Specifications (2) EUP2 O7 - coo19
10 575 s w CascctoLQ 13
05/03/07
Mezzanine for:
HEMCON
TIGARD, OR
125 psf Live Load
Seismic
per 2006 IBC Ss = 94.3 %g
Si = 34.0 %g
Soil Class "D° Use Grp "1" Design Cat "D"
Cs = 0.202
16.7 ft Wide
48 ft Long
11.8 ft Top of Deck
Deck: 3/4 "Plywood over 1 -1/2 "x 22qa "B" DECK
3 ft Span
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' ' Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.443014
Longitude = - 122.781957
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration Values
Site Class B- Fa= 1.0,Fv =1.0
Data are based on a 0.05 deg grid spacing
Period Sa
(sec) (g)
0.2 0.943 Ss, Site Class B
1.0 0.340 S1, Site Class B
Conterminous 48 States
2003 NEHRP Seismic Design Provisions
Latitude = 45.443014
Longitude = - 122.781957
Spectral Response Accelerations SMs and SM1
SMs = FaSs and SM1 = FvS1
Site Class D - Fa =1.123 ,Fv =1.721
Period Sa
(sec) (g)
0.2 1.059 SMs, Site Class D
1.0 0.584 SM1, Site Class D
IBC 2006 LOADING
SEISMIC: Ss= 94.3 % g
S1= 34.0 %g
Soil Class D
Modified Design spectral response parameters
Sms= 105.9 % g Sds= 70.6 % g
Sm1= 58.4 % g Sd1= 38.9 % g
Seismic Use Group 1
Seismic Design Category D
or D
le = 1
R= 3.5 R= 3.25
Cs = 0.2017 W Cs = 0.2172 W
Using Working Stress Design
V = Cs *W/1.4
V = 0.1441 W V = 0.1552 W
if
• Cold Formed Channel, 05/03/07
Depth 10.000 in Fy = 55 ksi
Flange 3.250 in
Lip 0.900 in
Thickness 0.0750 in JOIST SECTION
R 0.1000 in
Blank = 17.76 in wt = 4.5 plf
A = 1.332 in2
Ix = 20.068 in4 Sx = 4.014 in3 Rx = 3.881 in
Iy = 1.840 in4 Sy = 0.781 in3 Ry = 1.175 in
a 9.6500 Web w/t 128.6667
a bar 9.9250 Flg w/t 38.6667
b 2.9000 x bar 0.8547
b bar 3.1750 m 1.4268
c 0.7250 x0 - 2.2815
c bar 0.8625 J 0.0025
u 0.2160 x web 0.8922
gamma 1.0000 x lip 2.3578
R' 0.1375 h/t 131.3333
lamda 0.8782
p 0.8534 b 2.474967 15% Flange Reduction
WEB BENDING 55 ksi @ FLGS 53.08 ksi @ WEB
k 4 lamda 2.8707
p 0.3217 be 3.104 68% Web Reduction
o 1.721 Ii 0.032 0.258809
LOAD CAPACTTY I eff= 19.526 in4
S eff= 3.713 in3 10.21 k -ft Cap
RISC 32. BEAD
0.390 KLF UNIFORM LOAD
13.000 FT SPAN
0.000 K -FT MOMENT COUNTERCLOCKWISE ON LEFT
0.000 K -FT MOMENT CLOCKWISE ON RIGHT
R1 = 2.535 KIPS
R2 = 2.535 KIPS
M3 = 8.239 K -FT @ 6.500 FT 81% Stressed
b = 6.500 FT M =0 @ 0.000 FT AND 13.000 FT
I = 19.53 IN4 E = 29500 KSI
@ 6.500 FT
Vx = 0.000 KIPS DEFL = 0.435 IN
Mx = 8.239 K -FT = L/ 359
•
17
Steel Wide Flange Beams Fy = 50 ksi
Dead
Span = 16.7 ft 0 Partition
' Spacing = 11.5 ft OC 5 Deck
1.5 Joists 5Y1
Reduce Live Load? NO 0 Mech
Live = 125 psf 2 Sprinkler
R = 0 % 0 Insulation
0 Ceiling
Assume Beam wt = 22 plf
Total dead = 119.9 plf 8.5 Total
Load Cond w V M Deft I req'd Defl Defl
(plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?)
Dead 120 1.0 4.2 180 6.5 0.04 5510
Live 1438 12.0 50.1 360 155.8 0.44 460
Dead +Live 1557 13.0 54.3 240 112.6 0.47 424
W 14x22 68% Bending 1.92 psf I = 199 in4
4)
COLUMN: TS5x 5x 0.25
Trib: 11.5 ft x 7 ft
Live: 125 psf Dead: 12 psf
0% Live load reduction
Pmax = 11.0 kips
Ht = 11.2167 ft Pcap = 90.51 kips
12% stressed
Seismic:
R = 3.5
Cs = 0.202
25% Live + Dead W = 3.5 kips
V = Cs * W/1.4
V = 0.50 kips per column
M = 2.82k -ft
Mcap = 15.55 k -ft
18% stressed
Column Conn: 12 in Deep 1 Connections
gamma 3
M = 101 k -in
T = 7.28 k per pair of bolts
5/8 in Diameter Grd 5 Bolts Ab = 0.61 in2
T cap = 24.54 k per pair of bolts Ft = 40 ksi
30% stressed
Plate: Fy = 50 ksi
M = 4.73 k -in 5 in Wide Plate
t req'd = (M *6 /W *Fy) = 0.39 in Thick
Use: 0.5in x 5in x 1 2in Plate
w/ 6- 0.625 in Diameter Bolts
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Base Plate Design 05/03/07
Column Load 11.0 kips
Allowable Soil 1500 psf basic r / �t6
Assume Footing 32.5 in square on side
Soil Pressure 1500 psf
Use lam, "square base plate
w= 10.4 psi 1 = 10.27 in 44 ') A / / / 76 af
Bending:
Assume the concrete slab works as a beam that is fixed against rotation
at the end of the base plate and is free to deflect at the extreme
edge of the assumed footing, but not free to rotate.
Mmax = w1 /3
Load factor = 1.67 M = 611 # -in
6 in thick slab f'c = 3000 psi
s = 6.00 in3 fb = 102 psi
Fb = 5(phi) (f'.c".5) = 178 psi OK 11
Shear :
Beam fv = 30 psi Fv = 93 psi OK 11
Punching fv = 30 psi Fv = 186 psi OK 1!
Base Plate Bending Use 5/8 " thick
1 = 3.50 in w = 77 psi
fb = 7205 psi Fb = 37500 psi OK 11
Restrained Base 05/03/07
0% Stress Increase
Column Moment 34 k -in 3000 psi Concrete
Axial 3.5 kip
5 Inch wide column
Base Plate 12 inch X 12 inch
Anchors @ 1.5 inch from the edge
2 -5/8" dia x 4" Embed Tcap = 6602 lbs 90%
Concrete Load at 1.25 " from edge of Base Plate OK
P Arm M
Bolts 5.942 9.25 54.96
Axial 3.482 4.75. 16.54
9.42 71.50 k -in 47% stressed
Concrete Pressure 0.419 ksi 2.100 ksi Allow 20% stressed
Plate Bending 19.44 k -in Fb = 37.5 ksi
t req'd = 0.509 inches
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