Specifications • 13v 06 I -,
- 7216 2 T1,1 P AUG 11 2010
08/02/10
Mezzanine for:
OTIS ELEVATOR CO.
TIGARD, OR
150 psf Live Load
Seismic
per 2006 IBC Ss = 93.2 %g
S1 = 33.5 %g
Soil Class "D" Use Grp "II" Design Cat "D"
cs = 0.200
16 ft Wide
27 ft Long
11.6 ft Top of Deck
Deck: 1 -1/8" T & G Plywood Rated 2-4 -1
• 2 ft Span
s
1icop P NOf Fff.
wV � F /#
°c 11997 •
• C, 3 1 0.1.
Aft J. RW'
EXP. DATE: 12/ 0
• Conterminous 48 States
•
2005 ASCE 7 Standard
. ' Latitude = 45.3996
Longitude = - 122.7511
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 0.05000000074505806 deg grid spacing
Period Sa
(sec) (g)
0.2 0.932 (Ss, Site Class B)
1.0 0.335 (S1, Site Class B)
Conterminous 48 States
2005 ASCE 7 Standard
Latitude = 45.3996 -
Longitude = - 122.7511 •
Spectral Response Accelerations SMs and SM1
SMs = Fa x Ss and SM1 = Fv x S1
Site Class D - Fa = 1.127 ,Fv = 1.729
Period Sa
(sec) (g)
0.2 1.051 (SMs, Site Class D)
1.0 0.580 (SM1, Site Class D)
IBC 2006 LOADING
SEISMIC: Ss= 93.2 % g •
S1= 33.5 % g
Soil Class D
Modified Design spectral response parameters
Sms= 105.1 % g Sds= 70.1 % g
Sml= 58 % g Sdl= 38.7 % g
Seismic Use Group 2
Seismic Design Category D
or D
Ie = 1
R = 3.5 R = 3.25
Cs = 0.200 W Cs = 0.216 W
Using Working Stress Design
•
V = Cs *W /1.4
V = 0.143 W V = 0.154W
•
2
•
Cold Formed Channel 08/02/10
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 8 FLGS 53.08 ksi 0 WEB
k
•
4 lamda 2.8707
p 0.3217 be 3.104 68% Web Reduction
o 1.721 Ii 0.032 0.258809
LOAD CAPACITY I eff= 19.526 in4
S eff= 3.713 in3 10.21 k -ft Cap
,RISC 32. BEAM
0.310 KLF UNIFORM LOAD
11.800 FT SPAN •
0.000 K -FT MOMENT COUNTERCLOCKWISE ON LEFT
0.000 K -FT MOMENT CLOCKWISE ON RIGHT
-
R1 = 1.829 KIPS
R2 = 1.829 KIPS
M3 = 5.396 K -FT 8 5.900 FT 531 Stressed
b = 5.900 FT M =0 0 0.000 FT AND 11.800 FT
I = 19.53 IN4 E = 29500 KSI
0 5.900 FT
Vx = 0.000 KIPS DEFL = 0.235 IN
Mx = 5.396 K -FT = L/ 603
•
Steel Wide Flange Beams Fy = 50 ksi
Dead
• Span = 15.6 ft 0 Partition
. Spacing = 6 ft OC 5 Deck
2.3 Joists
• Reduce Live Load? NO 0 Mech
Live = 150 psf 0 Sprinkler - , `'3
R = 0 % 0 Insulation
0 Ceiling
Assume Beam wt = 14 plf
Total dead = 57.7 plf 7.3 Total
Load Cond w V M Defl I req'd Defl Defl
(plf) (kips) (k-ft) (L / ?) (in4) (in) (L / ?)
Dead 58 0.5 1.8 180 2.6 0.03 6252
Live 900 7.0 27.4 360 79.5 0.47 401
Dead +Live 958 7.5 29.1 240 56.4 0.50 377
W 12x14 71% Bending 2.36 psf I = 88.6 in4
•
Steel Wide Flange Beams Fy = 50 ksi
Dead
Span = 15.6 ft 0 Partition
Spacing = 11.8 ft OC 5 Deck S f2 - Z
2.3 Joists f �
Reduce Live Load? NO 0 Mech
Live = 150 psf 0 Sprinkler
R = 0 % 0 Insulation
. 0 Ceiling
Assume Beam wt = 22 plf
Total dead = 107.8 plf 7.3 Total
Load Cond w V M Defl I req'd Deft Defl
(plf) (kips) (k-ft) (L / ?) (in4) (in) (L / ?)
Dead 108 0.8 3.3 180 4.8 0.03 5898
Live 1770 13.8 53.8 360 156.4 0.52 359 --, p ■4
Dead +Live 1878 14.6. 57.1 240 110.6 0.55 338 .,�
W 12x22 82% Bending 1.87 psf I = 156 in4
4-
COLUMN: HSS5x 5x 0.1875
Trib: 11.8 ft x 8 ft
Live: 150 psf Dead: 10 psf
0% Live load reduction
Pmax = 15.1 kips
Ht = 11.1 ft Pcap = 70.43 kips
21% stressed
Seismic:
R = 3.5
Cs = 0.200
25% Live + Dead W = 4.5 kips
V = Cs * W /1.4
V = 0.64 kips per column
M = 3.56 -ft
Mcap = 13.50 k -ft
26% stressed
Column Conn: 12 in Deep 1 Connections
gamma 3
M = 128 k -in
T = 9.20 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
37% stressed
Plate: Fy = 50 ksi
M = 5.98 k -in 5 in Wide Plate
t req'd = (M *6 /W *Fy) ^.5 = 0.44 in Thick
Use: 0.5in x Sin x 12in Plate
w/ 6- 0.625 in Diameter Bolts
{ .CC r- b0(?1,7)4 - io) & it t4/ 0
�a 6,toos ,= t4 t
oN coa
-g st1/201C4
9
•
• Base Plate Designs 08/02/10
Column Load 15.1 kips
Allowable Soil 2000 psf basic
Assume Footing 33.0 in square on side
Soil Pressure 2000 psf
Use 12 •Fovare base plate
w = 13.9 psi 1 = 10.49 in
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 = w1^2/3
Load factor = 1.67 M = 851 # -in
6 in thick slab f'c = 3000 psi
s = 6.00 in3 fb = 142 psi
Fb = 5(phi)(f'c ^.5) = 178 psi OK 1!
$hear
Beam fit = 41 psi Flt = 93 psi OK !!
Punching fv = 30 psi Fv = 186 psi OK 1!
Base Plate Bending Use 3/4 " thick
1 = 5.50 in w = 105 psi
fb = 16922 psi Fb = 37500 psi OK !!
Restrained Base 08/02/10
0% Stress Increase
Column Moment 43 k -in 3000 psi Concrete
Axial 4.5 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 = 4072 lbs 90%
Concrete Load at 1 " from edge of Base Plate OK
P Arm M
Bolts 3.665 9.5 34.82
Axial 4.484 3 13.45
8.15 48.27 k -in 88% stressed
Concrete Pressure 0.453 ksi 2.100 ksi Allow 22% stressed
•
Plate Bending 18.84 k -in Fb = 37.5 ksi
t req'd = 0.501 inches
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