Gravity Loading - Dead Load Take-off
Inputs
Location 242 3RD Ave, Seattle
No. of Stories 60
Occupancy Residential
Typical Residential Floor (floors 2 through 60) Item Beams Girders Columns Seismic
3 1/4" LW Concrete infill over 46 psf 46 psf 46 psf 46 psf
W3x18Ga. Verco Metal Decking 3 psf 3 psf 3 psf 3 psf
WF Beams 3 psf 3 psf 3 psf 3 psf WF Girders - psf 3 psf 3 psf 3 psf
WF Columns - psf - psf 3 psf 3 psf Lateral System - psf - psf 4 psf 4 psf
Fireproofing 2 psf 2 psf 2 psf 2 psf Mechanical 5 psf 3 psf 3 psf 3 psf
Ceiling/Lighting 3 psf 3 psf 3 psf 3 psf 7/8" Hardwood
Flooring 4 psf 4 psf 4 psf 4 psf Subtotal 66 psf 67 psf 74 psf 74 psf
Miscellaneous (5-7% subtotal) 4 psf 4 psf 4 psf 4 psf
TOTAL 70 psf 71 psf 78 psf 78 psf
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Sto
ry H
eigh
t, H
(ft
)
Story Shear, kips
Story Shears vs. Story Height for Wind and Seismic Loading
N/S Wind StoryShear (kips)
E/W Wind StoryShear (kips)
Seismic StoryShear (kips)
WIND LOADING PARAMETERS Parameter Reference
Risk Category RISK
III ASCE 7-16, Table
1.5-1
Basic Wind Speed V = 104 mph ASCE Wind
Hazard Wind Directionality Kd = 0.85 ASCE 7-16, § 26.6 Building Exposure EXPOSURE C ASCE 7-16, § 26.7
Topographic Factor Kzt = 1 ASCE 7-16, § 26.8 Ground Elev. Factor Ke = 1 ASCE 7-16, § 26.9 Gust Effect Factor G = 0.85 ASCE 7-16, § 26.11 Internal Pressure GCpi = 0.18 ASCE 7-16, § 26.13
External Pressure (Windward) Cp = 0.8 ASCE 7-16, Fig.
27.3-1
External Pressure (Leeward) Cp = 0.5 ASCE 7-16, Fig.
27.3-2 Building Height h = 785 ft
Story Height hSTORY = 13 ft Dim // to Wind L = 114 ft Dim ⊥ to Wind B = 152 ft
Height zg = 900 ft ASCE 7-16, Table
26.11-1
Factor α = 9.5 ASCE 7-16, Table
26.11-2
EARTHQUAKE LOADING PARAMETERS Parameter Reference
Seismic Design Category SDC = D ASCE 7-16, § 11.5 Response Modification, Special Reinf.
Conc. Shear Wall R = 5 ASCE 7-16, Table 12.2-2
Importance Factor Ie = 1.25 ASCE 7-16, Table 1.5-2 0.2s Design spectral accel. SDS = 1.11 g SEAOC Design Maps
1s Design spectral accel. SD1 = 0.585 g SEAOC Design Maps 1s MCER ground motion S1 = 0.484 g SEAOC Design Maps
Long period transition period TL = 6 sec SEAOC Design Maps
Approx. Period parameter Ct = 0.02 ASCE 7-16, Table 12.8-2 Structural height hn = 785 ft
Approx. Period parameter x = 0.75 ASCE 7-16, Table 12.8-2 Approx. Period, Ta = Cthn
x Ta = 2.97 sec ASCE 7-16, § 12.8.2.1 Seismic Response Coefficient,
Cs = SDS/(R/Ie) Cs = 0.278 ASCE 7-16, § 12.8.1.1
Cs need not exceed: For Ta ≤ TL
Cs = SD1/Ta(R/Ie) Cs = 0.049 ASCE 7-16, 12.8-3
For Ta > TL Cs = (SD1)(TL)/(Ta)2(R/Ie)
Cs = N/A ASCE 7-16, 12.8-4
Cs shall not be less than: Cs = 0.044SDSIe ≥ 0.01 Cs = 0.061 ASCE 7-16, 12.8-5
If S1 ≥ 0.6g, Cs not less than: Cs = 0.5S1/(R/Ie) Cs = N/A ASCE 7-16, 12.8-6 Final Cs value Cs = 0.049
Effective Seismic Weight W = 81095 kips Seismic Base Shear
V = CsW V = 4005 kips ASCE 7-16, 12.8-1
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Ben
din
g D
efle
ctio
n (
in)
Core Thickness, t (in)
Core Thickness vs. Bending Deflection
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Def
lect
ion
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Structural Height, H (ft)
Effectiveness of Core in Resisting Building Deflection for Varying Heights for a 36" Thick Core
Δb
Δallow
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H/2 H H/3 2H/3 H/2 & H H/3 & 2H/3
Ro
of
Def
lect
ion
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)
Outrigger Location
Roof Deflection for Various Outrigger Locations
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H/2 H H/3 2H/3 H/2 & H H/3 & 2H/3
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men
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Bas
e (k
ip-f
t)
Outrigger Locations
Moment in Core at Base for Various Outrigger Locations
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H/2 H H/3 2H/3 H/2 & H H/3 & 2H/3
Axi
al F
orc
e in
Co
lum
n (
k)
Outrigger Location
Axial Force in Columns at Base for Various Outrigger Locations
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10 Story Module 5 Story Module 6 Story Module 3 Story Module
Ro
of
Def
lect
ion
(in
)
Diagrid Configuration
Roof Deflection for Diagrid Configurations