Specifications 77/0 Sid 6/ % , .g— dem 55
1 . al associates. iac.
R ECEI V ED
'ENGINEERING
FEB 2 2 Mg
CITY OF TIGARD N
B JILDING DIVISIO
STRUCTURAL CALCULATIONS
PACIFIC CROSSROADS
BUILDING B
SW Pfaffle Avenue
Tigard, Oregon
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PROJECT #: A07202
DATE: December 13, 2007
PERMIT SUBMISSION
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4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005
503.620.3030 I tel 503. 620.5539 i fax w w w . a a i 'e n g. c o m
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/'1/'1 I afghan associates, inc.
ENGINEERING
PROJECT: PACIFIC CROSSROADS: BUILDING B
1 PROJECT No.: A07202
DATE: 12/13/2007
1 Table of Contents:
Roof Framing and Wall Design. R 1 - R 21
Column and Footing Design. CF 1 - CF 6
' Lateral Analysis L 1 - L 25
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ENGINEERING �1 _
1 4875 Sw frth I Suite I Beaverton, OaR 97005
"' ProjectNo.:.S0 1�V
503.620.3030 G0ri Drive I tel 503. 620.5539 fax
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By: Date:
ENGINEERING
4875 SW GrifO Driv I Suite 300 � Beav, OR I 97005
Project No.:
503.620.3 03 0�tel 503.620.5539 /)
www.aeleng.com Sheet: of: (1#
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' AA I afghan associates, inc. By: Date:
ENGINEERING
I Project No.:
4875 SW ffith Driv � uke 300 � Beavrt, OR 97005 �
503. 01t S el 503.620.5
www.aeleng.com Sheet: of:
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WALLFRAMING
STUD WALL DESIGN
TYPICAL STUDS CARRYING JOISTS:
2 X 6 DOUG FIR #1 1= 1.5•in d 5.5•in t, - b•d A = 8.25 in
'= 1350•psi F 1700000•ps1 = 1.15 a= 1.3
' DEAD + SNOW:
P := 850•Ibf
K =1
' Le := 180•in SR := Ke •Le SR = 40
min((3.b d ))
KcE := 0.3
I
= 0.80
KcE•E
FCE FCE = 319 psi
SR
'
Fci CD•CF•Fc Fc1 = 2018psi
' l l 2
C (c1 J l[i + ` FC1 " - Fcl C = 0.152
' p 2•c J 2•c c p
Pcap Fc1 .Cp.A Pcap = 2538Ibf
P
- = 0.33
Pcap
' 2X6 STUDS'AT 16" ON CENTER
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WALLFRAMING
' STUD WALL DESIGN
TYPICAL STUDS CARRYING JOISTS:
2 X 6 DOUG FIR #2 = 1.5•in , = 5.5-in = b•d A = 8.25 in
' F 1350•psi M F= 1600000•psi Cv= 1.15 = 1.3
' Fb := 900•psi Cr:= 1.15 Cp = 0.15
CL = 1
DEAD + 0.75 SNOW + 0.75 WIND:
P.= 710•Ibf
= A f = 86 psi FcE = 319 psi
1
CD•CF•Cp•Fc Fc1 = 308 psi
' M:= 5220•in•Ibf
' fb M•6 fb = 345 psi
2•b•d 2
1 Fb1 CD•CF•CrCL•Fb Fbi = 1547psi
2
f c + fb = 0.38
Fc1 fc
Fb11 --
' FcE
2X6 STUDS AT 16" ON CENTER
To-
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ENGINEERING
' 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 Project NO.:
503.620.3030 I tel 503.620.5539 I fax
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ENGINEERING
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ENGINEERING
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503.620.3030 tel 503.620.55391 tax •
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COLUMN DESIGN
I COLUMN HSS 5 x 5 x 3 / 16 : COMBINED LOADING (MAX AXIAL): .
1 Kstrong 1 EFFECTIVE LENGTH FACTOR Kweak 1
Lstrong 15•ft UNSUPPORTED COLUMN LENGTH Lweak 15•ft
I KLstrong = 15 ft EFFECTIVE COLUMN LENGTH KLweak = 15 ft
LOADING:
I
Ax:= 25•k Mz:= 0•k•ft M 0.00•k•in
I PROPERTIES: HSS 5x5 x3/16
= 3.28•in bf:= 5•in tf:= 0.1875•in d := 5•in Af:= bf•tf Af = 0.938in
I := 12.6•in I : = 12.6•in4
Sz = 5.04 in Sy = 5.04 in
r 1.96 in ry= 1.96in rmin= 1.96 in
I i t KLstrong KI -weak 11
SRmin max 3•rZ ry IJ SRmin = 91.8 SLENDERNESS FACTOR IN PLANE OF BENDING
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12•rz •Es
I Fe
23.SRmin 2 Fe = 17.71 ksi EULER STRESS DIVIDED BY FACTOR OF SAFETY
2•rz E SR (1 — 2•R ft 12•11
s
I Co := Co = 112 = Fa := if R < 0.500,
ft 2Cc
3 + 4 — R 23 SRmin
I A
fa A fa = 7.62 ksi AXIAL STRESS Fa = 16ksi ALLOWABLE AXIAL STRESS
MZ
fbz:= SZ fbz= 0ksi BENDING STRESS Fbz= 30.36ksi ALLOWABLE BENDING STRESS
STRONG AXIS
I M
, by := Sy fby = Oksi BENDING S SS Fby = 30.36ksi ALLOWABLE BENDING STRESS
I INTERACTION = 0.48
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BUILDING B
I COLUMN DESIGN
COLUMN HSS 5 x 5 x 3 / 16 : COMBINED LOADING (MAX COMBINED STRESS):
I
K= 1 EFFECTIVE LENGTH FACTOR Aur 1
I Utral,9„i= 15•ft UNSUPPORTED COLUMN LENGTH AVattj= 15•ft
KLstrong = 15 ft EFFECTIVE COLUMN LENGTH KLweak = 15 ft
I LOADING:
I A t A 1/4 .4% ;= 18•k A u= 4•k•in 1= 0.00•k•in
PROPERTIES: HSS 5x 5 x 3/16
I 4 .• = 3.28•in Z= 5•in X= 0.1875.in N d :-- 5•in = bf•tf Af = 0.938in
= 12.6•in ,= 12.6•in
I SZ= 5.04in Sy= 5.04in •
-
I rz = 1.96in r = 1.96in rmin = 1.96 in
• ( KLweakl
max ) I SRmin = 91.8 SLENDERNESS FACTOR IN PLANE OF BENDING
I ,A. \\ rZ rY J
12n
I 2aSR 2 Fe = 17.71 ksi EULER STRESS DIVIDED BY FACTOR OF SAFETY
min
I 2.n SRmin (1 - 2•R 12•n
( ma y = \ I Co = 112 R := F if R < 0.500,
ft Mn 2.C ^' `3`' 5 3•R 3' 2
I Ax -
3 + 4 - R 23•SRmin
= A fa = 5.49 ksi AXIAL STRESS Fa = 16ksi ALLOWABLE AXIAL STRESS
M
= S Z fbz= 0.79 k BENDING STRESS Fbz = 30.36ksi ALLOWABLE BENDING STRESS
STRONG AXIS
I M
f= y flay = Oksi BENDING STRESS Fby = 30.36ksi ALLOWABLE BENDING STRESS
S y WEAK AXIS
I INTERACTION = 0.38
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•
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COLUMN DESIGN
COLUMN HSS 5 x 5 x 3 / 16 : COMBINED LOADING (MAX AXIAL):
' AXIAL LOADING
K := 1.00 EFFECTIVE LENGTH FACTOR
= 15-ft COLUMN LENGTH,
KL:= K•L KL= 15 ft EFFECTIVE COLUMN LENGTH
1 COLUMN LOAD:
PC1 f•(10 16 26).k
PC1
USE HSS 5 x 5 x 3/16 F := 51.2•k IC:— IC = (0.2 0.31 0.51 )
' Pallow
= 5.in do := 5.in COLUMN DIMENSIONS
° I BASEPLATE DESIGN:
N:= 11•in B:= 11•in
1 �
fp := P B 1 N 2 fp = 215 psi < Fp = 1785psi
min((N — 0.95•d B — 0.8•bf))
m:= m= 3.13in
' 2
3•fp•m
trawl tregd = 0.41 in
' 0.75•fs
t = 0.5
' USE 5/8" X 11" X 0' -11" BASEPLATE
WITH (4) 1/2" DIAMETER ANCHOR BOLTS
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FOUNDATION DESIGN
COLUMN HSS 5 x 5 x 3 / 16 : COMBINED LOADING (MAX AXIAL):
I q a := 2 DESIGN SOIL PRESSURE (ksf) - SEE NOTES ON FOUNDATION PLAN
PC1 = (10 16 26)k COLUMN LOADS
PC10 2
b := round5 ft b = 4 ft WIDTH OF FOOTING 4-ft
qa•k
I 2 2
Afootg b Afootg = 16 ft AREA OF FOOTING
1 . 2 •PC1 0,0 + 1.6•PC10 1
q := q = 2.35 ksf FACTORED PRESSURE
Afootg
h := 12 in DEPTH OF FOOTING
i d = 9in DEPTH TO CENTROID OF REINFORCEMENT STEEL
bo := 24N + B + 2•(d - m)] bo = 67in CRITICAL SHEAR PERIMETER (PUNCHING SHEAR)
A := (N + d - m)-(B + d - m) Ao = 285in
PUNCHING SHEAR:
Vu q u ( Afootg - Ao Vu = 33k
(I)Vu �s 4•bo•d• psi 0 V Vc = 113k IC :_ Luc IC = 0.29
ONE -WAY SHEAR:
b bf m
' xows 2 2 2 d xows = 10.9 in
,VU'= qu•(b•xows) V = 8.6k
V
V = oks•2•ITc•bo-d•psi 4Vc = 57k IC:= S v c IC = 0.15
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FOUNDATION DESIGN
COLUMN HSS 5 x 5 x 3 / 16 : COMBINED LOADING (MAX AXIAL):
BENDING:
b bf m d
x= — — — — — — —
x= 15.4 in
2 2 2 2
1 qu
Mu := 2 Mu = 8 ft k FLEXURE
I M u
R:= R = 27psi FLEXURAL RESISTANCE FACTOR
b•d
1
p = 0.0018 STEEL RATIO As.REQD = 1.037in AREA OF STEEL REQUIRED
1
barno := 4 REINFORCEMENT SIZE (DIAMETER)
I n bar = 6 NUMBER OF BARS REQUIRED -
II As nbar•Abar As= 1.2in AREA OF REINFORCEMENT STEEL
' ( As fy
d)Mn d)f•As•fy d — 1.7•fc•b 1 Mu
Mn = 47.012ft•k ICN -- � Mu IC = 0.17
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USE 4' -0" X 4' -0" X 12" DEEP FOOTING WITH (6) #4 EACH WAY
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I AA I afghan associates, inc. By: Date:
ENGINEERING
4875 SW Griffith Drive I Suite 300 I Beaverton, OR I 97005
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BUILDING B
LATERAL DESIGN:
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IHE WEST WALL: TYPICAL PIER:
SHEAR
h := 10•ft HEIGHT OF SHEAR WALL
b := 4.25•ft LENGTH OF WALL
v:= b v = 421 plf SHEAR DEMAND
• A 30.25•in AREA OF BOUNDARY MEMBERS
c :_
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Project No.:
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