aisc sample steel building design

8/12/2019 Aisc Sample Steel Building Design

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PROJECT: STEEL BUILDING DESIGN CASE STUDY

SUBJECT: PROJECT PLAN SHEET 1 of 112


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SUBJECT: CALCULATIONS - CONTENTS

DESIGN CALCULATIONS FOR 3-STORY OFFICE BUILDING

CONTENTS

SHEETS SUBJECT

2 CONTENTS

3 GENERAL INFORMATION

4 ARRANGEMENT

5 BASIC FRAME

6 THRU 7 FLOOR & ROOF LOADS

8 DECK SELECTION

9 THRU 15 RAIN, SNOW & LATERAL LOADS

16 THRU 70 MEMBER SELECTION - VERTICAL LOADS

71 THRU 76 ANALYSIS, ADAPTATION FOR LATERAL LOADS

77 THRU 82 BRACING, COMPRESSION MEMBER DESIGN

83 THRU 87 BRACING, TENSION MEMBER DESIGN

88 THRU 89 BASE PLATE

90 THRU 93 STAIRWELL ANALYSIS

94 THRU 112 CONNECTIONS

SHEET 2 of 112


3/28


SUBJECT: GENERAL INFORMATION

CALCULATIONS FOR PRIMARY STRUCTURAL FRAME

3 STORY OFFICE BUILDING

3100 SOUTH WEST STREET

LAWRENCE, KANSAS

DESIGN TEAM:ARCHITECT: ARCHITECTS R' US

a

STRUC. ENGR.: AISC DESIGN ENGINEERSa

MECH/ELEC/LIGHTING & ARCHITECTURAL SYSTEMS: R. WILLIAMS, INC.a

GEOTECHNICAL: SOILS GUYSa

INFO INDICATES SPREAD FOOTINGS WILL BE REASONABLE

GOVERNING CODES: ASCE 7-98

STRUCT. STEEL PER AISC & LRFD

FIRE REQUIREMENTS:

INTERNATIONAL BUILDING CODE - TYPE OF CONSTRUCTION IS I (NON-COMBUSTIBLE MATERIALS)TABLE 503 - ALLOWABLE HEIGHT AND BUILDING AREAS - P.5.7

BUILDING UP TO 160 AND 11 STORIES - TYPE IB CONSTRUCTION

TABLE 601 FIRE RESISTANCE RATING REQUIREMENTS FOR BUILDING ELEMENTS (HRS)

USING TYPE IB - 2 HOUR FIRE RATING FOR STRUCTURAL FRAME INCLUDING GIRDERS IN FLOOR

REDUCED TO ONE HOUR FOR THE FLOOR

(PER ARCHITECT - BASED ON ZONE USE & OCCUPIED AREA)

STRUCT. FRAME - 2 HRS

FLOORS - 2 HRS

ROOF - 1 HR

ARCHITECTS' SCHEMATIC DRAWINGS SET DESIRED COLUMN ARRANGEMENT,

STORY HEIGHTS, NEED CHECKS (STRUCTURAL) ON:

FRAMING MATERIAL

TYPE OF VERTICAL & LATERAL RESISTING SYSTEM

SIZE OF COLUMNS & COLUMN BASE PLATES

DEPTH REQUIREMENTS FOR BEAMS, GIRDERS, & STRUCTURAL FLRS

PRELIMINARY BUDGET - STRUCTURAL FRAME

a - NAMES SHOWN ARE FICTITIOUS ENTITIES

SHEET 3 of 112


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5/28


SUBJECT: BASIC FRAME

CHOICE OF FRAMING SYSTEM

SHORT DELIVERY SCHEDULE MEANS CONSTRUCTION TIME MUST BE

MINIMIZED, AVOID SHEAR WALLS

LOBBY LAYOUT ALLOWS BRACED FRAMES

BUILDING CLASSIFIED AS LOW-RISE (1-4 STORIES)

BRICK FACADE TO USE STEEL STUD BACKUP FOR LATERAL SUPPORT

PUNCHED WINDOWS ALLOW LOOSE LINTELS

LOW TOTAL BUILDING HEIGHT ALLOWS BRICK TO BEAR VERTICALLY ON BRICK

SHELF AT FOUNDATION WITHOUT RELIEVING ANGLES

THE BUILDING HEIGHT OF 39' IS ON THE UPPER END FOR THIS METHOD

OF 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 AISC

PUBLICATION "DESIGNING WITH STRUCTURAL STEEL. A GUIDE FOR

ARCHITECTS" FOR INFORMATION ABOUT WALL DETAILS.

FRAME TO BE STRUCTURAL STEEL, CONCENTRICALLY BRACED,

SIMPLE CONNECTIONS

FRAMING PLAN:

SEE ESSENTIALS OF STEEL DESIGN ECONOMY, LECTURE 2,

DECISION MAKING IN SYSTEM SELECTION LAYOUT, AISC, CHICAGO 1999

FRAMING DIRECTION: JOISTS SPANNING LONGER BAY DIRECTION

A BAY STUDY IS DONE ON SHEET 34 TO VERIFY JOISTS SPANNING

LONGER BAY DIRECTION IS MOST ECONOMICAL

FOR MANY POINTERS CONCERNING STEEL DESIGN ECONOMY, SEE

MODERN STEEL CONSTRUCTION, VOLUME 40, NO. 4, AISC, APRIL 2000

FILL BEAMS ARE USED INSTEAD OF JOISTS ON COLUMN LINES

(EASIER TO PLUMB FRAME)

MATERIALS:

STRUCTURAL STEEL - A992

CONNECTION MATERIAL - A36

BOLTS - 3/4" A325 NSITE:

SUBURBAN

RELATIVELY SMOOTH TYPOGRAPHY

STIFF SOIL

DEFLECTION CRITERIA:

FLOOR LIVE LOAD DEFLECTION < L/360

SHEET 5 of 112


6/28


SUBJECT: COLUMN DEAD LOAD TAKE OFF SHEET 6 of 112

LOAD TABLE - COLUMN DEAD LOAD (LB/FT2)

38

10

5

3.5

2.5

2

61

3

3

10

6

3.5

2.5

2

30

NOTES:

ENGINEERING JUDGMENT IS REQUIRED FOR LOAD DETERMINATION. FOR MINIMUM DESIGN DEAD LOADS AND

WEIGHTS OF BUILDING MATERIALS SEE ASCE 7-98 TABLE C3-1 & 2.

LIGHTWEIGHT CONCRETE DENSITY = 96 PCF

CEILING SYSTEM from ASCE 7-98 table C3-1

Acoustical fiber board = 1 psfMechanical duct allowance = 4 psf

Mech./Elec./Pipinga= 10psf

a common practice

Columns

Girders

(Assume 150LB./L.F.* 13')/1080FT.2

LOADS FROMRigid Insulation

Roof Deck

ColumnsCOLUMN TOTAL DEAD LOAD UNDERNEATH TYPICAL FLOOR

COLUMNS (36'*30' = 1080 FT.2)

GIRDERS(Assume 85 LB/L.F. @ 36' O.C.)

JOISTS(Assume 11 LB/L.F. @ 3' O.C.)

ROOFING (FELT & GRAVEL)

ROOF DECK

RIGID INSULATION (2")

Mech./Elec./Piping

Roofing (felt & gravel)

Girders

LOADS FROM

Joists

Slab

Mech./Elec./Piping

Ceiling SystemGO TO

COLUMN TOTAL DEAD LOAD UNDERNEATH ROOF

COLUMN DEAD LOAD UNDERNEATH ROOF (LB/FT2

)

Red font indicates user input

GO TO

Joists

MECH./ELEC./PIPING (ceiling included)

CEILING SYSTEM (Acoustical Fiber Board & Mech. Duct Allowance)

COLUMN DEAD LOAD UNDERNEATH TYPICAL FLOOR (LB/FT2)

COLUMNS (36'*30' = 1080 FT.2)

GIRDERS(Assume 85 LB/L.F. @ 36' O.C.)

JOISTS(Assume 11 LB/L.F. @ 3' O.C.)

MECH./ELEC./PIPING

SLAB (4-3/4" LIGHT WT. CONCRETE)


7/28


SUBJECT: VERTICAL LOADS SHEET 7 of 112

LOAD TABLES - TYPICAL FLOOR (LB/FT2)

TO SLAB TO JOISTS TO GIRDERS TO COLUMNS

FLOOR DEAD LOAD

SLAB (4-3/4" LIGHT WT. CONCRETE) 38 38 38 38

MECH./ELEC./PIPING 10 10 10 10

CEILING SYSTEM (Acoustical Fiber Board & Mech. Duct Allowance) 5 5 5 5

JOISTS(Assume 11 LB/L.F. @ 3' O.C.) - 3.5 3.5 3.5

GIRDERS(Assume 85 LB/L.F. @ 36' O.C.) - - 2.5 2.5

COLUMNS (36'*30' = 1080 FT.2) - - - 2

(Assume 150LB./L.F.* 13')/1080FT.2

TOTAL FLOOR DEAD LOAD 53 56.5 59 61

ROOF DEAD LOADS

JOISTS, GIRDERS, COLUMNS 0 3.5 6 8RIGID INSULATION (2") 3 3 3 3

ROOF DECK 3 3 3 3

MECH./ELEC./PIPING (ceiling included) 10 10 10 10

ROOFING (FELT & GRAVEL) 6 6 6 6

TOTAL ROOF DEAD LOAD 22 25.5 28 30

PENTHOUSE DEAD LOADS (EQUIPMENT) - 100 100 100

TYPICAL FLOOR LIVE LOAD 80 80 80 80

ROOF LIVE LOAD 20 20 20 20


NOTES:

ENGINEERING JUDGMENT IS REQUIRED FOR LOAD DETERMINATION. FOR MINIMUM DESIGN DEAD LOADS AND

WEIGHTS OF BUILDING MATERIALS SEE ASCE 7-98 TABLE C3-1 & 2.

ASCE 7-98 CALLS 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 7-98 CALLS FOR A 100 PSF LIVE LOAD ALLOWANCE FOR STAIRS AND EXITWAYS.

LIGHTWEIGHT CONCRETE DENSITY = 96 PCF

USE OF FLOOR SPACE IS ONE OF THE FOLLOWING:

OFFICE LOADING + PARTITION ALLOWANCE = 50 + 20 = 70 PSF

CORRIDOR LOADING = 80 PSF

USE THE MAXIMUM, 80 PSF, THROUGHOUT FOR LAYOUT FLEXIBILITY.

ASCE 7-98 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

CEILING SYSTEM from ASCE 7-98 table C3-1 Acoustical fiber board = 1 psf

Mechanical duct allowance = 4 psf

Mech./Elec./Pipinga= 10psf a common practice


8/28


SUBJECT: DECK SELECTION SHEET 8 of 112

DECK SELECTION PER VULCRAFT STEEL ROOF AND FLOOR DECK MANUAL - 1998

ROOF DECK SELECTION

Fire rating:

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:

Depth of 1 1/2", again most common, no special needs for wide spacing of roof

joists on this job.

Sheet metal thickness, use 20 gauge for nice constructability and working platform

and nice weldability.

Roof Decks According to Load Demand

Live Load = 20

Dead Load = 22

Total = 42

6'-0" spans

Use 3 Span

Vulcraft Page 3

-Max SDI construction span = length of span (unshored) for construction

-Run over 3 or more sets of joists - 3 span

Choose - B20, Max SDI Const. 3 Span = 7'-9", Allowable Total Load = 114 psf for 6'-0" spans

FLOOR DECK SELECTION

Fire Rating:

Since fire rating often controls minimum deck, select deck for fire rating then check for strength to meet load

demand. 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" deck

Total slab depth = 4-3/4"

Deck Type

Use composite deck as common choice

Depth 1-1/2", again common

Sheet metal thickness, use 20 gauge for nice construction working platform and nice weldability

Floor Decks According to Load Demand

(psf)Live Load = 80

Dead Load = 53

Total = 133

Use allowable stress design for deck

Slab dead weight = 37 psf Vulcraft page 43

SDI 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 fabric

Allowable superimposed load = 400 psf for 5'-0" spans



9/28


SUBJECT: LOAD TAKEOFF

RAIN LOADS (per ASCE 7-98)

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 system

dh- additional depth of water on the undeflected roof above the inlet of the secondary

drainage system at its design flow

ANALYSIS:

R = 5.2 * ( ds+ dh)

ds= 2

dh= 0

R = 10.4 psf


SHEET 9 of 112


10/28



Wind Loads acting on main structural lateral system

Notation:

qz = velocity pressure evaluated at height z above ground, in pounds per square foot

qh = velocity pressure evaluated at height z = h, in pounds per square footpz = pressure that varies with height in accordance with the velocity pressure qz evaluated

at height z

ph = pressure that is uniform with respect to height as determined by the velocity pressure qh

evaluated at mean roof height h

I = importance factor (see ASCE 7-98 table 6-1)

V = basic wind speed obtained from ASCE 7-98 Fig. 6-1, in miles per hour

Gf = gust effect factor for main wind force resisting systems of flexible buildings and other

structures

Cp = external pressure coefficient to be used in the determination of wind loads for buildings

(see ASCE 7-98 Figure 6-3)

Kz = velocity pressure exposure coefficient evaluated at height z (see ASCE 7-98 Table 6-5)Kzt = topographic factor (in our case we will use 1.0 see ASCE 7-98 sec. 6.5.3 for further explanation)

Analysis:

pz = qz*Gf *Cp

qz = 0.00256*Kz*Kzt*V2*I (ASCE 7-98 Eq. 6-1)

story height (ft) Kz Kzt V(mph) I qz Gf Cp pz (psf)

windward

13 0.57 1 90 1 11.8 0.85 0.8 8.0

26 0.66 1 90 1 13.7 0.85 0.8 9.3

39 0.76 1 90 1 15.8 0.85 0.8 10.752 0.82 1 90 1 17.0 0.85 0.8 11.6

leeward

52 0.82 1 90 1 17.0 0.85 0.5 7.2

39 0.76 1 90 1 15.8 0.85 0.5 6.7

Note: For the leeward force calculations the penthouse was analyzed separately producing

two separate pressure values. For all wind forces, Pz is assumed constant from mid-story below

to mid-story above each floor (or roof) level. Wind load for first half story above grade assumed

to be transferred from the exterior wall cladding system directly to foundation.

windward forces leeward forces

11.6 7.2

10.7

9.3 6.7

8.0


SHEET 10 of 112

13'

26'

39'

52'


11/28



SNOW LOADS (per ANSI/ASCE 7-98)

Notation:

Ce = exposure factor as determined from ASCE 7-98 Table 7-2

Cs = slope factor as determined from ASCE 7-98 Fig. 7-2

Ct= thermal factor as determined from ASCE 7-98 Table 7-3

hb = height of balanced snow load determined by dividing ps by

hc=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 feet

hd= height of snow drift, in feet

I = importance factor as determined from ASCE 7-98 Table 7-4;

lu = length of the roof upwind of the drift, in feet

pd

pf = snow load on flat roofs ("flat" = roof slope less than or equal to 5 degrees), in pounds persquare foot

pg = ground snow loads determined from ASCE 7-98 Fig 7-1 and/or ASCE 7-98 Table 7-1; or a

site specific analysis, in pounds per square foot

ps = sloped roof snow load in pounds per square foot

w = width of snow drift, in feet

= snow density in pounds per cubic foot as determined from ASCE 7-98 Eq. 7-3

ANALYSIS:

We have a class , exposure B situation (see ASCE 7-98 Tables 1-1 and ASCE 7-98 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*Pg

Cs = 1

Ce = 0.8

Ct = 1

I = 1

pg = 20

pf = 11.2 But since this cannot be less than I * pgour pf value becomes

I * pg = 20 (see ASCE 7-98 7.3.4 for clarification)

ps = 20 psf

In our case a 5 psf rain on snow surcharge load must be applied (see ASCE 7-98 Section 7.10)

therefore,

pS = 20 + 5 = 25 psf


SHEET 11 of 112


12/28



SNOW LOADS (cont.)

Snow drift calculations

hb = height of balanced snow load determined by dividing ps by

hc=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 feet

hd= height of snow drift, in feet

w = width of snow drift, in feet

= snow density in pounds per cubic foot as determined from ASCE 7-98 Eq. 7-3

lu = length of the roof upwind of the drift, in feet

= 0.13 * pg+ 14 (but can not be more than 30 lb/cu ft)

pg = 20

= 16.6 lb/cu ft

hb = ps /

ps = 25 psf

hb = 1.51 ft

hc = 13 ft

hc/ h b = 8.6

***since h c/ h b > 0.2 we must consider snow drift see ASCE 7-98 Section 7.7 for further explanation

for leeward snow drifts:

hd= 1.5 (this value is found from ASCE 7-98 Fig. 7-9 based on p8'and lu )

maximum intensity of snow drift = hd* = 24.9 psf

for windward snow drifts:

hd= 0.6

maximum intensity of snow drift = hd* = 10.0 psf

Leeward Controls

since hd < hc drift width, w, = 4*hd

w (ft) = 6


SHEET 12 of 112

36 ft

hc= 13ftpg = 20 psf

hb= 1.51 ft

hd= 1.5 ft

w = 6 ft


13/28



SEISMIC LOAD ANALYSIS PER ASCE 7-98 - EQUIVALENT LATERAL FORCE METHOD

Notation:

V - total design lateral force or shear at the base of the building

Cs - seismic response coefficient

W - total gravity load of the building located or assigned to Levels

SDS- design spectra response acceleration in the short period range (see ASCE 7-98 Section 9.4.1.2.5-1)

R - response modification factor (see ASCE 7-98 Table 9.5.2.2)

I - occupancy importance factor (see ASCE 7-98 Section 9.1.4)

SMS- maximum considered earthquake spectral response acceleration for short periods (see ASCE 7-98 Section 9.4.1.2.4-1)

SS- mapped maximum considered earthquake spectral response acceleration at short periods (see ASCE 7-98 Figure 9.4.1.1a)

SD1- design spectral response acceleration at a period of 1s (see ASCE 7-98 Section 9.4.1.2.5-2)

SM1- maximum considered earthquake spectral acceleration for 1s period (see ASCE 7-98 Section 9.4.1.2.4)

Fv - velocity-based site coefficient at 1s period (see ASCE 7-98 Table 9.4.1.2.4b)

S1- mapped maximum considered earthquake spectral response acceleration at a period of 1s (see ASCE 7-98 Section 9.4.1.1b)

T - fundamental period of the building (see ASCE 7-98 Section 9.5.3.3)

Ta - approximate fundamental period (see ASCE 7-98 Section 9.5.3.3-1)

CT= building period coefficient (see ASCE 7-98 Section 9.5.3.3)

Cu - coefficient for upper limit on calculated period (see ASCE 7-98 Table 9.5.3.3)hn- height in feet (meters) above the base to the highest level of the building

Cvx - vertical distribution factor

Wx, Wi - the portion of the total gravity load of the building (W) located or assigned to level I or x

hx - the height (feet or m) from the base level I or x

Fx - the portion of the seismic base shear, V, induced at level x

Analysis:

Assume Soil Profile D ---> Stiff Soil - ASCE 7-98 Table 9.4.1.2

Occupancy Category II (ASCE 7-98 Table 1-1)

V = Cs * W

ASCE 7-98 Eq. 9.5.3.2-1

Cs = For SDS: SDS= 2 / 3 * SMS

ASCE 7-98 Eq. 9.4.1.2.5-1

ASCE 7-98 Eq. 9.5.3.2.1-1 SMS= Fa * Ss Ssa= 0.12 SMS= 0.192

ASCE 7-98 Eq. 9.4.1.2.4-1 Faa= 1.6

SDS= 0.128

R = 3a

For I: Seismic Use Group I (ASCE 7-98 Table 9.1.3)

I = 1a

Cs = 0.0427

a -- refer to Notation list above to find location of table for value Red font indicates user input

SHEET 13 of 112

SDSR / I


14/28



SEISMIC LOAD ANALYSIS - CONT.

Check Constraints

Cs min = 0.044 * I * SDS

Cs max = SD1/ T (R / I)

Cs min = 0.006

For SD1 : SD1= 2/3 * SM1

ASCE 7-98 Eq. 9.4.1.2.5-2

SM1= Fv * S1 S1a= 0.055 SM1= 0.132

ASCE 7-98 Eq. 9.4.1.2.4-2 Fva= 2.4

SD1= 0.088

For T: T = Cu * Ta Cu = 1.7 a

Ta = CT* hn3/4

CT= 0.02a

hn = 52

Ta = 0.387

T = 0.658

Cs max = 0.0446

Cs FINAL = 0.0427

V = Cs * W

For W:

D. load Mech. Load Total (Kips)

W penthouse = 30*(36*30) 0 45.3

W roof = 30*(108*90) 100*(36*30) 451.1

W3 = 61*(108*90) 0 864.5

W2 = 61*(108*90) 0 864.5

W = 2225.4 k

V = 95 k

Cvx =

For K: Look at T

if T < 0.5 ---> K = 1.0

if 0.5 < T < 2.5 ---> K = 2.0

if T > 2.5 ---> K = 2.0

K = 2.0

Fx = Cvx * V

a -- refer to Notation list on sheet 12 to find location of table for value Red font indicates user input

SHEET 14 of 112

20*(108*90)

Exterior walls

15*(36+30)*2*13/2

15*[(108+90)*2*13/2+(36+30)*2*13/2]

15*(108+90)*2*13

Partitions

0

0

20*(108*90)

15*(108+90)*2*13

Wx * hxK

Wi * hiK


15/28



SEISMIC LOAD ANALYSIS - CONT.

Level Wx hx hx Wx*hx Cvx Fx

Roof 45.3 52 2704.0 122491.2 0.080 7.6 k

4 451.1 39 1521.0 686123.1 0.446 42.3 k

3 864.5 26 676.0 584402 0.380 36.1 k

2 864.5 13 169.0 146100.5 0.095 9.0 k

= 1539117 1.00 95.0 k

7.6

42.3

36.1

9.0


SHEET 15 of 112


16/28


17/28


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21/28

S-62

S-62

W24x55

W16x26

W27x84

W27x84

W16x26

W24x55

W12x22

( T.O.S. ) - ( 2 12" )

( T.O.S. ) - ( 2 12" )

( T.O.S. ) - ( 2 12" )

( T.O.S. ) - ( 2 12" )( T.O.S. ) - ( 2 12" )( T.O.S. ) - ( 2 12" )

( T.O.S. ) - ( 2

1

2" ) ( T.O.S. ) - ( 2

1

2" ) ( T.O.S. ) - ( 2

1

2" )

( T.O.S. ) - ( 21

2" )

( T.O.S. ) - ( 2 12" )

( T.O.S. ) - ( 21

2" )

W 21 x 44W 21 x 44

W 21 x 44

W 24 x 68W 24 x 68W 24 x 68

W 24 x 68 W 24 x 68 W 24 x 68

W 21 x 44W 21 x 44

S-6 1

1S-6

D C30'-0" (typical)

B A

1

36'-0"(typical)

2

3

4

2

ndand3rdFloorPlans

S-2

1

Sca

le:3/32"=1'-0"

Sheet:

2of9

Sheet#:

S-2 Lawrence, Kansas

Steel Building Case Study

AISC Office Building ISCA

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W 12 x 16

( T.O.S. ) - ( 21

2" )

W24x55

W24x55

W 12 x 16

( T.O.S. ) - ( 21

2" )

(2)28K9's

(9)28K9's

@3.0ft.O.C.

W12x16

(2)28K9's

W 24 x 84 ( T.O.S. ) - ( 2 12" )

EQ

EQ

EQ

EQ

EQ

EQ

EQ

W 24 x 84

(3)28K9's

(2)28K9's

(9)28K9's

@3.0ft.O.C.

(9)28K9's

@3.0ft.O.C.

(9)28K9's

@3.0ft.O.C.

(9)28K9's

@3.0ft.O.C.

(9)28K9's

@3.0ft.O.C.

(9)28K9's

@3.0ft.O.C.

(9)28K9's

@3.0ft.O.C.

W12x22

W12x22

W12x22

W12x22

W12x22


22/28

36'-0"(typical)

S-62

S-6 1

S-62

S-6 1

W24x55

W14x22

( T.O.S. ) - ( 2 12" )

W24x55

W 24 x 62

(4)24K6's

@6ft.O.C.

W 16 x 40

(4)24K6's

@6ft.O.C.

(4)24K6's

@6ft.O.C.

(4)24K6's

@6ft.O.C.

(4)24K6's

@6ft.O.C.

(4)24K6's

@6ft.O.C.

(4)24K6's

@6ft.O.C.

(4)24K6's

@6ft.O.C.

W 24 x 76

( T.O.S. ) - ( 2 12" )

W 14 x 26

( T.O.S. ) - ( 2 12" )

( T.O.S. ) - ( 2 12" ) ( T.O.S. ) - ( 21

2" ) ( T.O.S. ) - ( 21

2" )

( T.O.S. ) - ( 2 12" ) ( T.O.S. ) - ( 2 1

2" ) ( T.O.S. ) - ( 2 1

2" )

( T.O.S. ) - ( 21

2" ) ( T.O.S. ) - ( 21

2" ) ( T.O.S. ) - ( 21

2" )

D C

30'-0" (typical)

B A

1

2

3

4

RoofPlanandPenthouseFloorPlan

S-3

1

Sca

le:3/32"=1'-0"

Sheet:

3of9

Sheet#:

S-3 Lawrence, Kansas

Steel Building Case Study

AISC Office Building

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W24x55

W 12 x 16

( T.O.S. ) - ( 2 12" )(

1)28K9

(5)28K10's

EQ

EQEQ

EQ

EQ

EQ E

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W 14 x 26

W 14 x 26W 14 x 26W 14 x 26

W14x22

W14x22

W14x22

W14x22

W14x22

W14x22

W14x22

W14x22

W14x22

W 16 x 40 W 16 x 40 W 16 x 40

W 16 x 40


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aisc sample steel building design

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