Specifications - 701)60 , s &Ju m,fat. 11°u
RECE VED
MAR 2 5 2005
03/24/05 CITY OF TIGARD
MEZZANINE for BUILDING DIVISION
OTIS ELEVATOR
TIGARD OR
150 psf Live Load
Seismic
per 2003 IBC Ss = 105 og
S1 = 37 og
Soil Class "D" Use Grp "1" Design Cat "D"
Cs = 0.217
16 ft Wide
35 ft Long
11.6 ft Top of Deck
Deck: 1 -1/8" PLYWOOD .,fire PROT ,
2 ft Span te' G
cic: ' 949
14 C` 3 3
OR
4
F:P. DATE: m_..
1/6/ _.
MCE Parameters - Conterminous 48 States
Zip Code - 97224 Central Latitude = 45.407291
Central Longitude = - 122.79903
Data are based on the 0.10 deg grid set
Period SA
(sec) ( %g)
0.2 105.3 Map Value, Soil Factor of 1.0
• 1.0 037.0 Map Value, Soil Factor of 1.0
MCE Parameters x Specified Soil Factors
0.2 113.7 Soil Factor of 1.08
1.0 061.4 Soil Factor of 1.66
IBC 2003 LOADING
SEISMIC: Ss= 105.3 % g
S1= 37 %g
Soil Class D
Modified Design spectral response parameters
Sms= 113.7 % g Sds= 75.8 % g
Sm1= 61.4 % g Sd1= 40.9 % g
Seismic Use Group 1
Seismic Design Category D
or D
le = 1
R= 3.5 R= 5
Cs = 0.216571 W Cs = 0.1516 W
Using Working Stress Design
V = Cs *W/1.4
V = 0.1547 W V = 0.1083 W
2
Cold Formed Channel 03/24/05
Depth 8.000 in Fy = 55 ksi
• Flange 2.500 in
Lip 0.900 in
Thickness 0.0750 in JOIST SECTION
R 0.1000 in
Blank = 14.26 in wt = 3.6 plf
A = 1.070 in2 ' I
Ix = 10.165 in4 Sx = 2.541 in3 Rx = 3.082 in
Iy = 0.918 in4 Sy = 0.517 in3 Ry = 0.926 in
a 7.6500 Web w/t 102.0000
a bar 7.9250 Flg w/t 28.6667
b 2.1500 x bar 0.6855
b bar 2.4250 m 1.1583
c 0.7250 x0 - 1.8437
c bar 0.8625 J 0.0020
u 0.2160 x web 0.7230
gamma 1.0000 x lip 1.7770
R' 0.1375 h/t 104.6667
lamda 0.6511
p 1.0169 b 2.15 0o Flange Reduction
WEB BENDING 55 ksi @ FLGS 52.59 ksi @ WEB
k 4 lamda 2.2654
p 0.3986 be 3.049 60; Web Reduction
0 0.776 Ii 0.003 0.110037
LOAD CAPACITY I eff= 9.986 in4
S eff= 2.430 in3 6.68 k -ft Cap
AISC 32. BEAM
0.320 KLF UNIFORM LOAD
8.000 FT SPAN
0.000 K -FT MOMENT COUNTERCLOCKWISE ON LEFT
0.000 K -FT MOMENT CLOCKWISE ON RIGHT
R1 = 1.280 KIPS
R2 = 1.280 KIPS
M3 = 2.560 K -FT @ 4.000 FT 38% Stressed
b = 4.000 FT M =0 @ 0.000 FT AND 8.000 FT
I = 9.99 IN4 E = 29500 KSI
4.000 FT
Vx = 0.000 KIPS DEFL = 0.100 IN
Mx = 2.560 K -FT = L/ 959
Steel Wide Flange Beams Fy = 50 ksi
Dead
Span = 10.5 ft 0 Partition
Spacing = 4.2 ft OC 5 Deck /7 4 / 2 J1 4 1!°
1.8 Joists
Reduce Live Load? NO 0 Mech
Live = 150 psf 0 Sprinkler
R = 0 0 0 Insulation
0 Ceiling
Assume Beam wt = 12 plf
Total dead = 40.7 plf 6.8 Total
Load Cond w V M Defl I req'd Defl Defl
(plf) (kips) (k (L / ?) (in4) (in) (L / ?)
Dead 41 0.2 0.6 180 0.5 0.01 17672
Live 630 3.3 8.7 360 17.0 0.11 1141
Dead +Live 671 3.5 9.2 240 12.0 0.12 1072
W 10x12 31% Bending 2.87 psf I = 53.8 in4
Steel Wide Flange Beams Fy = 50 ksi
Dead
Span = 10.5 ft 0 Partition v' 1
Spacing = 7.7 ft OC 5 Deck
1.8 Joists
Reduce Live Load? NO 0 Mech
Live = 150 psf 0 Sprinkler
R = 0 0 0 Insulation
0 Ceiling
Assume Beam wt = 12 plf
Total dead = 64.5 plf 6.8 Total
Load Cond w V M Defl I req'd Defl Defl
(plf) (kips) (k-ft) (L / ?) (in4) (in) (L / ?)
Dead 65 0.3 0.9 180 0.9 0.01 11137
Live 1155 6.1 15.9 360 31.1 0.20 622
Dead +Live 1220 6.4 16.8 240 21.9 0.21 589
W 10x12 56% Bending 1.56 psf I = 53.8 in4
4
Steel Wide Flange Beams Fy = 50 ksi
Dead
Span = 13.5 ft 0 Partition
Spacing = 4.2 f t OC 5 Deck 8 - 7, -!
1.8 Joists
r
Reduce Live Load? NO 0 Mech
" Live = 150 psf 0 Sprinkler
R = 0 s 0 Insulation
0 Ceiling
Assume Beam wt = 12 plf
Total dead = 40.7 plf 6.8 Total
Load Cond w V M Defl I req'd Deft Defl
(plf) (kips) (k - ft) (L / ?) (in4) (in) (L / ?)
Dead 41 0.3 0.9 180 1.2 0.02 8315
Live 630 4.3 14.4 360 36.1 0.30 537
Dead +Live 671 4.5 15.3 240 25.6 0.32 504
W 10x12 51% Bending 2.87 psf I = 53.8 in4
Steel Wide Flange Beams Fy = 50 ksi
Dead (344
Span = 13.5 ft 0 Partition
' Spacing = 7.7 ft OC 5 Deck
1.8 Joists
Reduce Live Load? NO 0 Mech
Live = 150 psf 0 Sprinkler
R = 0 s 0 Insulation
0 Ceiling
Assume Beam wt = 15 plf
Total dead = 67.5 plf 6.8 Total
Load Cond w V M Defl I req'd Defl Defl
(plf) (kips) (k -ft) (L / ?) (in4) (in) (L / ?)
Dead 67 0.5 1.5 180 1.9 0.03 6417
Live 1155 7.8 26.3 360 66.1 0.43 375
Dead +Live 1222 8.3 27.9 240 46.7 0.46 354
W 10x15 73% Bending 1.95 psf I = 68.9 in4
6
(7.
COLUMN: TS5x 5x 0.1875
Trib: 12 ft x 4.2 ft
Live: 150 psf Dead: 10 psf ViZl 1'
20% Live load reduction l �
Pmax = 6_6 kips
Ht = 11.1833 ft Pcap = 70.14 kips
9% stressed
Seismic:
R = 3.5
Cs = 0.217
25% Live + Dead W = 2.4 kips
V = Cs * W /1.4
V = 0.37 kips per column
M = 2.07 k -ft
Mcap = 16.42 k -ft
13% stressed
Column Conn: 10 in Deep 1 Connections
gamma 3
M = 75 k -in
T = 6.53 k per pair of bolts
5/8 in Diameter Grd 5 Bolts AID = 0.61 in2
T cap = 32.72 k per pair of bolt Ft = 40 ksi
20% stressed
Plate: FY = 50 ksi
M = 4.24 k -in 5 in Wide Plate
t req'd = (M *6 /W *Fy) = 0.32 in Thick
Use: 0.5in x Sin x 1 Oin Plate
w/ 6- 0.625 in Diameter Bolts
frrn e s /
Vd 0 /6 / 14 A 4/g-16
(i4CoCeiAix15 V/ VO/txt
•
Base Plate Design 03/24/05
Column Load 6.6 kips
Allowable Soil 1500 psf basic d4 �J `1+
Assume Footing 25.1 in square on side
Soil Pressure 1500 psf
Use 12 "square base plate
w = 10.4 psi 1 = 6.54 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 = wl''2/3
Load factor = 1.67 M = 248 # -in
6 in thick slab f'c = 2500 psi
s = 6.00 in3 fb = 41 psi
Fb = 5(phi)(f'c".5) = 163 psi OK !!
Shear :
Beam fv = 19 psi Fv = 85 psi OK !!
Punching fv = 30 psi Fv = 170 psi OK !!
Base Plate Bending Use 5/8 " thick
1 = 5.50 in w = 46 psi
fb = 10571 psi Fb = 37500 psi OK !!
Restrained Base 03/24/05
33 °s Stress Increase
Column Moment 25 k -in 2500 psi Concrete
Axial 2.4 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 = 3550 lbs 900
Concrete Load at 1 " from edge of Base Plate OK
P Arm M
Bolts 3.195 9.5 30.35
Axial 2.394 5 11.97
5.59 42.32 k -in 59% stressed
Concrete Pressure 0.311 ksi 2.333 ksi Allow 13% stressed
Plate Bending 12.92 k -in Fb = 50.0 ksi
t req'd = 0.360 inches
COLUMN: TS5x 5x 0.1875
Trib: 12 ft x 7.7 ft Ci- ,
Live: 150 psf Dead: 10 psf
20% Live load reduction
Pmax = 12.0 kips
Ht = 11.1833 ft Pcap = 70.14 kips
17% stressed
Seismic:
R = 3.5
Cs = 0.217
25% Live + Dead W = 4.4 kips
V = Cs * W /1.4
V = 0.68 kips per column
M = 3.80 k - ft
Mcap = 16.42 k - ft
23% stressed
Column Conn: 10 in Deep 2 Connections
• gamma 3
M = 68 k -in
T = 5.98 k per pair of bolts
5/8 in Diameter Grd 5 Bolts Ab = 0.61 in2
T cap = 32.72 k per pair of bolt Ft = 40 ksi
18% stressed
Plate: Fy = 50 ksi
M = 3.89 k -in 5 in Wide Plate
t req'd = (M *6 /W *Fy)''.5 = 0.31 in Thick
Use: 0.5in x 5in x 1 Oin Plate
w/ 6- 0.625 in Diameter Bolts
Base Plate Design 03/24/05
Column Load 12.0 kips
Allowable Soil 1500 psf basic 2 r J
• Assume Footing 34.0 in square on side
Soil Pressure 1500 psf
• Use 12 "square base plate
w = 10.4 psi 1 = 10.98 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 = 699 # -in
6 in thick slab f'c = 2500 psi
s = 6.00 in3 fb = 116 psi
Fb = 5(phi) (f'c'.5) = 163 psi OK !!
Shear :
Beam fv = 32 psi Fv = 85 psi OK !!
Punching fv = 30 psi Fv = 170 psi OK !!
Base Plate Bending Use 5/8 " thick
1 = 5.50 in w = 83 psi
fb = 19379 psi Fb = 37500 psi OK !!
Restrained Base 03/24/05
336 Stress Increase
Column Moment 46 k -in 2500 psi Concrete
Axial 4.4 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 = 3550 lbs 906
Concrete Load at 1 " from edge of Base Plate OK
P Arm M
Bolts 3.195 9.5 30.35
Axial 4.389 5 21.95
7.58 52.30 k -in 87% stressed
Concrete Pressure 0.421 ksi 2.333 ksi Allow 18% stressed
Plate Bending 17.54 k -in Fb = 50.0 ksi
t req'd = 0.419 inches
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