PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: PROJECT PLAN
SHEET 1 of 112
PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: CALCULATIONS - CONTENTS
SHEET 2 of 112
DESIGN CALCULATIONS FOR 3-STORY OFFICE BUILDING
CONTENTS SHEETS 2 3 4 5 6 THRU 7 8 9 THRU 15 16 THRU 70 71 THRU 76 77 THRU 82 83 THRU 87 88 THRU 89 90 THRU 93 94 THRU 112
SUBJECT CONTENTS GENERAL INFORMATION ARRANGEMENT BASIC FRAME FLOOR & ROOF LOADS DECK SELECTION RAIN, SNOW & LATERAL LOADS MEMBER SELECTION - VERTICAL LOADS ANALYSIS, ADAPTATION FOR LATERAL LOADS BRACING, COMPRESSION MEMBER DESIGN BRACING, TENSION MEMBER DESIGN BASE PLATE STAIRWELL ANALYSIS CONNECTIONS
PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: GENERAL INFORMATION
SHEET 3 of 112
CALCULATIONS FOR PRIMARY STRUCTURAL FRAME 3 STORY OFFICE BUILDING 3100 SOUTH WEST STREET LAWRENCE, KANSAS DESIGN TEAM: ARCHITECT: STRUC. ENGR.: MECH/ELEC/LIGHTING & ARCHITECTURAL SYSTEMS: GEOTECHNICAL:
ARCHITECTS R' US a AISC DESIGN ENGINEERS a R. WILLIAMS, INC. a SOILS GUYS a
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
PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: ARRANGEMENT
SHEET 4 of 112
ARRANGEMENT - BY ARCHITECT COORDINATING WITH DESIGN TEAM FUNCTION:
SPECULATIVE (RENTAL) OFFICE BUILDING LEASABLE SPACE - 21,000 SQ FT. ENTRANCE LOBBY: FRONT CENTER, ALLOWS FLEXIBILITY IN LEASING EACH FLOOR TO 1, 2, OR 3 CLIENTS PENTHOUSE: SINGLE BAY OVER ELEVATORS
(Hydraulic elevator, piston at ground and sheave beams at penthouse level) LAYOUT:
FIRE EGRESS: SEPARATE SMOKE ENCLOSURE EXITS FRONT & REAR BUILDING FOOT PRINT: BAY SIZES: 36' X 30' (RECOMMENDED BY STRUCT. ENGR. SHEET 5)
STORIES: 3 CEILING HEIGHT: 10'-9" MECH PLENUM DEPTH: ~16" FACADE:
BRICK WINDOWS: PUNCHED
ROOF:
BUILT UP ASPHALT & GRAVEL HEIGHT OF SECONDARY DRAINAGE SYSTEM - 2"
INTERIOR FINISHES:
CEILING: SUSPENDED ACOUSTIC TILE WALLS: GYPSUM BOARD, PARTITION ALLOWANCE IN LEASABLE SPACE
FLOORS: VINYL TILE / CARPET ARCHITECTURAL DRAWINGS LIST: A-1 - 1ST FLOOR PLAN A-2 - 2ND AND 3RD FLOOR PLAN A-3 - PENTHOUSE, ROOF PLAN A-4 - WALL SECTIONS
PROJECT: STEEL BUILDING DESIGN CASE STUDY SHEET 5 of 112 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" φ A325 N SITE: SUBURBAN RELATIVELY SMOOTH TYPOGRAPHY STIFF SOIL DEFLECTION CRITERIA: FLOOR LIVE LOAD DEFLECTION < L/360
PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: COLUMN DEAD LOAD TAKE OFF LOAD TABLE - COLUMN DEAD LOAD (LB/FT2)
SHEET
COLUMN DEAD LOAD UNDERNEATH TYPICAL FLOOR (LB/FT2) 38 SLAB (4-3/4" LIGHT WT. CONCRETE) MECH./ELEC./PIPING
10
CEILING SYSTEM (Acoustical Fiber Board & Mech. Duct Allowance)
5
JOISTS (Assume GIRDERS (Assume
11 LB/L.F. @ 3' O.C.) 85 LB/L.F. @ 36' O.C.)
3.5
6
of 112
LOADS FROM Slab Mech./Elec./Piping Ceiling System GO TO
Joists
2.5 Girders
COLUMNS (36'*30' = 1080 FT.2)
2
(Assume 150LB./L.F.* 13')/1080FT.2
COLUMN TOTAL DEAD LOAD UNDERNEATH TYPICAL FLOOR
COLUMN DEAD LOAD UNDERNEATH ROOF (LB/FT2) RIGID INSULATION (2")
61
3
ROOF DECK
3
MECH./ELEC./PIPING (ceiling included)
10
ROOFING (FELT & GRAVEL)
6
Columns LOADS FROM Rigid Insulation Roof Deck Mech./Elec./Piping Roofing (felt & gravel) GO TO
Joists JOISTS (Assume GIRDERS (Assume
11 LB/L.F. @ 3' O.C.) 85 LB/L.F. @ 36' O.C.)
COLUMNS (36'*30' = 1080 FT.2)
3.5 2.5
Girders
2 Columns
COLUMN TOTAL DEAD LOAD UNDERNEATH ROOF
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 psf Mechanical duct allowance = 4 psf Mech./Elec./Piping
a
= 10psf
a – common practice Red font indicates user input
PROJECT: STEEL BUILDING DESIGN CASE STUDY 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
-
3.5
3.5
3.5
-
-
2.5
2.5
-
-
-
2
53
56.5
59
61
0 3 3 10 6 22 80 20
3.5 3 3 10 6 25.5 100 80 20
6 3 3 10 6 28 100 80 20
8 3 3 10 6 30 100 80 20
JOISTS (Assume GIRDERS (Assume
11 LB/L.F. @ 3' O.C.) 85 LB/L.F. @ 36' O.C.)
COLUMNS (36'*30' = 1080 FT.2) (Assume 150LB./L.F.* 13')/1080FT.2
TOTAL FLOOR DEAD LOAD ROOF DEAD LOADS JOISTS, GIRDERS, COLUMNS RIGID INSULATION (2") ROOF DECK MECH./ELEC./PIPING (ceiling included) ROOFING (FELT & GRAVEL) TOTAL ROOF DEAD LOAD PENTHOUSE DEAD LOADS (EQUIPMENT) TYPICAL FLOOR LIVE LOAD ROOF LIVE LOAD Red font indicates user input 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./Piping
a
= 10psf
a – common practice
PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: DECK SELECTION SHEET 8 DECK SELECTION PER VULCRAFT STEEL ROOF AND FLOOR DECK MANUAL - 1998
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ROOF DECK SELECTION Fire rating: Exposed grid acoustical tile ceilings, rigid roof insulation Deck 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 Red font indicates user input
PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: LOAD TAKEOFF
SHEET 9 of 112
RAIN LOADS (per ASCE 7-98) Notation: R - rain on the undeflected roof, in pounds per square inch ds - 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 = dh = R=
10.4
2 0 psf
Red font indicates user input
PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: LOAD TAKEOFF
SHEET 10 of 112
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 foot pz = 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) windward 13 26 39 52 leeward 52 39
Kz
Kzt
V (mph)
I
qz
Gf
Cp
pz (psf)
0.57 0.66 0.76 0.82
1 1 1 1
90 90 90 90
1 1 1 1
11.8 13.7 15.8 17.0
0.85 0.85 0.85 0.85
0.8 0.8 0.8 0.8
8.0 9.3 10.7 11.6
0.82 0.76
1 1
90 90
1 1
17.0 15.8
0.85 0.85
0.5 0.5
7.2 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 52'
11.6
7.2
39'
10.7
26'
9.3 8.0
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13'
6.7
PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: LOAD TAKEOFF
SHEET 11 of 112
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 γ 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 per square 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 γ = snow density in pounds per cubic foot as determined from ASCE 7-98 Eq. 7-3
ANALYSIS: We have a class ΙΙ, 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 20 pg = pf = 11.2 ps =
20
But since this cannot be less than I * pg our pf value becomes I * pg = 20 (see ASCE 7-98 7.3.4 for clarification) 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 = Red font indicates user input
25
psf
PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: LOAD TAKEOFF
SHEET 12 of 112
SNOW LOADS (cont.) Snow drift calculations hb = height of balanced snow load determined by dividing ps by γ 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 γ = 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 γ = 0.13 * pg + 14 (but can not be more than 30 lb/cu ft) pg = γ=
20 16.6
lb/cu ft
hb = ps / γ ps = hb = hc = hc / h b =
25 1.51 13 8.6
psf ft ft
***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: (this value is found from ASCE 7-98 Fig. 7-9 based on p8' and lu ) hd = 1.5 maximum intensity of snow drift = hd * γ =
24.9
psf
for windward snow drifts: 0.6 hd = maximum intensity of snow drift = hd * γ =
10.0
psf
Leeward Controls since hd < hc drift width, w, = 4*hd w (ft) = 6 w = 6 ft hc = 13ft
hd = 1.5 ft
pg = 20 psf hb = 1.51 ft
Red font indicates user input
36 ft
PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: LOAD TAKEOFF
SHEET 13 of
112
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 =
SDS R/I
For S DS :
SDS = 2 / 3 * SMS ASCE 7-98 Eq. 9.4.1.2.5-1
SMS = Fa * Ss
ASCE 7-98 Eq. 9.5.3.2.1-1
ASCE 7-98 Eq. 9.4.1.2.4-1
SDS = R= For I: Cs =
I= 0.0427
Ss a = a
Fa =
0.12
SMS =
0.192
1.6
0.128 3
a
Seismic Use Group I (ASCE 7-98 Table 9.1.3) a 1
a -- refer to Notation list above to find location of table for value
Red font indicates user input
PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: LOAD TAKEOFF
SHEET 14 of 112
SEISMIC LOAD ANALYSIS - CONT. Check Constraints Cs min = 0.044 * I * SDS Cs max = SD1 / T (R / I) 0.006
Cs min =
For S D1 :
SD1 = 2/3 * SM1 ASCE 7-98 Eq. 9.4.1.2.5-2
S1 a =
SM1 = Fv * S1
a
Fv =
ASCE 7-98 Eq. 9.4.1.2.4-2
SD1 = For T:
Cs max = Cs FINAL = V = Cs * W For W:
SM1 =
0.055
0.132
2.4
0.088 T = Cu * Ta Ta = CT * hn3/4
Cu = CT = hn = Ta = T=
1.7 0.02 52 0.387 0.658
a a
0.0446 0.0427
D. load
Partitions
Mech. Load
Exterior walls
W penthouse =
30*(36*30)
0
0
15*(36+30)*2*13/2
45.3
W roof =
30*(108*90)
0
100*(36*30)
15*[(108+90)*2*13/2+(36+30)*2*13/2]
451.1
W3 =
61*(108*90)
20*(108*90)
0
15*(108+90)*2*13
864.5
W2 =
61*(108*90)
20*(108*90)
0
15*(108+90)*2*13
864.5
W= 95
V= Cvx =
2225.4 k k
Wx * hxK ΣWi * hiK For K:
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 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
Total (Kips)
PROJECT: STEEL BUILDING DESIGN CASE STUDY SUBJECT: LOAD TAKEOFF
SHEET 15 of 112
SEISMIC LOAD ANALYSIS - CONT.
Level Roof 4 3 2
Wx 45.3 451.1 864.5 864.5
hx 52 39 26 13
hxK 2704.0 1521.0 676.0 169.0 Σ=
Wx*hxK 122491.2 686123.1 584402 146100.5 1539117
Cvx 0.080 0.446 0.380 0.095 1.00
Fx 7.6 42.3 36.1 9.0 95.0
k k k k k
7.6 42.3 36.1 9.0
Red font indicates user input
A
B
C
D
30'-0" (typical)
1 S-6
1 S-2
W 21 x 44 ( T.O.S. ) - ( 2 1 2" )
1
EQ
EQ
( 2 ) 28 K 9 's
W 24 x 68 ( T.O.S. ) - ( 2 1 2" )
2
W 24 x 68 ( T.O.S. ) - ( 2 1 2" )
36'-0" (typical)
W 12 x 22
( 9 ) 28 K 9 's @ 3.0 ft. O.C.
W 24 x 55
W 12 x 16 ( T.O.S. ) - ( 2 1 2" )
EQ
EQ
W 24 x 68 ( T.O.S. ) - ( 2 1 2 " )
W 21 x 44 ( T.O.S. ) - ( 2 1 2" )
W 24 x 55
W 24 x 55
( 2 ) 28 K 9 's
W 24 x 55
( 3 ) 28 K 9 's
W 12 x 16 ( T.O.S. ) - ( 2 1 2" )
EQ
EQ
EQ
( 9 ) 28 K 9 's @ 3.0 ft. O.C.
W 12 x 22
2nd and 3rd Floor Plans
W 21 x 44 ( T.O.S. ) - ( 2 1 2 " )
W 12 x 22
( 9 ) 28 K 9 's @ 3.0 ft. O.C.
W 16 x 26
( 9 ) 28 K 9 's @ 3.0 ft. O.C.
W 16 x 26
( 9 ) 28 K 9 's @ 3.0 ft. O.C.
W 12 x 22 2 S-6
2 S-6
W 24 x 68 ( T.O.S. ) - ( 2
W 12 x 22
W 21 x 44 ( T.O.S. ) - ( 2
4
W 24 x 84 ( T.O.S. ) - ( 2 1 2" )
( 9 ) 28 K 9 's @ 3.0 ft. O.C.
W 12 x 16
( 2 ) 28 K 9 's
2" )
W 27 x 84
( 9 ) 28 K 9 's @ 3.0 ft. O.C.
W 27 x 84
( 9 ) 28 K 9 's @ 3.0 ft. O.C.
W 12 x 22
Scale: 3/32" = 1'-0"
1
W 24 x 68 ( T.O.S. ) - ( 2 1 2" )
2" )
W 24 x 84 ( T.O.S. ) - ( 2 1 2" )
W 21 x 44 ( T.O.S. ) - ( 2
1
1
2"
1 S-6
Sheet # :
S-2
Sheet:
2 of 9
AISC Office Building Steel Building Case Study Lawrence, Kansas
3
W 24 x 68 ( T.O.S. ) - ( 2 1 2 " )
A ISC D esign E ngineers
)
A
B
C
D
30'-0" (typical)
1 S-6
1 S-3
W 14 x 26 ( T.O.S. ) - ( 2 1 2" )
36'-0" (typical)
W 14 x 22
( 4 ) 24 K 6 's @ 6 ft. O.C.
W 24 x 55
W 24 x 55
( 5 ) 28 K 10 's
W 24 x 55
W 12 x 16
1
W 24 x 76 ( T.O.S. ) - ( 2 1 2" )
( 4 ) 24 K 6 's @ 6 ft. O.C.
W 14 x 22
W 16 x 40 ( T.O.S. ) - ( 2 1 2" )
2
W 24 x 62 ( T.O.S. ) - ( 2 1 2" )
EQ
EQ
EQ
EQ
EQ
EQ
EQ
W 16 x 40 ( T.O.S. ) - ( 2 1 2" )
( 1 ) 28 K 9
( T.O.S. ) - ( 2 1 2" )
EQ
Roof Plan and Penthouse Floor Plan
W 14 x 26 ( T.O.S. ) - ( 2 1 2" )
W 14 x 22
( 4 ) 24 K 6 's @ 6 ft. O.C.
W 14 x 22
( 4 ) 24 K 6 's @ 6 ft. O.C.
W 14 x 22
( 4 ) 24 K 6 's @ 6 ft. O.C.
W 14 x 22 2 S-6
2 S-6
W 16 x 40 ( T.O.S. ) - ( 2 1 2" )
1 S-6
Sheet # :
S-3
Sheet:
3 of 9
AISC Office Building Steel Building Case Study Lawrence, Kansas
A ISC D esign E ngineers
4
W 14 x 26 ( T.O.S. ) - ( 2 1 2" )
W 14 x 22
( 4 ) 24 K 6 's @ 6 ft. O.C.
W 14 x 26 ( T.O.S. ) - ( 2 1 2" )
W 14 x 22
( 4 ) 24 K 6 's @ 6 ft. O.C.
W 14 x 22
( 4 ) 24 K 6 's @ 6 ft. O.C.
W 14 x 22
Scale: 3/32" = 1'-0"
W 14 x 26 ( T.O.S. ) - ( 2 1 2" )
W 16 x 40 ( T.O.S. ) - ( 2 1 2" )
3
W 16 x 40 ( T.O.S. ) - ( 2 1 2" )