AISC01-INFOPROJECT: STEEL BUILDING DESIGN CASE STUDYSUBJECT: PROJECT PLANSHEET 1 of 131PROJECT: STEEL BUILDING DESIGN CASE STUDYSUBJECT: CALCULATIONS - CONTENTSSHEET 2 of 131DESIGN CALCULATIONS FOR 3-STORY OFFICE BUILDINGCONTENTSSHEETSSUBJECT2CONTENTS3GENERAL INFORMATION4ARRANGEMENT5BASIC FRAME6 THRU 7FLOOR & ROOF LOADS8DECK SELECTION9 THRU 15RAIN, SNOW & LATERAL LOADS16 THRU 88MEMBER SELECTION - VERTICAL LOADS89 THRU 94ANALYSIS, ADAPTATION FOR LATERAL LOADS95 THRU 103BRACING, COMPRESSION MEMBER DESIGN104 THRU 105BRACING, TENSION MEMBER DESIGN106 THRU 107BASE PLATE108 THRU 111STAIRWELL ANALYSIS112 THRU 114ELEVATOR STRUCTURAL SYSTEM, TENSION DESIGN115 THRU 133CONNECTIONSPROJECT: STEEL BUILDING DESIGN CASE STUDYSUBJECT: GENERAL INFORMATIONSHEET 3 of 131CALCULATIONS FOR PRIMARY STRUCTURAL FRAME3 STORY OFFICE BUILDING3100 SOUTH WEST STREETLAWRENCE, KANSASDESIGN TEAM:ARCHITECT:ARCHITECTS R' US aSTRUC. ENGR.:AISC DESIGN ENGINEERS aMECH/ELEC/LIGHTING & ARCHITECTURAL SYSTEMS:B. SELF, INC. aGEOTECHNICAL:SOILS GUYS aINFO INDICATES SPREAD FOOTINGS WILL BE REASONABLEGOVERNING CODES:ASCE 7-02STRUCT. STEEL PER AISC & LRFDFIRE REQUIREMENTS:INTERNATIONAL BUILDING CODE - TYPE OF CONSTRUCTION IS I (NON-COMBUSTIBLE MATERIALS)TABLE 503 - ALLOWABLE HEIGHT AND BUILDING AREAS - P.5.7BUILDING UP TO 160 AND 11 STORIES - TYPE IB CONSTRUCTIONTABLE 601 FIRE RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS (HRS)USING TYPE IB - 2 HOUR FIRE RATING FOR STRUCTURAL FRAME INCLUDING GIRDERS IN FLOORREDUCED TO ONE HOUR FOR THE FLOOR(PER ARCHITECT - BASED ON ZONE USE & OCCUPIED AREA)STRUCT. FRAME- 2 HRSFLOORS- 2 HRSROOF- 1 HRARCHITECTS' SCHEMATIC DRAWINGS SET DESIRED COLUMN ARRANGEMENT,STORY HEIGHTS, NEED CHECKS (STRUCTURAL) ON:FRAMING MATERIALTYPE OF VERTICAL & LATERAL RESISTING SYSTEMSIZE OF COLUMNS & COLUMN BASE PLATESDEPTH REQUIREMENTS FOR BEAMS, GIRDERS, & STRUCTURAL FLRSPRELIMINARY BUDGET - STRUCTURAL FRAMEFLOOR VIBRATION:A 3 thick slab of lightweight concrete on spans in the range of 30-36 feet is not expectedto exhibit floor vibrations severe enough to be considered objectionable. Furthermore, partitionseliminate vibration problems since they introduce damping to the structural system.a - NAMES SHOWN ARE FICTITIOUS ENTITIESPROJECT: STEEL BUILDING DESIGN CASE STUDYSUBJECT: ARRANGEMENTSHEET 4 of 131ARRANGEMENT - BY ARCHITECT COORDINATING WITH DESIGN TEAMFUNCTION:SPECULATIVE (RENTAL) OFFICE BUILDINGLEASABLE SPACE - 21,000 SQ FT.ENTRANCE LOBBY: FRONT CENTER, ALLOWS LEASING FLEXIBILITYEACH FLOOR TO 1, 2, OR 3 CLIENTSPENTHOUSE: SINGLE BAY OVER ELEVATORS(Hydraulic elevator, piston at ground and sheave beams at penthouse level)FIRE EGRESS: SEPARATE SMOKE ENCLOSURE EXITS FRONT & REARLAYOUT:BUILDING FOOT PRINT:BAY SIZES: 36' X 30' (RECOMMENDED BY STRUCT. ENGR. SHEET 5)STORIES: 3CEILING HEIGHT: 10'-9"MECH PLENUM DEPTH: ~16"FACADE:BRICKWINDOWS: PUNCHEDROOF:BUILT UP ASPHALT & GRAVELHEIGHT OF SECONDARY DRAINAGE SYSTEM - 2"INTERIOR FINISHES:CEILING: SUSPENDED ACOUSTIC TILEWALLS: GYPSUM BOARD, PARTITION ALLOWANCE IN LEASABLE SPACEFLOORS: VINYL TILE / CARPETARCHITECTURAL DRAWINGS LIST:A-1 - 1ST FLOOR PLANA-2 - 2ND AND 3RD FLOOR PLANA-3 - PENTHOUSE, ROOF PLANA-4 - WALL SECTIONSPROJECT: STEEL BUILDING DESIGN CASE STUDYSUBJECT: BASIC FRAMESHEET 5 of 131CHOICE OF FRAMING SYSTEMSHORT DELIVERY SCHEDULE MEANS CONSTRUCTION TIME MUST BEMINIMIZED, AVOID SHEAR WALLSLOBBY LAYOUT ALLOWS BRACED FRAMESBUILDING CLASSIFIED AS LOW-RISE (1-4 STORIES)BRICK FACADE TO USE STEEL STUD BACKUP FOR LATERAL SUPPORTPUNCHED WINDOWS ALLOW LOOSE LINTELSLOW TOTAL BUILDING HEIGHT ALLOWS BRICK TO BEAR VERTICALLY ON BRICKSHELF AT FOUNDATION WITHOUT RELIEVING ANGLESTHE BUILDING HEIGHT OF 39' IS ON THE UPPER END FOR THIS METHODOF BRICK SUPPORT. AT THE PENTHOUSE WHERE THE BRICK HEIGHT IS 52'A SHELF ANGLE SHOULD BE ADDED TO LIMIT THE BRICK HEIGHT TO 39'.THIS DETAIL HAS BEEN OMITTED HERE FOR SIMPLICITY. SEE THE AISCPUBLICATION "DESIGNING WITH STRUCTURAL STEEL. A GUIDE FORARCHITECTS" FOR INFORMATION ABOUT WALL DETAILS.FRAME TO BE STRUCTURAL STEEL, CONCENTRICALLY BRACED,SIMPLE CONNECTIONSFRAMING PLAN:BAY SIZES: 30 X 36, FOR INFORMATION ON PRELIMINARY FRAMING LAYOUT,SEE ESSENTIALS OF STEEL DESIGN ECONOMY, LECTURE 2,DECISION MAKING IN SYSTEM SELECTION LAYOUT, AISC, CHICAGO 1999FRAMING DIRECTION: JOISTS SPANNING LONGER BAY DIRECTIONA BAY STUDY IS DONE ON SHEET 34 TO VERIFY JOISTS SPANNINGLONGER BAY DIRECTION IS MOST ECONOMICALFOR MANY POINTERS CONCERNING STEEL DESIGN ECONOMY, SEE MODERNSTEEL CONSTRUCTION, VOLUME 40, NO. 4, AISC, APRIL 2000FILL BEAMS ARE USED INSTEAD OF JOISTS ON COLUMN LINES(EASIER TO PLUMB FRAME)COMPOSITE SECTIONS ARE NOT USED FOR PEDAGOGICAL PURPOSESMATERIALS:STRUCTURAL STEEL - A992JOISTS- STEEL JOIST INSTITUTE: MAX ALLOWABLE TENSILE STRESS 30,000 PSICONNECTION MATERIAL - A36BOLTS - 3/4" f A325 NSITE:SUBURBANRELATIVELY SMOOTH TYPOGRAPHYSTIFF SOILDEFLECTION CRITERIA:FLOOR LIVE LOAD DEFLECTION < L/360

AISC02-Column LoadsPROJECT: STEEL BUILDING DESIGN CASE STUDYSUBJECT: COLUMN DEAD LOAD TAKE OFFSHEET 6 of 131LOAD TABLE - COLUMN DEAD LOAD (LB/FT2)LOAD TABLES - TYPICAL FLOOR (LB/FT2)COLUMN DEAD LOAD UNDERNEATH TYPICAL FLOOR (LB/FT2)LOADS FROMSLAB (4-3/4" LIGHT WT. CONCRETE)38SLAB (4-3/4" Light WT. Concrete)38Slab(Lightweight Concrete Density = 96 PCF)Mech./Elec./PipingMECH./ELEC./PIPING10Ceiling System(common practice = 10 psf)GO TOCEILING SYSTEM (Table C3-1, ASCE 7-02)5(Acoustical fiber board & Mechnical Duct allowance)JOISTS3.5Joists(Assume 11 LB/L.F. @ 3' O.C.)GIRDERS2.5(Assume 85 LB/L.F. @ 36' O.C.)GirdersCOLUMNS (36'*30' = 1080 FT.2)2(Assume 150LB./L.F.* 13')/1080FT.2TOTAL FLOOR DEAD LOAD61COLUMN TOTAL DEAD LOAD - TYPICAL FLOOR (LB/FT2) =61ColumnsCOLUMN DEAD LOAD UNDERNEATH ROOF (LB/FT2)LOADS FROMROOF DECK (Table C3-1, ASCE 7-02)3Rigid Insulation(Metal, 18 gage)Roof DeckRIGID INSULATION (Table C3-1, ASCE 7-02)3Mech./Elec./Piping(2" thick)Roofing (felt & gravel)MECH./ELEC./PIPING & CEILING SYSTEM10GO TO(Assume 10 psf)ROOFING (Table C3-1, ASCE 7-02)6(Five-ply felt & gravel)JoistsJOISTS3.5(Assume 11 LB/L.F. @ 3' O.C.)GIRDERS2.5(Assume 85 LB/L.F. @ 36' O.C.)GirdersCOLUMNS (36'*30' = 1080 FT.2)2(Assume 150LB./L.F.* 13')/1080FT.2COLUMN TOTAL DEAD LOAD - ROOF (LB/FT2) =30ColumnsNOTES:ENGINEERING JUDGMENT IS REQUIRED FOR LOAD DETERMINATION. FOR MINIMUM DESIGN DEAD LOADS ANDWEIGHTS OF BUILDING MATERIALS SEE ASCE 7-02 TABLE C3-1 & 2.Red font indicates user input

AISC03-Vertical LoadsPROJECT: STEEL BUILDING DESIGN CASE STUDYSUBJECT: GRAVITY LOADS (LOAD TABLES)SHEET 7 of 131TYPICAL FLOOR DEAD LOAD (LB/FT2)TO SLABTO JOISTSTO GIRDERSTO COLUMNSSLAB (4-3/4" Light WT. Concrete)38383838(Lightweight Concrete Density = 96 PCF)MECH./ELEC./PIPING10101010(common practice = 10 psf)CEILING SYSTEM (Table C3-1, ASCE 7-02)5555(Acoustical fiber board & Mechnical Duct allowance)JOISTS-3.53.53.5(Assume 11 LB/L.F. @ 3' O.C.)GIRDERS--2.52.5(Assume 85 LB/L.F. @ 36' O.C.)COLUMNS (36'*30' = 1080 FT.2)---2(Assume 150LB./L.F.* 13')/1080FT.2TOTAL FLOOR DEAD LOAD (LB/FT2) =5356.55961ROOF DEAD LOAD (LB/FT2)TO SLABTO JOISTSTO GIRDERSTO COLUMNSROOF DECK (Table C3-1, ASCE 7-02)3333(Metal, 18 gage)RIGID INSULATION (Table C3-1, ASCE 7-02)3333(2" thick)MECH./ELEC./PIPING & CEILING SYSTEM10101010(Assume 10 psf)ROOFING (Table C3-1, ASCE 7-02)6666(Five-ply felt & gravel)JOISTS-3.53.53.5(Assume 11 LB/L.F. @ 3' O.C.)GIRDERS--2.52.5(Assume 85 LB/L.F. @ 36' O.C.)COLUMNS (36'*30' = 1080 FT.2)---2(Assume 150LB./L.F.* 13')/1080FT.2TOTAL ROOF DEAD LOAD (LB/FT2) =2225.52830PENTHOUSE DEAD LOADS (EQUIPMENT)-100100100TYPICAL FLOOR LIVE LOAD80808080ROOF LIVE LOAD20202020Red font indicates user inputNOTES:* ENGINEERING JUDGMENT IS REQUIRED FOR LOAD DETERMINATION. FOR MINIMUM DESIGN DEAD LOADS ANDWEIGHTS OF BUILDING MATERIALS SEE ASCE 7-02 TABLE C3-1 & 2.ASCE 7-02CALLS FOR A 100 PSF LIVE LOAD ALLOWANCE ON FIRST FLOOR OFFICE BUILDING CORRIDORS.HOWEVER, THIS WAS IGNORED SINCE THE FIRST FLOOR SLAB IS CONSTRUCTED ON GRADE.ASCE 7-02 CALLS FOR A 100 PSF LIVE LOAD ALLOWANCE FOR STAIRS AND EXITWAYS.* USE OF FLOOR SPACE IS ONE OF THE FOLLOWING:OFFICE LOADING + PARTITION ALLOWANCE = 50 + 20 = 70 PSFCORRIDOR LOADING = 80 PSFUSE THE MAXIMUM, 80 PSF, THROUGHOUT FOR LAYOUT FLEXIBILITY.* ASCE 7-02 calls for a 20 psf roof live load* EXTERIOR WALL SYSTEM LOAD = 15 PSF(GRAVITY LOADS TO FOUNDATION, LATERAL LOAD TO EACH FLOOR LEVEL)* CMU WALL SYSTEM AROUND STAIRWELL : 8" X 8" X 16" WITH 24" O.C. GROUT SPACING = 51 PSF

AISC04-Deck SelectionsPROJECT: STEEL BUILDING DESIGN CASE STUDYSUBJECT: DECK SELECTIONSHEET 8 of 131DECK SELECTION PER VULCRAFT STEEL ROOF AND FLOOR DECK MANUALROOF DECK SELECTIONFire rating:1 HR (see sheet 3) Vulcraft page 18 "Roof Deck Fire Resistance Ratings"Exposed grid acoustical tile ceilings, rigid roof insulationDeck type B (wide rib), F (intermediate rib), and A (narrow rib)All can satisfy 1 hr fire rating requirement.Deck Type:B works well with thicker insulation required for project location.Depth of 1 1/2", again most common, no special needs for wide spacing of roofjoists on this job.Sheet metal thickness, use 20 gauge for nice constructability and working platformand nice weldability.Roof Decks According to Load DemandLive Load =20Dead Load =22Total =426'-0" spans(Assumption to be varified during roof joist selection, see sheet 16)Use 3 SpanVulcraft Page 4-Max SDI construction span = length of span (unshored) for construction-Run over 3 or more sets of joists - 3 spanChoose - B20, Max SDI Const. 3 Span = 7'-9", Allowable Total Load = 114 psf for 6'-0" spansFLOOR DECK SELECTIONFire Rating:Since fire rating often controls minimum deck, select deck for fire rating then check for strength to meet loaddemand. 2 Hr (see sheet 3) Vulcraft page 60-61 "Floor-Ceiling Assemblies with Composite Deck"Unprotected deck (conservative assumption)Light Weight concrete (LTWT CONC)Need 3-1/4" LTWT Conc on 1-1/2" deckTotal slab depth =4-3/4"Deck TypeUse composite deck as common choiceDepth 1-1/2", again commonSheet metal thickness, use 20 gauge for nice construction working platform and nice weldabilityFloor Decks According to Load Demand(psf)Live Load =80Dead Load =53Total =133Use allowable stress design for deckSlab dead weight =37 psfVulcraft page 43SDI Max. Unshored Clear Span,1 span = 5'-11", 3 span = 8'-0"Choose 1.5 VL 20 with 6x6-W1.4 x 1.4 welded wire fabricAllowable superimposed load =400 psf for 5'-0" spansRed font indicates user input

AISC05-Rain LoadsPROJECT: STEEL BUILDING DESIGN CASE STUDYSUBJECT: LOAD TAKEOFFSHEET 9 of 131RAIN LOADS (per ASCE 7-02)Notation:R - rain on the undeflected roof, in pounds per square inchds - depth of water on the undeflected roof up to the inlet of the secondary drainage systemdh - additional depth of water on the undeflected roof above the inlet of the secondarydrainage system at its design flowANALYSIS:R = 5.2 * ( ds + dh )ds =2dh =0R =10.4psfRed font indicates user input

AISC06-Wind LoadsPROJECT: STEEL BUILDING DESIGN CASE STUDYSUBJECT: LOAD TAKEOFFSHEET 10 of 131WIND LOAD ANALYSIS (per ASCE 7-02), Method for Buildings of All HeightsWind Loads acting on main structural lateral systemNotation:qz = velocity pressure evaluated at height z above ground, in pounds per square footqh = velocity pressure evaluated at height z = h, in pounds per square footpz = pressure that varies with height in accordance with the velocity pressure qz evaluatedat height zph = pressure that is uniform with respect to height as determined by the velocity pressure qhevaluated at mean roof height hI = importance factor (see ASCE 7-02 table 6-1)V = basic wind speed obtained from ASCE 7-02 Fig. 6-1, in miles per hourGf = gust effect factor for main wind force resisting systems of flexible buildings and otherstructuresCp = external pressure coefficient to be used in the determination of wind loads for buildings(see ASCE 7-02 Figure 6-6)Kz = velocity pressure exposure coefficient evaluated at height z (see ASCE 7-02 Table 6-3)Kzt = topographic factor (in our case we will use 1.0 see ASCE 7-02 sec. 6.5.3 for further explanation)Analysis:pz = qz*Gf *Cpqz = 0.00256*Kz*Kzt*V2*I (ASCE 7-98 Eq. 6-1)story height (ft)KzKztV (mph)IqzGfCppz (psf)windward130.57190111.80.850.88.0260.66190113.70.850.89.3390.76190115.80.850.810.7520.82190117.00.850.811.6leeward520.82190117.00.850.57.2390.76190115.80.850.56.7Note: For the leeward force calculations the penthouse was analyzed separately producingtwo separate pressure values. For all wind forces, Pz is assumed constant from mid-story belowto mid-story above each floor (or roof) level. Wind load for first half story above grade assumedto be transferred from the exterior wall cladding system directly to foundation.windward forcesleeward forces11.67.210.79.36.78.0Red font indicates user input

13'26'39'52'

AISC07-Snow LoadsPROJECT: STEEL BUILDING DESIGN CASE STUDYSUBJECT: LOAD TAKEOFFSHEET 11 of 131SNOW LOADS (per ANSI/ASCE 7-02)Notation:Ce = exposure factor as determined from ASCE 7-02 Table 7-2Cs = slope factor as determined from ASCE 7-02 Fig. 7-2Ct = thermal factor as determined from ASCE 7-02 Table 7-3hb = height of balanced snow load determined by dividing ps by ghc = clear height from top of balanced snow load to (1) closest point on adjacent upper roof;(2) top of parapet; or (3) top of a projection on the roof, in feethd = height of snow drift, in feetI = importance factor as determined from ASCE 7-02 Table 7-4;lu = length of the roof upwind of the drift, in feetpd = maximum intensity of drift surcharge load, in pounds per square footpf = snow load on flat roofs ("flat" = roof slope less than or equal to 5 degrees), in pounds persquare footpg = ground snow loads determined from ASCE 7-02 Fig 7-1 and/or ASCE 7-02 Table 7-1; or asite specific analysis, in pounds per square footps = sloped roof snow load in pounds per square footw = width of snow drift, in feetg = snow density in pounds per cubic foot as determined from ASCE 7-02 Eq. 7-4ANALYSIS:We have a class II, exposure B situation (see ASCE 7-02 Tables 1-1 and ASCE 7-02 Section 6.5.3 for clarification)ps = Cs*Pf(in our case Cs = 1.0 because our roof can be considered "flat")pf = 0.7*Ce*Ct*I*PgCs =1Ce =0.9Ct =1I =1pg =20pf =12.6But since this cannot be less than I * pg our pf value becomesI * pg =20(see ASCE 7-02 7.3.4 for clarification)ps =20psfIn our case a 5 psf rain on snow surcharge load must be applied (see ASCE 7-02 Section 7.10)therefore,pS = 20 + 5 =25psfRed font indicates user inputPROJECT: STEEL BUILDING DESIGN CASE STUDYSUBJECT: LOAD TAKEOFFSHEET 12 of 131SNOW LOADS (cont.)Snow drift calculationshb = height of balanced snow load determined by dividing ps by ghc = clear height from top of balanced snow load to (1) closest point on adjacent upper roof;(2) top of parapet; or (3) top of a projection on the roof, in feethd = height of snow drift, in feetw = width of snow drift, in feetg = snow density in pounds per cubic foot as determined from ASCE 7-02 Eq. 7-4lu = length of the roof upwind of the drift, in feetg = 0.13 * pg + 14 (but can not be more than 30 lb/cu ft)pg =20g =16.6lb/cu fthb = ps / gps =25psfhb =1.51fthc =13fthc / hb =8.6***since hc / hb > 0.2 we must consider snow drift see ASCE 7-02 Section 7.7 for further explanationfor leeward snow drifts:hd =1.5ft(this value is found from ASCE 7-02 Fig. 7-9 based on p8' and lu)maximum intensity of snow drift for leeward = hd*g =24.9psffor windward snow drifts:hd =1.875ftmaximum intensity of snow drift for windward = hd*g =31.1psfWindward Controlsmaximum intensity of snow drift =31.125psfsince hd < hc drift width, w, = 4*hdw (ft) =7.5upper roof 36 ftRed font indicates user input

lower roof 72 fthc = 13ftpg = 20 psfhb = 1.51 fthd = 1.875 ftw = 7.5 ft