Specifications (2) 995 I f . . Rof O 9 a j
q Job Name: Vans – pfErtQR
PK ASSOC LLC
—'� Job No.: 90341 EIVED
J J ) 7434E McDonald
Scottsdale, AZ 85250 Drive By: VG DEC 0 9 2009
480 - 922 -8854 Date: 11/17/09 CITY OF TIGARD
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BUILDING DIVISION
CLIENT:
Robert G. Lyon & Associates, Inc.
5100 River Road
Suite 125
Schiller Park, IL 60176
PROJECT DESCRIPTION:
n
Vans Seismic Rack Analysis \.. /; :
Washington Square c - ° .J,
9412 S. Washington Rd. f ry `r
Suite A16 ( 1C374PE
Tigard, OR 97223 v,
BUILDING CODE: ;_'
EX7 DE:TE: iff
2006 International Building Code
•
14
Thar-
f J
Eq Printout.txt
Conterminous 48 States
2006 International Building Code •
Zip Code = 97223
'..'• spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration values
Data are based on a 0.05000000074505806 deg grid spacing
Period Centrooid•Sa - .
(sec) • 0.944 • (Ss)
1.0 0.340 . (S1) -
Period Maximum Sa
( 0e2 ) 0 (Ss) -
1.0 0.347 (S1) .
Period Minimum Sa
(sec) e2� m 0.907 (Ss)
1.0 0.334 (S1)
Conterminous 48 States
2006 international Building Code
Zip Code = 97223 V
Spectral Response Accelerations SMs and SM1
SMs = Fa x ••Ss and SM1 = Fv x S1
Site Class D - V
Period Centroid sa
( 0e2 ) 1 (SMs, Fa = 1.122)
1.0 0.584 . (SM1, Fv = 1.721)
•
Period Maximum sa
(e) 1m
02 079 (SMs, Fa = 1.112)
1.0 0.592 (SM1, Fv = 1.707) •
Period Minimum Sa
( 0e2 ) 1 (SMs, Fa = 1.137) •
1.0 0.579 (SM1, Fv = 1.731)
Conterminous 48 States
2006 International Building Code - -
Zip Code = 97223 . '
Spectral Response Accelerations SDs and SD1 -
SDS = 2/3 x SMs and SD1 = 2/3 x SM1
Site class D •
' Period Centroid Sa
(sec) 0.706 (SDs)
1.0 - 0.390 (SD1)
Period Maximum sa
(0e2).. 0 (sDs)
1.0 0.394 (SD1) -
Period Minimum sa m .
.
(sec) 0.6 (sos) — -•
1.0 0.386 (SDI)
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Page "1 •
e
>> PK Associates, LLC Job Name: Vans - Tigard, OR
7434 E. McDonald Dr.
Job No.: 90341
i , } By: VG
Scottsdale, AZ 85250
ii _ 480- 922 -8854 P Date: 11/19/09
480 -922 -3739 F
d am
Seismic Analysis of Storage Shelving
e Location: Tigard, OR
1 Zipcode: 97223
SDs = 0.706
/ uSS 5
1= 1
R= 4
3.
"1 i rem= 4 Wtot = 0.42 k
&VIM 4 Vbase 0.05 k
II /°i
m f
V. 1 rasservan :
.mss
O
s
`51 nEt
� EL 1 ( 1 7 11:CCIII
f' . .
Vertical Distribution of Forces
Level/ W F Fx Column Connection
Column/ Ib ft W Cvx k Moment Moment
Connection () (ft) (k) (k > (kin) (kin)
1 70.22 0.33 12 3.17 0.011 0.001 0.001 0.001 0.026
2 70.22 2.25 _ 158 0.073 1 0.004 0.004 0.051 0.093
3 70.22 4.17 292.8 0.136 0.007 0.012 0.134 0.194
• 4 70.22 6.08 ' 426.9 0.198 0.011 ' 0.022 0.255 . ' 0.334
5 70.22 8 561.8 0.260 0.014 0.036 0.414 0.512
6 70.22 9.92 696.6 0.323 0.017 0.053 0.611 0.305
Totals: 2159 0.053
MOT = 0.383 kft
MR = 0.302 kft Uplift Occurs
J
Double Rivet Beam (Detail 2) Double Rivet Beam (Detail 3)
t = 0.075 in t = 0.119 in •
- 1, 0.226 in4 . I,o, = 0.0126 in
R ' �/az' - Sn = .. 0.13 in S, 0.023 in
Fy = 36 ksi Fy = 36 ksi
.. Load = 25 lb Load = 25 lb � Span = 48 in a , - Span = 48 in
� Mmex = 0.3 kin I i
{ Mmax = 0.3 kin
Sreqd = 0.0124 in Sri = 0.0124 i
Iregd = • 0.0099 in I reqd = 0.0099 i
•
T- Shaped Column (Detail la) • L- Shaped Column (Detail 1b)
• t = 0.075 in •• t = 0.075 in
A = 0.467 in - A = 0.225 in
Irvin = 0.128 in a I min = 0.053 in
1 Smtn = 0.115 in • Smin = 0.047 in
rain = 0.524 in 1 I . rain = . 0.484 in
*IC 9 ' Fy = 36 ksi Fy = 36 ksi
4 I f Lunbr = 46 in
- . KUr = 87.79 KIN = 95.041322
P= Ok P= Ok
• M = 0.611 kin M = 0.611 kin
F = 14.300 ksi F = 13.400 ksi
P = 6.682 ksi P = 3.015 ksi
M = 2.480 kin Ma = 1.015 kin
.. P +M P +M •
P M = 0.246 • P M = 0.602
Column to Beam Connection (Details 2&3) Base Connection (Detail 4)
'd Q Tanchor = 0.040 k
1Q� T = 2.270k
IVlwnn = 0.512 kin allow —
' Vaitow 1.5 k i Vanchor = 0.013 k
C. Mallow = 3 kjn `I7 V aitow = 2.260 k
0 9 S • t/T +" /v = 0.024
. ( in diam Hilti Kwik Bolt TZ)
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• Equations and Definitions:
SOS = Spectral response acceleration parameter per USGS maps, assuming Site Class D
I = Importance factor per ASCE 7 -05 Section 15.5.3.2
I = 1 if there is no public access to the storage racks
I =. 1.5 if there is public access to the storage racks
R = Seismic response modification coefficient per ASCE 7 -05 Table 15.4 -1
R = 4 for steel storage racks
Wtot = Total Rack weight
= Dead Load + 2 /3 Live Load •
• Dead Load = • 288 lb .
Live Load = 200 lb
Wtot =. 421.33 lb
Vbase = Total seismic base shear per ASCE 7 -05 Section 15.5.3
Vbase = SDSIWtot
1.4R
tic Forces - per ASCE 7 -05 section 15.5.3.3
F = • CvxVbase -
Cvx = wxhx k
• E(w
F = lateral seismic force at level x
w w = weight of level x or i
hx, h = height of level x or i above floor supporting storage rack
k = 1 per ASCE.7 -05 Section 15.5.3.3
MOT = V Overturning Moment
MOT = E(Fxhx) .
MR = Resisting Moment .
MR = 0.6W Shelf Width) /2 V .
t = Section material thickness •
I = . ,.- Section moment of inertia
S = . Section modulus V •
Fy = Material yield strength
Mmax = Maximum Moment
S = Required section modulus
Iregd = Required moment of inertia
A = V Area of section . •
r = Section radius of gyration
Lunbr= Column unbraced length
P = Applied axial load
M = Applied moment
F = Allowable axial stress
P = A* Fa ,
M = .6* Fy *S •
Vetlow = . 785 * drivet 2 *80 ksi * . 4
Mallow = Val;ow *distance between rivets
Vanehor = Vbase/4
J, • Job Name: Vans — Tigar OR
PK ASSOCIATES LLC Job No.: 90345.91 E CEIVED 7434
By: VG
Scottsdale, AZ 85250 DEC &9
_I 480- 922 -8854 Date: 11/30/09 CITY
DIVI
BUILDING
N
•
•
CLIENT: •
Robert G. Lyon & Associates, Inc.
5100 River Road • •
Suite 125
Schiller Park, IL 60176 .
PROJECT DESCRIPTION: /'
Vans Storefront Framing ÷G ► N FF
Washington Square 18374PE �
9412 S. Washington Rd.. '
Suite A16. �` , ,oREOON� 0
. . Tigard, OR 97223 . . 79 ' e 1s i takef
ORD ck•
BUILDING CODE: ` EXPIRATION DATE: II ,� A
2006 International Building Code - .
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Job Nameltad VCUISSOCeffeAld
Job No Sheet No.
• — `— B Y Date
PK Associates, LLC
t 11
X el -2,
-r X _ 2 -
0 'M
Eta". ■ Beam
li Se l (4 t &. oc6)
O PIN
8 `Sa
91'
61v f o d id
?eu,N■
UJ = 6:5
-�-
P) 319- 10 +ie, sc
ijallovQ = 37"creviC j = Rod'
i s,QL
. AL.Inki.„ = .
Beauw+- pR 30( 62 C_ tai Case)
S oke. +Oa) I,I(Q5' CC tVi u a-
~ wot5i-
A-
PROJECT: PAGE:
CLIENT : DESIGN BY :
JOB NO.: DATE: REVIEW BY :
Box Beam Design Based on AISI 2001 & ICBO ER - 49438 I
INPUT DATA & DESIGN SUMMARY — � 1 — r IF I
VERT. MEMBERS 2 x 6005137 -54
(TOTAL SECTION 3 x 6 , 50 ksi )
SPAN L = 9.33 ft J L `i-- I Li
DEAD LOAD DL= 0.0675 kips /ft BEar1 / HEADER. SECTI ❑N
LIVE LOAD - LL = 0 kips / ft
COMPRESSION FLANGE SUPPORTED ? (0 =No, 1 =Yes) 0 No.
DEFLECTION LIMITATION FOR LIVE LOAD ? 1 L /240
(0 =No., 1= L /240, 2= L /360, 3= L /180, 4= L /120) THE DESIGN IS ADEQUATE.
ANALYSIS
SECTION PROPERTIES OF EACH VERTICAL STUD (SSMA page 7 & 8)
t = 0.0566 in F = 50 ksi Ixx = 2.518 in M„ /i2 = 27.23 in -kips
h = 6 in Wt = 1.75 lb /ft Sxx = 0.809 in V„/Q = 2708 lbs
A = 0.514 in r = 2.213 in r = 0 452 in x = -0.804 in
J = 0.000549 in C,,, = 0.757 in
CHECK MAX WEB DEPTH -TO- THICKNESS RATIO (AISI B1.2)
h / t = 10601 < 200 [Satisfactory]
CHECK FLEXURAL CAPACITY (AISI C3 1)
M„/i2b = 4 54 ft -kips > M [Satisfactory]
Where M = (DL + LL + Wt) L / 8 = 0.77 ft -kips
CHECK SHEAR CAPACITY (AISI C3.2)
V„ It2 = 5.42 kips > V [Satisfactory]
Where V= (DL +LL +Wt)L /2= 033 kips
CHECK LATERAL- TORSIONAL BUCKLING (AISI C3.1.2 2)
0.36Cyr J EGJ/
L :, = y = 0.90 ft < L
F
Where Cb = 1.0
Sf = 1.68 in (total vertical studs, SSMA page 7 & 8.)
E = 29500 ksi (AISI page 18)
G = 11300 ksi (AISI page 21)
I v = 1.738 in (neglecting top & bottom tracks conservatively )
J = 0 001 in
F = Cyr JEGJ J y = 13 3 ksi < 2 78 F = 139.0 ksi
K y L y S1 _ .. • - < 0.56 Fy = 28 0 ksi
Where K = 1.0
Ly = 112 in
F , for F >_ 2.78F e
10 IOF
Fe= = 9 F I – 36 F for 2.78 Fe >– O.56F = 13 3 ksi
F
F , for Fe < 0.56Fe
(cont'd)
M„K2b = 1.12 ft -kips > M [Satisfactory]
Where S = 1.68 in (total vertical studs, SSMA page 7 & 8.)
S2b = 1.67
M = ScFc = 22.38 in -kips
M= (DL +LL +Wt)L /8= 0.77 ft-kips
CHECK CAPACITY COMBINED BENDING & SHEAR AT ANY SAME SECTION (AISI C3.3.1)
( 1-1 M bM n
2 M = lJJ +I �n I 0.4822 < 1.0 [Satisfactory]
W here 0.77 ft -kips
V = 0.33 kips
V = 5.42 kips
(lb = 1.67
M = MIN( Bending , Buckling) = 1.87 ft -kips
[r] M„/i2b = 4.54 ft-kips, for bending only.
= 0.69 > 0.5 = 0.06 < 0.7
0.6 —+ — = 0.4762 < 1.3 [Satisfactory]
CHECK DEFLECTION
5(LL)L
4 LL = 384E/ 0.00 in < L /240 = 0.47 in [Satisfactory]
Technical References:
1. AISI STANDARD, 2001 Edition. American Iron and Steel Institute.
2 SSMA, Product Technical Information, ICBO ER- 4943P, Steel Stud Manufactures Association, 2001.
• PROJECT: PAGE:
• CLIENT : DESIGN BY :
JOB NO.: DATE: REVIEW BY :
Ji:0101 5016:6 B awd,, AISI.2001 IC6 ER= 4943P:=M
INPUT DATA & DESIGN SUMMARY ■- - -
VERT. MEMBERS 2 X 600S137 -33
(TOTAL SECTION: 6 x 3 , INSIDE 6 in THK. WALL) �
HEIGHT h = 14 ft
L- I 1 J
SERVICE GRAVITY LOAD P = 1.165 kips JAMB / WALL COLUMN SECTION
SERVICE LATERAL LOAD w = 0.005 kips / ft
DEFLECTION LIMITATION ? 1 h /240
(0 =No., 1= h /240, 2= h /360, 3= h /180, 4= h /120) THE DESIGN IS ADEQUATE.
ANALYSIS
SECTION PROPERTIES OF EACH VERTICAL STUD (SSMA page 7 & 8)
thk = 0.0346 in Fy = 33 ksi = 1.582 in M„ /Db = 10.07 in -kips
t = 6 in Wt = 1.08 lb /ft S, = 0.51 in V = 612 lbs
A = 0.318 in r = 2.229 in r = 0.464 in x = -0.823 in
J = 0.000127 in C = 0.493 in
CHECK MAX WEB DEPTH -TO- THICKNESS RATIO (AISI B1.2)
t / (thk) = 173.41 < 200 [Satisfactory]
CHECK FLEXURAL CAPACITY (AISI C3.1)
M fl /Qb = 1.68 ft -kips > M [Satisfactory]
Where M = 0.75 w h / 8 = 0.09 ft -kips, (0.75 for wind /seismic, from AISI App. A4.1.2, typical)
CHECK SHEAR CAPACITY (AISI C3 2)
V„ /fly = 1.22 kips > V [Satisfactory]
Where V= 0.75wL/2= 0.03 kips
CHECK COMPRESSION CAPACITY WITH, AT LEAST, ONE FLANGE THROUGH - FASTENED TO SHEATHING (AISI C4.6)
P = 5.26 kips > P [Satisfactory]
Where fl = 1.8
P = C AE / 29500 = 9.46 kips
C, = (0.79 x + 0.54) = 0.949
C2 =(1.17 at +0.93)= 0.970
C3 = a(2.5b- 1.63d) +22.8= 16.145
E = 29500 ksi (AISI pg 18)
P = 1.20 kips (included studs weight )
CHECK CAPACITY COMBINED BENDING & SHEAR AT ANY SAME SECTION (AISI C3.3.1)
C clbm I 1 2 + M \ \ \ r = 11 J 2 = 0.0019 < 1.0 [Satisfactory]
Where JJJ 0.07 ft -kips, (0.75 included) -
V = " 0.02 kips, (0.75 included)
V = 1.22 kips
M = 1.68 ft -kips / l
( 21L-M ) = 004 < 0.5 � I = 002 < 0.7
n l l V n
0.6 + I -
M i
J - 0.0407 < 1.3 [Satisfactory]
•
n
•
•
•
•
. (cont'd)
CHECK CAPACITY COMBINED AXIAL LOAD.B BENDING (AISI C5.2.1)
ncP = 0.27 < •1.0 [Satisfactory] •
•
P M,
Where M = 0.07 ft-kips, (0.75 included)
•
P = 1.20 kips
•
P„/S2 = 5.26 kips
M b = 1.68 in -kips
C = 1.0
2 E /
PFx = 2 = 32.64 kips
(KsLs) •
•
a =1— per 0.934
• CHECK DEFLECTION
5 WL 4
384E/ 0.05 in < h /240 = 0.70 in [Satisfactory]
•
NOTE : 1. STUD FLANGES SHALL BE TO SHEATHING. AT EACH SIDE OF WALL BEFORE VERTICAL LOAD ADDED.
2. THE LATERAL LOADS MAY BE REDUCED BY 0.75 PER AISI APPENDIX A.4.1.2 .
Technical References:
1. AISI STANDARD, 2001 Edition American Iron and Steel Institute.
2. SSMA, Product Technical Information, ICBO ER- 4943P, Steel Stud Manufactures Association, 2001
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411 Job Name .
�) Job No. Sheet No.
(.. .. _ `—
PK Associates, LLC By Date
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44 'C'Ase.VIO.C, - ' I 2ie4-0141:6:: ' '
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PROJECT: ita PAGE:
• CLIENT : DESIGN BY :
JOB NO.: DATE: REVIEW BY :
J istDesigfl Based; on AISI.ZO0.i.. ` `:
• INPUT DATA & DESIGN SUMMARY l° l[
SECTION & SPACING 3625162 -43 Q 16 in o.c
JOIST SPAN L = 2 ft
DEAD LOAD DL = 10 psf t B,
LIVE LOAD LL = 125 psf
LATERAL SUPPORTED ? 1 compression flange
(0 =No, 1= compression flange, 2= tension flange)
DEFLECTION LIMITATION FOR LIVE LOAD ? 1 L /240
(0 =No., 1= L /240, 2= L /360, 3= L /180, 4= L /120) THE DESIGN IS ADEQUATE.
ANALYSIS
SECTION PROPERTIES OF EACH METAL STUD (SSMA page 7 & 8)
t = 0.0451 in Fy = 33 ksi I, = 0.71 In M = 8.46 in -kips
h = 3.62 in Wt = 1.16 lb/ft S,,,, = 0.389 in V„/S2„= 1777 lbs
A = 0.34 in2 r, = 1.445 in r = 0.611 in x = -1.323 in
J = 0.00023 in C = 0.371 in
CHECK MAX WEB DEPTH -TO- THICKNESS RATIO (AISI B1.2)
h / t = 80.27 < 200 [Satisfactory]
CHECK FLEXURAL CAPACITY (AISI C3.1)
M„ /f2 = 8.46 in -kips > M [Satisfactory]
Where M = [(DL +LL) S + Wt I L / 8 = 1.09 in -kips
S = 16 in o.c., spacing as given.
CHECK SHEAR CAPACITY (AISI C3.2)
. V, IC v = 1777 lbs > V [Satisfactory]
Where V= [(DL +LL) S + Wt ] L / 2 = 181 lbs
CHECK LATERAL- TORSIONAL BUCKLING (AISI C3.1.2)
CASE 1: BOTH TOP & BOTTOM FLANGES UNSUPPORTED <== Does not apply.
F = Cbr °A oey = 281.8 ksi > 2.78 Fy = 91.7 ksi
S f > 0.56 Fy = 18.5 ksi
Where Cb = 1.0
r = (r),2+ rye + x = 2.052 in
71 .2E
St = 0.39 in aey= 2 = 188.704 ksi
E = 29500 ksi (AISI pg 18) ( K y L y / r y )
G= 11300 ksi (AISI pg 21)
K = 1.0
K = 1.0 al = I GJ+ �2ECiv = 132.775 ksi
• L 24 - in . Art (KILl) 2 -
L = 24 in
' F y , for F >_2.78F
•
r lOF
F 1 9 F 1 36F , for 2.7 &F >_ 0.56F e = 33.0 ksi
l e
. ,Fe , for Fe 5.0.56Fe
(cont'd)
• M = 7.75 in -kips > M [Satisfactory]
Where S = 0.39 in from SSMA page 7 & 8
t?.b = 1.67
I. M = S = 12.94 in -kips
M = [(DL +LL) S/12 + Wt ] L 2 / 8 = 1.09 in -kips
CASE 2: BOTTOM FLANGE SUPPORTED ONLY <_= Does not apply.
M = 5 38 in -kips > M [Satisfactory]
Where S = 0.39 in from S,
Slb = 1.67
R = 0.70 (AISI Table C3.1.3 -1)
M = RS = 8.99 in -kips
CHECK CAPACITY COMBINED BENDING & SHEAR AT ANY SAME SECTION (AISI C3.3.1)
Cn\2 +I �' I 2
J JI I 0.0269 < 1.0 [Satisfactory]
M V J
Where M = 1.09 in -kips
V = 181 lbs
V = 1777 lbs
n 1.67
M„ = MIN( Bending , Buckling) = 14.128 in -kips
r l M„/no = 8.46 in -kips, from SSMA page 7 & 8 for bending only.
I I = 0.13 < 0.5 (ill = 0.10 < 0.7
06(0 + ( f ) = 0.179 < 1.3 [Satisfactory]
Mn Vn
CHECK DEFLECTION
5(LL S)L
ALL = 0.00 in < L /240 = 0.10 in [Satisfactory]
384E/
DETERMINE SCREWS AT EACH LEG OF CONNECTION (SSMA page 48)
Vmax = 181 lbs
venow = 244 lbs / screw, for # 8 screws. = _ > (1)- # 8 screws required.
263 lbs / screw, for # 10 screws. = _ > (1)- # 10 screws required
280 lbs / screw, for # 12 screws = _ > (1)- # 12 screws required.
Technical References:
1. AISI STANDARD, 2001 Edition. American Iron and Steel Institute.
2. SSMA, Product Technical Information, ICBO ER- 4943P, Steel Stud Manufactures Association, 2001.
•
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PROJECT: I1 ���TTTT PAGE:
CLIENT : DESIGN BY .
JOB NO.: DATE: REVIEW BY :
Wall Stud Design Based on AISI 2001'&ICBO ER- 4943P' 1
t
INPUT DATA & DESIGN SUMMARY P j
e_19 — 7_
Ej V.\ _A
SECTION & SPACING 362S162 -43 16 in o.c
R J V2 ,
42 (0 /I0 Shear Moment
WALL HEIGHT h = 1 ft
h = 0 ft j --
Ili
SERVICE GRAVITY LOAD P = 180 lbs/ft I r _—
SERVICE LATERAL LOAD w = 5 psf --
SERVICE PARAPET LOAD w2 = 0 psf i x
ECCENTRICITY e = 0 in /
DEFLECTION LIMITATION ? 1 h /240 (plf /Il) Shear Moment
wi (0 =No., 1= h /240, 2= h /360, 3= h /180, 4= h /120)
THE DESIGN IS ADEQUATE.
ANALYSIS
SECTION PROPERTIES OF EACH METAL STUD (SSMA page 7 & 8)
thk = 0.0451 in F Y = 33 ksi I,,,, = 0 71 in M = 8.46 in -kips
t = 3.62 in Wt = 1.16 lb /ft S,,,, = 0 389 tn3 V = 1777 lbs
A = 0.34 in r„ = 1.445 in r = 0.611 in x = -1.323 in
J = 0.00023 In4 C = 0.371 in
CHECK MAX WEB DEPTH -TO- THICKNESS RATIO (AISI B1.2)
t / (thk) = 80 27 < 200 [Satisfactory]
CHECK FLEXURAL CAPACITY (AISI C3.1)
M = 8.46 in -kips / stud l > M [Satisfactory]
Where x = +h
[(h+hP)2 (— = 050 ft
2h hw
[Pe+w I 0.01 1n -kips / stud
2wth 2
S = 1.333 ft o.c., spacing as gaven.
w214 s = 0.00 in -kips / stud
M2 = 2
M = 0 75 MAX( M , M2) = 0.01 in-kips / stud, (0.75 for wind /seismic, from AISI App A4 1.2, typical)
CHECK SHEAR CAPACITY (AISI C3 2)
V = 1777 lbs / stud > V [Satisfactory]
r (h +h , ) 2 w, Pe
Where Vr= L (h +hp 2h + h S= 3 lbs/stud
— V2= hw -V 3 • - lbs /stud -
V h 0 lbs/stud
V = 0.75 MAX( V 1 , V2 , V3) = 3 lbs / stud
CHECK CAPACITY COMBINED BENDING & SHEAR AT ROOF /FLOOR SECTION (AISI C3.3.1)
i nxibmn 1 2 +1 n J = 2E -06 < 1.0 [Satisfactory]
Where 111 M l = l 0.00 in -kips / stud, (0.75 included)
V = 3 lbs / stud, (0.75 included)
V = 1777 lbs / stud, from SSMA page 7 & 8.
M = 8.46 in-kips / stud, from SSMA page 7 & 8.
( l (cont'd)
(f1Mn) 0.00 < 0.5 I v = 0.00 < 0.7
I
0.6( I+( Y ) = 0.0014 < 1.3 [Satisfactory]
M V
CHECK COMPRESSION CAPACITY WITH, AT LEAST, ONE FLANGE THROUGH - FASTENED TO SHEATHING (AISI C4.6)
P„ /fn = 3.73 kips / stud > P [Satisfactory]
Where S2 = 1.8
P = C 1C2C3 AE / 29500 = 6.71 kips / stud
C, _ (0.79 x + 0.54) = 0.959
•
C =(1.17 at + 0.93)= 0,983
C3 = a (2.5b - 1 63d) + 22.8 = 20.949
E = 29500 ksi (AISI pg 18)
P = 0.25 kips / stud (included wall weight, 18psf.)
CHECK CAPACITY COMBINED AXIAL LOAD & BENDING (AISI C5.2.1)
n � P +� = 0.07 < 1.0 [Satisfactory]
P M n a
Where M = 0.01 in -kips / stud, (0.75 included)
P = 0.25 kips / stud
P„/S2 = 3.73 kips / stud
M = 8.46 in -kips / stud
C 1.0
71 .2E
PEx = / x 2 = 1435.55 kips / stud
(KxLx)
a= 1 - P = 1.000
P Ex
CHECK DEFLECTION
5(wiS)L
A = = 0.00 in < h /240 = 0.05 in [Satisfactory]
384 EI xx
NOTE : 1. STUD FLANGES SHALL BE FASTENED TO SHEATHING AT EACH SIDE OF WALL BEFORE VERTICAL LOAD ADDED.
2. THE LATERAL LOADS MAY BE REDUCED BY 0.75 PER AISI APPENDIX A.4.1.2 .
Technical References
1. AISI STANDARD, 2001 Edition American Iron and Steel Institute.
2. SSMA, Product Technical Information, ICBO ER- 4943P, Steel Stud Manufactures Association, 2001.
•
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By Date
• PK Associates, LLC
Sys 0,70(0 (see. F
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Eq Printout.txt
• Conterminous 48 states
2006 International Building Code
Zip Code = 97223
Spectral Response Accelerations Ss and S1
Ss and S1 = Mapped Spectral Acceleration values
Data are based on a 0.05000000074505806 deg grid spacing
Period Centroid-sa
(sec) 0.944 Ss
1.0 0.340 (S1
Period Maximum Sa
(sec) 0. (Ss)
•
1.0 0.347 (51)
•
Period Minimum sa
(sec) 0. (Ss)
1.0 0.334 (S1)
Conterminous 48 States
2006 international Building Code
zip Code = 97223
Spectral Response Accelerations SMS and SM1
SMS = Fa x Ss and SM1 = Fv x S1
Site Class D
Period Centroid Sa
(sec) 1.060 (SMS, Fa = 1.122)
1.0 0.584 (sMl, Fv = 1.721)
Period Maximum Sa
(sec) 07
0.2 1.9 (SMs, Fa = 1.112)
1.0 0.592 (SM1, Fv = 1.707)
Period Minimum Sa
(sec) 1 (SMs, Fa = 1.137
1.0 0.579 (SM1, Fv = 1.731)
Conterminous 48 States
2006 international Building Code
Zip Code = 97223
Spectral Response Accelerations SDs and SD1
SDs = 2/3 x SMs and 5D1 = 2/3 x SM1
Site Class D
Period Centroid sa
(sec) 0.706 (Sus)
1.0 0.390 (SD1)
Period Maximum Sa
(sec) (g)
0.2 0.720 (SDs)
1.0 0.394 (SD1)
Period Minimum Sa
(sec) 0.m68
- 0.2
8 (SDs)
1.0 0.386 (SD1)
•
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