~,a~ G~~9 t'r CONTACT PHONE # - ~..._. , PROPE1tTY ADDRE89:w,/D B) = !~ I lc 6 M ~ IZ ~~ iy ~.~ ~~-i-1e ~',3 S~ 4 0 ~~ PHONE #: Home ( ) Work ( ) Cell ( ) OWNER MAiLINO ADDRESS: CITY: STATE; ZIP: EMAIL FAX APPT.1<C,AN~ (If Other then owner) GApP~caat if other than owner, a statemotrt autborizinr applicant to act ae agent £a~r owner mast eccompatty tttia application.) APPLICANT INFORMAI~ON: ADA1tESS CITY: STATE, Z1P Sar~AIL ~~ PRONE #: Home ( ) Work ( ) Cell ( ) IviA1LlNG ADDRESS: , o, CITYS ~~~Y STATE..~u ZZP_~~~~ PHONE: Home Work# 35 ~ ~'~ `~ 7 _ Ccll# EMAIL FAX,~.S 7 -~ 3 y 9 Haw many buildinlgs are located on this propetty'1 Did you recently purchase this pd~operty?~[~ Yes (lf yes glue owner's name) Is this a lot split? ~ YES (Please faring copy of new legal description of PmPeri3') PROPOSED USE: ~ e ~- Commercial, AddGtioa, ltc.) , (i.a, Single Family Residence, Mum Family, A,pattnneute, ~mtodet, carve, APPLICANT'S S1pNAT[JRE, CERTIFICATION AND AUTHORIZATION: Under peealty of perJttry, [ hereby Geettty' rhos T have read this applieatiott and state that the Er~otaaatfota betofn is correct and I swear fiat any iofnrmation w'bich may haeafkr be given by too hearh~~e before tbo Phutdng and Zatiiet~ Commission of the City Cotmdi for Site Ciry of ItexbtuS 3ita11 be truti+fi~l and ~~~' T agree to comply with all Cfty togulationa and State Iowa relatat-g to the subject matter of this application and hereby authariud representedves of the Clry to eatat npgn the abovoanentianedpreperly Por inspections PuTPo~ NO'r'~= The building offlclo~l may evoke a pea~tniR an appoovel issued taedrr ate provlsiooa ofthe 2000 Internatioaal Code in casve of duty fitlsn atatcmea'it °r misrepreee~ttation of foot in the applicadon or on the plans on Which t'he permlt or approval was based, p'eKmit void eat ad within 1 SO days. Permit void if work stops for 180 days. ~~ ~ . .rte --~~-~---~-`~" 5i of 4wiaet/,Applicant _ DATE Do you prefer to be oontacted by fax, email phoxie~ Circl® One gT pE ppllRlTTD bN CONSTRUCTION SIT1i:l wW~« WARNLNG - $>[TILDING ppe ~° ,T l,~ plpn bsa are npu-retpadabte and era paid In fall et the time of e n nm8 ~Y (y~r arRa3Dnrg'e Aeeeptpnce otfhe plan rovle~v toe does act oonstil4te plea approval ••13olidfng Permit Foos are dne >tt tlme at appGcethia•• w"BullAlug Permlta are void It yon ahecsr dote not elear"~ FROM :COMMERCIAL METAL WORKS IN~ FAX N0. :2083572349 ~ov. 15 2005 11:28AM P3 Nov,.15, 2005 9.56RM No. 1350 P. .~ : . ..,....,..~,.~.,...~.r.,..r...,. .~.~..~,,,.~~~ ~a~e eollXlp e ~ ~i ~~yue~tion does not apply in NA~ior non applicable NAME l~ BEM 1 V°'E FE v E~•~-. G•~.E~ iT' cJ-N to ~I PROPERTY ADDRESS /p8 7 I~ FZtlcso N Re:u ~~6, ~ a Penriit# SUBDYVI3ION _ _ Required!!! 1VIEC~~AIVIC~1.~ C.o ~~r~~a.up- ~ Mechanical Contractor's Name:~~'n ~ ~O~r~~S Business Name: _ ~-~w~ IrtoQK~,~zh c, Address 1~,0 ~ ~o>< -rt ' ~ city _ Nt~..L~.Y State T ~ zip s~.7 Contact Phone: (~al~a) $usiness .Phone; ~~) 3 S 7 _ a 3 ~/ 7 Email Fax ~ o~ ~_ 3 S 7 "' d 3 ~-/ 4 Mechanical Estimate ~~ (CommorciaUMuHi Family Only) ~S ~ APPLIANCES COUNT (Sfi~le Family Da~ellf~e8 Ot,~y) Furnace Exhaa~t or Vent Dusts Furnace/Air Conditioner Combo Heat Pump Air Conditioner Evaporative Cooler Unit Heaidt Space 1•Ieater Decorative gas-fired appliance Incineratot System Boilet ._. Pool Heater l:hyer Vents ~_ Range Hood Vents Coale Stove Vents Bath Fan Vents othcn similar vents & duct: Similar fixtures or Appliaaees Fuel C3as Pipe Outlets including atubixd in or future outlets Inlet Pressure (Meter Supply) PSI Beat (Circle all that apply Gas Oil Coal Fireplace Blcctric Mechanical Sizing Calculations moat be submitted with Plana d~ Application Point o~ Delivery mne~t be shown on plans. 2~ Luc.-~~~i9 SigAa of Licensed Coenactor License number The scleedu!® it the same as ~~/ mss' ~o s Date the 5(dte ofldt~ho JUN-18-2005 12 49 SHOOK CONSTRUCTION • E ~ • Shook Construction Company, Inc. 3219 East 81st North Idaho Falls, Idaho 83401 (208)529-4038 -office (208)524-0734 -fax Facsimile Transmittal Cover Sheet Date: C~ ~ialo ~" To: 'w ~S Fax #: ~.J ~ ! ~ 3 (~~ From: ~ ~~h G1 r ~~lr Gt~~ Pages:(Including Cover Sh ~iddi 'f~` //1~ emo. ~ ~ wu~ yyt ~,~ S d I~'---f ~ ~ d ~ LD~d ~ , ~~ o~~ ~ ~~~`" If any pages we a not received or ~fyou have any questions or concerns, please call our office as soon as possible, Thank you. P.O1iO5 ~08~ ~~~ K.Sd~ 05 00 ~ 66 Beehive Credit Union JUN-10-2005 12 49 SHOOK CONSTRUCTION P.02i05 :~: C_'ITY OF RF.XB URG • _ PERMIT # • BUILDING PE1tMIT APPLICATION Piease complete the entire Application! ' 19 E MAIN, RE~XBURG, ID. 83440 If the question does not apply fill in NA for non applicable 208-359-3020 X322 PARCEL NtJNIBER: (We will provide this for you) SUBDIVISION: UNIT# $LOCK# LOT# (Addressing is based on the information - must be accurate) OW_N__E'R; CONTACT PHONE # PROPERTY ADDRESS: PHONE #: Home ( ) Work ( ) Ccll ( ) OWNER MAKING ADD1tE55: CITY: FMATT• FAX .9.PPZICAN~": (If other than owner) (Applit:ant if othau them owner, a statement aluthorizing applicant to act ala ageuz for owner m ust atcompazty this applicadion.) APPLICANT INFORMATION: ADDRESS clr~: STATE; ZZP EMAIL FAX PHONE #: Home ( ) work ( ) coal ( ) C01V71~1CT4R: Shook Constrlictinn Cnm~~~~ Tnr+ MAILING ADDRESS: 3219 East 81 st North PHONE: Homc# n/ a Work# 5 2 9- 4 0 3 8 EMAIL -- CITY Idaho Falls, STATE rD ZIP 83401 Cell# 390-3650 or 589-2103 FAX 524-0734 How many buildings are located on this property'1 Did you recently purchase this property'? No Yes (If yes give ownar's name) . Ys this a lot split? Nq YES (Please bring copy of new lesal description of property) PROPOSED USE: (i.e., Single Family Residence, Multi Family, Apat~ents, Remodol. Garage, Commercial, Additioq .Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Vadet petmiry of peajury, t Hereby certd~r tber t Hare rmd this epp,lieatioo and state that the ia:fvtmnttiaa him is ovm~ct and I swear that nay lt3l'orazerton wNch may het^aRan be ejvea by sae ist bem~u~gs betbati the Planning sad 7aatipe Coatnttsslo~ ottAe City Council Ibr the City of Itexbtag shall be trtdltfut end oancct. I agroa to comply wit4 all City regulattloaa ata4 Stxoe laws ralatiAg to dao subJact mautarr of this epplioation sad heeeby authorized reptnsattotivw of t6r: City to eater upam the abovo-rlleatioaed proparry Sor itupecdoat Dttrposa_ NOTE: lbe build'mg o~oial tnry revoke a permh on epCt~ovel laataed under the provisions oYthe 2000 interv^tionel Code m eases of any false ~etemcat w misrap ration of.faet in the e~plieatioa or ott ttto ataaa oa which d1C potmit or approval was based. Permit void ifaot started within 1 SO days_ Permit void ifworic Crops r 80 days. ~ , /i ~ /J~ . i~ ' (, ~ ~~`/ /S'hook Construction Compan , Inc. / / Si titre of Owner/?~pD]icant DATE Do you prefer to be contacted by fax, email or phone? Circle One WARNING - HUII.DII~1G PERMIT MU97r BE POSTED ON CONBTRUCTIOI~ S17 F.l flat] leap ara nob retttlldae]e aria! alto patld Fn Boll art the tame of appb~tioo beginning 1mrscry 2.20pS City otRexbare's Acceptance ofthe pLo n.tew fee does not eonstltate plan approval .. .. . STATE: ZIP: 3 JUN-10-2005 12 49 SHOOK CONSTRUCTION P.03i05 ~'Ie~s~~ complete the Maur r ~ ..~ -~---..~-eM~o.,.~~,~ar-- ' e Application! If the guestron dor,~ net appJJr fail in 1~A for non appilcabie N Nero Building £or beehive Fed~xaY credit Union PROPI;RTYA].7DRESS 1087 Erikson, Rexburg, TD B3440 pe~~} SUBDIv[SION Dwelling Units: Parcel Aces; SETBACKS FItO1V'f SIDE SII7E BACK Reu~odei!ing Your Braldi~~/f~ome (need Esdmace~ $ auarAC~,,; ,~gU,~9.R~EaFOQTAGE.• (51ta11 izlrlude the extettiar wall measurements of the buildia~ Fuss Floor Area Vnfinishad Basement area Second floor/1oft area l~iaished Ussamat-t area Thud tloat/loft area Garage area Shed ar Bam C;arpvtt/Deck 30" above grade)Area '~efiet' 1Vtater Coant Watcr Maur See: Requaredl !! .~~ ~~BING Plumbing C~oa~actur's Name; Business Nary: ~ Addross~ Q City~Lj,a -t 4 ~ I.~ Srarc Zip~O~ Coniao[ Phone; (~ ~._~ c~$~._„Business Pho:-e: ~)_ ~'~~,- ~8~,.,, ,. - .~.~~. E~~~ F~c ~lDd - ~~ ~ ~/ - A 1 fpQ ,F.1X'?lTRl~ ~~DUN~ (udr~d~ia~~ehed fi~rJ~ Clothes Washing M,aehinz Sprinklers Di:;hwasher 71ih/9howers Floor Dzain Toiled[Jrinal Ga~~bsge l~isposat Wascr Heater Hon:1~b/Spa 'Outer 5of~Gner 5iri6s (Lava:tatie~s, kitehe~, bar, mop) Plnmb~ E~, ' e 0 (Commercial Qn~-) ~,l'y ~l~ - t Q7o le r o Q S' fiequ¢ed! S' ~ai~e of Lioe~sed Cor~traetor L~a~9e aemher D ' `- The C1ry d'Rsrb~r 's arArh fec scliedula ~ fhd .ea~ne as segrr~~d by rice Stara c~fldpho JUN-10-2005 1249 SHOOK CONSTRUCTION P.04i05 r I~IJI'i • l~Ul'll'ItKI, J HL I'iC ~ HL WUKI« r HX NU• • 35 ~GSU7 J u~- 1~ ~t~US ley: L~EPP1 P1 JUN-le-20L~5 0B~SA • K CON5TRUCTION • _ P•_~~~ Pl~tse complete the entire A,pplleettioa! Xer~,e gue~lop dues sot apply p11:o NA xor soA aPp1lc~Lle Nyl~ New Buildin for Beehive Federal Credit U're~on PROPERZYAUDRESS '(Qg•~ Ez~.ka~rl, Rexburg, Ic3o,ho 83490 Parm~ic~ SUI~DIVISION ~Rega~iredll d ~~~~vx~~ MacbRnical Captractor's Nerve: ~^~~ l.- ~ A~_ ~nc ~'!F..,~ Busin~sa Name: I"'i6~c_ l.,laR~~c Addrerss ~O ~X M La~,JJ~~7'AT~ Cit~r~H £~~L,L ~ 5tate`~~-K 4 Zip~,~~y Ca~c Phcmt: ( ) ~usincss Phone; ~08j 3~ 7 ~ ~ 3 Y 7 F.ma!] ~ j',~o~.K ®~,a~ , N~~` Fax ~~'-3 S ~ ~a1~ y-~j 1VLch~ndcal ~atlmah S I "1,~„_ 9~, (Comme~f4VMu]d Fpw~y oab-) ~~ 0 ~TC~'T~..S' ~ A2'PLTANC~1' C'OD]V1" (Si'L~le Fmrti(y Dxarl!!$~ pelt') ~3 P~nrnnca Exhaust or vent Ducts k'~zomcd,A~ir Cand4ri~r Cwmba Heat Pump Alr Candirioa~r Evapor$4ve Cooler U'air Hoer Spars Hcatac Dvco~vc 8~-flteri eppli~uace Inahomator 5ystrm Eoi]Gr Fool Heater Dryer Yeats Reugc Hood Vcats Cook Stove Vets `~ Batb Fea V casts other aimikc vr.~a ~ ducts; Similar ~dures or A,pplia~a~cee _,,," Fuel Qao Pipe Out]a~s including stubbed is or fut~uo outlets lsilcc Preanutn (Meta Supply) P9x Hews (Circle sill that apply Oll Coal replace Eke~ic Moch~nleat Slzing Csl~ulations mast be svbmette~d v~vitt~ Pinuu~ & App~lestion Pojnx odAir~f~nry mast be shown oh pleas. Sl~rc of enaed Qoe~r T.i~a.e a~b~[ Dec ~wlred! 7'irc Ctrry 4fRaclArR ~ psm8 frs scdrsdt*!a 1~' nbs scent as rimed b,-- j3~a S7me 5 TOTAL. P. 0c: JUN-18-2005 12 49 SHOOK CONSTRUCTION P.05i05 ~, SUSCON'1'~iACTOR I.~~ST Excavation c~ Earthwork: x&K Contractors , Inc . Concrete: Shook Construction Company, Itie. /KB Concrete, Inc.'? Masoruy: Daniels Masonr Roofing: Briggs Roofing Insulation: LC Insulation ~~~: Acoustical specialties, Inc. ~~~: Lee Wobig Painting Floor Commercial Floors, Showcase Interiors, Davis Tile Company, Inc. Coverings: Plumbing: Bingham Mechanical, Inc. Heating: Commerc~;al Metalworks, Inc. Electrical: Darnell weekes Electric, Inc. Special Construction (Manufacturer or Supplier) RoofTrusscs: BMC west Building Supply Floor/Ceiling Joists; D& F 5 to e 1 Siding/Exterior Trim• n / a Other: 7 TOTAL P. 85 ~` w q r G~ 4 Y U O Z m - O - - > > ~ ~ oz o m~ w ~~ ~ ~z U d o w N Q ~ ~ M ~ L ~ U Z ~> ~D~~M v Vo ~>-N >2wm00~rn~noai Qo~-~l- a w o~ w o 0 0 °o chi ~~~ oo Q~ ~' m ~ d~ M M N ~ Ef3 N O ER ~~ M r~+ C ~ ~ V _ ~ 7 ~ ~ H ~ .~ y d Q a' ~( ~( r+ (n ~ aa`a~ 0 5~~t~ (9~ May. 31. 2005 9:31AM No. 0145 P. 3 ~'lTY OF F'EXB URG • PERMIT # BUILDING PERNIZT APPLICATION Please complete the entire Application! 19 E MAIN, REXBURG, ID. 83440 If the question does not apply fill is NA for non applicable 208-359-3020 X322 `' PARCEL NUMBER: p V ~W ~~ 00 (We will provide this for you) SUBDIVISION: ~ l TJNIT# BLOCK# 3 LOT# I ~ Zi 3, 8, 9 , 1(] (Addressing is based on the information -must be accurate) ou CONTACT PHONE # Zog - ~~ - (non PROPERTY ADDRESS: ~0 S 7 E2 / K.Sw•l ~i~ PHONE #: Home ( ) Work (Z~s) !~ - ICx~ Cell ( ) OWNER MAILING ADDRESS: <a5 5 , L'~uz~-L. CITY: iZExe~~e~, STATE: I~ZIP: 3y~'~0 EMAIL FAX APPLIGAIVT: (If other than owner) illi~zs~ L~~~c.y ~}~ss~,4--rte ~A.. (Applicant if other than owner, a statement authorizing applicant to act as agent for owner must accompany this application.) APPLICANT INFORMATION: ADDRESS ~c7.3ox. 2Zl Z CITY: / I~t1-}~ ~~s S TATE;_ I ~ ZIP $~ y-c-~3 EMAIL 5 ~ n _ nb - arckc~-aE1~sco~tFAX Zo8 - 522 - 87 8 5 PHONE #: Home ( ) Work (zo8) 522- S?7 t Cell ( ) 589 - !7'?`l CONTRACTOR: 5--t~~c. C~ s-r2v~-rt oN C'o,M Pk-a Mr , ~ n~c . MAILING ADDRESS: 3Z1`1 E. Sl~l I~aea--N CITY t~d~s STATE~,ZIP ~c3i PHONE: Home# Work# 2a6- 529- ~{u38 Cell# EMAIL FAX 208-52~f-o~3~ How many bulldzngs are located on this property?_ J~on./E Did you recently purchase this property? No Yes (If yes give owner's name) . Is this a lot split?~ YES (Please bring copy of new legal description of property) PROPOSED USE: ~U•c~M~c~,4c_ - ~4-,u,~ c~OF~~cE~ (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalty of perjury, I hereby certify that I have recd this app lieation and state that the information herein is wrroct and I swca7 that any information which may hereaRer be given by ate is bearings before the Planning and Zoning Commission or the City Council for the City of.Rexburg shall be ttutltful and wmct. I agrw to comply with all City regulations and State laws rotating to the subject matter of this application and hereby authorized representatives of the City to enter upcm the abovo-mcntioned property for inspections purposes. NOTE, Ili building official may revoke a permit on appmval issued tinder the provisions of the 2000 international CodC m cases of any false stakmcnt or misrepresentation of.fact in the application or oo the plans on which dtc permit or approval was based. Permit void ifnot started within 180 days. Permit void ifworlc stops for 180 days. ~ ___ Signature of Owner/Applicant ~ DATE Do you prefer to be contacted by fax, email or phone? Circle One WARNIlVG - BUlI.D1ING PERMIT MUSS' )3E POSTED ON CONSTRUCTION SITEI Ylan fees are non-ref4ndable and are paid in fall at the time of application 6eginniag Jo,urarv 1. ?005. City of Re:burg's Acceptance of the plan review fee does not constitute plan approval .. . 3 May, 31. 2005 9:32AM No. 0745 P. 7 ~; r''*? -.~ j ~.. ~~ C17Y OF RExBU~ AMERKA5 FAh11LY COMMUhTi7 APPLICATION: "CONSTRUCTION PERMIT" CONSTRUCTION PERMIT #:_ PERMIT APPROVED: YES/ NO 4 APPROVED BY: -APPLICANT INFORMATION: 550.00 FEE PAID: YES/NO BUSINESS NAME: ~~zs~ ~ai~/ ,~~~+5soc-~ ~r4 . OFFICE ADDRESS: 2'~~A-Nfl ~~ s t t~ g~o3 C~- State Tip OFFICE PHONE NUMBER: ( zoo ) szz - ~s779 CONTACT PERSON: ~~~,-~~SoN CELL, PHONE # ~) ~a9~ - ~~~9 -LOCATION OF WORK TO BE DONE: STREET ADDRESS WHERE WORK WILL BE DONE: j~87 E~I,e 5oN ~e.- v __ BUSINESS NAME WHERE WORK WILL BE DONE: ~/-~~ cous~ucTZo~ CoMp.~, ~A~ DATES FOR WORK TO BE DONE: TO CONTACT PERSON: ~ ~ ~~+~~ _ PHONE NUMBER: (2~~ s Zz - a7~9 CELL # (_,) PLEASE CHECK THE TYPE OF PERMIT(S) YOU ARE APPLYING FOR; AUTOMATIC FIRE-EXTINGUISHING SYSTEMS ^ COMPRESSED GASES ,~ FIRE ALARM AND DETECTION SYSTEMS AND RELATED EQUIPMENT ^ FIRE PUMPS AND RELATED EQUIPMENT ^ FLAMMABLE AND COMMBUSTIBLE LIQUIDS ~7 HAZARDOUS MATERIALS ^ INDUSTRIAL OVENS ^ LP-GAS ^ PRIVATE FIRE HYDRANTS ^ SPRAYING OR DIPPING ^ STANDPIPE SYSTEMS ^ TEMPORARY MEMBRANE STRUCTURES, TENTS, AND CANOPIES ~~ l 5-3~-os APPLIC NTS SIGNATURE DATE 6 Rexburg Rexburg America's Family Community Permit Application CITY OF REXBURG BUILDING PERMIT APPLICATION 19 E MAIN, REXBURG, ID. 83440 208-359-3020 X326 PARCEL NUMBER: Page 1 of 3 PERMIT # SUBDIVISION:_ ~Ac.u~ H/~Of I.mPERkTVE ..uB . UNIT# BLOCK#J LOT# ~ ~ 2- ~ ~ 8 /~ ~ ~~ OWNER:__!}~fHt/~ t FD. L2E D~T (JN/Dh/ CONTACT PHONE # Zog - ~~ - laoo PROPERTY ADDRESS: 1087 Cfl K.~oh 1 ~~~/~' PHONE#: Home ( ) Work (dos) (E,SIo- loon Cell ( ) OWNER MAILING ADDRESS: ~5 5. C'EN~~ CITY: ~EXt3vat~ STATE l~ ZIP: B'~o APPLICANT (If other than owner) ~/~ZSo~y i~/[~/ ~ }~-S~~,t r~S t`~. ~, (If applicant if other than owner, a statement authorizing ap licant to act as agent for owner must accompany this application.) MAILING ADDRESS OF APPLICANT ~D. 3ox ~Z12 CITY:/l7A1fo ~.4u.s STATE; lT7 ZIP F3~~3 PHONE #: Home ( ) Work (LeB) 52Z - $779 Cell ( ) CONTRACTOR: ~-~400~ Cous~Txs~J PHONE: Home# Work# Cell# MAILING ADDRESS: 3219 EAs-r- ~l ~-~ (~[~-~ CITY IDANo Fku-5 STATE /~ ZIP 8301 How many houses are located on this property? Did you recently purchase this property? No Yes (If yes give owner's name) Is this a lot split. NO YES (Please bring copy of new legal description of property) PROPOSED USE: COMA E72 GIA~ - Ep/T ~cJtv~u uJSD~/CEO (i.e., Single Family Residence, Multi Family, Apartments, Remodel, Garage, Commercial, Addition, Etc.) APPLICANT'S SIGNATURE, CERTIFICATION AND AUTHORIZATION: Under penalty of perjury, I hereby certify that I have read this application and state that the information herein is correct and I swear that any information which may hereafter be given by me in hearings before the Planning and Zoning Commission or the City Council for the City of Rexburg shall be truthful and correct. I agree to comply with all City regulations and State laws relating to the subject matter of this application and hereby authorized representatives of the City to enter upon the above-mentioned property for inspections purposes. NOTE: The building official may revoke a permit on approval issued under the provisions of the 2000 International Code in cases of any false statement or misrepresentation of fact in the application or on the plans on which the permit or approval was based. Permit void if not started within 180 days. Permit void if work stops for 180 days. Back to Web Site ~KE ~J http://rexburg.govoffice.com/index.asp?Type=B_BASIC&SEC={ 501 E755C-34A8-4C62-... 5/26/2005 Rexburg . • Page 2 of 3 /~/~ / . Signature of Owner/Applicant O~y ~~~~ DATE 5~Z7~O5 WARNING -BUILDING PERMIT MUST BE POSTED ON CONSTRUCTION SITE! Plan fees are non-refundable and are paid in full at the time of application beginning January 1, 2005. City of Rexburg's Acceptance of the plan review fee does not constitute plan approval **Building Permit Fees are due at time of application** **Building Permits are void if you check does not clear** NAME ~'~N~/t2C' (t"~TLI-L- C~DPr' yN~orl PROPERTY ADDRESS Permit# SUBDIVISION Y1~u P,i u/~ ~~ ('~~d-nv~ Dwelling Units: ~/~ Parcel Acres: 2.50 Front Footage (if applicable) ~ ~`~. ?j -~'~ SURFACE SQUARE FOOTAGE: (Shall include the exterior wall measurements of the building) First Floor Area 8~7 Co s~-~'. Unfinished Basement area <o23Co s_ . Second floor/loft area 7 7 s.~. Finished basement area ~-- Third floor/loft area - Garage area Shed or Barn Z Carport/Deck (30" above grade) Area Remode/ (Need Estimate) $ PL UMB/NG PLUMBERS NAME ADDRESS CITY STATE ZIP PHONE FIXTURE COUNT CLOTHES WASHING MACHINE DISHWASHER FLOOR DRAIN GARBAGE DISPOSAL HOT TUB/SPA SINKS (Lavatories, kitchens, bar, mop) WATER METER COUNT SPRINKLERS TUB/SHOWERS l ~ TOILET/URINAL -, WATER HEATER J_ 1 WATER SOFTENER ~- -~ WATER METER SIZE HEAT (Circle all that apply Gas Oil Coal Fireplace Electric Commercial Buildings & Apartments with 3 or more units Only BUILDING ESTIMATE $ PLUMBING ESTIMATE $ STORM WATER LENGTH FRONT FOOTAGE 4 ~ . 3 fF http://rexburg.govoffice.com/index.asp?Type=B_BASIC&SEC={ 501 E755C-34A8-4C62-... 5/26/2005 Rexburg STRUCTURES DESCRIPTION USE BEDROOMS -- UNITS --~ ROOF S~~rc~- t~.~t T~aF M~upQar~E NON CENSUS SANITATION METHOD" `t~E7L OCCUPANCY LOAD ~~ 8 HEAT G,4s ~vi~~ EXITS Z FLOOD ZONE ~ FENCE TYPE ~-- SETBA CKS OCCUPANCY _~ f._S _ Z / FRONT S3 ~4" SIDE Z I~l -3 SIDE 10-1 - ~{'' BACK 122' -- Official web site of the City of Rexburg Page 3 of 3 -3u «p, Ny w/ /~'~E'('~ 5tv c~ Cve.T kf ~ talAus ~ BruuC~Sro~ Vt-w~2. http://rexburg.govoffice.com/index.asp?Type=B_BASIC&SEC={ 501 E755C-34A8-4C62-... 5/26/2005 ~ :_.... PROJECT: BEEHIVIE CREDIT UNION PROJECT NO: 05176 CLIENT: Nielson Bodily and Associates DATE: MAY 24, 2005 05 00 ~ 66 Beehive Credit Union W z z w STRUCTURAL SEAL: ~ 4943 NORTH 29TH EAST, STE A ~ IDAHO FALLS, IDAHO 83401 ~S~IONAL ~,~ r Phone: (208) 552-9874 4~ ~~~'s~ [ Fax: (208) 552-9302 4 ~ 1 QF IDP/ tiTRUC'1'URAL CALCULATIONS FOR' DATE: ENGINEER: PRO]L~T MJMBER: SHEET NUNQiFR PROJECT TITLE I 05/24/05 I TB I N/A I COVER BEEHIVIE CREDIT UNION BASIS FOR DESIGN DESIGN CODE: 2003160 DESIGN CRITERIA: - wind speed 90 MPH Exp.C seismic category p Allowable Bearing Pressure 2500 psf DESIGN LOADS: FLAT ROOF Steel bar joists 4.5 insulation 4.5 Roofing material 3.0 suspended ceiling 1,5 Steel Deck 3.5 mech./elec./misc. 3.0 D.L = 20.0 psf L.L.= 35 psf FLOOR: 5" concrete slab and steel deck 45.0 steel framing 7,0 suspended ceiling 2.0 mech./elec./misc. 6.0 D.L.= 60.0 psf L.L.= 50 psf Partition LL= 20 psf EXTERIOR WALLS: steel studs and sheathing 10.0 psf masonry veneer 38.0 psf reducible Project Name: Project #: Initials: Date: Sheet: BASIS FOR DESIGN DESIC3N CODE: 20O3IBC DES1l3N CRITERIA: wind speed 90 MPH Exp.C seismic category p Allowable Bearing Pressure 2500 psf DESIGN LOADS: FLAT ROOF Steel barjoists 4.5 insulation 4.5 Roofing material 3.0 suspended ceiling 1.5 Steel Deck 3.5 mech./elec./misc. 3.0 D.L.= 20.0 psf L.L.= 35 psf FLOOR: ~~ 5" concrete slab and steel deck 45.0 steel framing 7 p suspended ceiling 2.0 mech./elec./misc. 6.0 D.L.= 60.0 psf L.L = 50 psf Partition LL= 20 psf EXTERIOR WALLS: steel studs and sheathing 10.0 psf masonry veneer 38.0 psf reducible Project Name: Project #: Initials: Date: Sheet: , ~. -~ , M ~-F St=-~1" TX~i~~i v~ Ll.= 35-,~s~' D~~ 2vp~~ S~a c ~ vac, _ (~ r- o' O . C. y~(,Ct ~ Tom= ~C~~= ~~v~l~ S~t-~5 ~ 2~{ ~~ 23 J 2~' ~ /G' /G~ 5/~~h ~iE IZ kt ~ v'-v"aw t1 ~ A~~ IowdLl c 38~p1~ LLL~ 2 T ' Spav~ OY ~{ sf Z PiZ pi~ct,~ f11 tvw~~l c Lost ; 3y~v pl f LL 2zt PtF AL .2ro ~' SpA~'- IgkS GJ G' p''o,L ~llvwrr~le lvua[ ~ 3G~1~1~ LL 2`I ~I p(-~ /~L S-{-t c ( ~ e G(G 22 5Q"9 L /9't ~ow•~~l~ ~vad = 53 psi Project Name: Project #: Initials: Date: Sheet: 1 1 ' T ~ N Z i L -~ ~ i ~~= acs P7~ LL = 3~~s~ S5 PSG u ~~ Vc~ I~ ~ ~t~ ~~ ~,,~~ d~~(~ `~ ~-(lo~z~k ,cEtc~ = Z 3~z,~ w ~~~ C W y Z ~, ~, 1, ^ Z Z W ,.,.. ~l~v~ ~~a ~- , 5 ~h 3, L r o. C SPo~~ivf Rzi~ Londe _ ~ 3 ~(ss~- 2~ 3~ ~ Cis) = r2~ Gl ~ ~ ~ ?,21~~ J o ~~Iz ~ loux~lc 1®ao~-= ~3 p ~f Z•L 133 L L O~~ G Cis) ~ 2~ o~~~ ~ ' ~. ~oiiL r~ ~ ~ p ii 0 i ~. -~/lw~.t ~~ zooms ~loLv ~' 3s.5 r(,~ ~ ~ Zy~ ply LL I Project Name: Project #: Initials: Date: Sheet: ~ ` ` . f DRIFT LOADS ON LOWER ROOFS DECKS AND ROOF PROJECTIONS: Difference in ht between upper / lower roof: ,h,r~,:= 15~ft Horiz. dist. of upper roof normal to drift: W;= SO~ft (50 ft min, 500 ft max) Basic ground snow load: Pg-:='S2rpsf Snow exposure coefficient: Ce = 0.7 Importance factor. I :_ 1.0 Drifting Calculations: Roof snow load: Pf •= Ce•I•P Snow density (35 psf max): ~= if(D 5 35•pcf,D,35•pcf) Height of balance snow load: Check if drift load is required: Height of drift surcharge: Maximum intensity of snow w/drift: Max intensity; Pm: Effective width of snow drift: Check width: g 0.13 D := ft •Pg+ 14•pcf D = 20.76 pcf hb := Pf D hr - hb = 7.555 hb Pf = 36.4psf D = 20.76 pcf Fhb 3 '75~# Z a r 2 y U' Z W If < 0.2 neglect drifting _ Wb _ Pg '' • ft '~'' • psf hd :_ ~ .43•~ Wb0.33 (Pg + 10)0.2511 _ 1.5 ,~,,:= hd• 1 • ft hci 2.888 f~ ,ii := if (Pm < Pm1,Pm,Pm1) Pm = 96.346 psf Pml = 311.4 psf ) ~ .,. 9346ps Wdl := 4•hd Wdl = 11.55 ft Check width: Wd2 := 4•(hr- hb) Wd2 = 52.987ft Use width: Wd := if(Wdl < Wd2,Wdl,Wd2) ,~Vd 155 ~Y~ ~: N " - Or"`~ .r".ore rl _~ C. ~e --~ -- r F~ r __...... .__ _.....__ . ~~ c r L DRIFTING AT LOW ROOFS AND DECKS ~~ ~~, ,.-.~ _. ~.- _ S ~ ` '?_z _. ~' S- f ~ Q }_ _ , ,- , _~ __ ~:- _.._ _. _..... .. ...... 3 e DRIFTING AT ROOF PROJECTIONS Project Name: Project #: Initials: Date: Sheet: i ~ 1 l ... ~- - O- - w - o - O-- - ~ /._\ 0 1 1 I II I N 1 I O~ 1 U ~~ U ~ i I 1 1 I i ~----~-- S I' ~ 4 ~--- ~ ~I~ i; Ir -- -a I ~ vann 3 tr~_ _- =a ii ~ I( I ~ -u>,eIM 3 ut 1 7 ~ a ~''~r U _ I _ w~~ a 3 I ~ •flfN1M ' '03 R ~i 3= _ I ~2t ~\ 'b~ I 3 r. 1 ~ 11 : I J II I I O .~ - - a _ _ _ I 21M ~ ~ Z 7pfi ~ 'Lb MM~ I I I I ~ O I I I I I I I I I 1 1 I I I I 1 I I I I I 1 I I 1 I _ ~ _ I 1 I / ,, _ ., BTEEL BEAM SIMPLY SUPPORT ALLOWABLE STRESS OESIGN. BEAM MARK: RBt reduced Reactions (k) Span (ft): 24.00 load DL (psf) LL (psf) LL (psf) trib (ft) wTL (plt) wLL (plf) Left Ri ht TL deflection < U 240 roof 20 35 35 28 1540 980 7.09 7.09 OL LL deflection 337 in° DL LL Comments 1,x:375.0 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 Dn,: L/267 OK M: 113.1 kip-ft tb: 28.76 ksi OK. Dii: 0428 OK Fy: 50 ksi Fb: 33.00 ksi (Ft-1) DcL: 0.4 in Web and shear plate W: 1.5 in ~: 1.5 in F,,: 65 ksi Shear Plate thickness: 0.375 in (s)ingle/(d)ouble shear plate?: S Web Block Shear Capacty: 50.8 k OK Shear Plate Capacity:, 57.1 k OK Bott Capacity Default beam depth "D": 16 in Alternate depth (in): 0 ("0" for default) Quantity: 4 Diameter. 0.75 in Grade: A325 (A307, A325, A490) Bolt Shear Capacty: 26.1 k OK Bearing Capacty: 64.4 k OK R61 USE W16x31 Fy = 50 ksi BEAM MARK: R82 reduced Reactions (k) Span (ft): 26.00 _ load DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) w~L (plf) Left Ri ht TL deflection < U 240 roof 20 35 35 27 1485 945 7.49 7.49 DL LL deflection 415 in" DL LL Comments 1,x:448.0 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DrL: L/259 OK M: 128.5 kip-ft fb: 27.30 ksi OK DLL: U417 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL: 0.5 in Web and shear plate ~,: 1.5 in h: 1.5 in F,,: 65 ksi Shear Plate thickness: 0.375 in (s)ingle/(d)ouble shear plate?: S Web Block Shear Capacity: 54.5 k OK Shear Plate Capacity: 57.1 k OK Bolt Capacity Default beam depth "D": 16 in Alternate depth (in): 0 ("0" for default) Quantity: 4 Diameter. 0.75 in Grade: A325 (A307, A325, A490) Bolt Shear Capacity: 26.1 k OK Bearing Capacity: 69.0 k OK R82 USE W16z36 Fy = 50 ksi BEAM MARK: R63 educed Reactions (k) Span (ft): 26.00 load DL (psf) LL (psf) LL (psf) Crib (ft) wTL (plf) wLL (plf) Left Right TL deflection < U 240 roof 20 35 35 13.5 743 473 3.85 3.85 DL LL deflection 210 in° DL LL Comments I.a,d:245.0 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DTL: 0281 OK M: 84.9 kip-ft fb: 22.08 ksi OK DLL: U456 OK Fy: 50 ksi Fb: 33.00 ksi (Ft-1) DoL: 0.4 in Web and shear plate ~: 1.5 in I~: 1.5 in F,,: 65 ksi Shear Plate thickness: 0.375 in (s)ingle/(tl)ouble shear plate?: S Web Block Shear Capacity: 36.3 k OK Shear Plate Capacity: 42.8 k OK Bolt Capacity Default beam depth "D": 14 in Alternate depth (in): 0 ("0" for default) Quantity: 3 Diameter: 0.75 in Grade: A325 (A307, A325. A490) Bolt Shear Capacity: 16.3 k OK Bearing Capacity: 44.8 k OK R83 USE W14x26 Fy = 50 ksl Project Name: Project #: ~ Initials: Date: Sheet: ' ~_ .. STEEL BEAM SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN. BEAM MARK: R64 reduced Reactions (k) Span (ft): 12.00 load DL (psf) LL (psf) LL (psf) trib (ft) wTl (plf) wLL (pif) Left Right TL deflection < U 240 roof 20 35 35 14 770 490 1.81 1.81 DL LL deflection 21 in° DL LL Comments I,~:199.0 in° P CONCENTRATED LOAD (k): 0.00 M: 14.3 kip-ft Fy: 50 ksi Web and shear plate G: 1.5 in In: 1.5 in Fu: 65 ksi Shear Plate thickness: 0.375 in (s)ingle/(d)ouble shear plate?: S Web Block Shear Capacity: 32.7 k OK Shear Plate Capacity: 42.8 k OK 0.00 from left end: 0.00 DTL: L/2249 OK fb: 5.90 ksi OK DLL: L/3635 OK Fb: 33.00 ksi (F1-1) DoL:0.0in Bolt Capacity Default beam depth "D": 14 in Aftemate depth (in): 0 ("0" for default) QuanBty: 3 Diameter. 0.75 in Grade: A325 (A307, A325, A490) Bolt Shear Capacity: 16.3 k OK Bearing Capacity: 40.4 k OK RB4 USE W14x22 Fy = 50 kst BEAM MARK: R65 reduced Reactions (k) Span (ft): 24.00 load DL (psf) LL (pst) LL (pst) trib (ft) wTl (ptt) wLL (plf) Left Right TL deflection < U 240 mof 20 35 35 33.5 1843 1173 8.47 8.47 DL LL deflection 403 in° DL LL Comments 1,x,:448.0 in' P CONCENTRATED LOAD (k): 0.00 0.00 from left end: D.00 DTL: L/267 OK M: 135.3 kip-ft tb: 28.73 ksi OK DLL: U427 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) Dol: 0.4 in Web and shear plate Bolt Capacity ~,: 1.5 in Default beam depth "D": 16 in In: 1.5 in Aftemate depth (in): 0 ("0" for default) F,,: 65 ksi Quantity: 4 Shear Plate thickness: 0.375 in Diameter. 0.75 in (s)ingle/(d~uble shear plate?: S Grade: A325 (A307, A325, A490) Web Bbck Shear Capacty: 54.5 k OK Bolt Shear Capacity: .26.1 k OK Shear Plate Capacity: 57.1 k OK Bearing Capacity: 69.0 k OK RB5 USE W16x36 Fy = 60 ksl BEAM MARK: RB6 reduced Reactions (k) Span (ft): 23.50 load DL (psf) LL (psf) LL (psf) trib (ft) wTl (plf) wLL (plf) Left Right TL deflection < U 240 roof 20 35 35 33.25 1829 1164 8.18 8.18 DL iL deflection 375 in" DL LL Comments I,~: 375.0 in' P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DTL: U240 OK M: 128.4 kip-ft fb: 32.84 ksi OK DLL: L/384 OK Fy: 50 ksi Fb: 33.00 ksi (Ft-1) Do1:0.4in Web and shear plate Bott Capacity t,: 1.5 in Default beam depth "D": 18 in M: 1.5 in Aftemate depth (in): 0 ("0"for default) Fu: 65 ksi Quantity: 4 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Blodt Shear Capacity: 50.8 k OK Bolt Shear Capacity: 26.1 k OK Shear Plate Capacity: 57.1 k OK Bearing Capacity: 64.4 k OK RBB USE W15x31 Fy = 50 ksi Project Name: Project #: Initials: Date: Sheet: edAed 6/391 ~_ 0 rc r ,~ « ~t w c H Z _ Q 0 z z BTEEL BEAM SIMPLY SUPPORT ALLOWABLE STRESS OESlGN. BEAM MARK: RB7 educed Reactions (k) Span (ft): 16.00 load DL (psf) LL (psf) LL (psf) tdb (ft) wn (p1f) wLL (P~ Left Right TL deflection < U 240 roof 20 35 35 20 1100 700 3.38 3.38 DL LL deflection 71 in° DL LL Comments Imo: 199.0 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DrL: 0670 OK M; 35.9 kip-ft fb: 14.86 ksi OK DLL: U1073 OK Fy: 50 ksi Fb: 33.00 ksi (Ft-1) DoL: 0.1 in Web and shear plate Bolt Capacity ~: 1.5 in Default beam depth "D": 14 in M: 1.5 in Altemate depth (in): 0 ("0" for default) F,,: 65 ksi puantity: 3 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Stock Shear Capacity: 32.7 k OK Bott Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK Bearing Capacity: 40.4 k OK R67 USE W74x22 Fy = 50 ksl BEAM MARK: RBS induced Reactions (k) Span (ft): 10.00 load DL (psf) LL (psf) LL (psf) trib (ft) wn (Pttl wLL (P~ Left Right TL deflection <. U 240 roof 20 35 35 4 220 140 0.47 0.47 DL LL deflection 4 in° DL LL Comments I,~,.,: 88.6 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 M: 2.9 kip-ft fb: 2.36 ksi OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DrL: U5856 OK DLL: U9788 OK DoL: 0.0 in Web and shear plate eott Capacty 4: 1.5 in Default beam depth "D": 12 in In: 1.5 in Altemate depth (in): 0 ("0" for default) F,,: 65 ksi puantity: 3 Shear Plate thickness: 0.375 in Diameter. 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 28.4 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.6 k OK Bearing Capacity: 35.1 k OK R68 USE W12x14 Fy= 50 ksi BEAM MARK: R89 reducetl Reactions (k) Span (ft): 24.00 load DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) wLL (P~ Left fight TL deflection < U 240 roof 20 35 35 7 385 245 1.85 1.85 DL LL deflection 86 in° DL LL Comments 1,x:86.6 ina P CONCENTRATED LO (k): 0.00 0.00 from left end: 0.00 Dn: U248 OK M: 28.7 kip~ft / fb: 23.14 ksi OK DLL: U405 OK Fy: 50 ksi ~~.~ ~ ~ , ~ 1 \ Fb: 33.00 ksi -1) DoL: 0.4 in Web and shear plate Bolt C-t5acit ~: 1.5 in Default beam epth "D": 12 in h: 1.5 in °~. Aite a depth (in): 0 ("0" for default) F,,: 65 ksi _ `` puantity: 3 Shear Plate thickness: 0.375 in ~`°.`~ Diameter 0.75 in (s)ingle/(d)ouble shear plate?: S / Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 28.4 k OK `-Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK 'Bearing Capacity: 35.1 k OK R69 USE W12x14 Fy=60ks1 ~ Project Name: Project #: Initials: Date: Sheet: '~ STEEL BEAM SIMPLY SUPPORT ALLOWABLE STRESS DESIGN. BEAM MARK: R69 SR610 reduced Reactions (k) Span (ft): 26.00 load DL (pst) LL (psf) LL (psf) trib (ft) wrL (plf) wu (Plf) Left Right TL deflection < U 240 roof 20 35 35 8 440 280 2.33 2.33 DL LL deflection 125 in' DL LL Comments I,a„,~: 130.0 in' P CONCENTRATED LOAD (k): 0,00 0.00 from left end: 0.00 DTL: L/249 OK M: 38.8 kip-ft tb: 21.85 ksi OK Du: U409 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL:0.5in Web and shear plate Bolt Capadty W: 1.5 in Default beam depth "D": 12 in In: 1.5 in Alternate depth (in): 0 ("0" for default) F": 65 ksi Ouantiiy: 3 Shear Plate thickness: 0.375 in Diameter. 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 33.4 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK Bearing Capacity: 41.2 k OK RB9 8:RB70 USE W12x19 Fy = 50 ksi BEAM MARK: R811 reduced Reactions (k) Span (ft): 23.00 load DL (psf) LL (psf) LL (psf) trib (ft) wrL (P~ wLL (PIS Left Right TL deflection < U 240 roof 20 35 35 8 440 280 2.00 2.00 DL LL deflection 86 in° DL LL Comments P CONCENTRATED LOAD (k): 0.00 M: 30.0 kip-ft Fy: 50 ksi Web and shear plate ~: 1.5 in In: 1.5 in F,,: 65 ksi Shear Plate thickness: 0.375 in (s)ingle/(d)ouble shear plate?: S Web Block Shear Capacity: 28.4 k OK Shear Plate Capacity: 42.8 k OK 0.00 from left end: 0.00 fb: 24.18 ksi OK Fb: 33.00 ksi (F1-1) I~:88,6 in° Dn: L/248 OK Du: 0402 OK DoL 0.4 in Bolt Capacity Defauk beam depth "D": 12 in Alternate depth (in): 0 ("0" for default) Quantity: 3 Diameter. 0.75 in Grade: A325 (A307, A325, A490) Bolt Shear Capacity: 16.3 k OK Bearing Capacity: 35.1 k OK RB11 USE W12x14 Fy = 50 ksi BEAM MARK: R612 reduced Reactions (k) Span (ft): 8.00 load DL (psf) LL (psf) LL (psf) lrib (ft) wrL (plf) wLL (plf) Left Right TL deflection < U 240 roof 20 35 35 8 440 280 0.69 0.69 DL LL deflection 4 in° DL LL Comments I,a,,,i: 53.8 in' P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DrL: U3596 OK M: 3.6 kip-ft fb: 3.98 ksi OK Du: U5804 OK Fy: 50 ksi Fb: 32.83 ksi (F1-3) Da: 0.0 in Web and shear plate ~,: 1.5 in In: 1.5 in F,,: 65 ksi Shear Plate thickness: 0.375 in (s)ingle/(d)ouble shear plate?: S Web Block Shear Capacity: 18.9 k OK Shear Plate Capacity: 28.5 k OK Bolt Capacity Default beam depth "D": 10 in Alternate depth (in): 0 ("0" for default) Quantity: 2 Diameter. 0.75 in Grade: A325 (A307, A325, A490) Bolt Shear Capacity: 8.2 k OK Bearing Capadty: 22.2 k OK R812 USE W10x12 Fy = 50 ksl e D w - y 2 L7 D 2 Z W -. .~. :. Project Name: Project #: Initials: Date: Sheet: edked N3,U2 i ~ a 'i iy 2 N Z Z W N 8TEEL BEAM SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN. BEAM MARK: RB13 educed Reactions (k) Span (ft): 10.00 load DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) wLL (ptt) Left Ri ht TL deflection < U 240 roof 20 35 35 24 1320 840 2.50 2.50 DL LL deflection 21 in° DL LL Comments 1.~: 130.0 in° P CONOENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DTL: 07502 OK M: 16.7 kip-ft fb: 9.43 ~ ksi OK DLL: 02394 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL' 0.0 in Web and shear plate Bott Capacity ~,: 1.5 in Default beam depth "D": 12 in In: 1.5 in Altemate depth (in): 0 ("0" for default) F,,: 65 ksi Quantity: 3 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 33.4 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK Bearing Capacity: 41.2 k OK R613 USE W12x19 Fy = 50 ksi BEAM MARK: R614 reduced Reactions (k) Span (ft): 23.50 load DL (psf) LL (psf) LL (psf) trib (ft) wn (pif) wLL (plf) Left Right TL deflection < U 240 roof 20 35 35 20 1100 700 5.01 5.01 DL LL deflection 227 in" DL LL Comments 1,x:245.0 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 Dn: L/259 OK M: 77.7 kip-ft fb: 26.42 ksi OK DLL: 0417 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL: 0.4 in Web and shear plate Bolt Capaaty b: 1.5 in Default beam depth "D": 14 in In: 1.5 in Altemate depth (in): 0 ("0" for default) F,,: 65 ksi puerility: 3 Shear Plate thickness: 0.375 in Diameter. 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 36.3 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK Bearing Capacity: 44.8 k OK R614 USE W14x26 Fy = 50 ksI BEAM MARK: R815 RB76 reduced Reactions (k) Span (ft): 26.00 load DL (psf) LL (psf) LL (psf) trib (ft) wrL (Plfl wLL (P~ Left Right TL deflection < U 240 roof 20 35 35 5 275 175 1.59 1.59 DL LL deflection 81 in" DL LL Comments I,~: 199.0 in" P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DTL: 0590 OK M: 25.1 kip-ft fb: 10.38 ksi OK DLL: 01001 OK Fy: 50 ksi Fb: 33.00 ksi (Ft-1) DoL: 0.2 in Web and shear plate Bolt Capacity 4: 1.5 in Default beam depth "D": 14 in In: 1.5 in Altemate depth (in): 0 ("0" for default) F,,: 65 ksi Quantity: 3 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(tl~uble shear plate?: S Grade: A325 (A307, A325, A490) Web Blocc Shear Capacity: 32.7 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK Beadng Capacity: 40.4 k OK R815 R616 USE W74x22 Fy = 50 ksi Project Name: Project #: ~ Initials: Date: Sheet: 's STEEL BEAM z 0 w ~ a` , - W SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN. BEAM MARK: R617 reduced Reactions (k) Span (ft): 20.00 load DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) wLL (plf) Left Right TL deflection < U 240 roof 20 35 35 4 220 140 3.61 3.61 DL LL deflection 230 ina DL LL Comments la~„ai:375.0 ina POINT LOAD -> P CONCENTRATED LOAD (k): 5.00 15.00 from left end: 10.00 DTL: 0392 OK M: 112.6 kip-ft fb: 28.61 ksi OK DLL: 0541 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DpL: 0.2 in Web and shear plate Bolt Capacity I~: 1.5 in Default beam depth "D": 16 in In: 1.5 in Altemate depth (in): 0 ("0" for default) F,,: 65 ksi Quantity: 4 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 50.8 k OK Bolt Shear Capacity: 26.1 k OK Shear Plate Capacity: 57.1 k OK Bearing Capacity: 64.4 k OK R817 USE W16X31 Fy = 50 ksi BEAM MARK: R818 reduced Reactions (k) Span (ft): 24.00 load DL (psf) LL (psf) LL (psf) trib (ft) wTL (pif) q WLL (PI>7 Left Right TL deflection < U 240 roof 20 35 35 4 220 140 1:22 1.22 DL LL deflection 52 ina DL LL Comments 18Cn,a,: 199.0 ina P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 Dn: 0920 OK M: 17.4 kip-ft fb: 7.21 ksi OK DLL: 01590 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DpL: 0.1 in Web and shear plate I~: 1.5 in In: 1.5 in F,,: 65 ksi Shear Plate thickness: 0.375 in (s)ingleJ(d)ouble shear plate?: S Web Block Shear Capacity: 32.7 k OK Shear Plate Capacity: 42.8 k OK Bolt Capacity Default beam depth "D": 14 in Alternate depth (in): 0 ("0" for default) Quantity: 3 Diameter: 0.75 in Grade: A325 (A307, A325, A490) Bolt Shear Capacity: 16.3 k OK Bearing Capacity: 40.4 k OK R618 USE W14x22 Fy = 50 ksi Project Name: Project #: ~ Initials: Date: Sheet: ~_ Mark: Rb19 Node # 1 2 3 Distance to Support (ft) = 0.00 24.00 28.00 Joint Fixity (S,R,F) = S S F (S = simple, R = rotation, F =free (cantilever)) Moment of Inertia (in^4) = 100 -for analysis only Modulus of Elasticity (ksi) = 1100 -for analysis only Loading: Distributed Loads (Ibs/ft) (begin) W (Ibs/ft) _ (end) W (Ibs/ft) _ (begin) X (ft) _ (end) X (ft) _ Concentrated Loads 1 350.0 350.0 0.0 28.0 P (Ibs) = 38000.0 X (ft) = 28.0 Analysis Results: Spans 1 2 Length (ft) = 24.00 4.00 Shear (left) _ -2249 39400 Shear (right) _ -10649 38000 Maximum Moment = -148910 -154799 at X (ft) = 23.44 24.00 Maximum Deflection (in) = 67.01 -78.06 at X (ft) = 14.33 28.00 Node # 1 2 3 (reactions) R (Ibs) _ -2249 50049 0 Steel Beam Design: f Rb19 Use: W18x50 Deflection Limit = U 120 selection 27 Unbraced Length (ft) = 3.00 L~ = 6.7 ft R~ = 2.25 kips Fy (ksi) = 50 L~ = 7.9 ft RR = 50.05 kips Sx = 88.9 in^3 M = 154.8 kip-ft Fb = 33.3 ksi fb = 20.9 ksi Ix= 800.00 in^4 IR = 740.22 in^4 Max Deflection = 0.37 in UNIFORM BUILDING CODE AND AISGALLOWABLE STRESS DESIGN Spreadsheet version update: 6Hs^J9 urt= 1s Project Name: Project #: ~ Initials: Date:. Sheet: N N Z .: ~~ 4 w y 2 I7 ~ 2 . Z W N Moment eft-Ibs} 0 -200° -40000 -60000 -80000 d E ~ -100000 -120000 -140000 -160000 \~• gyp. '`~• '`~• '`~• ~~'• ~~• `~~• '~~'• `Lo• `L`L• `1~. `Lp,. `l`O. `11. Distance (ft) Project Name: Project #: Initials: Date: Sheet: ~ N 0 CCBEAMX.XLW W Deflection Diagram 80.00 60.00 40.00 20.00 ~ 0.00 -400 ~~ ~'~ ~~ ~'~ `O~ 1 °'~ '~~~ '~~' '~`~' '~o•' '~`'' '~`O' ~~' ~°'. ~~' titi' ~~' ~~' -60.00 -80.00 Distance (ft) ~~ Project Name: Project #: age Initials: Date: Sheet: ~. . CCBEAMX.XLW Shear Diagram 50000 40000 30000 20000 d `° 10000 0 -1000 o0 00 0~ ~~. ~~ o~ ~ti ~~, , -20000 Distance (ft) z W W 2 Z Z W '~ .,..,:...:.:.... ~~ o~~~~~~ ~oo`~ ti~o~ Project Name: Project #: age Initials: Date: Sheet: ~a~ ~A.=~ I`~t,~ .~ ~1 D.5 /(. ~ I ~ '~ ~ ~\ \ '~ '~ E E.1 E.3 E.4 E.5 ~r Sheet: ~ ~ D D.2 D.4 C BTEEL BEAM SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN. BEAM MARK: LRt reduced Reactions (k) Span (ft): 12.75 _ _ load DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) w~L (plf) Left Ri ht TL deflexion < U 240 roof 20 97 97 6.5 761 631 0.89 0.89 DL LL deflection 25 in° DL LL Comments I.a~w:30.8 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DTL: LY298 OK M: 15.7 kip-ft fb: 24.06 ksi OK - DLL: L/365 OK Fy: 50 ksi Fb: 32.70 ksi (Ft-3) DoL: 0.1 in Web and shear plate Bolt Capacity 6: 1.5 in Default beam depth "D": 8 in In: 1.5 in Altemate depth (in): 0 ("0" for default) F,,: 65 ksi puantity: 2 Shear Plate thickness: 0.375 in Diameter. 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 16.9 k OK Bolt Shear Capacity: 8.2 k OK Shear Plate Capacity; 28.5 k OK Bearing Capacity: 19.9 k OK LR7 USE W8x10 Fy = 60 ksi BEAM MARK: LR2 reduced Reacions (k) Span (ft): 30.00 load OL (psf) LL (psf) LL (psf) trib (ft) wTL (plf) wLL (pif) Left Right TL deflexion < U 240 roof 20 97 97 6 702 582 2.27 2.27 OL LL defecton 307 in° DL LL Comments 1,x:375.0 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DTL: L/293 OK M: 82.5 kip-ft fb: 20.97 ksi OK DLL: U369 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL:0.3in Web and shear plate Bolt Capacity Iv: 1.5 in Default beam depth "D": 16 in M: 1.5 in Altemate depth (in): 0 ('b" for defauR) F,,: 65 ksi OuanOty: 4 Shear Plate thickness: 0.375 in Diameter. 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 50.8 k OK Bolt Shear Capacity: 26.1 k OK Shear Plate Capacity: 57.1 k OK Bearing Capacity: 64.4 k OK LR2 USE W16x31 Fy = 50 ksi BEAM MARK: LR3 8 LR4 reduced Reaxions (k) Span (ft): 30.00 load DL (psf) LL (psf) LL (psf) tnb (ft) wTL (plfl wLL (plf) Left Right TL deflection < U 240 mof 20 97 97 12 1404 1164 4.20 4 20 DL LL deflection 605 ina DL LL Comments Iaznw:612.0 ina P CONCENTRATED LOAD (k): 0.00 0.00 from IBR end: 0.00 DTL: U243 OK M: 162.5 kip-ft fb: 28.50 ksi OK DLL: Lf301 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL: 0.3 in Web and shear plate BoR Capadty 4: 1.5 in DefauR beam depth "D": 16 in M: 1.5 in Altemate depth (in): 0 ("0" for default) Fu: 65 ksi QuanOty: 5 Shear Plate thickness: 0.375 in Diameter. 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capadty: 71.7 k OK Bolt Shear Capadty: 36.3 k OK Shear Plate Capadty: 71.4 k OK Bearing Capadty: 92.1 k OK LR3 8 LR4 USE W18x40 Fy = 50 ksl Project Name: Project #: Initials: Date: Sheet: T T Z . .,:: .. R L ~ W C Z y U' Z Z STEEL BEAM SIMPLY SUPPORT. ALLOWA8IE STRESS DESIGN BEAM MARK: LR5 reduced Reactions (k) Span (ft): 37.00 load DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) wLL (Plf) Left Right TL deflection < U 240 roof 20 97 97 6 702 582 3.07 3.07 DL LL deflection 588 in° DL LL Comments laeia1:712.0 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 Dn: U291 OK M: 128.0 kip-ft fb: 19.49 ksi OK DLL U374 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DpL: 0.3 in Web and shear plate Bolt Capacity I,,: 1.5 in Default beam depth "D": 18 in In: 1.5 in Alternate depth (in): 0 ("0" for default) F,,: 65 ksi Quantity: 5 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 81.9 k OK Bolt Shear Capacity: 36.3 k OK Shear Plate Capacity: 71.4 k OK Bearing Capacity: 97.9 k OK LR5 USE W18x46 Fy = 50 ksi Project Name: Project #: Initials: Date: Sheet: a w Z y Z 2 W . ,.:.. _..:,: N Mark: LR6 Node # 7 2 3 Distance to Support (ft) = 0.00 30.00 37.00 Joint Fixity (S,R,F) = S S f (S = simple, R = rotation, F =free (cantilever)) Moment of Inertia (in^4) = 100 -for analysis only Modulus of Elasticity (ksi) = 1100 -for analysis only Loading: Distributed Loads (Ibs/ft) (begin) W (Ibs/ft) _ (end) W (Ibs/ft) _ (begin) X (ft) _ (end) X (ft) _ Concentrated Loads P (Ibs) _ X (ft) _ Analysis Results: 1 1200.0 1200.0 0.0 37.0 1 16.0 37.0 Spans 1 2 Length (ft) = 30.00 7.00 Shear (left) = 17016 8416 Shear (right) _ -18983 16 Maximum Moment = 120544 -29512 at X (ft) = 13.77 30.00 Maximum Deflection (m) _ -172.83 110.31 at X (ft) = 14.63 37.00 Node # 1 2 3 (reactions) R (Ibs) = 17016 27399 0 Steel Beam Design: LR6 Use: W18x40 Deflection Limit = L/ 120 selection 17 Unbraced Length (ft) = 3.00 L~ = 5.4 ft R~ = 17.02 kips Urt = 24 Fy (ksi) = 50 Lu = 5.9 ft Ra = 27.4 kips Sx = 68.4 in^3 M = 120.5 kip-ft Fn = 33.3 ksi fb = 21.1 ksi IX= 612.00 in^4 IR = 597.75 in^4 Max Deflection = 1.07 in UNIFORM BUILDING CODE AND AISGALLOWABLE STRESS DESIGN Spreadsheet version update: 6/159 Project Name: Project #: Initials: Date: Sheet: 0 _..... 0 ~ ~ CCBEAMX.XLW w °~~ _ W -. ~; N Shear Diagram 20000 15000 10000 5000 0 d ~ -500 ,~~, pp, ~p pp pp ,gyp pc, 11 ~p ~ -1000 ~`. g. `'. `°. p. gyp. ~,~'. ~~. ~`'. ~,~'L -15000 -20000 Distance (ft) ~~ hp cLco ~p~ .~O ~'~, ~~ Project Name: Project #: age Initials: Date: Sheet: ,. Z a t Z y ~ ^ Z Z Moment {ft-Ibs} 140000 120000 100000 y 80000 .c 60000 .. c ~ 40000 0 ~ 20000 0 -20~ -40000 ~~ ~o Oo 00 ~"~ ph 17 pa' ~'` Oo 00 01 O°' O~ h0 ti~O Og ~~, ,`p~ o• h• ~o• ~,• ~p• ~ti• ~g• ,~~• ~1. ,~o. gyp. ~~,. ,Lp~• ~O. ~.~• ~O, o • O • Off. Ora_ Distance (ft) Project Name: Project #: Initials: Date: Sheet: Z CCBEAMX.XLW p w a z z N Deflection Diagram 150.00 100.00 50.00 z 0.00 , -50.0 1`1' ~ ~`o pp 00 '~`~ O~ 11 ~°~ ~'` 00 0~ 01 -100.00 -150.00 -200.00 Distance (ft) " ~0 00 10 p`1, ~~ `Lq. 00• "~~,. O~• 00. Project Name: Project #: 9e Initials: Date: Sheet: D a L y W STEEL BEAM y SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN. z z N BEAM MARK: LR7 reduced Reactions (k) Span (ft) = 17.00 load DL (psf) LL (psf) LL (psf) trib (ft) wTL (plf) wLL (plf) Left Right TL deflection < U 240 roof 25 100 - 6 750 600 7.58 7.58 DL LL deflection 114 in^4 LL reduction (%) = 0 DL LL Comments laaual = 199.0 in"4 P CONCENTRATED LOAD (k): O.OO O.OO from left end: 0.00 ~TL= U420 OK M = 53.9 kip-ft fb = 22.30 ksi OK 4LL= U1044 OK Fy = 50 ksi Fb = 33.00 ksf (F1-1) fir= 0.3 in Web and shear plate Bolt Capacity I~: 1.5 in Default beam depth "D": 14 in Ih: 1.5 in Altemate depth (in): 0 ("0" far default) F,,: 65 ksi Quantity: 3 Shear Plate thickness: 0.3125 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: d Grade: A325 (A307, A325, A490) Web Block Shear Capacity = 32.7 k OK Bolt Shear Capacity = 55.7 k OK Shear Plate Capacity = 71.4 k OK Bearing Capacity = 40.4 k OK LR7 usE W14x22 Fy = 50 ksi BEAM MARK: LR7 High at Brick reduced Reactions (k) Span (ft) = 17.00 load DL (psf) LL (psf) LL (psf) trib (ft) wTL (P~ wu (P~ Left Right TL deflection < U 380 roof 20 100 - 1 120 100 7.23 7.23 DL LL deflection 109 in"4 LL reduction (°h) = 0 DL LL Comments laaual = 110.0 in^4 r coNCENTRATED LOAD (K): 0.00 0.00 from left end: 0.00 ATL= 0364 OK M = 34.4 kip-ft fb = 14.99 ksi OK dLL= L/3463 OK Fy = 50 ksi Fb = 25.57 ksi (F1-8) 40~= 0.5 in Web and shear plate Bolt Capacity I~: 1.5 in Default beam depth "D": 8 in Ih: 1,5 in Altemate depth (in): 0 ("0" for default) Fu: 65 ksi Quantity: 2 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: s Grade: A325 (A307, A3 25, A490) Web Block Shear Capacity = 28.4 k OK Bolt Shear Capacity = 8.2 k OK Shear Plate Capacity = 28.5 k OK Bearing Capacity = 33.3 k OK LR7 High at Brick usE W8x31 Fy = 50 ksi M MARK: FB3 reduced Reactions (k) an (ft) = 13.00 load DL (psf) LL (psf) LL (pst) trib (ft) wn (plf) w~L (plf) Le ht TL deft 240 LL deflection roof 15 floor 65 20 - 0 100 10 8 0 1320 0 3.50 80 ,,.~ 0 5.20 DL LL Le (ft) _ misc. 100 0 0 0 8.70 8.70 y TL 4 (ft) = 4.70 se 18 - - 18 ~~ •~ U Atrib (sq.ft.) = 104 n' load) = 33 800 Irey > 46 in"4 LL reduction (°h) = 0 DL L .> C f ments tactual = 61.9 in"4 r CONCENTRATED LO KJ: O 0. f left end J "~ ~7L= U326 OK M = 28.3 kip-ft y fb = 22.3 ~ si OK OLL= U545 OK Fy = 50 ksi j = :00 ksi ~,. (F1-1) 4D~= 0.2 in ~.., Web and shear plate s'~ "" Boit Capacity I,,: 1.5 in Defa I ea epth "D": 8 in Ih: 1.5 in Altema e 0 ("0" for default) Fu: 65 ksi ~. Quantl Shear Plate thickness: ~ 0.3125 in : - ~ Diameter: 0. (s)ingle/(d)ouble shear plate?: Web Block Shear Capacity = d 2~OK Grade: Boit Shear Capacity = A325 37.1 (A 490) k K Shear Plate Capacity = 6 k OK Bearing Capacity = 26.9 k OK FB3 usE W8x18 Fy = 50 ksi Project Name: Project #: Initials: Date: Sheet: 7 ~ -. .:., .. A ~ Z 0 w ~ _ ~ ~ ~ ~ Z `` ~ y L9 ~ ~ 2 Z W . _.... m ~I ~r D~c,(c 17e~~~j h ~~ ilev~~ VLF 3 ~~~ i o'- ,~,, ~P~ ~~ S~tm Y~i~i~~ 7q'ilow~k 1-raaaC= I q~ ps ~ ~Pr~c c~ ICU 3 ~~ a zo ~au~ ~ ~o ~ 7a 1 ~~PS~ ~~ ~--- Project Name: Project #: Initials: Date: Sheet: ,~ \J LL ~" fG ~~ O I 1 I I I 1 I O 1 _~ ~~ ^~ U V M " ~ "' 33-3 ~ l N ~ V vl ~_'w V` 1 I 1~ ~ I I ~ ~ In ~~ ~-_-_ i -~ 1 - __ ~~ I ~ ~ ~ 1 ~ ~ 1 I 1 I ~ I I I ~ I ~ I I 1I a ~ ~n O 1 1 I I N I ~- ~~ /~ ILL}-- - -{t{_ -~ ~- a ~~ ~~ m //~~ \~ ' Q ~ (U ~ _ ~ _ fG n I R~~I _ _ ~ _ I 1 I I _ I .I ~ 1 1 I ( I I I I 1 I I ~ ~ ~ ~ N \~~// ~ I I I I I I I I I I 1 I N ~ e+f a s ~ ~ S v ~ ~ S CQ u ~ CiS < ~ ~ ~ s ~ ~ ~NI~ s ~ ~ ~~ ~ ~ Q~ a 1 I 1 I I 1 I I I N ----I ---~ -~ -- - ~ ~ - - --- 1p~ S I I I , J I I 1 I _S I 1 I I I W ~ ~ 1 i -I' - ~ W --~---+- --~-- --~- --0 I I 1 1 I I I ~_ _ ~ ' I O) 0 I o3-U ~ U I __ _ I _ I _ ~\ ---~U i Z_ G p I ~~~UQ 1 O 1 I I`vd14a .2 ~3~~Z I 2013 U K w I I O ~p_p S~~~Q S` U~w31~i I 301^a W I 1 I ~u7;U Z~t4J3o ~ m 1 I I I 1 I I I ~''(/~Q~) 1 I I I I 1 I I III III' n N I I I ti ~~ s I [71---- LL \/ ~--- - ~- - ~--- ' (~ ~ _ m ~-- 1 Q ~ _ _ I ~ I I I I I 1 1 I I I I I I I 1 I /I~ I I I I I I ~ I .-' ^ ~ N ~; I~ ~ ~ a~ J~ I I I d~ ~~ I I I . _ __ I- _. _ y_ -~ - -_ - ~/ ~/CJ~) I I i I I ~~LL f - i __ i _, . __ - ~~ I I ~~~~ \~'~ I ~~j /', I I ~_~ I I I -/~ --i--=- _~- o - I __ - I --I- _ --~ lo.=~ - o N ~ V U IU Z_QO + ~ ~ a I i i3 ~- I Oam~ v~~ .Z i3~WZ Ox3~ I I 'c wo3 ,oNPa ; 'pw3~ ~` ~ ~s.U3 ~ Q a U ~~V~O 3 ~ I I I ~~Q ) _~_~.~_ ~_ __~- U I I I I I I I n N Y~ O N M/ I I i I I I I D z W STEEL BEAM SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN. BEAM MARK: F61 reduced Reactions (k) Span (fl): 24.00 load DL (psf) LL (psf) LL (pst) trib (ft) wn (P~ wLL (P~ Left Right TL deflection < U 240 roof 20 35 35 0 0 0 7.20 7.20 DL LL deflection 262 ina DL LL Comments Iewr:291.0 ina P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DTL: L/266 OK M: 88.1 kip-ft fb: 25.17 ksi OK Du: U522 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL: 0.5 in Web and shear plate Bolt Capacity I~: 1.5 in Default beam depth "D": 14 in In: 1.5 in Altemate depth (in): 0 ("0" for default) F,,: 65 ksi Quantity: 3 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 38.4 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK Bearing Capacity: 47.4 k OK F61 USE W14x30 Fy = 50 ksl BEAM MARK: F62 reduced Reactions (k) Span (ft): 18.00 load OL (psf) LL (psf) LL (psf) trib (ft) wn (plf) wLL (plf) Left Ri ht TL deflec5on < U 240 roof 20 35 35 0 0 0 4.95 4.95 DL LL deflection 83 ina DL LL Comments Imo: 130.0 ina P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DTL: U374 OK M: 42.0 kip-ft fb: 23.68 ksi OK DLL: 0707 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL: 0.2 in Web and shear plate Bolt Capacity ~,: 1.5 in Default beam depth "D": 12 in In: 1.5 in Altemate depth (in): 0 ("0" far default) F,,: 65 ksi puantity: 3 Shear Plate thickness: 0.375 in Diameter. 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 33.4 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK Bearing Capacity: 41.2 k OK F62 USE W12x19 Fy = 50 ksi BEAM MARK: FB3 reduced Reactions (k) Span (ft): 24.00 load DL (psf) LL (psf) LL (psf) trib (ft) wrL (plf) wLL (plf) Left Right TL deflection < U 240 roof 20 35 35 0 0 0 6.29 6.29 DL LL deflection 232 ina DL LL Comments Iamm:245.0 in' P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 Dn: L/253 OK M: 77.9 kip-ft fb: 26.49 ksi OK DLL: 0491 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL: 0.6 in Web and shear plate Bolt Capacity b: 1.5 in Default beam depth "D": 14 in In: 1.5 in Altemate depth (in): 0 ("0" for default) F,,: 65 ksi Quantity: 3 Shear Plate thickness: 0.375 in Diameter. 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) web Block Shear Capacty: 36.3 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacty: 42.8 k OK Bearing Capacity: 44.8 k OK FB3 USE W14x26 Fy = 60 ksi Project Name: Project #: Initials: Date: Sheet: T U' (n ~ ~ ~ W J C Z l7 2 Z STEEL EiEAM SIMPLY SUPPORT ALLOWABLE STRESS DESIGN. BEAM MARK: F64 reduced Reactions (k) Span (ft): 24.00 _ load DL (psf) LL (psi) LL (psi) trib (ft) wn (pit) wL~ (plf) Left Ri ht TL deflection < U 240 roof 20 35 35 0 0 0 5.86 5.86 DL LL deflecticn 217 in° DL LL Comments 1,~: 245.0 in° P CONCENTRATED LOAD (x): 0.00 0.00 from 18ft end: 0.00 Drl: L/271 OK M: 72.9 kip-ft fb: 24.77 ksi OK DLL: U523 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL: 0.5 in Web and shear plate Bolt Capacity a: 1.5 in Default beam depth "D": 14 in In: 1.5 in Altemate depth (in): 0 ("0"for default) F,,: 65 ksi puantity: 3 Shear Plate thickness: 0.375 in Diameter. 0.75 in (s)ingle/(d)ouble shear plate7: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 36.3 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK Bearing Capadty: 44.8 k OK F64 USE W14x26 Fy = 50 ksi BEAM MARK: F66 reduced Reactions (k) Span (ft): 24.00 load DL (psf) LL (psf) LL (psf) trib (ft) wn (Plfl `~'u (P~ Left Right TL deflection < U 240 roof 20 35 35 0 0 0 6.55 6.55 DL LL deflection 241 in° DL LL Comments 1,x:245.0 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DrL: U244 OK M: 81.0 kip-ft fb: 27.53 ksi OK DLL: 0474 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) Dpi: 0.6 in _ Web and shear plate Bolt Capacity G: 1.5 in Default beam depth "D": 14 in In: 1.5 in Altemate depth (in): 0 ("0" for default) F,,: 65 ksi puantity: 3 Shear Plate thickness: 0.375 in Diameter. 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capadty: 36.3 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK Bearing Capadty: 44.8 k OK F65 USE W14x28 Fy = 50 ksi BEAM MARK: F86 reduced Reactions (k) Span (ft): 24.00 toad DL (psf) LL (psf) LL (psf) Mb (ft) wrL (plf) wLL (plf) Left Right TL deflection < U 240 roof 20 35 35 0 0 0 7.08 7.08 DL LL deflection 258 in° DL LL Comments Imo: 291.0 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DrL: U270 OK M: 86.7 kip-ft fb: 24.77 ksi OK DLL: U530 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL: 0.5 in Web and shear plate Bolt Capadty t,: 1.5 in Default beam depth "D": 14 in In: 1.5 in Altemate depth (in): 0 ("0" far default) F,,: 85 ksi Quantity: 3 Shear Plate thickness: 0.375 in Diameter 0.75 in (s)ingle/(d)ouble shear plate7: 5 Grade: A325 (A307, A325, A490) Web Block Shear Capadty: 38.4 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capadty: 42.8 k OK Bearing Capacity: 47.4 k OK FB6 USE W14x30 Fy = 50 ksi Project Name: Project #: Initials: Date: Sheet: a STEEL BEAM SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN. BEAM MARK: FB7 reduced Reactions (k) Span (ft): 18.00 TL deflection < U 240- load mot DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) wu (P~ Left Ri ht LL deflection 166 in° POINT LOAD -> P CONCENTRATED LOAD (k): DL 4.50 LL 10.00 from left end: 9 00 Comments I.cmm:245.0 in° M: 87.4 kip-ft tb: . 29.70 ksi OK DrL: U354 DLL: U556 OK OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) Do~:0.2in _ Web and shear plate ~,: 1.5 in In: 1.5 in F,,: 85 ksi Shear Plate thickness: 0.375 in (s)ingle/(d)ouble shear plate?: S Web Block Shear Capacty: 36.3 k OK Shear Plate Capacity: 42.8 k OK Boli Capacity Default beam depth "D": 14 in Altemate depth (in): 0 ("0" for default) Quantity: 3 Diameter 0.75 in Grade: A325 (A307, A325, A490) Boft Shear Capacity: 16.3 k OK Bearng Capacity: 44.8 k OK F87 USE W74x26 Fy=50ks1 BEAM MARK: F68 Span (ft): 26.00 load DL (psf) LL ( sf) reduced LL Reactions (k) TL deflection < U 240 _ root 20 p 35 (psf) bib (ft) wn (plf) wu (P~ Left Ri ht LL deflection < U 360 floor 60 70 35 0 65 9 0 0 12.04 7.81 DL Ln (ft): 2.0 misc. 0 _ 0 1128 588 14.10 8.18 LL 4 (ft): 4.95 self wt. 31 - - 0 0 0 26.14 15.99 TL Lr Red (Y/N): n - - ' 31 0 w (un Ifortn load): 1159 588 I„q > 362 in° DL LL Comments ha~w:375 0 in° POINT LOAD -> P CONCENTRATED LOAD (k): 5.00 7.00 from left end: 2 00 . M: 109.9 kip-ft fb: . 27.94 ksi OK Dry: L/249 D«: U481 OK OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) Doi: 0.6 in Web and shear plate 4: 1.5 in In: 1.5 in F,,: 65 ksi Shear Plate thickness: 0.375 in (s)ingle/(d)oubte shear plate?: S Web Block Shear Capacity: 50.8 k OK Shear Plate Capacity: 57.1 k OK Bolt Capadty Default beam depth "D": 16 in Altemate depth (in): 0 ("0" for default) Quantty: 4 Diameter: 0.75 in Grade: A325 (A307, A325, A490) Bolt Shear Capacity: 28.1 k NG Bearing Capacity: 64.4 k OK FB8 USE W16x31 Fy ~ 50 ksi BEAM MARK: F69 reduced Reactions (k) Span (ft): 26.00 TL deflection < U 240 load DL (psf) LL (psf) LL (psf) tdb (ft) wn (plf) w11(plf) left Right LL deflection < U 360 roof floor 20 60 35 70 35 0 0 0 7.50 7.50 DL Ln (ft): 2.0 misc. 0 0 65 9.1 1139 593 7.71 7.71 LL L~ (ft): 4.95 self wt. 31 - - 0 0 0 15.21 15.21 TL U Red (YM): n - - 31 0 w (uniform load): 1170 593 I,.y > 31g ina DL LL Comments I :375 0 ° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0 00 . amr in M: 98.9 kip-ft fb: . 25.13 ksi OK Dn: L/282 D U557 u: OK OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) Dot: 0.5 in Web and shear plate 4: 1.5 in In: 1.5 in F,,: 65 ksi Shear Plate thickness: 0.375 in (s)ingle/(d)ouble shear plate?: S Web Block Shear Capacty: 50.8 k OK Shear Plate Capacty: 57.1 k OK Bolt Capacity Default beam depth "D": 16 in Altemate depth (in): 0 ("0" for default) Quantity: 4 Diameter. 0.75 in Grade: A325 (A307, A325, A490) Bolt Shear Capacity: 26.1 k OK Bearing Capacity: 64.4 k OK F89 USE W16x31 Fy = 50 ksi Project Name: Project #: Initials: Date: Sheet: T ~ n N Z - ....: .,., ~ a r w b~- J C 2 y 2 Z W 1!i STEEL BEAM • SIMPLY SUPPORT ALLOWABLE STRESS DESIGN. BEAM MARK: FB10 Span (ft): 26.00 TL deflection < U 240 LL deflection < U 360 Ly (ft): 2.0 L~ (ft): 4.06 Lr Red (Y/N): n reduced Reactions (k) load DL (psf) LL (psf) LL (psf) trib (ft) wTL (plf) wLL (plf) Left Right roof 20 35 35 0 0 0 4.19 4.19 DL floor 60 70 70 5 650 350 4.55 4.55 LL misc. 0 0 -- 0 0 0 8.74 8.74 TL self wt. 22 ~_ --- --- 22 0 w (uniform load): 672 350 DL LL Comments P CONCENTRATED LOAD (k): M: 56.8 kip-ft Fy: 50 ksi 0.00 0.00 from left end: 0.00 fb: 23.50 ksi OK Fb: 33.00 ksi (F1-1) Irey > 183 ina laaua~: 199.0 ina Dn: U261 OK DLL: U500 OK DoL: 0.6 in Web and shear plate Bolt Capacity I,,: 1.5 in Default beam depth "D": 14 in In: 1.5 in Altemate depth (in): 0 ("0" for default) F,,: 65 ksi Quantity: 3 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325 A490) Web Block Shear Capacity: 32.7 k OK Bolt Shear Capacity: 16.3 , k OK Shear Plate Capacity: 42.8 k OK Bearing Capacity: 40.4 k OK FB10 USE W14x22 Fy = 50 ksi BEAM MARK: F611 & F812 reduced Reactions (k) Span (ft): 24.00 load DL (psf) LL (psf) LL (psf) trib (ft) wTL (plf) wLL (PIS Left Right TL deflection < U 240 roof 20 35 35 0 0 0 3.86 3 86 DL LL deflection 144 ina DL LL Comments la~,,,,i: 199.0 ina P CONCENTRATED L OAD (k): 0.00 0.00 from left end: 0.00 Dn: U331 OK M: 48.4 kip-ft fb: 20.02 ksi OK D 0636 LL~ OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DpL: 0.4 in Web and shear plate Bolt Capacity I,,: 1.5 in Default-beam depth "D": 14 in In: 1.5 in Altemate depth (in): 0 ("0" for de fault) F,,: 65 ksi Quantity: 3 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325 A490) Web Block Shear Capacity: 32.7 k OK Bolt Shear Capacity: 16.3 k , OK Shear Plate Capacity: 42.8 k OK Bearing Capacity: 40.4 k OK FB11 & FB12 USE W14x22 Fy = 50 ksi Project Name: Project #: Initials: Date: Sheet: BTEEL BEAM SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN. BEAM MARK: F613 reduced Reactions (k) Span (ft): 22.50 load DL (psf) LL (psf) LL (psf) trib (ft) wTL (plf) wLL (plt) Left Right TL deflection < U 240 roof 20 35 35 0 0 0 8.71 6.71 DL LL deflection 217 ina DL LL Comments 1,x:245.0 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DTL: L/271 OK M: 77.7 kip-ft fb: 26.40 ksi OK DLL: 0527 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL: 0.5 in Weh and shear plate Bolt Capacity 4: 1.5 in Defauli beam depth "D": 14 in In: 1.5 in Altemate depth (in): 0 ("0" for default) Fu: 65 ksi quantity: 3 Shear Plate thickness: 0.375 in Diameter. 0.75 in (s)iingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) 1Neb Block Shear Capacity: 36.3 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK Bearing Capacity: 44.8 k OK FB13 USE W14x26 Fy = 50 ksi BEAM1~ MARK: F814 reduced Reactions (k) Span (ft): 22.50 load DL (psf) LL (psf) LL (psf) trib (ft) wTL (plf) wLL (P~ Left Ri ht TL. deflection < U 240 roof 20 35 35 0 0 0 5.63 5.05 DL LL. deflection 214 in` DL LL Comments I,wy:245.0 in` POINT LOAD -> P CONCENTRATED LOAD (k): 2.00 4.40 from left end: 8.00 DTL: 0275 OK M: 79.7 kip-ft fb: 27.11 ksi OK DLL: 0477 OK Fy: 50 ksi Fb: 33.00 ksi (Ft-1) DoL: 0.4 in Web and shear plate 1,,: 1.5 in I~: 1.5 in F,,: 65 ksi Shear Plate thickness: 0.375 in (s)iingle/(d)ouble shear plate?: S \Neb Black Shear Capacity: 36.3 k OK Shear Plate Capacity: 42.8 k OK Bolt Capacity Default beam depth "D": 14 in Altemate depth (in): 0 ("0" for default) Quantity: 3 Diameter. 0.75 in Grade: A325 (A307, A325, A490) Bolt Shear Capacity: 16.3 k OK Bearing Capacity: 44.8 k OK FB14 USE W14x26 Fy=50ks1 BEAM MARK: F615 reduced Reactions (k) Span (ft): 72.00 load DL (psf) LL (psf) LL (psf) trib (ft) wTL (pIf) wLL (plf) Left Right TL deflection < U 240 roof 20 35 35 0 0 0 2.23 2.23 DL LL. deflection 21 in° DL LL Comments i,nw:53.8 in` P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DTL: 0608 OK M: 14.3 kip-ft tb: 15.69 ksi OK DLL: 01147 OK Fy: 50 ksi Fb: 32.83 ksi (Ft-3) DoL: 0.1 in Web and shear plate ~: 1.5 in Ih: 1.5 in F,,: 65 ksi Shear Plate thickness: 0.375 in (s)ingle/(d)ouble shear plate?: S \Neb Blocc Shear Capacity: 18.9 k OK Shear Plate Capacty: 28.5 k OK Bolt Capacity Default beam depth "D": 10 in Altemate depth (in): 0 ("0" for default) Quantity: 2 Diameter. 0.75 in Grade: A325 (A307, A325, A490) Bolt Shear Capacity: 8.2 k OK Bearing Capacty: 22.2 k OK FB75 USE W10x12 Fy = 50 kai Project Name: Project #: Initials: Date: Sheet: t STEEL BEAM SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN. BEAM MARK: F816 reduced Reactions (k) Span (ft): 16.00 load DL (psf) LL (psf) LL (psf) trib (ft) wT~ (plf) w~~ (plf) Left Right TL deflection < U 240 roof 20 35 35 0 0 0 2.30 2.30 DL LL deflection 57 ina DL LL Comments lactuaf 88.6 ina POINT LOAD ---> P CONCENTRATED LOAD (k): 1.50 3.50 from left end: 8.00 Dn: L/370 OK M: 32.9 kip-ft fb: 26.52 ksi OK DLL: 0597 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL: 0.2 in Web and shear plate Bolt Capacity I,,: 1.5 in Default beam depth "D": 12 in In: 1.5 in Altemate depth (in): 0 ("0" for default) Fa: 65 ksi Quantity: 3 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 28.4 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK Bearing Capacity: 35.1 k OK FB16 USE W12x14 Fy = 50 ksi BEAM MARK: FB17 reduced Reactions (k) Span (ft): 16.00 load DL (psf) LL (psf) LL (psf) trib (ft) wrL (PIS w~~ (PIS Left Right TL deflection < U 240 roof 20 35 35 0 0 0 2.58 2.58 DL LL deflection 43 ina DL LL Comments lacu,af 199.0 ina P CONCENTRATED L OAD (k): 0.00 0.00 from left end: 0.00 DTL: U1118 OK M: 21.5 kip-ft fb: 8.90 ksi OK DLL: Ll2147 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL: 0.1 in Web and shear plate Bolt Capacity I~: 1.5 in Default beam depth "D": 14 in In: 1.5 in Altemate depth (in): 0 ("0" for default) Fa: 65 ksi Quantity: 3 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 32.7 k OK Bolt Shear Capacity: 16.3 k OK Shear Plate Capacity: 42.8 k OK Bearing Capacity: 40.4 k OK FB17 USE W14x22 Fy = 50 ksi Project Name: Project #: Initials: Date: Sheet: T 2 0 x ~, t 1 C y (7 Z STEEL BEAM -CONCENTRATED, AND UNIFORM LOAD Length: ;~:_ 2b.5•:ft Concentrated load: pD := 0-Ib pL := 0•lb Location: a := 0-ft c := L- a (larger) Weight per lineal foot: wD := 20•plf wL := 240•plf Modulus of elasticity: E :_ 29000•ksi Yield stress: Fy := 46-ksi Allowable bending stress Fb: Fb :_ .6•Fy Allowable shear stress Fv: Fv :_ .4-Fy Load Calculations: 2 Bending moment: M ._ (pL+LD)•a•c + (wD+wL)• 8 Shear: L + D V :_ (P Lp )°a + (wD+wL)• 2] Section modulus calculations: Required: Member size: Section modulus: Moment of inertia: Web of beam depth: Web thickness: Check bending stress: Actual bending stress: Allocable bending stress: Sreqd := Fb NSS 16x8x3/8 weak axis bending ~-M S Unity: Floor Beam; FB18 and F619 (Wind Load only) Uni ~ ~ • Fb M = 22823.1 ft• lb V = 34451b Sreqd = 9.92 in3 ~5,:= 45.3-in3 I := 181 • in4 d':_ 8•in tw :_ .5•in fb = 6.05 ksi Fb = 27.6 ksi unity = 02 t9 < 1.0 Project Name: Project #: Initials: Date: Sheet: i •r Check shear stress: Actual shear stress: Allowable shear stress: Unity: Deflection calculations: Actual total load deflection Actual live load deflection: V '~' = d•tw fv L~:- Fv yt •_ (PL+pD)•a2•o + 5•(wL+wD).L4 3•E•I•L 384•E•I yl :_ (PL+pD)•a2•c2 + 5•(wL).L4 3•E•I•L 384•E•I Allowable total load deflection: yD := L 600 Allowable live load deflection: yL := L 600 fv = 0.861 ksi Fv = 18.4 ksi Unity = 0.017 yt = 0.55 in yl = 0.507 in yD = 0.53 in yL = 0.53 in < 1.0 Total load unity: 1 •_ ~ ~ • Live load unity: , = Yl k~.k,,~ yL TJnity = 0:.957. < 1.0 Project Name: Project #: Initials: Date: Sheet: 'r STEEL BEAM -CONCENTRATED AND UNIFORM LOAD Length: ~:= 26.S~ft Concentrated load: pD := 0•Ib pL := 0•Ib Floor Beam; FB18 and F619 (Gravity loads only) Location: a = 0•ft c := L - a (larger) Weight per lineal foot: wD := I50•plf wL := 150•plf Modulus of elasticity: E := 2900Q'~ksi Yield stress: Fy := 46~ks Allowable bending stress Fb: Fb :_ .6•Fy Allowable shear stress Fv: Fv :_ .4•Fy Load Calculations: Bending moment: M ;_ CPL+LD)•a•c 2 + (wD+wL)~ 8 M = 26334.4ft•lb Shear: L + D a NV ,:_ (P i ) + l (wD + wL)• 2 V = 3975 Ib J Section modulus calculations: R uired: eq M Sregd:= Sregd = 11.45in3 Fb Member size: HSS 16x8x3/8 Stro ng Axis Loading Section modulus: 66•in3 ,~„ ~_ Moment of inertia: I :- 531 • in4 Web of beam depth: d := 16• in Web thickness: tw :- .5•in Check bending stress: Actual bending stress: fb := S fb = 4.79ksi Allocable bending stress: Fb = 27.6ksi Uni tb tY Unity := Fb tJnit?,• _ .0.173 < 1.0 Project Name: Project #: Initials: Date: Sheet: .~ Check shear stress: Actual shear stress: Allowable shear stress: Unity: Deflection calculations: Actual total load deflection Actual live load deflection V ,~,~= d-~ fv ,~ti =- Fv _ (pL+pD)•a2•c2 5•(wL+wD)•L4 ~ • 3•E•I•L + 384•E•I yl ._ (PL+pD)•a2•c2 + 5•(wL)•L4 3•E•I•L 384•E•I Allowable total load deflection: yD := L 600 Allowable live load deflection: L yL • 600 Total load unity: , ~ ~~= yD Live load unity: I i ' := yl yL fv = 0.497 ksi Fv = 18.4 ksi Unity = 0.0?7 yt = 0.216 in yl = 0.108 in yD = 0.53 in yL = 0.53 in 9 W e ~ W ~ y Z ~ ~ Z Z ,,.... W UI < 1.0 ~~"nity = 0.~~1~ < 1.0 Unity = 0.?0~} < 1.0 Project Name: Project #: Initials: Date: Sheet: STEEL BEAM SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN. BEAM MARK: FB20 Span (ft): 26 30 load reduced Reactions (k) . TL deflection < U 240 roof DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) wLL (plf) Left Right LL deflection 378 in° DL LL Comments 1 :385 0 a P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0 00 ~18i . in M: 115.7 kip-ft fb: . 25.43 ksi OK Dn: U245 DLL: U489 OK OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DpL: 0.6 in Web and shear plate Bolt Capacity I,,: 1.5 in Default beam depth "D" : 14 in In: F : 1.5 in 65 k Altemate depth (in): 0 ("0" for default) ,, Shear Plate thickness: si 0 375 in Quantity: 3 (s)ingle/(d)ouble shear plate?: . S Diameter: 0.75 in Web Block Shear Capacity: 44 1 k OK Grade: A325 (A307, A325, A490) Shear Plate Capacity: . 42 8 k OK Bolt Shear Capacity: 16.3 k NG . Bearing Capacity: 54.4 k OK FB20 USE W14x38 Fy = 50 ksi BEAM MARK: F621 anc FB22 reduced Span (ft): 17.00 TL deflection < U 240 load DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) Reactions (k) wLL (plf) Left Right LL deflection < U 360 roof floor 20 70 97 80 97 0 0 0 14.60 14.60 DL Ln (ft): 2.0 misc. 0 0 63 24 3204 1524 12.95 12.95 LL 4 (ft): 6.06 self wk 38 - - 0 0 0 27.55 27.55 TL Lr Red (Y/N): n - 38 0 w (uniform load): 3242 1524 I~~ > 247 ina DL LL Comments 1a~,118i:385.0 ina P CONCEN TRATED LOAD (k): 0.00 0.00 from left end: 0.00 Dn: U374 OK M: F : 117.1 ki ft P- 50 k i fb: 25.74 ksi OK DLL: L/795 OK y s Fb: 33.00 ksi (F1-1) p oL~ 0.3 in Web and shear plate Bolt Capacity b: 1.5 in Default beam depth "D": 14 in In: F : 1.5 in 65 Altemate depth (in): 0 ("0" for default) ~ Shear Plate thickness: ksi 0.375 in Quantity: 3 (s)ingle/(d)ouble shear plate?: S Diameter: 0.75 in Web Block Shear Capacity: 44 1 k OK Grade: A325 (A307, A325, A490) Shear Plate Capacity: . 42 8 k OK Bolt Shear Capacity: 16.3 k NG . Bearing Capacity: 54.4 k OK FB21 anc FB22 USE W14x38 Fy = 50 ksi Project Name: Project #: Initials: Date: Sheet: ~ ~ T Z _ ^ rc r Z W 4~1/ W BEAM/JOIST MARK? GB1 BEAM CONSTRAINTS BEAM DEFLECTION LIM ITS: Span Length (L): 26.50 ft DL Deflection: L / 240 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (YeslNo): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.B.D. MATERIAL FADTDRa: Temperature Factor (Ct): 1.00 LOAD COMBINATIONH UNIFORM LOwos: One Two Three Four Five Dead Load (psf): 60 Live Load (psf): 70 Tributary Width (ft): 2 UNIFORM CONCENTRATED LDADS: PARTIAL LOADH: Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LOADS. Dead Load (kips): Live Load (kips): Begin from Left (ft): One Two Three Four Five Dead Load (psf): Live Load (psf): Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of Loads (n): me Iwo Three Four Five Six Seven Eight Nine Ten ,800 4.800 1.700 5.700 l00 19.00 MATERIAL PROPERTIES Material Type: STEEL Yield Stress: Fy = 50 ksi Beam Type: WIDE FLANGE Allowable Bending: Fb = 33.00 ksi Grade: 50 ksi Allowable Shear. Fv = 20.00 ksi Size: W16X36 3&.07 PLF Modulus of Elasticity: E = 29000 ksi SECTION PROPERTIES Depth: 15.86 in Width: 6.99 in Area: 10.60 in2 Inertia ix: 448.00 in° Inertia ly: 24.50 in° Modulus Sx: 56.50 in' Modulus Sy: 7.00 in3 Fiange Compact Section Web Compact Section RESULTS: CALCULATED v8. ALLOWABLE BEAM REACTIONS: Total Dead Live Left Reaction (RI): 13.83 8.80 7.23 kips Right Reaction (Rr): 15.02 7.14 7.88 kips APPLIED FACTO RB Load Duration: Cd = Bending Coefficient: Cb = Interaction Convergence Tolerance: 1.0% 1.00 1.00 CALCULATED STRESSE!! AND DEFLECTIONl9: ALLOWABLE STRESSES AND DEFLECTIONS: Unity Check Maximum Moment (M): 113.21 k'ft Max Allowable Moment (Ma): 155.38 k'ft Bending Stress (fb): 24 -ksi Bending Stress (Fb): 33 ksi 0.73 o.k. Max Shear Force M: 15.02 kips Shear Force V: 93.57 kips Shear Stress (fv): 3 ksi. Shear Stress (Fv): 20 ksi ':0.16. ~:k. 'Dead Load Deflection: 0:534' in Dead Llyad Deflection: 1.325 in 0.40 o.k: U 595 U 240 Live Load`Deflecflon: 0.596< in Live Lcad Deflection: 0.883 in 0:87 o.k. U 534 U 360 Total Deflection:. 1;130 in Iota) Dettecticn: 1.325 ` in 0.85 o.k: U 281 U 240 (Project Name: ~ Project #: Initials: Date: Sheet: STEEL BEAM SIMPLY SUPPORT. ALLOWABLE STRESS DESIGN. BEAM MARK: GB2 reduced Reactions (k) Span (ft): 22.00 load DL (psf) LL (psf) LL (psf) trib (ft) wn (plf) wLL (plf) Left Right TL deflection < U 240 roof 20 35 35 0 0 0 7.57 4.07 DL LL deflection 194 in^ DL. LL Comments Ia~18i:375.0 in" POINT LOAD --> P CONCENTRATED LOAD (k): 7.00 8.00 from left end: 5.50 DTL: U465 OK M: 81.0 kip-ft fb: 20.59 ksi OK DLL: U893 OK Fy: 50 ksi Fb: 33.00 ksi (F1-1) DoL: 0.3 in Web and shear plate Bolt Capacity ~,: 1.5 in Default beam depth "D". 16 in In: 1.5 in Alternate depth (in): 0 ("0" for default) Fu: 65 ksi Quantity: 4 Shear Plate thickness: 0.375 in Diameter: 0.75 in (s)ingle/(d)ouble shear plate?: S Grade: A325 (A307, A325, A490) Web Block Shear Capacity: 50.8 k OK Bolt Shear Capacity: 26.1 k OK Shear Plate Capacity: 57.1 k OK Bearing Capacity: 64.4 k OK GB2 USE W16x31 Fy = 50 ksi Project Name: Project #: Initials: Date: Sheet: ~~ BEAM/JOIST MARK: GB3 BEAM CON8TRAINTS BEAM DEFLECTION LIMITS: Span Length (L): 28.00 ft DL Deflection: L / 240 Unbraced Length (Lb): Z.00 ft LL Deflection: L / 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.B.D. MATERIAL FACroaS: Temperature Factor (Ct): 1.00 LOAD COMBINATIONS UNIFORM LDADS: One TWO Three Four Five Dead Load (psf): 60 Live Load (psf): 70 Tributary Width (ft): 7 ~ PARTIAL LDADS: One Two Three Four Five Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LDADS: One Two Three Four Five Six Dead Load (kips): Live Load (kips): Begin from Left (ft): MATERIAL PROPERTIES Material Type: STEEL Beam Type: WIDE FLANGE Grade: 50 ksi Size: W24X55 55.12 PLF SECTION PROPERTIES Depth: 23.57 in Width: Area: 7.01 in 16.20 inz Inertia Iz: 1350.00 ina Inertia ly: 29.10 Ina Modulus Sx: 114.00 ina Modulus Sy: 8.30 ins Flange Compact Section Web Compact Section Yield Stress: Fy = 50 ksi Allowable Bending: Fb = 33.00' ksi Allowable Shear: Fv = 20.00' ksi Modulus of Elasticity: E = 29000. ksi APPLIED FACTORS Load Duration: Cd = 1.00 Bending Coefficient: Cb = 1.00 RESULTS: CALCLJ LATED VS. ALLOWABLE BEAM REACTIONS: Total Dead Live Left Reaction (RI): 30.88 14.52 16.35 kips Interaction Convergence Tolerance: 1.po~, Right Reaction (Rr): 34.95 16.38 18.57 kips CALCULATED STRES SE9 ANC DEFLECTIONS? Maximum Moment ~: 292 94 k`ft ALLOWABLE STRESSES ANC DEFLECTIONS: Unity Check Bending Stress (fb): . 31 Max Allowable Moment (Ma): 313.50 k'ft ksi Bending Stress (Fti)` 33 ksF 0:93 o:k. Max Shear Force (~: 34.95 kips Shear Force V: 186 20 kips .Shear Stress (fv): 4 ksi Shear Stress (Fv): . 20 ksi 0.19 a.k. '' ;Dead Load Deflection: 0.496 in Dead Load Deflection: 1.400 in 0.35 o.k U -Live Load Deflection: 678 0.567 in U Live Load Deflection: 240 0 933 i . U 593 . . n 0.61 o.k. U 360 Total Deflection: 1.062 in Total Deflection: 1.400 in 0.76 o.k. U 316 U 240 NIFORM CONCENTRATED LOADS: Dead Load (psf): Live Load (pst): Tributary Width (ft): Spacing (in): Location from left (n): Total Point Load (kips): Total Number of Loads (n): 13.000 13.000 -_ ~~y.~. ,cn 15.500 15.500 10.00 20.00 Project Name: Project #: Initials: Date: Sheet: ~, ~ BEAM/J 01ST MARK: G64 BEAM CON8TRAINTB BEAM DEFLECTION LIMITS: Span Length (L): 28.00 ft DL Deflection: L / 240 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.B.D. MATERIAL FACTORS: Temperature Factor (Ct): 1.00 LOAD COMBINATIONS UNIFORM LOADS: One Two Three Four Five Dead Load (psf): 60 Live Load (psf): 70 Tributary Width (ft): 2 UNIFORM CDNDE PARTIAL LOADS: Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft) End Trib. Width (ft): CONCENTRATED LOADS: Dead Load (kips): Live Load (kips): Begin from Left (ft): One Two Three Four Five n__ _ _ NTRATED LDAD9• Dead Load (psf): Live Load (psf): Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of loads (n): ..IC 1 wu I nree rour rive Six Seven Eight Nlne Ten 3.000 14.000 5.500 16.500 0.00 20.00 :nA1 GRIAL PRO PE RTIEB --- Material Type: STEEL Yield Stress: Fy = 50 ksi Beam Type: WIDE FLANGE Allowable Bending: Fb = 33.00 ksi Grade: Size 50 ksi Allowable Shear: Fv = 20.00 ksi : W24X55 55.12 PLF Modulus of Elasticity: E = 29000. ksi av. a~. ::un rlcu rCRIIES Depth: 23.57 in Width: 7.01 in Area: 16.20 inz Inertia (x: 1350.00 in° Inertia Ir: 29.10 in° Modulus Sx: 114.00 in3 Modulus Sy: g.3p ina Flange Compact Section Web Compact Section APPLIED FACTORS Load Duration: Cd = 1.00 Bending Coefficient: Cb = 1.00 .scaur.~a: GALGY LATED V9. ALLOWABLE BEAM REACTION 9: TOtaI Dead Live Left Reaction (RI): 31.45 14.81 16.84 kips Right Reaction (Rr): 36.38 17.09 19.28 kips CALCULATED BTRE99E9 AND DEFLECTIONS: Maximum Moment (M): 298.70 k'ft Bending Stress f~Y 31 ksi Max Shear Force M: 36.38 kips Shear Stress (fv): 4 ksi Dead Load Deflection: 0.511 in U 657 .Live Load Deflection: 0.582 in U 577 Total Detection: 1:093 in U 307 Interaction Convergence Tolerance: 1.0% ALLOWABLE STRESSES AND DEFLECTIONS: Unity Check Max Allowable Moment (Ma): 313.50 k'ft Bending Stress (Fb): 33 ksi 0.95 o.k. Shear Force V: 186.20 kips Shear Stress (Fv): 20 ksi 0.20 o.k. Dead goad Deflection: 1.400. in 0.37 o.k. U 240 Live Load Deflection:. 0.933 in 0.62 o.k. U 360 Total l]etection: 1:.400 in 0.78 o.k. U 240 Project Name: Project #: Initials: Date: Sheet: I, ~ i Z W L2// _ 2 Z N BEAM/JOIST MARK: GBS BEAM CONSTRAINTS BEAM DEFLEDTION LIM IT97 Span Length (L): 26.00 ft DL Deflection: L / 240 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.S.D. MATERIAL FACTOR9i Temperature Factor (Ctl: 1.00 LOAD COMBINATIONS UNIFORM LDADSi One Two Three Four Five Dead Load (psf): 60 Live Load (psf): 70 Tributary Width (ft): 2 PARTIAL LOADBi One Two Three Four Five Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LDADBi Dead Load (kips): Live Load (kips): Begin from Left (ft): UNIFORM CONCENTRATED LOADHi Dead Load (psf): Live Load (psf): Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of loads (n): one Two Three Four Five Six Seven Eight Nine Ten 14.000 10.000 15.000 11.000 ~ T 3.50 16.50 MATERIAL PROPERTIES Material Type: STEEL Yield Stress: Fy = 50 ksi Beam Type: WIDE FLANGE Allowable Bending: Fb = 33.00 ksi Grade: 50 ksi Allowable Shear: Fv = 20.00 ksi Size: W21X50 50A2 PLF Modulus of Elasticity: E = 29000 ksi SECTION PROPERTIES Depth: 20.83 in Width: 6.53 in Area: 14.70 in2 Inertia Ix: 984.00 in° Inertia ly: 24.90 in4 Modulus Sx: 94.50 in3 Modulus Sy: 7.64 in' Flange Compact Section Web Compact Section APPLIED FACTORS Load Duration: Cd = 1.00 Bending Coefficient: Cb = 1.00 RESULTB7 CALCULATED va. ALLOWABLE BEAM READTIDN9i Total Dead Llve Left Reaction (RI): 31.22 15.29 15.94 kips Interaction Convergence Tolerance: 1.0% Right Reaction (Rr): 26.84 13.13 13.70 kips CALCULATED STRESSES AND DEFLECTIDNai ALLOWABLE STRE9SEB AND DEFLECTIONB7 Unity Check Maximum Moment (TA): 254.03 k'ft Max Allowable Moment (Ma): 259.88 k'ft Bending Stress (fb}: 32 ksi' Bending Stress (Fb): 33 ksi 0.98 o,k. Max Shear Force (V7: 31.22 kips Shear Force V: 158.31 kips Shear Stress (fv): 4 ksi Shear Stress (Fv)c: 20 ksi OZt2 o.k. ` Dead Load Deflection:. 0:52 in_ Dead Load Deflection;- 1.30Q in 0.40 o.k. U 598 U 240 Live Load Deflection: 0:350 In Live Coad Deflection: 0.867 . in - 0.63 o.k. U 567 U 360 TotaLDeflection: 1.072 in Total Defiectiort: 1.300 ih 0.82 o:k. u 2s1 v 2ao Project Name: Project #: Initials: Date: Sheet: .• G T T ~' N Z _ ^ `-~ _ 2 Z BEAM/JOIST MARK? GB8 BEAM CONSTRAINTS BEAM DEFLECTION LI MIT3: Span Length (L): 38.00 ft DL Deflection: L / 240 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 480 Include Self Weight (Yes/No): Yes Total Deflection: L / 300 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.B.D. MATERIAL FACTaRS: Temperature Factor(Ct): 1.00 LOAD COMBINATIONS UNIFORM LDAD3: One Two Three Four Five Dead Load (psf): 60 Live Load (psf}: 70 Tributary Width (ft): 2 UNIFORM CONCENTRATED LOADS: PARTIAL LOADS: One Two Three Four Five Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LOADS: Dead Load (kips): Live Load (kips): Begin from Left (ft): Dead Load (psf): Live Load (psf): Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of Loads (n): me Iwo I nree tour rive Six Seven Eight Nine Ten 1.000 11.000 11.000 1.500 11.500 11.500 i.00 19.00 28.50 MATERIAL PRO PERTIE9 Material Type: 'STEEL Yield Stress: Fy = 50 ksi Beam Type: WIDE FLANGE Allowable Bending: Fb = 33.00' ksi Grade: 50 ksi Allowable Shear: Fv = 20.00 ksi Size: W24X94 94:26 PLF Modulus of Elasticity: E = 29000. ksi SECTION PROPERTIES APPLIED FACTORS Depth: 24.31 in Load Duration: Cd = 1.00 Width: 9.07 in Bending Coefficient: Cb = 1.00 Area: 27.70 in2 Inertia I,: 2700.00 in° Inertia ly: 109.00 in4 Modulus Sx: 222.00 in3 Modulus Sy: 24.00 in3 Flange Compact Section Web Compact Section RESULTH: CALCULATED V3. ALLOWABLE BEAM REACTION 3: Total Dead Live Left Reaction (RI): 43.15 21.87 21.27 kips Interaction Convergence Tolerance: 1.0% Right Reaction (Rr): 37.82 19.27 18.55 kips CALCULATED BTRE33E3 AND DEFLECTION 3: ALLOWABLE STRESSES AND DEFLECTIDN3: Unlty Check Maximum Moment (M): 440.82 k•ft Max Allowable Moment (Ma): 610.50 k'ft Bending Stress (fb): 24 ksi -.Bending Stress (Fb): 33 ksi 0.72 o:k. Max Shear Force (~: 43.15 kips Shear Force V: 250.39 kips Shear Stress (fv): 3 ksi Shear Stress (Fv): 20 ksi 0:17 o.k. Dead Load.Deflection: 0.704 in - Dead Load Deflection: 1.900 in 0.37. o.k. U 648 V 240 ;:Live Load Deflection: 0.685 in Live Load Deflection: 0.950 in 0.72 o.k. U 665 U 480 TotafDefiection: 1.389 irr Total Deflection: 1.520 in 0.91 o.k. L/ 328 U 300 Project Name: Project #: Initials: Date: Sheet: W ~, Z N Z Z W N BEAM/JOIST MARK: GBT BEAM CONSTRAINTS BEAM DEFLECTION LIM ITS: Span Length (L): 33.00 ft DL Deflection: L / 240 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 220 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.S.D. MATERIAL FACTORS: Temperature Factor (Ct): 1.00 LOAD COMBINATIONS UNIFORM LOADS: One Two Three Four Five Dead Load (psf): 60 Live Load (psf): 70 Tributary Width (ft): 1 UNIFORM CONCENTRATED LOAD B: PARTIAL LOADS: One Two Three Four Five Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LOADB: One Two Three Four Five Dead Load (kips): Live Load (kips): Begin from Left (ft): Dead Load (psf): Live Load (pst): Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of Loads (n): Siv Raven Finhf Nina Ton 7.000 8.000 6.000 6.000 30.000 6.000 8.000 8.000 7.000 7.800 33.000 7.800 8.00 11.00 18.00 19.00 25.00 28.00 MATERIAL PROPERTIES Material Type: `STEEL Yield Stress: Fy = 50 ksi Beam Type: WIDE. FLANGE Allowable Bending: Fb = 33.00 ksi Grade: 5o ksi Allowable Shear: Fv = 20.00 ksi Size: W24X104 104.13'PLF Modulus of Elasticity: E = 29000 ksi SECTION PROPERTIES Depth: 24.06 in Width: 12.75 in Area: 30.60 inz Inertia ix: 3100.00 ina Inertia ly: 259.00 ina Modulus Sx: 258.00 ina Modulus Sy: 40.70 ina Flange Compact Section Web Compact Section REBlJ LT8: CALCULATED v9. ALLOWABLE BEAM REACTIONS: Total Dead Live Left Reaction (RI): 53.69 25.47 28.22 kips Right Reaction (Rr): 86.64 40.95 45.69 kips C ALCIJ LATED STRESSES ANO DEFLECTION 97 Maximum Moment (AA): 686.88 k'ft Bending. Stress (fb): 32 ksi Max Shear Force (V7: 86.64 kips Shear Stress (fv): 7 ksi Dead toad Deflection: 0.688 in U 576 ,Live Load Deflection: 0.774 in L.! 512 Total Deflection: 1.461 in U 271 APPLIED FACTORS Load Duration: Cd = 1.00 Bending Coefficient: Cb = 1.00 Interaction Convergence Tolerance: 1.0% ALLOWABLE STRESSES AND DEFLECTIONS: Unity Check Max Allowable Moment (Ma): 709.50 k'ft Bending Stress (Fb): 33 ksi 0.97 o.k. Shear Force V: 240.60 kips Shear Stress (Fv): 20 ksi 0.36 ak. Dead Load Deflection: 1.650 in 0.42 o.k. U 240 Live Load Deflection: 1.1~Q in 0.70 o.k: U 360 `TotafDeflection: 1.800 in tT.81 o.k: U 220 Project Name: Project #: Initials: Date: Sheet: ~` ti R Z ~ L._l Z Z BEAM/JOINT MARK: GBH BEAM CONSTRAINTB BEAM DEFLECTION LIM ITe: Span Length (L): 23.50 ft DL Deflection: L / 240 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 220 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.e.D. MATERIAL FADTORH: Temperature Factor (Ct): 1.00 LOAD COMBINATIONS UNIFORM LDAOH: One Two Three Four Five Dead Load (psf): 60 Live Load (psf): 70 Tributary Width (ft): 2 UNIFORM CONCENTRATED LOADS: PARTIAL LDADH: Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LOAOH: Dead Load (kips): Live Load (kips): Begin from Left (ft): One Two Three Four Five Dead load (psf): Live Load (psf): Tributary Width (ft): Spacing (n): Location from left (in): Total Point Load (kips): Total Number of Loads (n): me Iwo Inree Four Five Six Seven Eight Nine Ten '..000 5.000 6.000 5.000 '.800 6.000 7.800 6.000 .00 8.00 13.50 15.00 O PERTIES __ Material Type: STEEL Yield Stress: Fy = 50 ksi Beam Type: WIDE FLANGE Allowable Bending: Fb = 33:00: ksi Grade: 50 ksi Allowable Shear: Fv = 20.00 ksi Size: W21X44 44.24 PLF Modulus of Elasticity: E = 29000 ksi SECTION PROPERTIES APPLIED FACTORS Depth: 20.66 in Load Duration: Cd = 1.00 Width: 6.50 in Bending Coefficient: Cb = 1.00 Area: 13.00 in2 Inertia Ix: 843.00 in° Inertia ly: 20,70 in° Modulus SX: 81.60 ina Modulus Sy: 6.36 in' Flange Compact Section Web Compact Section RESULTS: CALCULATED vH. ALLOWABLE BEAM REACTIONH: TOtaI Dead Live Left Reaction (RI): 32.13 14.57 17.56 kips Right Reaction (Rr): 24.62 11.29 13.33 kips CALCULATED >BTREHHEH AND DEFLECTION B: Maximum Moment (M): 213.35 k`ft Bending Stress: (fb): 31 ksi Max Shear Force (~: 32.13 kips ShearStress (fv): 4 ksi 'Dead Load Deflection: 0.382 in U 739 Live Load Deflection: 0.459 in U 615 Total Deflection:. 0.840 in U 336 Interaction Convergence Tolerance: 1.0% ALLOWANCE BTREHHEH AND DEFLECTION H: Unity Check Max Allowable Moment (Ma): 224.40 k`ft Bending Stress (Fb): 33 ksi ' 0.95 o:k. Shear Force V: 144.62 kips Shear Stress (Fv): 20 ksi 0.22 o.k. Dead Load Deflection: 1.175 in 0.32 a.k. U 240 Live Load Deflection: 0.783 in 0.59 b.k. U 360 Total Deflection: 1.282 in 0.66. a.k. v 220 Project Name: Project #; Initials: Date: Sheet: BEAM/JOIST MARK: GB9 BEAM CONSTRAINTS Span Length (L): 26 00 ft BEAM DEFLECTION LIMITSi . DL Deflection: L / 180 Unbraced Length (Lb): 2.00 ft LL Deflection: L! 360 Include Self Weight {Yes/No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.B.D. MATERIAL FACTORSi Temperature Factor (Ct): 1.00 LOAD COMBINATIONS UNIFORM LOADSi .One TWO Three FOUr Five Dead Load (psf): 60 Live Load (psf): 70 Tributary Width (ft): 2 UNIFORM CONCEN TRATED LOADS. PARTIAL LOADSi Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LOADS. Dead Load (kips): Live Load (kips): Begin from Left (ft): Dead Load (psf): One Two Three Four Five Live Load (psf): Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of Loads (n): ~~~~ Iwo Inree your rive Six Seven Eight Nine Ten 12.000 6.000 15.300 7.500 1.00 18.00 7PE RTIES Material Type: STEEL Beam Type: WIDE FLANGE Grade: 50 ksi Size: W21X44 44,24 PLF Yield Stress: Fy = 50 ksi Allowable Bending: Fb = 33.00` ksi Allowable Shear: Fv = 20.00 ksi Modulus of Elasticity: E = 29000 ksi Depth: 20.66 in Width: 6.50 in Area: 13.00 inz Inertia I,: 843.00 ina Inertia ly: 20.70 ina Modulus Sx: 81.60 ina Modulus Sy: 6.36 in' Flange Compact Section Web Compact Section RESULTS? CALCULATED v®. ALLOWABLE BEAM READTIDNSi Total Dead Live left Reacftion (RI): 25.96 11.83 14.13 kips Right Reaction (Rr): 22.75 10.44 12.31 kips C ALCIJLATED STREB 9E8 AND DEFLECTION Hi Maximum Moment (M): 219.82 k'ft 'Bending Stress (fbi: 32 ksi Max Shear Force (~: 25.96 kips Shear Stre§s (fv): 4 ksi Dead Load Deflection: 0:465 in U 670 Live Load Deflection: 0.561 in U 556 Total Qefledion: 1.027 in U 304 APPLIED FACTORS Load Duration: Cd = 1.00 Bending Coefficient: Cb = 1.00 Interaction Convergence Tolerance: 1 p'/, ALLOWABLE STRESSES AND DEFLECTIDNSI Unity/ Check Max Allowable Moment (Ma): 224.40 k'ft Bending Stress (Fb): 33 ksi" :. 0.981 o;k. Shear Force V: 144.62 kips Shear Stress (Fv) 20 ksi 0.18 o,k. Dead Load Deflection: 1.733 in 0.2T o.k: U 180 Live Load Deflection: 0 867-; in ' 0.65 o.k. U 360 Total Deflection: 1.300 in 0.79 o.k. U 240 Project Name: ~ Project #: Initials: Date: Sheet: W - Z Z W BEAM/JOIST MARK: GB10 8 GB11 BEAM CONSTRAINTS BEAM DEFLECTION LIMITS: Span Length (L): 20.00 ft DL Deflection: L / 180 Unbraced Length (Lb): 2.00 ft LL Deflection: L! 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (StronglWeak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.B.D. MATERIAL FACTORS: Temperature Factor (Ct): 1.00 LOAD COMBINATIONS UNIFORM LDAD3: One Two Three Four Five Dead Load (psf): 60 Live Load (psf): 70 Tributary Width (ft): 3 UNIFD RM CONCENTRATED LDAD3: PARTIAL LOADS: Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LOADS: Dead Load (kips): Live Load (kips): Begin from Left (ft): One Two Three Four Five Dead Load (psf): Live Load (psf): Tributary Width (ft): Spacing (in): Location from left (in): _ Total Point Load (kips): Total Number of Loads (n): me Iwo Inree your rive Six Seven Eight Nine Ten ..000 i.700 0.00 MATERIAL PRO PE RTIE9 Material Type: "STEEL Yield Stress: Fy = 50 ksi Beam Type: WIDE FLANGE Allowable Bending: Fb = 33.011 ksi Grade: 50 ksi Allowable Shear: Fv = 20.OQ ksi Size: W16X26 26.13 PLF Modulus of Elasticity: E = 29000. ksi SECTION PROPERTIES Depth: ~ 15.69 in Width: 5.50 in Area: 7.68 inz Inertia Iz: 301.00 in4 Inertia ly: 9.59 in° Modulus S><: 38.40 in3 Modulus Sy: 3.49 in3 Flange Compact Section Web Compact Section APPLIED FACTO RB Load Duration: Cd = 1.00 Bending Coefficient: Cb = 1.00 RE8ULTB: CALCULATED v8. ALLOWABLE BEAM REACTION 3: Total Dead Live Left Reaction (RI): 11.51 5.06 6.45 kips Right Reaction (Rr): 11.51 5.06 6.45 kips CALCULATED BTRESSEH AND DEFLECTIONS: Maximum Moment (M): 94.31 k*ft Bending Stress (fb): 29 ksi Max Shear Force M: 11.51 kips :Shear Stress (fv): 3 ksi Dead Load Deflection: -0.283 im V 848 Live Load Deflection: 0.374. in U 642 Total.Deflection: _. 0.657 in U 366 Interaction Convergence Tolerance: 1.0% ALLOWA6 LE BTRE3 sE3 AND DEFLECTION 3: Unity Check Max Allowable Moment (Ma): 105.60 k`ft Bending Stress (Fb); 33 ksi 0.89 ok. Shear Force V: 78.45 kips Shear Stress (Fv): 20 ksi 0.15 ak. Dead Load Deflection: .1.333 in 0.21 o.k. V 180 Live Load Deflection: 0:667. in 0.56 o.k. V 360 Total Deflection: 1.000 in 0.66 o.k. U 240 Project Name: Project #: Initials: Date: Sheet: Z w ~ - Z } //gi~g W ............:. ~ :. BEAM/JOIST MARK: GB12 ~+ ci~Jt3 BEAM CONSTRAINTS BEAM DEFLECTION LIMITS: -Span Length (L): 28.00 ft DL Deflection: L / 180 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Vlleak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.S.D. MATERIAL FACTORS? Temperature Factor (Ct): 1.00 LOAD COMBINATIONS UNIFORM LDwna: One Two Three Four Five Dead Load (psf): 60 Live Load (pst): 70 Tributary Width (ft): 3 LI NIFORM CONCENTRATED LOADS: PARTIAL LOADS: Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LOADS? Dead Load (kips): Live Load (kips): Begin from Left (ft): Dead Load (pst): Live Load (pst): Tributary Width (ft): Spacing (in): Location from left (in): _ Total Point Load (kips): Total Number of Loads (n): One Two Three Four Five me Iwo Inree Four Five Six Seven Eight Nine Ten 1.000 6.000 6.000 '.000 7.000 7.000 1.00 18.00 25.00 IAL PROPERTIES Material Type: STEEL Yield Stress: Fy = 50 ksi Beam Type: WIDE FLANGE Allowable Bending: Fb = 33.00 ksi Grade: 50 ksi Allowable Shear. Fv = 20.00 ksi Size: W21X44 44.24 PLF Modulus of Elasticity: E = 29000 ksi B ECTION PROPERTIES Depth: 20.66 in Width: 6.50 in Area: 13.00 in2 Inertia Ix: 843.00 in° Inertia ly: 20.70 in° Modulus Sx: 81.60 in3 Modulus Sy: 6.36 jn3 Flange Compact Section Web Compact Section APPLIED FACTO RB Load Duration: Cd = 1.00 Bending Coefficient: Cb = 1.00 RESULTS: CALCULATED V8. ALLOWABLE BEAM READTIDNS: Total Dead Live Left Reaction (RI): 20.94 10.00 10.94 kips Right Reaction (Rr): 30.22 14.28 15.94 kips CALCULATED STRESSES AND DEFLECTION8: Maximum Moment (M): 189.50 k*ft Bending Stress (fb): 28 ksi Max Shear Force (~: 30.22 kips Shear Stress (fv): 4 ksi Interaction Convergence Tolerance: 1.0% ALLOWABLE STRESSES AND DEFLECTION H: Unity Check Max Allowable Moment (Ma): 224.40 k*ft Bending Stress (Fb}: 33 ksi 0.84 o.k: Shear Force V: 144.62 kips Shear Stress (Fv) 20 ksi 0.21 o.k. Dead Load Deflection: 0.522 in Dead Load Deflection: 1.867 in 0.28 o.k. U 644 _ U 180 Live Load Deflection: 0.58U in. ; .Live Load Deflection: .0.933 in 0.62: o.k. U 580 U 360 Total Dltlection: 1.102` in Total DeffeCtion:' 1.400 iri A.79 Olk. U 305 U 240 Project Name: Project #: Initials: Date: Sheet: Z , w z .. ...:... .. N BEAM/JDI9T MARK: GB14 BEAM CONSTRAINTS Span Length (L): 26 00 ft BEAM DEFLECTION LIM IT9: Unbraced Length (Lb): . 2 00 ft DL Deflection: L / 180 Include Self Weight (Yes/No): . Yes LL Deflection: L / 360 Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/V11eak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.B.D. MATERIAL FACTORS: Temperature Factor (Ct): 1.00 LOAD COMBINATIONS UNIFORM LOADS: One TWO Three Four Five Dead Load (psf): 60 Live Load (pst): 7p Tributary Width (ft): 3 UNIFORM CONCEN TRATED LDAD9: PARTIAL LOADS: One Two Three Four Five Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LDADa: One Two Three Four Five Dead Load (kips): Live Load (kips): Begin from Left (ft): Dead Load (psf): Live Load (psf): Tributary Width (ft): Spacing (in): Location from left (in): _ Total Point Load (kips): Total Number of Loads (n): 6.000 6.000 - ~~y~~~ rvulC len 7.000 9.00 7.500 18.00 mA1CK1AL PROPERTIES Material Type: STEEL Beam Type: WIDE FLANGE Grade: 50 ksi Size: W18X35 5:05 PLF Yield Stress: Fy = Allowable Bending: Fb = Allowable Shear: Fv = Modulus of Elasticity: E = 50 ksi 33.00 ksi 20.OD ksi 29.000 ksi SiECT1ON PRO PERTIE3 APPLIED FACTORS Depth: Width: 17.70 in Load Duration: Cd = 1 00 Area: 6.00 in 10.30 inz Bending Coefficient:. Cb = . 1.00 Inertia Iz: 510.00 ina Inertia h,: 15.30 jna Modulus S^: 57.60 ina Modulus Sy: 5.12 ins Flange Compact Section Web Compact Section RESULTS: CALCULATED VS. ALLOWABLE BEAM REACTIONS: Total Dead Llve Left Reaction (RI): Right Reaction (Rr): 18.18 8.58 19 9.61 kips Interaction Convergence Tolerance: 1.0~~, .3T 9A3 10.35 kips CALCULATED STRESSES A ND DEFLECTIONH: Maximum Moment (M): 148 55 k*ft ALLOWABLE STRESSES AND DEFLECTIONS: Unity Check Rending Stress (fb): . 31 Max Allowable Moment (Ma): 158.40 k'ft ksi Bending Stress (Fb): 33 ksi 6.94 o.k: Max Shear Force M Shear Stress (fvY 19.37 i kips ~ ' Shear Force V: 106.20 kips 4 ksi Shear Stress (Fu); 20 ksi 0.18 o.k. Dead Load Deflection: 0,581 in Dead load Deflection: 1-.733 in 0.33 o k. Live Load Deflection: U 537 0 666 in U 180 . . U Live Load Deflection: D.867 in 6:77 o.k. 468 U 360 Total Deflection: 1.247 in Total Deflection: 1.300 in 0.96 o k V 250 U 240 . . Project Name: Project #: Initials: Date: Sheet: Z 1 c • w _ i ~ ~ Z Z BEAM/dOIHT MARK: GB15 BEAM CON8TRAINTB BEAM DEFLECTION LIMITH: Span Length (L): 17.00 ft DL Deflection: L / 180 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.B.D. MATERIAL FACTORH: Temperature Factor (Ct): 1.00 LOAD COMBINATIONS UNIFORM LDADH: One Two Three Four Five Dead Load (psf): 60 Live Load (psf): 70 Tributary Width (ft): 3 UNIFORM CONCENTRATED LOADS. PARTIAL LOADH: Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LDADH: Dead Load (kips): Live Load (kips): Begin from Left (ft): One Two Three Four Five llnn T..... .__ _ Dead Load (pst): Live Load (psf): Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of Loads (n): ~~~~~ ruur rive Slx Seven Eight Nine Ten 7.000 x.500 3•.00 MATERIAL PROPERTIES Material Type: Beam Type: STEEL WIDE FL Yield Stress: Fy = 50 ksi Grade: ANGE Allowable Bending: Fb = 33.00 ksi Size: 50 ksi W14X22 22 08 PLF Allowable Shear: Fv = 20.00. ksi . Modulus of Elasticity: E = 29000. ksi SECTION PROPERTIES APPLIED FACTO RB Depth: Width: 13.74 in Load Duration: Cd = 1.00 A 5.00 in Bending Coefficient: Cb = 1 00 rea: 6.49 inz . Inertia Ix: 199.00 ina Inertia ly: 7.00 ina Modulus Sx: 29.00 ina Modulus Sy: 2.80 ina Flange Compact Section Web Compact Section ^Y-~~•~•a:...r~uuuvrEO ve. ALLOWABLE BEAM REACTIONS: Total Dead Live Left Reaction (RI): 10.33 5.01 5.31 kips Right Reaction (Rr): 11.18 5.42 5.76 kips CALCl1LATED STREHHEH AND DEFLECTIONH: Maximum Moment (M): 75.18 k*ft .Bending Stress (fk): 3i ksi Max Shear Force M: 11.18 kips Shl:arStress (fv): 4 ksi Dead toad Denection; 0!279 in U 731 Live Load Deflection: 0.297 in U 687 -Total Def{ecfion: 0.576 in U 354 Interaction Convergence Tolerance: 1.0~/, ALLOWABLE BTREHHE9 AND DEFLE CTION 97 Unlty Check Max Allowable Moment (Ma): 79.75 k'ft .Bending Stress (Fb): 33 ksi O.S4'' o:k: Shear Force V: 63.20 kips ShearStress (Fvj: 20 ksi 0:18 o.k. Dead Load Deflection;. .1.133 in 0.25 o.k. L/ 180 'Live toad Deflection: 0.567 in 0.52 o.k. U 360 Total Deflection: 0.850 in 0.68 o.k. U 240 Project Name: Project #: Initials: Date: Sheet: o Z y t' , w U' ~ Z N BEAM/J 0197 MARK: GB15 BEAM CON9TRAINTB BEAM DEFLECTION LIM IT9: Span Length (L): 13.00 ft DL Deflection: L / 180 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/V11eak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.S.D. MATERIAL FACTDR9: Temperature Factor (Ct): 1.00 LOAD COMBINATIONS UNIFORM LDAD9: One Two Three Four Five Dead Load (psf): 60 Live Load (psf): 70 Tnbutary Width (ft); 3 IJNIFO RM CONCENTRATED LDADS: PARTIAL LDAD9: One Two Three Four Five Dead Load (pst): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LDAD9: ~^^ --- Dead Load (kips): Live Load (kips): Begin from Left (ft): Dead Load (pst): Live Load (psf): Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of Loads (n): rv~ 1 roan your rroe six Seven Eight Nine Ten '.000 '.500 1.00 MATERIAL PROPERTIES Material Type: STEEL Beam Type: WIDE FLANGE " Grade: 50 ksi Size: W12Xt6 16.03 PLF SECTION PRO PERTIEB Depth: 11.99 in Width: 3.99 in Area: 4.71 inz Inertia Ix: 103.00 ina Inertia ly: 2.82 ina Modulus Sx: 17.10 ina Modulus SY: 1.41 ina Flange Compact Section Web Compact Section Yield Stress: Fy = 50 ksi Allowable Bending: Fb = 33.00 ksi Allowable Shear. Fv = 20.00 ksi Modulus of Elasticity : E = 29000 ksi APPLIED FACTORS Load Duration: Cd = 1.00 Bending Coefficient: Cb = 1.00 .«a ~. a: as.q La.uu LATER V9. ALLD WABLE BEAM REACTIDN$: TOtaI Dead Live Left Reaction (RI): 7.10 3.43 3.67 kips Interaction Convergence Tolerance: 1,pq, Right Reaction (Rr): 12.68 6.12 6.56 kips CALCULATED STRE98E9 AND DEF Maximum Mome t - ' LECTIDN9. ALLOWABLE STRE99E9 AND DEFLECTIDN9: Unity Check n M ( - Bending Stress (tb): 46.91 B3 k'ft Max Allowable Moment (Ma): 47.03 k`ft ksi Bending Stress (Fb): 33 ksi 1.00 o. k. Max Shear Force M 12.68 kips Shear Force V: 52 76 kips ShearStress (fv): 5 ksi Shear Stress (Fv): . 20 ksi .0.24 o.k. Dead Load Deflection: 0.193 in Dead Load Deflection: 0.867 in 0.22 k: o Live Load Deflection: U 808 0.207 im U Live Load Deflection: 180 433 0 i 0 48 . U 754 U . 360 n . o.k: Total pe8ectipn: 0.460 in Total Deflection: 0.650 in 0 62 a.k. U 390 L/ 240 Project Name: Project #: Initials: Date: Sheet: t ~, 2 ~• BEAM/JOIOT MARK: G617 & GB18 BEAM CON BTRAINTB BEAM DEFLEDTIDN LIM ITB: Span Length (L): 20.00 ft DL Deflection: L / 180 Unbraced Length (Lb): 2.00 ft LL Deflection: L / 360 Include Self Weight (Yes/No): Yes Total Deflection: L / 240 Load Duration Factor (Cd): 1.00 NDS Material Factors: Axis of Bending (Strong/Weak): Strong Repetitive Member (Cr): 1.00 Wet Service Factor (Cm): 1.00 A.B.D. MATERIAL FACTORS: Temperature Factor (Ct): 1.00 LOAD COMBINATION8 UNIFORM LOADS: One Two Three Four Five Dead Load (psf): 60 Live Load (psf): 70 Tributary Width (ft): 3 UNIFORM CONCENTRATED LOADH' PARTIAL LDAD 9: Dead Load (psf): Live Load (psf): Begin from Left (ft): End from Left (ft): Begin Trib. Width (ft): End Trib. Width (ft): CONCENTRATED LOADS: Dead Load (kips): Live Load (kips): Begin from Left (ft): One Two Three Four Five Dead Load (psf): Live Load (psf): Tributary Width (ft): Spacing (in): Location from left (in): Total Point Load (kips): Total Number of Loads (n): ,rle Iwo Inree tour rive Six Seven Eight Nine Ten '.000 7.000 1:500 8.500 i.00 18.00 MATERIAL PRO PERTIEB Material Type: '.STEEL Yield Stress: Fy = 50 ksi Beam Type: WIDE FLANGE Allowable Bending: Fb = 33.00 ksi Grade: 50` ksi Allowable Shear: Fv = 20.00 ksi Size: W16X31 31.03 PLF Modulus of Elasticity: E = 29000. ksi e ECTI O N Depth: Width: Area: Inertia Ix: Inertia ly: Modulus SX: Modulus Sy: Flange Web ERTIEB 15.88 in 5.53 in 9.12 inz 375.00 ina 12.40 ina 47.20 ina 4.49 ina Compact Section Compact Section APPLIED FACTO RB Load Duration: Cd = 1.00 Bending Coefficient: Cb = 1.00 :csau~: a: GALCY LATED VS. ALLOWABLE BEAM READTIDNa: Total Dead Live Left Reaction (RI): 14.29 6.66 7.63 kips Interaction Convergence Tolerance: 1.0% Right Reaction (Rr): 25.14 11.56 13.58 kips CALCULATED BTREHHEH AND DEFLECTION H: ALLOWABLE BTRESHE9 AND DEFLECTIONS: Unity Check Maximum Moment (M): 110.51 k'ft_ Max Allowable Moment (Ma): 129.80 k`ft @ending Stress (fh): 28 ksi Bendirlg_Stress (F'fi): 33 ksi 4.85 a.k. Max Shear Force (V): 25.14 kips Shear Force V: 87.34 kips Shear Stress (fv): 6 ksi 'Shear Stress (Fv): 20 ksi 039 o.k. Dead Load Deflection: 0.307 in Dead Load Deflection: 1.333 in 0:23: o.k. U 781 V 180 Live Load Deflection: 0.358 in Live Load Deflection: 0.667 in 0.54 o.k. U 670 U 360 lolal Deflection: 0.665 in Total Deflection: 1.000 in 0.67 o.k. U 361 U 240 Project Name: Project #: Initials: Date: Sheet: Thickness -Steel Components Design Stiffening Lip Length Minimum Inside Thickness' Design Comer Reference. Only (mils) Thickness (ink Radii (i~) Gaucie.No. 18 0.0188 0.0843 25 27 0.0283 0.0796 22 30 0.0312 0.0781 20 -Drywall w ..... .....::.~~..-~.C~^~- -----t1:0~~~64-- -20,~tnictura 43 -0.0451 0.0712 8 54 0.0566- 0.0849 16 68 0.0713 0.1069 14 97 0.1017 0.1525 12 Section F{an a Width Design Stiffening Li Len (in S125 1 ~/a" 0.188 S137 1 3/s" 0.375 S162 1 5/e " 0.500 S200 2" 0.625 _ _ _-- --S250- -- - - _ __ _ 2-~/z °----- ____ -- 0.625... Minimum Thickness represents 95% of the design thickness and is the minimum acceptable thickness delivered to the job site based on Section 43.4 of the 1996 AISI Specification. General Notes for all tables I . The strength increase due to cold work of forming was incorporated for flexural strength as applicable per AISI A7.2. ?. The moment of inertia for deflection is calculated at a stress which results in an effective section modulus such that the stress times that section modulus is equal to the allowable moment. This follows Procedure 1 of the AISI Specification. 3. The yield stress (33 ksi or 50 ksi) used to calculate the tabulated values are indicated in the tables. t. When provided, factory punch-outs will be located along the centerline of the webs of the members and will have a minimum center-to-center spacing of 24". Punch-outs will have a maximum width=half the member depth (d/2) or 2 1/2", whichever is less, and a maximum length = 41/2". The minimum distance between the end of the member and the near edge of the web punch-out =10". i. For those steels that have both 33 and 50 ksi listings, if the design is based upon 50 ksi, the 50 ksi steel needs to be specified by the contractor/purchasers. (i.e., 362S137-54 (50 ksi)) Definitions of Structural Property Symbols .Gross Properties xx: Moment of inertia of the gross section about the X-X axis (strong axis). fix: Radius of gyration of the gross section about the X-X axis. yy: Moment of inertia of the gross section about the Y Y axis (weak axis). 3y: Radius of gyration of the gross section about the Y Y axis. Effective Properties Y xx: Moment of inertia for deflection calculations based on Procedure 1 for Deflection Determination" of the 1996 AISI Specification. >xx: Effective section modulus about the X-X axis (strong axis) Stress = FY. ~a: Allowable Bending Moment -Based on the effective section modulus and the allowable stress including the strength increase from cold-work of forming (AISI 7.2) where applicable. x +-x fa: Allowable Shear Load. 'cg: Maximum distance from the outside of the compression flange to the center of gravity of the effective section. Torsional Properties r • St. Venant Torsional Constant. :w: Torsional warping constant. :o: Distance from the shear center to the centroid along the principal X-axis. io: Polar radius of gyration about the centroidal principal axis. 5 ssM,e; Oi xn {Sl"Stud Spa~zng ldember 1n o.a . ' 5 Psf _ .: U120 Lf240 !1360 _ 1 ~ P~ . 0240 U360 U600 : . 2a;psf . U240 U360 U600 :25 pst 0240 U360 U600 3Q Psf U240 U360 11600 °' , 35 psf ' U240 0360 U600 , _40 pst ;- 1/240 U360 U600 50 Pte.:. ' U240 U360 Lf600 600S137-33 12 600S137.33 16 34' T 2T S 24' 0" 31' S 24' 11" 21' 9° 19' 0" 16 T 14' 0° 1T 3" 151" 179" 1T 3' 151' 17 5 1 " " ' 16' 0' 14' 0' 11' 10 ' " ' ' 151" 13' 2" 11' 1" 14' 4' 176` 10' 6" 13' 8' 1Z 0" 10' 1" 17 5 11' 1" 5 4' 600S137-33 24 2T S 21' S 15 0" 151" 132' 1 t' 1" 5 8 13 8 11 T 13 8" 17 0" 10' 1" 14 T 17 9 10 S 179' 11' 1" 5 4' 13 8" 170" 10' 1' 1Z 0' 10' S 610° 130" 11' 4" 5 T 11' 3"f 511" 6 4" 17 S 10' 10' S 2 10' "f " " 11' T 10' 1" 6 6" " 600S762.33 12 6 6 361' 28'7" 2S 0' ' " 1510".1T4' ,14`T' 760' 155 133' .165 14T 174 155 135 11'T 1411° 13'0' 1T 0" 6 5 6 6 0 143' 126' 10'6' 557 610 T S 13'3" 11'T 55 00S1 2-33 16 $162-33 24 329 25 0 26 T 27 8" 1510. 155' 13' S' t1' T 4' Z ' 143" 176" 1 ' 152" 13'3` ii' 2` 13`3' ' : t4 3" i2 G 10' 6' ' ' " 137' 11' 10' 10' 0" 13'0° t7' 4 57 120" 10' 6" 8' 10° 6005200-33 12 3T 5 29 11" 26' 2" 20' 9" 162' 153' : _, 0 6' 18' 10" 166" 13' 11' 11 T. 5 5 1T 6" 153' 1Z i t" ' 176 10 17': 5 2 166" 14' S 171' 11''10' 10'4' 6 5' ' ' " ' ' 11' 3"F 511" 8 4- ' " ' ' " 10' 0"f 5 2" T 5 ' 600S200-33 16 34' 4" 2T 3" 23 5 1610" 166" 13 71" 1T 2" 1411" 17 T 1511" 1311" 11' 8" 14' 11" 131" 1 t' 0" 158 13 8 11 6 14' 2" 17 S 1 ' 14 11 731 11 0 ' ' ' " 1311' 171 10' 3" ' " 6005200-33 24 2511' 23' 9' 20' 9" ` ' ' 16 G 14' S 121' 14' 11' 13' t" 11' 0" 13' 11' 171" 10' 3' 13' 1' 11' S 5 T 0 S 12 5"f 10' 10' S 2" 13 T t i 10 10 0 11' Tf 10' 4" 6 9' 17 T 11 0 5 3' 10' 4"f 5 T ' 6005137-43 12 600S137-43 i6 3T 8 29 t0" 261 3 '' ' ' 20' 8' 16 Y 15' 3" " " ' ' 1610° i6' S 1310' ° iT 5 153" 12' t0" i6' 5' 14' 4 171' :15 T' 13 T ; ti' 6' t4 11' 13 0" 11' 0" 61 13' 10" 121" 10' 7' . - 42 2P2 23 8` 1610 16`5 13 10 iTt 14"it" 12T 1510"1310' ti'8' 14'11' 13'0";ii`0" 14'Z' 124' 10'S" 137` tT1a' 10'0" 17T 11' " ° 600S137-43 24. 600Si62-43 12 29`10' 258' c'11'8" " ' " ' 165" t4'4" tTi" ' " " '1411' i3Q' 71'0` 1310" 12`1' 10`2" 13'0'" 1P4" .ST' 124•" 10'1Q".,51' 11'10" 10'4" 68" 0 53 11'0' ST 61` 600S162.43 16 353 31 2 2T 3 358" 264" 24'5 21 T 1610 1511 15T 1T 2" 14'S 15 T 17' 2' 14' S " ' " 18' 2' 1511" 13 S " 1T 2" 14' 11' 17 T 16 3' 14' 2' 17 0" 157" 13 T 11` S ; 14' 5" 127" 10' 8" 600S762-43 24 31'2" 24'5 21'T 1T 2' 14'11' iZT iT10 15T 13 1 1ST 13T 11'5^ 166 14'S 172" 14'5" iZT ' ' 15T 13T 11'S ' " ' ' 14'9" 1711" 10'11" " ' ' 14'2' 174' 10'S 13'1" 11'S 58' 600S200.43 12 41'3" .375 28'.7" 275 7510" 168" 20'T 160" 152' 10 8 151` 168° 14'1' 13T 11 10 10 0 160' t59" 13'3" 17 it 11 3 S6' 1T1' 14'11" 17T 174" 10'5 9'1" 154' 143' 12 ' 11'S 10'0" 65" ' ° ' C~OS200-43 16 600S200 43 24 3T 6" 259' 26'0" 37 • 20'7" 160' 152 ` " ° 165 ifi•4 13'9" 1T4" 152" 179` .164" 14"3' 170' 156" 13`7' it'S' , 0 14'10' 13'0'. 10!11 157 133 17 2 13'S` '120' 10`2 - 600S137-54 12 5 280 2Z'8; 40'4" 370' 260" .i60 :158 133 22'2" 15S 164" ;:164`,:143" 17,0' ' ' ' " 1S2' 13'3' 11'T ' 14.3° 126" tp6" 13'T if'iQ' 16'0" .. 13'Q" 11'4" 9`6'' 120!' 10'6" 6'10" 600S137.54 16 35 8" 291" 25 S 20' 2" 1T T 14' 10" 20 2 1TT 14 10 16 4' 160' 136" 165 164 13'5 1T 0' 14 10" 126" iTT 155" 13'0" 160" 1 ' ' ' 165 14'T 174' " " ' " 160' 14'0" it'S ' ' 14'10" 130' 10'11" 600S137-54 24 . 37 0' 255" 272" 1T T 15 S 13' 0" 160' 140" 11' S 14' 10" 73' 0' 10' 11" 4 0 11 S 14' 0' 172" 10' 3" 152 13 3 11 2 13' 3" 11' T 5 5 14 6 17 8' 10' 8" 178" 11' 1" 5 4" 136" 11' 9" 911" 1 ' ' " ' 600S162 54 12 600S162-54 16 42 2 33' S 29 2' 363" 30'4' 256' 23'2' 20' 3" 17' 1" 21'7" 18`5" ' 21' 1" 16 5 156' ` ' " ' .15 6' 1T 1` 14 5" ' _ 16 5 16' 1' 13' fi' 1T 5 15 3` 121 168" 14 T 12 3' 1 S 10 3 6 8 156" 136' 11' 5`. 600S'I62-54 24 33 S' 25 6" 23!.2' . 156 i3' S` 16' 1 ° 13' E 151 168 . 14 1 i6' 8" 14 7` 1 ' 3' 1T 9 156" 13'1" 1 ' ' ' ' 16'8" 14T :12'3' ` ' ' 15 t0" 13'10' 11`8' ' 152 133' 11'r :14.1' 173" 10'Q" 600S200-54 12 44 3' 35 2" 30' 8' 24' 4" 21' 3' 1T 11" 2 , 221' 19 4" 163' 56 13 6 11 S 20' 6' 1T 11" 15 1" 14 T 17 9 f0 9' 15 4" 16 10" 14' 3" 13 10' 12! 1" 10' 2" 18' 4" 160" 136" 133' 11' T 5 5' T ' ' 12' 3° 10 9' S 1' ° ' " " 600S200-54 16 6005200-54 24 40' 3' 31' ti' ZT 11" T " ' ' " 271' 15 4' 163" ' ° ' ' 20' 1" 1T T 14' 10 16 8" 163" 13 5 1T T 15 4" 1711" 16 8' 14' T 17 3" 1 T 15 4 1711 1511' 1311' i i' S 163 14 3 170 14' 10' 1711' 10' ti" 600S13T-68 12 2 11 352 24 4 43'3' 34"4" 3U 0' 15 4 16.10 14 3 23'9° 20'9' 1 " 1T T 15 4" 1711' ' ' 16 3" 14' 3 17 0' " ' 15 4" 73 S 11' 3" _ 14' T 1Z 8" 10' 9' 13' 11' 172" 10' 3' 1Z 11' 71' 3" 5 6" 600Si37-68 16 39 4" 31' 2' 2T 3' T 6 21' T 1610" 1511" 21 T 1610 1511 15 8' iT 2' 14' 5' 20 1 1T6" 149" 1 ' " ' 1610" 166° 13'ti" " ` 1T 11" 158" t3'2 iT2' 150` 17T 1571' 13'11" 11'.9'. 600S137-68 24 344" 2T 3' 239" . f8'10' f56' 131t" 1T2' 150" 17T 6 3 15 11 13 S 15 11' 13'11` 11'9' 1T 2 150 17 T 1S 0' 1 1" 1 ' ' 16' 3' 14' 3` 170' " ' ' 15 T 13' T 11' 6" ' ' " ' 14 5 12 T :10' 8' 600S162-68 12 45 2' 3510" 31' 4' 24' 10" 2T 8" 16 3' 27 T 15 8' 16 T .. 20' 11" 16 3' 15 S 3 1 0 15 8" 1T 3' 14' 6" 143 175" 10 6 18' 9' 16' 4" 13' 9' 13 T 11 10 10 0" 1T 11' 158" 13' 2' 17T tl'0" 53' 16' ' ' ' 600S762-68 16 600S162-68 24 41'0° 37T 26S ' ' " 27T 158" 16T " ' 20'6" 1T 11" 151" 150" 16T 14'0" 1T 11" 1S 8" 132' 1T 0" 14'10' 176' 153" 14'2" 170' T 14 6 173 151" 132' 11'1" 600S200-68 12 3510 26 S 24 10 4T 6' 3T 8" 3711" 158 1T 3 14' 6' 26 T 2210' 1 3' 1T 11" 15 8' 13' 2" 23` " " " 16 T 14' 6" 17 3" " " ' 15 8" 13 8" 11' 6" 14' 10' 13' 0" 10' 11" 14' T 17 S 10' S 13' T 11' 6" 5 8' 600S200-68 16 43' 2 34' 3" 29' 11' 8 23' 9" 20' 9" 1T 6' 9 20`.9 1T 6 21' T 1610" 151 27 0 19.3 16 3' 20' Q" 1 T 5 14' 9° ~' 9" 161' 15 3° 18' 10` 16' S 13' 10" 19 8' 1T 2" 14' 6' 1T 11' 1ST 13' " 18' 10" 16 S 13' 10 " ' ' 1T 6' 153" 12.10" ' ' " 600S2Q0-68 24 600S137-97 12 3T 8" 29' i i' 26' 2" 4 " " " 2(Y 9' 161' 153" " ' " 18` 10' 16' 6" 13'1 1T 6" 15 3" 1210" 16' S 14' 4' 171" Z iS T 13' 8' 11' 6' 1 T 1 14 11 17T 141 P 13' t" 11' 0' 1510 13 10 -11' 8" 13' 10' 1 Z 1` 10'2 600S137-97 16 T 10 360 332 43 6" 34' 6" 30' 2' 26 4 23 0 19 S 2311" 20' 11' 1T T 23' 11' 20' 11" 1T T 2 ' " ' ' 27 2" 19 S 15 4' ' ' ' 20' 11' 16 3' 15 4' 19' 10' 1 T 4" 14' T 190' 16' T 14' 0' _ - . 1 T T 15 4" 1711" 600Si 37-97 24 36 0" 30' 2" 26 4' 20 11' 18' 3" 15 4' 1 9 19 0 150 19 0' 1 E T 14' 0" 20 2 1 T T 14 10' 1 T T 15 4" 17 11" 19' 0" 16' T 14' 0" 15 T' ' " " 160" 15 9' 13' 3' ' ' ' ' 17 3' 15 1' 178" ' 16' 0" 14' 0" 11' S _ 600S162-97 l2 50'1` 359' 34'8' 2T 6` 24'1' 2D`3` 250' 21'.10' .165 23'3" 20'3' 1T 1" 14 6 17 2 21'10" 191" 151" 159 13 9 11 T 20'5 16P 153' 15 1 73' 2' 11' 1' 1910' tT4" 14'T 14' 0' 1Z 2' _10' 3" 165 1 " ' 3' 600S162-97 16 600516 97 24 45 fi 36' 1" 31' 6 39' ' " 25 0' 21' 10' 165" ' ' ' " 27 5 15.10' 16' 9' 21' 1' 18' S 156" 15 10" 1T 4' 14' T 1610' 16' 6" f3' 11" 160" 15 9" 13' 3' 1 1 6 T i 6' 9' 14 T 17 4"- 2. 600S200-97 12 S 37 6 2T 6' 52 5 41` 10" 36 T 21 10 : 191 161 25 0` 25 4' 21' " 1910` #T 4" 14' T ' ' ' ' 16 5` 16' 1' 13' T ' " ' iT 4' 152' 17 9" 166" 14' 4' 12 1' 159' 13'.9" 11' T 14' T 17 9' 10' 9' 600S200-97 16 4T 11" 36 0" 33' 3' 4 ~' 4' 23 0' 15 5' 26 4 23 0 15 S 2311' 20' t1' 1T 8" 24 6 21 4" 160' 273° 15 S 1 ' 23' 0" 20' 1" 1611" ' " " 21' 10" 151" 161" " ' 20' 11" 16 3' 15 5 19 5 16' 11" 14' 3" 600S200-97 24 41' 10' 33' 3' 25 0' 23 0" 20' t" 1611" ~' 11' 163" 15 S 6 4 15 S 1611' 14' 3° 20 t 1 163 15 S 16 3" 1511" 13 S 1510 1T 4 14' T iT 4' 752' 17 5 150" 16 T 14' 0' ' " " 1T 8' iS S 130' ' 16 T 14 6 173 15 S 13 S 11 4" " f "denotes stress controlled section, all other sections are deflection controlled See page 16 for Wall Height Table Notes 18 r, ss>Ka; Q S ~ ' r ~ tit (~-'J-~ ~ a C~` i " _ I~ I ~e ~ c _F I~~1Jl c U - r° F ~ Q ~ ~OI_ ~ O v ~ to I I I I I I 1 I II i 11-- _ _ __ _ ~ _ ._ ~ ~_ _ ~.f~ _ _ I I I II I I I i I I I I I I I I I I I Oo ------I-- ,-----~- o ra-~ 1 I 1 I O I I IT- ~ I ~ I I I O ~ I 1 ~ ~ I I~ I III III III I I I I I I I ~~ I I ~ ~ I I I rrl 1-- _ _ I__ _ ~-y~_ _ _-I i, I_ _ I I I _ - ~./^ ~ I I r~~_ (vv _ ~ _ I 1 ~.~ I i LTJ IIT_ 1 I I m _ I I I I I U _ _I-~ _ ~! _ I -_ I I I I I I o-----*----,---~---f---- 1 I I I I I I I S ~ ~ rn N ~/ ~ s z ~' N C? N ~ 'b o .~ c w .A ~ c F ~ e C ~r ~ ~,= n jh E ~,. _ N ~~ Xo ~~ IF ~ ~ e 5 ; _ " F Y ~ _ _ N F F ~ F a 1 I I I I I 1 i l n ?iii-~; x N c~' II II 11 II II II 11 ~ I'r tlY~ ~: I I ~~ II II II II II 11 11 11 I '_____- xF~ ___~ I I I I I 1 I I I I ~i I I I I (~[1 i ~ i ;1~ ~ ~ ~~ 1 N I I R ~ ~___~ S 9 S IV \ J ~v'/ Y I ~ 1 I I I I I 1 I I I I I ~~1'I ~ I ____ I I I_ _ II I I II I II I I b----- I I II ~~ ~.~ ~~`~\\~\qp I \ V `~~ I Ill. Prra=~W ~`e I ~I I II III II ~ 1 = III rJl I ~~ II 11 n II -_ ~= I` _ I I _- `J~~ .~ IF v rn I I N "x I _ ~\ ~. II ___J'__ ~___~r._s ~a I I C II I I 11 II Y W Y-i~lr^-y -~~! ii ;3 L ~ II LJ;..JL~_J I I; c N d d II 4 II I• I' ~ u II f~ coil'? ° (`? =: I II n ~'=~ a I I W C ~ ~ W N N L _ p. X 'c K k h' d' ~ ~_ A X K X K h' ~r~ ~ ~~ F. r- r. w - w ''' ~ ~, r_ W w, r_ ~ ~ ~ ~ ~ ~ T - !° ~z 1 F I 1 1 I I _ T I II I M1 ~ _ T A N ~~ I lC 1 I I I nc~ ~ ~~ I ~ I F 1 I I 1 I I 1 N N O _ lJ ~ ~ ~ ~ Z ~ (~ ~ N f ~ ~ ~ ~ ~ ~ ~ X ~ ~i ~ ~.- x x ~, ~ 6° w ~ ~ ~ C ~ X ~ ~ c\r I ~ ~ I _ _ _ 111. ~ x li ~. u I __----__--- ~ - Oo HDLLDW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: (+~ LOADS: LOAD PTL (k) PDL(k) ex (in) ey (in) Pex1t PeyrL Notes LEVEL 3 A 0.00 0.00 0.00 - 0.00 - elev, (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 2 A 15.00 6.00 6.00 - 90.00 - elev. (ft): 127.67 B 0.00 0.00 -4.00 - 0.00 - C 0.00 0.00 - 4.00 - 0.00 D 22.00 8.00 - -6.00 - -132.00 LtVEL 1 A 25.00 11.00 6.00 - 150.00 - elev. (ft): 113.00 B 0.00 0.00 -5.00 -- 0.00 - <- <- <- C 0.00 0.00 - 4.00 - 0.00 D 15.00 7.00 - -6.00 - -90.00 <- f Trial Section Number. 86 HSS8x8x5/16 I A: 8.76 in,2 Sx: 21.4 in, 3 Sy: 21.4 in.' Ix: 85.6 in, ° ly: 85.6 in. ° nc: 3.13 ry: 3.13 Kx: 1.00 Ky: 1.00 Fy: 46 ksi Cc: 111.6 Cm: 1.0 FOUNDATION 0.00 77.00 elev. (ft): 100.00 COLUMN INTERACTION: IEVEI 3 ... KUrx: 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27 60 ksi KVry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi . Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 00 oK 0 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0 00 ox 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 00 ox 0 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 . 0.00 ox LEVEL 2 ... KUrx: 56.32 Fbx: 30.36 ksi F'ex: 47.1 ksi Fa: 21 82 ksi KI/ry:56.32 Fby: 30.36 ksi F'ey: 47.1 ksi . Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 37.00 90.00 -132.00 0.19 -0.22 0.15 -0.20 0.14 0.57 0 49 ox 2 37.00 90.00 -132.00 0.19 -0.22 0.15 -0.20 0.14 0.57 . 0 49 ox 3 37.00 90.00 -132.00 0.19 -0.22 0.15 -0.20 0.14 0.57 . 0 49 ox 4 37.00 90.00 -132.00 0.19 -0.22 0.15 -0.20 0.14 0.57 . 0.49 ox LEVEL 1 ... KUrx:49.90 Fbx: 30.36 ksi F'ex: 60.0 ksi Fa: 22 71 ksi KVry:49.90 Fby: 30.36 ksi F'ey: 60.0 ksi . Case P SPex SPey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 77.00 150.00 -90.00 0.39 -0.16 0.27 -0.14 0.23 0.82 0 69 ox 2 77.00 150.00 -90.00 0.39 -0.16 0.27 -0.14 0.23 0.82 . 0 69 ox 3 77.00 150.00 -90.00 0.39 -0.16 0.27 -0.14 0.23 0.82 . 0 69 ox 4 77.00 150.00 -90.00 0.39 -0.16 0.27 -0.14 0.23 0.82 . 0.69 ox PLAN -TYPICAL COLUMN CASE 1: FULL OL + LL CASf 2: OL + unbal LL abt X-AXIS CASE 3: DL + unbal LL abf Y-AXIS CASE 4: DL + p~bal LL abt X d Y-AXES Project Name: Project #: Initials: Date: Sheet: ~' N Z ... ....:.:. .. ~~ ~ w Z ~ - 0 2 Z m BASE PLATE DESIGN WR USE WITH HOLLOW COLUMN DES/G/V (All equations based on AISC "Manual of Steel Construction", 9th Ed., p 3-106) DESCRIPTION: C7 HSS8x8x5H 6 LOADS: P: 77.00 kips (axial) V: 0.00 kips (shear) MATERIAL PROPERTIES: ec: 250o psi Fy: 36 ksi Fb = _ x Fy: 0.75 CONCRETE BEARING SURFACE: Length: 1.30 ft fp: 0.39 ksi OK A1: 196 inz Width: 1.30 ft Fp: 0.98 ksi A2: 243.36 in2 PLATE DIMENSIONS: fb: 12.1 kSl OK m: 3.20 thickness: 1.000 in Fb: 27.0 ksi n: 3.20 Length: 14.00 in d: 8.0 in I: 0.716 Width: 14.00 in b: 8.00 in q: 0.403 In': 1.43 BOLTS: Number of Bolts: 4 Bolt Diameter: 0.75 in Bolt Grade: A307 (A307, A325, A490) Bolt Shear Capacity: 17.67 kips OK Concrete Shear Capacity: 36.04 kips OK BASE PLATE SUMMARY: Thickness: 1.00 in Length: 14.00 in Width: 14.00 in Number of Bolts: 4 Bolt Diameter. 0.75 in Bolt Grade: A307 Q 0 width PLAN -TYPICAL BASE PLATE .C m c d Project Name: Project #: Initials: Date: Sheet: Z t w - 2 y U' Z Z W N HDLLDW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: CZ LOADS: Lono Pn (k) PoL(k) ex (in) ey (in) Pexn Peyn Notes LEVEL 3 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 - 0.00 - 0.00 LEVEL 2 A 15.00 6.00 6.00 - 90.00 - <- elev. (ft): 127.67 B 15.00 6.00 -6.00 - -90.00 - <- C 0.00 0.00 - 4.00 --- 0.00 D 23.00 8.50 - -6.00 - -138.00 <- LEVEL 1 A 31.00 12.00 6.00 - 186.00 - <- elev. (ft): 113.00 B 31.00 12.00 -6.00 - -186.00 - <- C 0.00 0.00 - 4.00 - 0.00 D 26.00 11.00 - -6.00 - -156.00 <- Trial Section Number. 87 L HSS8x8x318 ' A: 10.4 in,z Sx: 24.9 in, 3 Sy: 24.9 in, 3 Ix: 99.6 in. ly: ss.s ;n.^ rx: 3.09 ry: 3.09 Kx: 1.00 Ky: 1.00 Fy: 46 ksi FOUNDATION 0.00 141.00 elev. (ft): 100.00 COLUMN INTERACTION: LEVEL 3 ... KUrx: 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KUry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 oK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK LEVEL 2 ... KUrx: 56.89 Fbx: 30.36 ksi F'ex: 46.1 ksi Fa: 21.73 ksi KVry:56.89 Fby: 30.36 ksi F'ey: 46.1 ksi Case P SPex SPey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 53.00 0.00 -138.00 0.23 -0.21 0.00 -0.18 0.00 0.44 0.37 ox 2 44.00 54.00 -138.00 0.19 -0.20 0.08 -0.18 0.07 0.47 0.41 ox 3 53.00 0.00 -138.00 0.23 -0.21 0.00 -0.18 0.00 0.44 0.37 ox 4 44.00 54.00 -138.00 0.19 -0.20 0.08 -0.18 0.07 0.47 0.41 oK LEVEL 1 ... KUrx: 50.41 Fbx: 30.36 ksi F'ex: 58.8 ksi Fa: 22.64 ksi KVry:50.41 Fby: 30.36 ksi F'ey: 58.8 ksi Case P SPex SPey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 141.00 0.00 -156.00 0.60 -0.27 0.00 -0.21 0.00 0.87 0.70 ox 2 122.00 114.00 -156.00 0.52 -0.26 0.19 -0.21 0.15 0.96 0.78 oK 3 141.00 0.00 -156.00 0.60 -0.27 0.00 -0.21 0.00 0.87 0.70 ox 4 122.00 114.00 -156.00 0.52 -0.26 0.19 -0.21 0.15 0.96 0.78 ox Cc: 111.6 Cm: 1.0 PLAN -TYPICAL COLUMN CASE 1: FULL DL + LL CASE 2. OL + Imbai LL abt X-AXIS CASE 3: DL + ~b~ ll ebf Y--AXIS CASE 4: DL + w~bal LL aMX 6 Y--AXES Project Name: Project #: Initials: Date: Sheet: z 0 ~ ~ - z c t7 z N BASE PLATE DESIGN FOR USE WITH HOLLOW COLUMN DESIGN (All equations based on AISC "Manual of Steel Construction", 9th Ed., p 3-106) DESCRIPTION: C$ HSS8x8x3l8 LOADB: P: 141.00 kips (axial) V: 0.00 kips (shear) MATERIAL PROPERTIES: fc: 2500 psi Fy: 36 ksi Fb = _ x Fy: 0.75 CONCRETE SEARING SURFACE: Length: 1.30 ft Width: 1.30 ft PLATE DIMEN510N5: thickness: 1.000 in Length: 14.00 in Width: 14.00 in BOLTS: Number of Bolts: 4 Bolt Diameter: 0.75 in Bolt Grade: A307 (A307, A325, A490) Bolt Shear Capacity: 17.67 kips OK Concrete Shear Capacity: 36.04 kips OK SASE PLATE SUMMARY: Thickness: 1.00 in Length: 14.00 in Width: 14.00 in Number of Bolts: 4 Bolt Diameter: 0.75 in Bolt Grade: A307 fp: 0.72 ksi OK Ai: 196 ins Fp: 0.98 ksi A2: 243.36 in2 fb: 22.1 ksi OK m: 3.20 Fb: 27.0 ksi n: 3.20 d: 8.0 in (: 1.000 b: 8.00 in q: 0.738 In': 2.00 Q wldtn PLAN -TYPICAL BASE PLATE O> c d Project Name: Project #: Initials: Date: Sheet: 0 ,~ ~ - N W N HDLLOW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: C3 LOADH: LOAD Pn (k) PDL(k) ex (in) ey (in) PexTt PeyrL Notes LEVEL 3 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 127.67 B 0.00 0.00 0.00 - 0.00 - C 23.00 10.00 - 6.00 - 138.00 <- D 23.00 10.00 - -6.00 - -138.00 <- LEVEL 2 A 60.00 35.00 6.00 - 360.00 - <r elev. (ft): 113.00 B C 54.00 14 00 20.00 6 -6.00 - -324.00 - . .00 - 6.00 - 84.00 <- D 14.00 6.00 - -6.00 - -84.00 <- LEVEL 1 A 28.00 12.00 6.00 - 168.00 - <- elev. (ft): 100.00 B 28.00 12.00 -6.00 - -168.00 - <- C 15.00 7.00 - 6.00 - 90.00 <- D 14.00 6.00 - -6.00 - -84.00 FOUNDATION 0.00 273.00 elev. (ft): 89.00 COLUMN INTERACTION: LEVEL 3 ... KUrx: 57.85 Fbx: 30.36 ksi F'ex: 44.6 ksi Fa: 21.59 ksi KUry:57.85 Fby: 30.36 ksi F'ey: 44.6 ksi Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 46.00 0.00 0.00 0.16 0.00 0.00 0.00 0.00 0.16 0.12 ox 2 46.00 0.00 0.00 0.16 0.00 0.00 0.00 0.00 0.16 0.12 ox 3 33.00 0.00 78.00 0.11 0.09 0.00 0.08 0.00 0.20 0.17 ox 4 33.00 0.00 78.00 0.11 0.09 0.00 0.08 0.00 0.20 0.17 oK LEVEL 2 ... KUrx: 51.27 Fbx: 30.36 ksi F'ex: 56.8 ksi Fa: 22.52 ksi KVry:51.27 Fby: 30.36 ksi F'ey: 56.8 ksi Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 188.00 36.00 0.00 0.62 0.00 0.05 0.00 0.04 0.67 0.54 ox 2 154.00 240.00 0.00 0.51 0.00 0.32 0.00 0.25 0.82 0.67 ox 3 180.00 36.00 48.00 0.59 0.07 0.05 0.05 0.04 0.71 0.57 oK 4 146.00 240.00 48.00 0.48 0.06 0.31 0.05 0.25 0.86 0.70 ox LEVEL 1 ... KUrx:43.38 Fbx: 30.36 ksi F'ex: 79.4 ksi Fa: 23.56 ksi ~IY~ 43.38 Fby:_ 30.36 ksi F'ey: 79.4 ksi Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 273.00 0.00 6.00 0.86 0.01 0.00 0.01 0.00 0.87 0.74 ox 2 257.00 96.00 6.00 0.81 0.01 0.13 0.01 0.10 0.95 0.80 ox 3 265.00 0.00 54.00 0.83 0.08 0.00 0.06 0.00 0.91 0.77 ox 4 249.00 96.00 54.00 0.78 0.07 0.13 0.06 0.10 0.99 0.83 ox Trial Section Number. 88 HSS8x8x7/2 ' A: 13.5 in,z Sx: 31.2 in.' Sy: 31.2 in.' Ix: 125 in a ly: 125 in. rx: 3.04 ry: 3.04 Kx: 1.00 Ky: 1.00 Fy: 46 ksi Cc: 111.6 Cm: 1.0 PLAN -TYPICAL COLUMN CASE 1: FULL DL + LL CASE 2: OL + un6el LL abtX-AXlS CASE 3: DL + unpgl LL ebf Y--AXIS CASE 4: DL + unbal LL abt X 6 Y-AXES Project Name: Project #: Initials: Date: Sheet: z a z ' t w 1 ~~ z z BASE PLATE DESIGN FOR USE WITH HOLLOW COLUMN DES/GN (All equations based on AISC "Manual of Steel Construction", 9th Ed., p 3-106) DESCRIPTION: C3 HSS8x8x1 /2 LOADS: P: 273.00 kips (axial) V: 0.00 kips (shear) MATERIAL PROPERTIES: fc: 2500 psi Fy: 36 ksi Fb = _ x Fy: 0.75 CONCRETE SEARING SURFACE: Length: 2.00 ft fp: 1.39 ksi OK A1: 196 inz Width: 2.00 ft Fp: 1.50 ksi A2: 576 in2 PLATE DIMENSIONS: fb: 22,6 ksi OK m: 3.20 thickness: 1.375 in Fb: 27.0 ksi n: 3.20 Length: 14.00 in d: 8.0 in I: 1.000 Width: 14.00 in b: 8.00 in q: 0.929 In': 2.00 BOLTS: Number of Bolts: 4 Bolt Diameter: 1 in Bolt Grade: A307 (A307, A325, A490) Bolt Shear Capacity: 31.42 kips OK Concrete Shear Capacity: 64.06 kips OK BASE PLATE SUMMARY: Thickness: 1.38 in Length: 14.00 in Width: 14.00 in Number of Bolts: 4 Bolt Diameter: 1 in Bolt Grade: A307 0 ~ Q width PLAN -TYPICAL BASE PLATE m c d Project Name: Project #: Initials: Date: Sheet: s 0 z z m HOLLOW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: C4 LOADS: LOAD Ptt (k) PoL(k) ex (in) ey (in) Pexrt Peyn Notes Trial Section Number: 69 LEVEL 3 A 0.00 0.00 0.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - C 0.00 0.00 - 6.00 - 0.00 D 0.00 0.00 - -6.00 - 0.00 LEVEL 2 A 0.00 0.00 6.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 -6.00 - 0.00 - C 0.00 0.00 - 6.00 - 0.00 D 0.00 0.00 - -6.00 - 0.00 LEVEL 1 A 28.00 12.00 6.00 - 168.00 - elev. (ft): 100.00 B 28.00 12.00 -6.00 - -168.00 - C 0.00 0.00 - 6.00 - 0.00 D 0.00 0.00 - -6.00 - 0.00 HSS6x5x5/16 -~ A: 5.26 in. z Sx: 7.61 in s Sy: 7.61 in, s Ix: 19 in. ly: 19 in. rx: 1.90 ry: 1.90 <- Kx: 1.00 <- Ky: 1.00 Fy: 46 ksi Cc: 111.6 FOUNDATION 0.00 56.00 Cm: 1.0 elev. (ft): 89.00 COLUMN INTERACTION: LEVEL 3 ... KIlnc:0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KI/ry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK LEVEL 2 ... KUrx: 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KUry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK PLAN -TYPICAL COLUMN 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK CASE 1: FULL DL + LL LEVEL 1 ... CASE2 OL+u~pel LL ab1 X-AXIS KUrx: 69.45 Fbx: 30.36 ksi F'ex: 31.0 ksi Fa: 19.83 ksi CASE 3: DL +unbal LL abt Y-AXIS KUry: 69.45 Fby: 30.36 ksi F'ey: 31.0 ksi CASE 4: OL • unAal LL abf X d Y-AXES Case P SPex SPey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 56.00 0.00 0.00 0.54 0.00 0.00 0.00 0.00 0.54 0.39 oK 2 40.00 96.00 0.00 0.38 0.00 0.55 0.00 0.42 0.93 0.69 oK 3 56.00 0.00 0.00 0.54 0.00 0.00 0.00 0.00 0.54 0.39 oK 4 40.00 96.00 0.00 0.38 0.00 0.55 0.00 0.42 0.93 0.69 oK Project Name: Project #: Initials: Date: Sheet: HOLLOW STEEL COLUMN z rc w Z y Z Z W m ALLOWABLE STRESS DESIGN COLUMN MARK: Ci~J LOADS: Loco PTL (k) PoL(k) ex (in) ey (in) PexrL Peyn. Notes Trial Section Number. 88 LEVEL 3 A 0.00 0.00 0.00 - 0.00 - HSS8x8x1/2 elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - A• 13 5 z C D 0.00 0.00 0.00 0.00 - - 6.00 -6.00 - - 0.00 0.00 LEVEL 2 A 32.00 15.00 6.00 - 192.00 - elev. (ft): 111.50 B 87.00 40.00 -6.00 - -522.00 - <- C 0.00 0.00 - 6.00 - 0.00 D 15.00 7.00 - -6.00 - -90.00 <~ LEVEL 1 A 28.00 12.00 6.00 - 168.00 - e- elev. (ft): 100.00 B 28.00 12.00 -6.00 - -168.00 - <- C 0.00 0.00 - 6.00 - 0.00 D 14.00 6.00 - -6.00 - -84.00 <- FOUNDATION 0.00 204.00 elev. (ft): 89.00 COLUMN INTERACTION: LEVEL 3 ... KUnc: 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KVry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbxlFbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 OK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK LEVEL 2 ... KVrx:45.35 Fbx: 30.36 ksi F'ex: 72.6 ksi Fa: 23.30 ksi KUry:45.35 Fby: 30.36 ksi F'ey: 72.6 ksi Case P SPex SPey falFa CmFbx.. . CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 134.00 -330.00 -90.00 0.43 -0.11 -0.40 -0.10 -0.35 0.94 0.80 oK 2 117.00 -432.00 -90.00 0.37 -0.11 -0.52 -0.10 -0.46 1.00 0.87 oK 3 134.00 -330.00 -90.00 0.43 -0.11 -0.40 -0.10 -0.35 0.94 0.80 oK 4 117.00 -432.00 -90.00 0.37 -0.11 -0.52 -0.10 -0.46 1.00 0.87 oK LEVEL 1 ... KUrx:43.38 Fbx: 30.36 ksi F'ex: 79.4 ksi Fa: 23.56 ksi KUry:43.38 Fby: 30.36 ksi F'ey: 79.4 ksi Case P SPex SPey fa/Fa CmFbx... CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 204.00 0.00 -84.00 0.64 -0.11 0:00 -0.09 0.00 0.75 0.64 oK 2 188.00 96.00 -84.00 0.59 -0.11 0.12 -0.09 0.10 0.82 0.69 oK 3 204.00 0.00 -84.00 0.64 -0.11 0.00 -0.09 0.00 0.75 0.64 oK 4 188.00 96.00 -84.00 0.59 -0.11 0.12 -0.09 0.10 0.82 0.69 oK Sx: 31.2 m. in a Sy: 31.2 in, 3 Ix: 125 in." ly: 125 in. a rx: 3.04 ry: 3.04 Kx: 1.00 Ky: 1.00 Fy: 46 ksi Cc: 111.6 Cm: 1.0 PLAN -TYPICAL COLUMN CASE 1: FULL DL + LL CASE T OL + unpel LL ab1 X-A?OS CASE 3: OL + unbal LL abf Y_AXIS case a: DL+,,,malLLewxar-AxEs Project Name: Project #: Initials: Date: Sheet: z ¢ r Z " - tad' tl ~ Z W BASE PLATE DESIGN FOR USE WITH HOLLOW COLUMN DESIGN (All equations based on AISC "Manual of Steel ConsWetion", 9th Ed., p 3106) DESCRIPTION: CS HSS8x8x1/2 LOAD 5: P: 204.00 kips (axial) V: 0.00 kips (shear) MATERIAL PROPERTIES: fc: 2500 psi Fy: 36 ksi Fb = _ x Fy: 0.75 CONCRETE BEARING SURFACE: Length: 2.00 ft fp: 1.04 ksi OK A1: 196 inz Width: 2.00 ft Fp: 1.50 ksi A2: 576 in2 PLATE DIMENSIONS: fb: 16.9 kSl OK m: 3.20 thickness: 1.375 in Fb: 27.0 ksi n: 3.20 Length: 14.00 in d: 8.0 in I: 1.000 Width: 14.00 in b: 8.00 in q: 0.694 In': 2.00 BOLTS: Number of Bolts: 4 Bolt Diameter: 1 in Bolt Grade: A307 (A307, A325, A490) Bolt Shear Capacity: 31.42 kips OK Concrete Shear Capacity: 64.06 kips OK BASE PLATE SUMMARY: Thickness: 1.38 in Length: 14.00 in Width: 14.00 in Number of Bolts: 4 Bolt Diameter: 1 in Bolt Grade: A307 width PLAN -TYPICAL BASE PLATE L c m Project Name: Project #: Initials: Date: Sheet: t ~ w y w ~ - Z ^ Z Z W .. _.. N HDLLDW STEEL COLUMN ALLOWABLE STRESS DESIGN COLUMN MARK: CG LOAD e: LOAD PTL (k) PoL(k) ex (in) ey (in) PexTL Peyn. Notes Trial Section Number. 75 LEVEL 3 A 0.00 0.00 0.00 - 0.00 - HSS6x6x318 elev. (ft): 0.00. B 0.00 0.00 0.00 - 0.00 - A: 7.58 in z C D 0.00 0.00 0.00 0.00 - - 6.00 -6.00 - - 0.00 0.00 LEVEL 2 A 0.00 0.00 6.00 - 0.00 - elev. (ft): 0.00 B 0.00 0.00 -6.00 - 0.00 - C 0.00 0.00 - 6.00 - 0.00 D 0.00 0.00 - -6.00 - 0.00 LEVEL 1 A 0.00 0.00 6.00 - 0.00 - elev. (ft): 127.00 B 50.00 20.00 -2.00 - -100.00 - <~ C 0.00 0.00 - 6.00 - 0.00 D 13.00 6.00 - -4.00 - -52.00 <- FOUNDATION 0.00 63.00 elev. (ft): 113.00 COLUMN INTERACTION: LEVEL 3 ... KUnc: 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KUry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 oK 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 oK LEVEL 2 ... KUnc: 0.00 Fbx: 30.36 ksi F'ex: 0.0 ksi Fa: 27.60 ksi KUry:0.00 Fby: 30.36 ksi F'ey: 0.0 ksi Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 ox 2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox 4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ox LEVEL 1 ... KUrx:73.69 Fbx: 30.36 ksi F'ex: 27.5 ksi Fa: 19.15 ksi KUry:73.69 Fby: 30.36 ksi F'ey: 27.5 ksi Case P SPex SPey fa/Fa CmFbx.. . CmFby... fbx/Fbx fby/Fby H1-1 H1-2 1 63.00 -100.00 -52.00 0.43 -0.19 -0.36 -0.13 -0.25 0.98 0.68 ox 2 63.00 -100.00 -52.00 0.43 -0.19 -0.36 -0.13 -0.25 0.98 0.68 oK 3 63.00 -100.00 -52.00 0.43 -0.19 -0.36 -0.13 -0.25 0.98 0.68 oK 4 63.00 -100.00 -52.00 0.43 -0.19 -0.36 -0.13 -0.25 0.98 0.68 oK Sx: 13.1 in s Sy: 13.1 in, 3 Ix: 39.4 in. ly: 39.4 m rx: 2.28 ry: 2.28 Kx: 1.00 Ky: 1.00 Fy: 46 ksi Cc: 111.6 Cm: 1.0 PLAN -TYPICAL COLUMN CASE 1: Flttl. OL + LL CASE 2 DL + unbel LL eM X-AXIS CASE x DL « umbel LL abt r-AXIs CASE 4: pL+ m~bel LL ebt X 6 Y--AXES Project Name: Project # Initials: Date: Sheet: R 1 ( W C / Z (7 Z Z W m BASE PLATE DESIGN FOR USE WITH HOLLOW COLUMN DESIGN (All equations based on AISC "Manual of Sleel Constructio n", 9th Ed., p 3-106) DESCRIPTION: C6 HSS6x6x318 LOADS: P: 63.00 kips (axial) V: 0.00 kips (shear) MATERIAL PROPERTIES: t'c: 2500 psi Fy: 36 ksi Fb = _ x Fy: 0.75 CONCRETE GEARING SURFACE: Length: 0.50 ft fp: 0.44 ksi OK Ai: 144 in2 Width: 0.50 ft Fp: 0.44 ksi A2: 36 inz PLATE DIMENSIONS: fb: 23.2 ksi OK m: 3.15 thickness: 0.750 in Fb: 27.0 ksi n: 3.15 Length: 12.00 in d: 6.0 in I: 1.000 Width: 12.00 in b: 6.00 in q: 1.000 In': 1.50 BOLTS: Number of Bolts: 4 Bolt Diameter: 1 in Bolt Grade: A307 (A307, A325, A490) Bolt Shear Capacity: 31.42 kips OK Concrete Shear Capacity: 64.06 kips OK BASE PLATE SUMMARY: Thickness: 0.75 in Length: 12.00 in Width: 12.00 in Number of Bolts: 4 Bolt Diameter. 1 in BoR Grade: A307 ~ Q width PLAN -TYPICAL BASE PLATE r rn C N Project Name: Project #: Initials: Date: Sheet: ~._ ~, ° 1 ~ Z y a z z V. Wind Loads -MWFRS hsti0' ILow-rise Buildings) Enclosed/partially enclosed only ~~.SBas2.Sh a au~ V~r4iD L¢RFiC SIOd,T PFRP'flNDO'ICULhB. SO &IDGF Transverse Direction ICz = I{h = 0.98 (case 1) Base pressure (qh) = 17.2 psf GCpi = +/-0.18 Edge Strip (a) 7.5 ft End Zone (2a) 15.0 ft Zone 2 length = 37.5 ft Transverse Direction Lon itudinal Direction Perpendiculu 8 = 0.0 deg Parallel = Odeg Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.40 0.58 0.22 0.40 0.58 0.22 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 4 -0.29 -0.11 -0.47 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 IE 0.61 0.79 0.43 0.61 0.79 0.43 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.43 -0.25 -0.61 -0.43 -0.25 -0.61 wtnu ~urtace pressures (pst) - use lU psf minimum for zones 1 plus 4 and 5 plus 6 1 10.0 3.8 10.0 3.8 2 -8.8 -15.0 -8.8 -15.0 3 -3.3 -9.5 -3.3 -9.5 4 -1.9 -8.1 -1.9 -8.1 5 -4.6 -10.8 -4.6 -10.8 6 -4.6 -10.8 -4.6 -10.8 lE 13.6 7.4 13.6 7.4 2E -15.3 -21.5 -15.3 -21.5 3E -6.0 -12.2 -6.0 -12.2 4E -4.3 -10.5 -4.3 -10.5 MWFRS Simple Diaahragm Pressures (asfl OV~ERFIANO { ~ WINDWARD ROOF Transverse direction (normal to L) J 1 T RFwAFnROOF I 1 1 l l l J t Interior Zone: Wall 11.9 psf w ~ VERTICAL Roof -5.5 psf ~ End Zone: Wall 17.9 psf ~ Roof -9.3 psf 3 5 Longitudinal direction (parallel to L) Interior Zone: Wall 11.9 psf TRANSVERSE ELEVATION End Zone: Wall 17.9 psf t~ !! t_ WINDWARD ROOF LEEWARD ROOF J !!! 1 1 1 J Windwazd roof overhangs: 11.7 psf (upwazd) add to windward VERTICAL roof pressure Parapet Windwazd parapet: 31.2 psf (GCpn =+1.8) a B Leeward parapet: -19.0 psf (GCpn = -1.1) LONGTTUDINAL ELEVATION Torsional loads are 25% of zones 1 - 4. See code for loading diagram ~, ~~ilSbTD ~ IDCYFi Pf~+.R,A T`HL !O ~ &.1QY3F Longitudinal Direction Project Name: Project #: Initials: Date: Sheet: 1 ~ V. Wind Loads -Components 8 Claddina• Low-rise Buildings (h560'1 & Alternate design 60'<h<90' ICz = ICh (case 1) = 0.98 GCpi = +/-0.18 NOTE: If tributary area is greater than Base pressure (qh) = 17.2 psf a = 7.5 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 1.0 ft Roof Angle = 0.0 deg Type of roof = Monoslope Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zone Overhang Zone 1&2 Overhang Zone 3 Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 GC +/- GC i Surface Pressure s User in ut 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 70 sf -1.18 -1.11 -1.08 -20 psf -19 ps -19 ps -20 ps -19 ps -1.98 -1.49 -1.28 -34 psf -26 ps -22 ps -30 ps -24 ps -2.98 -1.79 -1.28 -51 ps -31 ps -22 ps -42 psf -27 ps 0.48 0.41 0.38 10 psf 10 ps 10 ps 10 ps 10 ps -1.70 -1.63 -1.60 -29 ps -28 psf -28 ps -29 psf -28 ps -2.80 -1.40 -0.80 -48 ps -24 ps -14 ps -38 ps -19 ps GC +/- GC i Surface Pressure s User in ut 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf -1.17 -1.01 -0.90 -20.1 ps -17.4 ps -15.5 ps -18.2 psf -16.6 ps -1.44 -1.12 -0.90 -24.8 ps -19.3 ps -15.5 ps -20.9 ps -17.6 ps 1.08 0.92 0.81 18.6 ps 15.8 ps 13.9 ps 16.7 ps 15.0 ps Note: GCp reduced by 10% due to roof angle <_ ] 0 deg. Parapet qp = 17.3 psf C CASE A =pressure towards building CASE B =pressure away from building C Solid Pazapet Pressure 10 sf 100 sf 500 sf ASE A : Interior zone : 46.7 psf 31.9 ps 30.0 ps Comer zone : 64.1 s 31.9 sf 30.0 s ASE B : Interior zone : -32.7 ps -27.2 ps -23.4 ps Corner zone : -37.4 s -29.1 s -23.4 sf -~ -~ - - ~- 4-,~ I fl I Q I I ~ t~3 I-----I-r - I I I I I -1 ~a ~ i ti ~ i~ ~ i fl I© I I I I I I - -I I I I I I ~ ~ L_ C~ C~} 1-~ ~ ~ ~ I ~ 0 < 7 degrees and Monoslope < 3 degrees Monoslope roofs 3°<0510° a a a f- = -1`= G' I- = -I I I I I I I I I I I I I C~ iQ 'ai ~ ~ I I I I I I I I I I I I I I I 0 > 7 degrees a i ~~i/~- I ~ ~ I q Q,~ ~7i ~.J ~? I ~ ` I I I ~ ~ 2 ~ ~~ J 0 > 7 degrees a z 0 ° Z W M~ U' 2 z Project Name: Project #: Initials: Date: Sheet: Monoslope roofs 10° < 8 < 30° w ~. y Z I(I WIND DISTRIBUTION LocnT~oN: Main Building Wind Speed: 90 Exposure: C Roof type (flaUsloped): flat LATERAL LOAD/: Story heights: Roof 29 ft 2nd 14 ft Parapet Press (psf): 31.5 Parapet Ht: 30 Wall Press (psf): 18.0 Roof Ht.: 29 Ht. of Force Story force Cumlative force (plf) 43.0 ft 293 plf 293 plf ~ 14.0 ft 387 plf 680 plf LocnTioN: Canopy Drive through Wind Speed: 90 Roof Press (psf): 18.0 Parapet Ht: 14 Exposure: C Wall Press (psf): 18.0 Roof Ht.: 13 Roof type (flaUsloped): flat LATERAL LOADS: Story heights: Ht. of Force Story farce Cumlative force (plf) Roof 12 ft ~ 12.0 ft 126 pif 126 pif Project Name: Project #: Initials: Date: Sheet: e. ~`~~ ~~ !'~` ~ ~c~ ~~ ~ p ~ar~ 5~ ~~~'~~a' ~-t~+r~ Clan. ~ ~ ~ ~, ~ !~~ a ~ ~ ~,+~+ ~ ~,~ ~ ~r:, t °' ~~ ~- ~ ~. J ~` ~5~ ,t7tJ~r ~ 5f+za- ~''4s~s~v5 ~ tCt~ntrr~ ~'y" ` S ~ '~ ~~I~fA1~:7~ 2 n cl ~ lay r Zl 2f 7 v v -~ ~- yy `r, z G~ ,~ ~,44 ~•° E i rF~''j"p'`f 6r' r7 f~~~34~y!'"p` f~_~ I l~t>P~9 h f = ~ ~~ ~ ,~ ~~ Project Name: Project #: Initials: Date: Sheet: c ^~ W ~~ .+.., .~ C ^~ W L ~~ U L ''~^ v/ ! ` ~ ~ ~~ ~, ~ ~ ~ i r--~~ 4 5 _ ( ~ r ' ; ' ~ L~ ~ ~ Lc, a" ~ -.,---1 I ~ ~ 1vD T ~~ ~ ~ ~ ~ ~~~ L~ ~ ~~ ~~ ~ ~ - ~ ~, '~---~ ~ ~ ._ `sFt i , o N ~ ~ l ~ i m ~~ ,.. T ~ iM c o ..: ^,f ,~~~vy~,.~ 7 M F v:. ~ `wa.~.i;,L.y.~ ~'.a~ w~~y„§y F 4x-~ "~ ~~ti I ~ ~` i ~ ~ l i t~ , ? i ~ ~ 1 ----- - ` .~-~-~ `..,_ i `~ "`~ l~i ~- ~~ . M ' i ~'~ t ~ ~ ~ ~ i _M ~ ~ j ~ ~ ~ j ~ 1 ~ ~ r 1 F l 7 t - ~ __. m rn ca a N C 1 j{ `~ O V r 4 -i' ~ ~ _`` -_ ~ ~ ~~ ~ ~ t i E c i i i i j ~ ' ~ ~ M \~ ~ '~. 1 ~` ,... 1 ~ ~ti ~ , vv k ~, 1 ~ ~ i` ~ ~\ y ~\. ~ 7 ~ `. _. ~ ... _ ' ~t ~ (+ i -i] ~~ ~~ / T {}jC "'` 1 i_./,:. (M1` t r m m a~i a N ~a ~m c°Ei '~ L O O O H C E o a m aZ L m® H ~ J m " h E r ro d N H L (n a ~~ _ C ma„ 7 C ~ 1. O) 'O_' U m O C W ~ F O d~~ Ups N L m ~ J ~ d O °oC7U c°~aa ~rnrn eomm rnmrn ®L L m c o. n T O O oUU U©® MCE Ground Motion -Conterminous 48 States Z ~ Latitude = 43.8300, Longitude = -111.8100 W _ H Period MCE Sa SPCA ~~~nftl u o - z z 0.2 049.5 MCE Value of Ss, Site Class B N 1.0 016.2 MCE Value of S1, Site Class B Project Name: Project #: Initials: Date: Sheet: Z ,: _.... 0 R a 1 2 a Z Z .....:... ..... ." N SEISMIC LATERAL ANALYSIS 2003 Intemationa/ Building Code Equivalent Laterel Force Procedure PROJECT NAME: Maln $eCtlOn Of BUilding V:CsW Governs => Cs: Sps/(R/I): 0.093 Ca: So,/(R/I)T: 0.180 (Max) Ca: 0.5S~/(R/I): (Min, S,equal or greater than .6 and in Seismic Category E or F) C,: 0.044Sps I: 0.021 (Min) IE (1604.5): 1.00 ap: 1 Fa: 1.40 Seis. Use Group (1604.5 81616.2): I R: 5 F,,: 2.16 Seis. Category (1616.3): D Ct: 0.02 Sps: 0.4667 Site Class (1615.1.1): D acc (ult. strength): 0.093 So,: 0.2304 Ss: 0.500 acc (service load): 0.065 T: 0.256 sec. Si: 0.160 Vbase: 109.0 k Level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 30.00 445.0 13350.0 64.0 64.0 44.8 2nd 13 723 9399 45.0 109.0 76.3 Totals: 1188 22749 109.0 (Calculation per ASCE7-02 Section 9.5.5.4) Diaohraom Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Flx Fpx Fpx, ASD Design Roof 30.00 445.0 445.0 64.0 41.5 29.1 2nd 13 723 1168 109.0 67.5 47.2 (Calculation per IBC 1620) Elemental Pressure Fp =0.401ESosww or 0.1 ww wall designed for the greater of =_> Fp: (Ultimate) O.A 9 Wp (ASD) 0.13 Wp Fp =400SosIE or 280 plf min. anchorage and diaphragm force =_> Fp: 280 plf 200 plf Fp =0.8Soslek'w min. anchorage and flex. diaph. force (Cat C-F) __> Fp: p,37 yyp 0.27 Wp or 280 plf =_> Fpmin: 280 plf 200 plf Project Name: Project #: Initials: Date: Sheet: T I R W s C 2 ~ Z 2 N SEISMIC LATERAL ANALYSIS 2003 International Building Cotle Equiva/ent Lateral Force Procedum PROJECT NAME? DriVeCanOpy V:CsW Governs => C5: Sos/(R/i): 0.187 C5: So,/(R!I)T: 0.605 (Max) C5: O.5S~!(R!I): (Min, S,equal or greater than .6 and in Seismic Category E or F) C,:0.044SD51: 0.021 (Min) IE (1604.5): 1.00 ap: 1 Fa: 1.40 Seis. Use Group (1604.5 & 1616.2): I R: 2.5 F~: 2.16 Seis. Category (1616.3): D Ct: 0.02 Sos: 0.4667 Site Class (1615.1.1): D acc (ult. strength): 0.187 So,: 0.2304 Ss~ 0.500 acc (service load): 0.131 T: 0.152 sec. S~: 0.160 Vbase: 12.1 k Level Ht. (ft) Wt. (k) wi x hi Lat. Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 15.00 65.0 975.0 12.1 12.1 8.5 Totals: 65 975 12.1 (Calculation per ASCE7-02 Section 9.5.5.4) Diaohraom Lateral Load Distribution Level Ht. (ft) Wt. (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 15.00 65.0 65.0 12.1 6.1 4.2 (Calculation per IBC 1620) Elemental Pressure Fp =0.401ESpsww or 0.1 ww wall designed for the greater of =_> Fp: (Ultimate) 0.19 Wp (ASD) 0.13 Wp Fp =40oSosIE or 280 pif min. anchorage and diaphragm force =_> Fp: 280 plf 200 plf Fp =0.8Sosleww min. anchorage and Aex. diaph. force (Cat C-F) __> Fp: 0.37 Wp 0.27 Wp or 280 plf =_> Fpmin: 280 plf 200 plf Project Name: Project #: Initials: Date: Sheet: ~~ i~~~-' acs r~ ~ ~v1.~ t~ °~ ~' !_ ~ f Wo~C' ~~~~,-~i~ ~vh~ is ~~~~~~ ~ Project Name: Project #: Initials: Date: Sheet: Project Name: Project #: Initials: Date: Sheet: ES2 Engineering Structura... Braced Frame #1 ~ -~ Terrol ~ ;May 11, 2005 at 8:39 AM j Company ES2 Engineering Structural Solutions May 11 Designer Terrol 8:40 AI Job Number : 05176 Braced Frame #1 CheckE Global Display Sections for Member Calcs 3 Max InternaLSections`for"Member Calcs Include Shear Deformation Include Wapping Area Load Mesh (in^2) 99 - _ --- Yes -- - ---~ Yes 144 - ~' ~Mer a Tolerance {iny x.12 IP-Delta Analysis_Tolerance 0.50% I Vertical Axis Y ~ Hot Rolled Steel Code , AISC: ASD 9th [Cold Formed-,Steel Code _ _ _ -- ~ AISI `99~ ASD NDS Wood Code NDS 91: ASD j NDS Tern er2ture - - -- _ _ - - _T - - <{ 1OOF_ ' Concrete Code - - -- I ACI 1999 I Number of Shear Regions 4 - - - Regiort Spacing Increment in 4 ' _ -~-- - -- Biaxial Column Method Exact Integration i Parme.Beta Factor fPCA~_ _ 65 _ _ -- ~ Concrete Stress Block Rectangular i -- - Use Cracked Sections _ - Yes _ - _ Bad Framing Warnings No i Unused Force Warnings I Yes Joint Coordinates and Temveratures ~ -_- N1 0 I 0 I_ - - -~- . © -- 0 i N2 ' _ 0 --_ ~ . -- 12:5 -- 0 _ - _ 0 N4 ~ 28.5 0 _ _ _ - - 0 N5~ - ~ -12 - - - 1- 0 -_ Q -- - -_ ~ N6_-- --_ 12 125 --- - - 0 _ 0 N7 _-!_ _ 12 ! 28..5 - ---- - -0 _ i - 0 --r ~~ Joint Boundary Conditions N1 I____ Reaction I Reaction I _ Fixed. I Fixed Fixed -- - ~ N5 - ~_ Reaction __ _ Reaction __ Fixed _-__N2 --- ,~ _ Story 1 -_ _ , - - - - -- - ~-- ---- ---------- Fixed - ---N4 - ! Sto_r~- ..- _-_ - -- _ _ - - - - Fixed ~ _ Load Combinations Descri tion Solve PDe..SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor .9DL + LatL Yes 1--1--.-9 ~- 3 -~---~--'-----~___ -L-- i --~---~--- --y- -1-------I Member Distributed Loads I M7 I Y I - 4 4 - -- ---- -- 0-~-~~ _.... _.,.,....... _ ___ _- '~-- 0-- - - - _ - _ - ~rojel~lp Version 5.0 [K:\Data2005\0 6j~t~hive Credit U R\81~aced Fra ~~~;r3d] Shedt'.age 1 company : ES2 Engineering Structural Solutions May 11 Designer Terrol 8:40 AI Job Number : 05176 Braced Frame #1 C:hprkE Joint Loads and Enforced Displacements L- -- __ N2 I ~ Y--- - _ __ _ -15 --- - - _ _ _ ' -- N4- -_ L _ _~ Y - _ -15 - Joint Reactions (Bv Combination) r LC Joint Label X fkl Y fkl Z fkt MX fk-ffi nnv r4_~ri ~e~ r~ a, ' ~ i N~ __ - -26.255 I _ - _ =62.17 ~ NC I NC NC 0 1 i^ N5 -35 745 ~ 101 33 ~ _- NC - 0 p 0 1 _Totals_ . _~__ _ -62 39.161 0 ~ ~ 1~ _ CaG~tt). 1 X~1863h _ - Y~196D3~~~- -- Z' 0 ~ _._.____~. - ----1-_ - _ __ _ ,_~ Member ASD Steel Code Checks (Bv Combination) 1 HSS8XSX8 -0 - -~--~ • - ~T~..~- 1.75 v6 v6~ H2~1- M2 HSS8XSX8 _-..074 _ _,__12.5_, 000__. --y 30.375 - 36.791 40.47 40.47 1 I .010 _ 0 ___ .000 0_ _ __y 27 75_36.791 _-40.47. X0.47 __ 1.75 _ 6 i .6 H2-1 1 ~ M4 HSSSx8XS .1.56__ 0 ___000 0__ y-__3.0_375_„36__7.91 _, 40.47- _40,47_ 1 75 _6 -_.6 H1-1 I 1 M5 'HSS8X8X8 '- 037_,__ 0 000___ 0 __ '~_-27.75 1.36 791 ', 40 47~ 40.471,75 _6 6 H1-1 1 M7 ' W16X26 .127 6 __.024_ 12_ Q q, -- -_ _ I Y _23, 734 _39 9 _ 4„ 988 33.58 _ 1 6__~ _ 1 ~ H 1-3_ I 1 M10 -__' HSS6X6X6 ,150 _' 8 841 ' _ 001I_ ~7T-328... y 21.,454 36 791 _ 40,47 -~ 40 47 _1 ~ .6 1 _ H2-1 1 ~M11 HSS6X6X6 .067 ~0 2oa 00.1 20 - - -- _ ' 36_791 _ 1_ _ -1 H 1 I 'M8 t= W14X22 j :'127 __ 6 _022 12_ _~_21.873~ 39 991 ~ 49 98831.165E ~_ 1l 6',_ 1 _ H1-3 1 M9 ! HSS6X6X6 i .337 _8.487 ,,T001 1 ~ .:.2s , 21.454 36 791 __40.47 40_.4.7 1- 6 - 1 H 1-1 ~1~'^'M12 HSS6X6X6 202 (9 592 f` 0020 y 17 787-. 36 79.1 I`40.47 4C1 47 1 .6 1 H1-1 Cold Formed Steel Section Sets Proje ersion ata ~t'live redit U iatt~8lisaced Fra r961+t~:r3d] She~age 2 Basic Load Cases Story Drift (Bv Combination) ES2 Engineering Structura... Braced Frame #2 Terrol May 11, 2005 at 8:47 AM ' ~ompany ES2 Engineering Structural Solutions Designer Terrol Job Number : 05176 Braced Frame #2 May 11 8:47 AP Checke Global Dis la Sections for Member Calcs 3 Max lnterna(`Sections for Member Calcs 99 Include Shear Deformation Yes ! .include War in ~ Yes Area Load Mesh in^2 Mer a>Tolerance in - - -_ 144 --- ---- - - ~ .12 __ P-Delta Anal sis Tolerance Vertica(Axis - _ - - _ -- _ 0.50% Y - - _ -- --. Hot Rolled Steel Code AISC : ASD 9th Cold Formed Steel'Code - - _ ----- _ `AISI 99: A5D -- - _ NDS Wood Code _ _ -- --- - NDS 91: ASD __ _ - NDS Temperature _ _ - _ _ - -- ' < 100E Concrete Code ~ ACI 1999 Number of Shear Regions - 4 - Re ion 5 acin IncrerT~ent `in - -_ _ - 4 - Biaxial Column Method - _ _ Exact Integration Parme-.Beta Factor PCA .65 Concrete Stress Block ~ _ Rectan ular Use.Cracked Sections _ _ .Yes Bad Framing Warnings No Unused Force Warnin s Yes `' Joint Coordinates and Temperatures - - -~-o . __._.... . _ N2 _ - - - - 0 - -.12,5 -1- 0 - --- ' 0 N4 -- - - - 0 __ 8,5 --- - _ - - 0 - ~-_ - - --- ~ 0 - N5 19 0 p - -- I - - _ _~- _ --- _ - l -- N6 - - '-- 19-- -- _- 12.5 ---: 0 ' - - 0 ~ N7 -_- 19 _ _ '~ 28.5 - _ ~--- - --_ ~ -- 0 - - - -- , --- -_ _ _ ~ Joint Boundary Conditions - ~---- _--_ _ Reaction I Reaction Fixed I_ N2 , Sto 1 _~ ~ Fixed N4 Sto 2 --Fixed --- -- ~ _- Load Combinations Member Distributed Loads -, 4 -- _ _ -.4-- p -_ - MS_ ~__ Y _ 3 --- - -.3 ! 0 ~ 0 roieRrlSi~D Version 5.0 [K:\Data2005\0 ~j~~hive Credit U loft\~~ced Fra ~d~:r3d] She~P.age 3 ` ~ompany ES2 Engineering Structural Solutions May 11 Designer Terrol 8:47 AP Job Number : 05176 Braced Frame #2 C:harkc Joint Loads and Enforced Displacements Joint Label L.D-M nl~o~+I,,., ..,.__:... _ _ . _ ___.._..,..... __ - - - i- _Y_ - -~ 5 . -, - - -- - ~ L - - - Y- -15 Joint Reactions (Bv Combination LC Joint Label N1 X k Y k Z k MX k-ft MY k-ft MZ k-ft _ - _ -25.739 _ _...-24.483 NC NC NC 0 ~ 1 -- N5 ~ - -36.261 - ~ - -68 833 - _ __ NC -- 0 ~ ,' 0 i ~ _ _ ___Totals: _ _ _ -62_ - 44 35 -~--- - 0 ~ , --~ '- --CC)G Ift~--- X: 3.71 6 _ ! Y: 19.509 ' _ Z: 0 - _ _ - _ _-. ___ - _ . -- _ . J _ Member ASD Steel Code Checks (Bv Combination) I C ~Aomhcr QM...... ~ ~n ~~_.- 1 M1 --- - HSS8X8X8 -" •""^ '- ~< <+~~~a~ ~+~+ we n vu ra Ksl rt KSI f0 KSI Fbz ksi Cb Cm Cmz E n 1 M2 HSS8X8X8 _022 12.5_. .- .000 ~ 0 _30.375 36.791___40.47__ ~ 40.47-_ 1.75 .6 .6 H2-1 ~ 1 M4 . HSS8X8X8 __012 .110 0 ~ 112 5 .000 ! 000 I 0 0 2:7.75 30 375 .36.191 _.,_ 40.47 40 47 36 791 ! 1.75 .6 .6 H 1 _1 1 . . . . 40.47 40.47 1.75 .6 .6 I H1-1 I 1 ~ M M7 Hsssxsxs ` W16X26 .._027 .212 i 0 ' 9.5 000.:;. 039 0 19 y 27 75 ^ y 2 ~ 734 36 791'_40.47_ 39 9 49 __ 40.4:7 `1:75 .6 .6 H1-1 1 M10 ' NSS6X6X6 - . _ __ - ~ -_ 988 33.58 1 .6 1 ~ H1-3 1 1 ' 1 1 ~ 1 M11 i M8 M9 M12 ;142 HSS6x6x6 I .065 W14X2 .221 HSS6X6X6 , .460 Hss6xBx6 . 283 ' 11.372 _I 12.42 ' 9 5 11.139. 12.1651 .002 _ .002 .035 _002 002 0 0 19 22.743 24;839 ~ 13:919 36,791 s 36.791 ' 11.669 36.791 36.791 21.873 39.99 `49.988 ~' 13.919 36 791 40.47 11:669 36.791 40:47 36.791 36.791 31.165 40.47 40:47 i 1 1 i 1 1 1- .6` .6 .6- .6 .6 1 1 ~ T 1 1 H2-1 H2-1 H1=3 H1-1 H1-1 Storv Drift (Bv Combination) ~ n na__- .,... _- _ -_. _- _ - -- -- -- --- --...• ~ •+~~~. ~~~ io vi ni J Ini L L Un In % Ot Ht -__1 - __~ N2__ ,067 _ .....044- -~__ - ~ __ _ __ _ , ~ -~ ?--- N4 ~-044_ p23 _- - _ ,-- - - ' _.- _ -- Cold Formed Steel Section Sefs 'roj~l~Aa~B:Version 5.0 [K:\Data2005\05 F}'r6jEeel~tive Credit U brNularaced Fra #f~r3dj She~+age 4 Basic Load Cases z 0 ~ a ~ 1 w ~ o z z w m BASEMENT WALL ULTIMATE STRENGTH DESIGP DESCRIPTION: BaSementWali WALL PROPERTIES: PC (pSl): 2500 cvr. soil side (in): 1.5 Fy (ksi): 60 cvr. inside (in): 1.5 t (in): 10 center (Y/N): y wall clear height (ft): 12 d (in): 5 rebar ea. Face (Y/N): n ANALY919: horizontal: #5 (3r. 0.85 vert. rebar: #6 pmin: 0.0033 (a 4/J p calculated) Amax: 0.0134 pactual: 0.00863 soil above wall (ft): -0.75 force ~ top of wall (Ib/ft): 1368 Ka (pct): 57 force @ bot of wall (Ib/ft): 2736 pressure @ top of wall (psf): -42.8 Mu (kip•ft/ft): 10.24 Vert. Asreq'd (in2/ft): 0.52 pressure @ bot of wall (psf): 641.3 Vumax (kips): 3.76 Horiz. Asreq'd (in2/ft): 0.24 ~Vc (kips): 5.10 OK WALL SUMMARY: Wall Thickness: 10 in Vertical Reinforcing: #6 at 10 in oc Horizontal Reinforcing: #5 at 16 in oc Project Name: Project #: Initials: Date: Sheet: .~ ~ ~ S s `^V ) C I N N ~ R N ~ ^ ~ J I ~ I ~' I IIt 1y I 4 1 I I I I 1 ~ I 1 ~ .; `7 ~ 4. N y g ^ y ~ J S yl y >t CI"~, I N~ \~ ~ and N L N .\ oiva / oayx ~~~;~ 7 ~d i LJ u1 ~'`u-T IIIJ~ II i ~ 1 = eve J1 I u. ~ ~ T---(1,,/J{~xL`vxs II J+ ~_A-_~ ~ 411 1 I I I 1 U~ D I ~ :`:C \ ~~ ~ I I L c ~ J i i 3 J L ~sl ~' ~ I I r I~ ¢ TJ ~ ~ ~ L`u P ~]'~ - xu~ ~ al Jx , ~ I ~ I ~ A 1 (: J~ _ I ~ci - ~I~~: l~ x ' a ~- ~ >s~ i d ~ ~/ w .~ ~~" c v~ ~ r cr 1 - u. - I ~ -~ 'F"J I 3 ~ ` I ~~ 1 N I ~ - u+ I - ~ ~ ~ - -- -- - ----~ a i a L u- j ~ I .3 e I _ -il ~ ~ 1- lil ~ ~ i+`IL- li 1 __I__ \J ~ :l II I ~~ I _ ~I I Y I 14,J\ J '~ Lx S H >T L~`~ r JI ii I,` a I '~ } pI l 1 I~ II _~ ~/~~~~ ~PI 'fi-' I ill\ -__ T' 1 7 I ~ 1J~ i4 (1 lL '~/ -- V A N \~ I I!x I I I ~ I~ ~ F I~ ~• 111 ~ I a I ,1 ' '~I II~~ ~~ 9 I I`. ~u II ~~ II ~ -lt vl I ?il I I_-'--J ~~ C ~ il I I I ~ 1 I I N I I N~ I11 u ~ ~ I - I I I~ ~ I _~ I xx ``' = frx 1~~~e::~ u I 1 ~~ I 1<` ~ v II ~ I II ' x ~ I 1 ~~ N ~ __-_____Q __ ® ___ ____ - _ I I U ~ _ d-~ le I GZIY l ~ ~ _ -~S _ __ Q -- I _~ 1 l ~ oZ1M I 7 I .$u ~ JA ° j I J V r~ - U- 7~ ` '-~_ n~ j I I 1 I ?~,. 1 r ~ `Lxl H ~6~ or. v I - ( ~.\ ~~~ 3 ~~ a ~ 1 ~~0~\j-- `CY \ ~ C2~ 3 N N 1 I ~l ? ___ 3 ~ $ i'~ __~= 1 1 I I `/~~ Y r e~ ~ I I ~ - - - 1T I ~/ I ; -_-- -- 1 ~--- 1~ 1 I I I I ?r I I I I ~ I I I I I I J' ~ I ° I, I I I 1 I I ~~ I I I I I I I I I I I I I I I 01 ~ GD N ~ ^ ~ ~ ~ M ~ u1 ~O 1~ m ~/ ~ ~ ~ut~c(~~`h~~ ~'~i~~3 u1 ~~c~ ~~~ --- f , ~~~ ~~~'~~ ~ C~~~- ~~fi~ s a~, , j ~- ~ ~ ~Jeut ~ ~ ~c~ '~'~ - ~4~~ ~ _v --Q- 5 ~ ~~ w ~. Z `~ W ... _...., N ~~~~ d-~ ~ ,~ ~G1'~• ~~ { __~ __ ~ L~ __ _ _~, L-r~a~.- = ~~ + ~`~~- ~r~(~ j t_ 7t~+7t +- l Co(~~ ~f- z~{ fi (03 1-LG t f~iCz~ -~- I3 t ZS :- ~;v l~r ~f ~' ~ `'~vi~t Cv~-~ -~~'i~'l~ ~- tom,-, o~- - ~, ~'~` ~ ~~ o~ ~ti~ c,,, ~ -i---- ~~~ ~~ # L~` ~~~• r _____._. .._____ ..___._._._ (,t_A al. Q laud = .~f+2~a ~l~ ~ z~- + 1~, r ~~~ ~ ~-!t~ ~-!~ f-l~ f~zt~~ rr~ f ~s ~- !~ fry f ~3f Z~ = y 32 ~~~ l/e~~t~= ~;y~ ~~uc~ ~ -- °~Yv,~,~ yJ~s ~~"~ S a ~" C~"`z{ 7.~' l~u~~ zYTZ~ ~~~~~ ~~~2 ~-Z~ ~s~ > ysv~~ Project Name: Project #: Initials: Date: Sheet: -' ~ ~ 3 Lt~~ti~~ 3z..~. Lora r~ _ (?~ + 2 ~i ? ! ~ + ?:? {- ! 2. ~ ~~ .~. ~ c ~- 4 c~ s- t 3 t_ Z. 5--- .1-.-2~z1 .._. Lfj, ~,, ~, r~ -~-- ,~ ---t ~- r' t4 ~ W~ 11 } a~ e ~ ~~Lt ~;t ~ t~L~~ ~f ~~±-~~; ~- loci s~ ' 32tS~,C~). ~ G ~j a~ r ~~ ,,,ors ~ ~ ~ v ~ ~, . __ __ ~ir _._.. - C~~A~, ~~y = ~ C 3~) ~2t ~ ~ = ~ ~ IG ~~ > C~~( l4~ a~- C' ~~c ~ w1,~~ C~a~ ~~~ lvU~ = i~f ~ ~ ~~ tug y--g ~- ~ ~ ~~ r ~~ = 1 Z 71~p t'~/'~,~,''~ t~ (~/z)tz,S~ = y2o ~~ > 12.7 ~>P ~~ Project Name: Project #: Initials: Date: Sheet: i ~ j ~ --- } ~' ~- __ ,~ ` ~~ ~. ~ ~, ,.~ ~~. ~Q~~~~~~:'~ - ~ ~~z~~~~ ~q, ~ a~~ ~~~ ~. ~~ ~~- l~-'l ~9 } " S" w~ ~~~ y~-, Z~~, ~~~ ~ ~. ~~~A~~"~ _ ~~,~'~~'zs~~ -_ ~~ d ~ ~ ~ zv ~~~ ~~ ~~ 5~-c~ l ~~' ~ ~v ~m C~ `IV,~ ~3 ~ ~ M~r,~ ~ ~~ ~ _ zo ~ ~-- ~ ,~ ~~l ~' i a~ ~~~~~~~ ~~ zz-~~i~~ ~o~~ ~~ Project Name: Project #: Initials: Date: Sheet: ~ ~. ~ SPREAD FOOTING FOOTING MARK: Wall Footing VJ ~1{,S Vertical Loads: Moments: Properties: PDL (k): 4 MDL (k-ft): 0 COL.L (in): 12 Q,: 0.85 PLL (k): 6.5 MLL (k-ft): 0 COL.W (in): 10 qa (psf): 2500 Pu (k): 16.7 MU (k-ft): 0 fc (psi): 2500 ,8~: 1.20 fy (psi): 60000 FOOTING DIMENSIONS: Short (ft): 1 Long (ft): 4.5 Vol. (yd'): 0.17 Footing Depth: Depth of Steel : d (in): STEEL IN LONG DIRECTION: L' long (ft): 1.75 Mu (k-ft): 5.67 As req(inZ/ft): 0.15 STEEL IN SHORT DIRECTION: L' short (ft): 0.08 Mu (k-ft): 0.01 As req(in2/ft): 0.00 e (ft): 0.00 Punching Vc (psi): 170.0 Ult. Ratio: 1.59 Wide Bm Vc (psi): 85.0 qu (psfj: 3964 gmax (psf): 3700 Ok gmin (psf): 3700 12 In Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib~n) 8.50 in 722.5 > 321.2 OK Punching Shear Resistance (k) > Applied Force (k) 112.7 > 6.2 OK of (psf): 3700 bar size: 4 area of bar: 0.2 b dia: 0.5 No. of bars: 1 bar size: 4 area of bar: 0.2 b dia: 0.5 No. of bars: 1 Check p p: 0.0015 Min p: 0.0033 Max p: 0.0134 Use p: 0.0020 Less than pmax, Ok Check p p: 0.0000 Min p: 0.0033 Max p: 0.0134 Use p: 0.0000 Less than pmax, Ok DEVELOPMENT LENGTH OF LONG AND SHORT STEEL: Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 Available Ld: 27 Ld (in): 12 Ok b dia: 0.5 Project Name: Project #: Initials: Date: Sheet: T 2 p _ o it z w ~ Lam/ z z m ......,.~., .-.. SPREAD FOOTING FOOTING MARK: Column C4 Footing Vertical Loads: Moments: PDL (k): 20 MDL (k-ft): 0 PLL (k): 36 MLL (k-ft): 0 Pu (k): 89.2 MU (k-ft): 0 FOOTING DIMENSIONS: Short (ft): 5 Long (ft): 5 Vol. (yd'): 0.93 Footing Depth: Depth of Steel : d (in): STEEL IN LONG DIRECTION: L' long (ft): 2.04 Mu (k-ft): 7.44 As req(in2/ft): 0.20 STEEL IN SNORT DIRECTION: L' short (ft): 2.04 Mu (k-ft): 7.44 As req(inZ/ft): 0.20 Punching Vc (psi): 170.0 Wide Bm Vc (psi): 85.0 12 in 8.50 in of (psf): 3568 bar size: 4 area of bar: 0.2 b dia: 0.5 No. of bars: 5 bar size: 4 area of bar: 0.2 b dia: 0.5 No. of bars: 5 Properties: COL.L (in): 11 ~~: 0.85 COL.W (in): 11 qa (psf): 2500 Fc (psi): 2500 ~~: 1.00 fy (psi): 60000 e (ft): 0.00 Ult. Ratio: 1.59 qu (psf): 3982 gmax (psf): 3568 Ok gmin (psf): 3568 Wide Bm Shear Cap. (Ib/in) > Shear Force (Ib/in) 722.5 > 396.4 OK Punching Shear Resistance (k) > Applied Force (k) 112.7 > 78.7 OK Check p p: 0.0020 Min p: 0.0033 Max p: 0.0134 Use p.' 0.0026 Less than pmax, Ok Check p p: 0.0020 Min p: 0.0033 Max p: 0.0134 Use p: 0.0026 Less than pmax, Ok DEVELOPMENT LENGTH OF LONG AND SHORT STEEL: Ld (in): 24.0 Greatest Ld: 24.0 Ld (in): 12 Available Ld: 30 Ld (in): 12 Ok b dia: 0.5 Project Name: Project #: Initials: Date: Sheet: