20-105046-Structural Calculation-12-31-2020-V120-105046-Structural Calculation-12-31-202041
01 /07/2021
E\GI\'EITRI\G
STRUCTURAL CALCULATIONS
FOR
HIGHLINE COMMUNITY COLLEGE TENANT IMPROVEMENT
1615 S 325TH STREET
FEDERAL WAY, WA 98003
December 22, 2020
BNTJOB ND.20049
B&T DESIGN & ENGINEERING, INC 250 E SUNSET WAY ISSAQUAH, WA 98027
B&T
P ENGINFEAUSG
(425) 557-0779
BUILDING CODES:
GRAVITY LOADS:
Roof :
20049 - Ilighline Community College T.I.
2015 IBC
ASCE7-10
COMPOSITION ROOFING
2.5
PSF
1/2" PLYWOOD
1.5
PSF
FRAMING @ 24"o.c.
3.0
PSF
INSULATION
2.0
PSF
GYPBOARD CEILING
2.8
PSF
MECH & ELEC
2.0
PSF
SPRINKLERS
2.0
PSF
MISC.
1.0
PSF
TOTAL DL =
17
PSF
x Slope factor = 17 PSF
TOTAL LL [SNOW - min] = 25 PSF
TOTAL Roof DESIGN LOAD = 42 PSF
WALL TYPES:
WOOD STUD 10 PSF
LATERAL LOADS:
BUILDING RISK CATEGORY II
ROOF SLOPES:
RISE = 0.25
RUN = 12
m
General Criteria
SHEET: l OF 2
12/22/2020
h•[
LID DUR = 115% [FOR WOOD MEMBERS]
EXPOSURE & GUST FACTOR "Ce" = Height
WIND:
BASIC WIND SPEED V (MPH) =
Exposure =
Wind Importance Factor 1 =
Kzt =
Load Factor for ASD combinations =
110
1.12 45 ft
1.09 40 ft
1.05 35 ft
1.00 30 ft
1.00 25 ft
ASCE7-10 2.4.1 EQ. 5. & 7. 1.00 20 ft
1.00 15 ft
B
1.0
1.0
0.6
SEISMIC:
ZIP CODE: 98003
(Site Class "D" - Seismic Design Category "D")
Ss = 1.291
g REDUNDANCY FACTOR (rho) =
1.0
S1 = 0.495
g SYSTEM OVERSTRENGTH FACTOR =
2.5
Fa = 1.000
FACTOR FOR PLAN IRREGULARITY =
1.0
Fv = 1.505
SIDS = 0.861
g
SD1 = 0.497
g
Load Factor for ASD combinations = 0.70
ASCE7-10 2.4.1 EQ. 5. & 8.
Rbrg walls = 6.5 [PLYWOOD SHEARWALLS]
Importance Factor I = 1.0
," B& 1
ENGINEERING
(425)557-0779
BUILDING GEOMETRY:
DIMENSIONS:
LENGTH (FT) =
WIDTH (FT) =
20049 - Ilighline Community College T.I.
V,
LEVEL:
LENGTH (FT) =
WIDTH max (FT) =
AVERAGE HEIGHT (FT) =
Overhang (FT) =
WALL HT (FT) =
AREA (FT-2) =
99.5
82.9
15.0
0.0
12.0
8,251
GRID DIMENSIONS:
LONGITUDINAL
0.00 1 11 42 82.92
TRANSVERSE
I
0.00 99.5
MATERIAL PROPERTIES
FOUNDATION:
qa (psf)
General Criteria
SUEET: 2 OF 2
12/22/2020
h •'1,�
soil weight (pcf) = 110
weight of water (pcf) = 62.4
Lateral soil Loads
E.F.P. (active - unrestrained) (pcf) =
35
E.F.P. (PASSIVE) = 330
P. (active - unrestrained) sloping Backfill (pcf) =
50
Coefficient of friction (sliding) = 0.35
E.F.P. (at -rest) (pcf) =
55
6
X "H" added to active - for seismic "active"
9
X "H" added to active - for seismic "at -rest'
CONCRETE:
Slabs on Grade fc (psi) =
2,500
weight (pcf) = 150
Retaining Walls & Ftgs fc (psi) =
3,000
t S.O.G. (in) = 4
Is (psi) =
60,000
Ec (psi) = 1.43E+08
STEEL:
WF & WT Shapes - Fy (psi) =
50,000
HSS Shapes - Fy (psi) =
46,000
Channels & Angles - Fy (psi) =
36,000
Pipes - Fy (psi) =
36,000
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T 20049 - Highline Community College T.I. ASCE7 - Wind
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P ENGINEERING.
(425)557-0779
ENCLOSED STRUCTURE, WIND SPEED = 110 MPH, EXPOSURE B - METHOD 1
Simplified Desiqn Wind Pressure, ps30 (psf) (Exposure B at h = 30 ft, I = 1.0)
ZONES
Horizontal Pressures
Vertical Pressures
Overhangs
Roof Angle
(degrees)
Load Case
A
B
C
D
E
F
G
H
E OH
G OH
0-5
1
19.3
-9.9
12.7
-5.9
-23.1
-13.1
-16.1
-10.2
-32.3
-25.3
10
1
21.6
-9.0
14.4
-5.2
-23.1
-14.1
-16.1
-10.9
-32.3
-25.3
15
1
24.1
-8.0
16.1
4.5
-23.1
-15.1
-16.1
-11.6
-32.3
-25.3
20
1
26.6
-7.0
17.8
-3.9
-23.1
-16.1
-16.1
-12.2
-32.3
-25.3
25
1
24.1
3.9
17.4
4.0
-10.7
-14.6
-7.7
-11.7
-19.9
-16.9
2
4.0
-7.9
-1.2
-5.0
30 - 45
1
21.6
14.7
17.1
11.7
1.7
-13.1
0.5
-11.2
-7.5
-8.7
2
21.6
14.7
17.1
11.7
8.4
-6.5
7.2
4.7
-7.5
-8.7
WIND LOAD FACTORS:
Wind Importance Factor I=
1.0
Kurt = 1.00
lambda =
1.00
(max) Load Factor for ASD combinations = 0.60
ASCE7-10 Z4.1 EQ. 5. & 7.
Building Dimensions:
L (ft) =
99.50
Determine "a":
Roof Angle (deg) =
1.19
T (ft) =
82.92
10% of B (ft) =
8.29
Interpolation:
Mean Roof Height (ft) =
13.50
40% of h (ft) =
5.40
High Value (deg)
wall ht (ft) =
12.00
4% of B (ft) =
3.32
Low Value (deg) =
5
roof ht (ft) =
15.00
a (ft) =
5.40
Interpolation Factor=
1.00
Tansverse forces
•
Horizontal Pressures
Vertical Pressures
Overhangs
Roof Angle
(degrees)
Load Case
A
B
C
D
E
F
G
H
E OH
G OH
1.19
1 1
1 11.56
-5.93
7.64
-3.52
-13.87
-7.84
-9.65
-6.13
-19.39
-15.17
Longitudinal forces
ZONES
Horizontal Pressures Vertical Pressures Overhangs
Roof Angle
F
(degrees)
Load Case
A
B
C
D
E
F
G
H E OH
G OH
1.19
1
11.56
-5.93
7.64
-3.52
-13.87
-7.84
-9.65
-6.13 -19.39
-15.17
t, T 20049 - Highline Conmrunity Coilege T.I. Base Shear Comparison
�' ■ SHEET:1 OF 1
1 12122/2020
R ENGINEERING
(425) 557-0779 `1
WIND FORCES
2a (it) = 10.8 Troof (it) = 82.92
Lroof (it) = 99.50
Ht/Exp I Minimum Dan I Minimum Dan Minimum Dan Minimum
Wall Factor Pressure (psf) Pressure (psf) I Pressure s Pressure
fight IBl (lambda) I 16 8 1 16 8
96 1 24
TOTAL BASE SHEAR (lb)
Total Shear
HVExp Minimum Dsn Minimum Dsn Minimum Dsn Minimum Dsn
Wall Factor ,Pressure (psf) Pressure (pa Pressure (psf) Pressure (Psf) Total Shear
96 1 24
TOTAL BASE SHEAR (lb)
Level
Height
Area (s
DL s
AdcItnl DL s
Weight(lb)
WH
WH I
Sum WH
V(lb)
v s
Roof
15.00
8,251
1 17
1 0
1 138,639
2,079.587
1.000
12,850
1.56
8,251 138,639 2,079,587 1.000 12,850
Check governing forces for short shearwalls fh& or= 3.51
Transverse Direction: EOf ind = 1.08 x 1.75 = N.A.
Longitudinal Direction: EOAArind = 1.29 x 1.75 = N.A.
ECG FORCES GOVERN IN TRANSVERSE DIRECTION
ESL FORCES GOVERN IN LONGITUDINAL DIRECTION
L}n(2-<'j" e-,b-,55 -5j+57'4--
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