REVIEWED BLD2022-0641+STRUCTURAL CALCS+5.18.2022_7.35.52_AM+2877167RECEIVED Project: Modification of Office
5/17122
CITY OF MONDS BLD2022-0641
DEVELOPMENT
SERVICES DEPARTMENT
0
Address: 21616 76th Ave West
Edmonds, Wa, 98026
Date: 5/11 /22
REVIEWED
BY
CITY OF EDMONDS
STRUCTURAL GRAVITY LOAD CALCULATIONS FOR OFFICE
BUILDING LOCATED AT 21616 76th Ave West Edmonds, WA
98026
Basis of Design
This document is showing the detail of design and calculations of steel
stud wall and header according to IRC 2018, NDS 2018, IBC 2018,
ASCE7-16 and AISI 2016.
The load distribution is as follow:
Ground Roof Snow Load ---------------------- 25 psf
Assumed 6" concrete slab at roof and considering 150 pcf as unit
weight of concrete, the dead load at roof is:
150pcf• 6in = 75• psf
Assumed Dead Load at Roof
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EXP. 01 /28/2023
DATE: 05/17/2022
Project: Modification of Office Address: 21616 76th Ave West
Edmonds, Wa, 98026
Date: 5/ 11 /22
Material Properties for Design
fc := 2500psi
fy : = 60• ksi
fsoil.bearing 1500p8f
concrete 150pcf
steel 490pcf
Concrete compressive strength
Yield strength of re bar
Minimum soil bearing capacity
Concrete unit weight
Steel unit weight
Es := 29000ksi Young modulus of steel
Ec :— 57000• F—ps
psi = 2.85 x 103• ksi
Load Assumptions
DLroof 'Yconcrete 6in
LLroof 20psf
SLroof 25psf
Young modulus of concrete
(ACI-318-19-19.2.2.1(b)
Roof dead load
Roof live load
Ground snow load for Kenmore WA,
ASCE 7-16 Table 7-2-5
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Project: Modification of Office Address: 21616 76th Ave West
Edmonds, Wa, 98026
Date: 5/ 11 /22
VERTICAL LOAD CALCULATIONS
Design of New Door Header of Roof Load
'roof 24ft
'roof
DLheader:= DLroof' 2=900•plf
'roof
SLheader SLroof' 2 = 300• plf
Lheader 3ft
DLheader + SLheader = 1.2 x 103• plf
2
DLheader + SLheader' Lheader
Mheader�= 8
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Loading width at roof
Dead load on header
Snow load on header
Header length
Total uniform load on header
= 1.35• kip• ft Maximum moment on header
Project: Modification of Office Address: 21616 76th Ave West
Edmonds, Wa, 98026
Date: 5/ 11 /22
(DLheader + SLheader). Lheader
uheader := 2 = 1.8• kip
Total reaction at header support
M—b.
Yield,
Fy, ku
a ft O ft
5 W
—
6 ft 9 ft
10 ft 12 ft
5505162-33
SSOSL62 43
33
33
931 e fi99 e
-9 l -132
I'll
769
I'll211 e
548 109
127 e 74 e
165 95
a a a
550S 62-54 33 2779 a 1563 a 1001 a
550S162-54 50 M9e 2238e 1433e
a a a e
695 a 391 a 203 a 118
941, 397e 203 116
Based on Steel Framing Industry Association (SFIA)
need to use double 550S162-54 as
steel header
Lumber option for header can be 2-2x8
Type of lumber
Species _Type :_ "HEM -FIR"
Classification := "All"
Classification of member
Grade of lumber
Grade := "N0.2"
Beam length
Lbeam:= aft
b := 2in
Width of member
d := Bin
Depth of member
b' := 2.1.5in
Dressed width
d' := 7.25in
Dressed depth
_ 1 3 4
Moment of Inertia about strong axis
• = 95.27• in
I1 b'• d'
12
I2 := b13• d' = 16.312• in4
Moment of Inertia about weak axis
12�
U. d'2 3
Section modulus
SI:= =26.281•in
6
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Project: Modification of Office Address: 21616 76th Ave West Date: 5/11/22
Edmonds, Wa, 98026
2
b 6 d'
= 10.875• in3
S2 :=
Section modulus
Fb := SS(Species_Type, Classification, Grade, b, d)0. psi = 850• psi
Ft := SS(Species_Type, Classification, Grade, b, d) I. psi = 525• psi
Fv:= SS(Species_Type, Classification, Grade, b, d)2 psi = 150• psi
Bending strength
stress
Tensile strength stress
Shear strength stress
Compression stress
Fcp := SS(Species_Type, Classification, Grade, b, d)3 psi = 405• psi perpendicular grain
Fc := SS(Species_Type, Classification, Grade, b, d) • psi = 1.3 x 103• psi Compression stress
4 parallel to grain
E := SS(Species_Type, Classification, Grade, b, d)5 psi = 1.3 x 106• psi Modulus of
elasticity
Emin SS(Species_Type, Classification, Grade, b, d)6 psi = 4.7 x 105• psi Minimum module of
elasticity
Iwood SS(Species_Type, Classification, Grade, b, d)7- rye, = 26.832• pcf
CD:= 1.15 Load Duration Factor
CM := 1.0 Wet service factor
Ct:= 1.0
Temperature factor
CFb(b, d) = 1.2
Bending size factor
CFt(b, d) = 1.2
Tension size factor
CFc(b, d) = 1.05
Compression size factor
C fUl := 1.0 Flat use factor
C fu2 := 1.0 Flat use factor
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Project: Modification of Office Address: 21616 76th Ave West
Edmonds, Wa, 98026
Date: 5/ 11 /22
Ci := 1.0 Insizing factor
Cr:= 1.15 Repetitive factor
Cb := 1.0 Bearing area factor
CT := 1.0 Buckling stiffness factor
c := 0.8 Sawn Lumber
le.comp.l 3ft Effective height for
compression
le.comp.2 3ft Effective height for
compression
le.Bend.1 3ft Effective length for
bending
le.Bend.2 3ft Effective length for
bending
dr 2 := min(b', d') =3. in Gyration depth
dr. 1 := max(b', d') = 7.25• in Gyration depth
E' : = E. CM, Cf Ci = 1.3 x 106• psi
Fmin Emiri CM, Cf Ci• CT = 4.7 x 105• psi
le.Bend.l' dr.l
RBE.1 �_ = 5.385
dr.2 2
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Project: Modification of Office Address: 21616 76th Ave West
Edmonds, Wa, 98026
Date: 5/11 /22
le.Bend.2• dr.2
RBE.2 �_ = 1.433
dr.1 2
1.2 E'min 4
FbE.I :_ = 1.945 x 10 • psi
RBE.1 2
1.2 E'min 5
FbE 2:= = 2.745 x 10 •psi
RBE.2 2
F"b := Fb' CE' CM' Ct CFb(b, d)• Ci Cr = 1.349 x 103• psi
2
1 + FbE.I I 1 + FbE.1 FbE.I
F" F" F"b _ b J b _
CL' 1 0.996
1.9 1.9 J 0.95 —
FbE.2 I FbE.2 2FbE.2
1+ 1+
F"b F"b F„b
CL.2:= 1.9 — 1.9 J — 0.95 = 1
F'b.1:= Fb' CE' CM' Ct CL.l' CFb(b, d)' Cfu.l' Ci• Cr = 1.344 x 103• psi
F'b.2 := Fb' CE' CM' Cf CL.2' CFb(b, d)' Cfu.2' Ci Cr = 1.349 x 103• psi
F't := Ft CE• CM• Ct CFt(b, d)• Ci = 724.5• psi
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Beam stability factor
Beam stability factor
Project: Modification of Office Address: 21616 76th Ave West Date: 5/11/22
Edmonds, Wa, 98026
F'v:= Fv Cy CM• Ct Ci = 172.5• psi
F'cp:= Fcp CM•Ct Ci Cb = 405•psi
F"c := FI CD• CM'CC CFc(b, d)• Ci = 1.57 x 103• psi
0.822• E'min 4
FcE.I:= — 1.567x 10 •psi
\2
le.comp.l I
dr.1 J
0.822• E'min 3
FcE 2:= — 2.683 x 10 -psi
\2
le.comp.2 I
dr.2 J
le.comp.l
= 4.966
dr.1
le.comp.2 = 12
dr.2
le.comp.l le.comp.2 I I less than 50 OK
if(max
:— 50, "OK" , "NOT GOOD" _ "OK"
dr.l dr.2 J J
2
FcE.I FcE.l FcE.l
l+ l+
F" F" F"
c c c
Cp. 1:= — — = 0.979
2• c 2• c c
r�aKl
Project: Modification of Office Address: 21616 76th Ave West
Edmonds, Wa, 98026
Date: 5/ 11 /22
2
FcE.2 FcE.2 FcE.2
1+ 1+
F" F" F"
c c c
Cp.2:= — — = 0.838
2•c 2•c c
F'c := Fc' CD' CM' Ct CFc(b, d)• Ci• min(Cp.1, Cp.2) = 1.316 x 103• psi
Pc:= 0
M1:=
Mheader= 1.35•kip. ft
M2:=
0
Pt:=
0
V 1 :=
Vheader = 1.8• kip
V2:=
0
Pc
fc :=
=0• ksi
(b.d)
M1
fb 1 :_
— = 0.616•ksi
S1
M2
fb.2:= = 0
S
2
Pt
f :_
t (b' d')
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Compression at member
Bending moment about major axis
Bending moment about minor axis
Tension in member
Shear for major bending
Shear for minor bending
Project: Modification of Office Address: 21616 76th Ave West
Edmonds, Wa, 98026
Date: 5/11 /22
2
fc fb.I fb.2
— I + + l = 45.865• %
F c i F b.1' 1— F fc
F b.2' 1— fc I— fb. l )21
cE.l J FcE.2 J FbE.l J J
2
fc fb.I Y
FcE.2 FbE.I )
ft fb.I ) fb.2
— + + — 45.865• %
Fit F b.1) F b.2
3 ma4VI, V2)
f :_ 2• b'• d' = 124.138•psi
fv
— = 71.964• %
F'
v
Check for deflection
For DL+SL
Less than 1.0-OK
Lbeam
allow :_ = 0.15• in
240
Less than 1.0- OK
Less than 1.0- OK
According to IBC 2015 for dead
and live load
4
0 — 5• (DLheader + SLheader)' Lbeam = 0.018 in
header 384• E• I1
header
= 11.772•%
allow
Check for deflection
For SL
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OK -Allowable deflection is more
than actual deflection between
supports
Project: Modification of Office Address: 21616 76th Ave West Date: 5/11/22
Edmonds, Wa, 98026
Lbeam According to IBC 2015 for dead
allow 480 — 0.075 in and live load
( 4
5• l SLheader�. Lbeam = 4.415 x 10 3 in
header'— 384• E. 11
header
= 5.886• %
allow
OK -Allowable deflection is more
than actual deflection between
supports
Design of Steel Studs Both Side of New Door
R uheader = 1.8• kip
Maximum compression load on Stud
wall I Spaang I 3%$162•(mils) I 362SI3.%Mils)
Heigh(
(in-) 33 ksi
50 k5i
33 ksi
5o ksl
[Rj
D.C. 33
43
54
6B
97
33
43
54
fib
12 1.81a
2.56a
3.97a
5.OBa
7.44a
1.49a
2.14a
3.32a
4.37a
S
16 1.74a
2,46a
3.9a
5.01a
7.30a
1.42a
2.07a
3.26a
4.3a
24 1.58 a
2.32 a
3.76 a
4.87 a
7.21 a
1.29 a
1.93 a
3.13 a
4.17 a
12 1.67a
2.36a
3.65a
4.67a
8.83a
1.38a
2.01a
3_ua
4.07a
Q
1R Ic7a
IIn.
IqA.
AsA5
Ran.
1 14 a
i07o
•l ,.
, . .
Use double 350S162-54 steel stud both side of door
Check the Screw to Connect Track to Lumber
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Project: Modification of Office Address: 21616 76th Ave West Date: 5/11/22
Edmonds, Wa, 98026
362T150-54
ttrack:— .77in4
Atrack .374in2
Ems,:= E = 1.3 x 103•ksi
Specified track
Moment inertia of track
Area of track
Wood modulus
Es:= 29000ksi Steel modulus
1
.054in• 1.5in• 2• C7.25in + 1.5in + 3.62in• .054in• (7.25in) + 7.25in. 3in• 7.25in Ew-
2 J 2 Es
ecent:= E
.054in• 1.5in• 2 + 3.62in• .054in + 7.25in. 3in• w
Es
ecent = 4.689• in
WX91591
Centroid of composite section
Project: Modification of Office Address: 21616 76th Ave West Date: 5/11/22
Edmonds, Wa, 98026
it
.054in 1.5in
3.62in• .054in• + .054in• 1.5in• 2
etrack 2 2 = 0.355• in Centroid of track from
3.62in• .054in + .054in• 1.5in• 2 bottom of track
Icomposit Itrack + Atrack' etrack + ecent)2 ••• = 15.657• in
1 3 7.25in 121 Ems, Moment inertia of
+ [72
3in• (7.25in) + 7.25in• 3in• Cecent — 2 II E composite
\\ s
Qw Atrack' etrack = 0.133• in 3
V 1' Qw
= 182.986• plf
lcomposit
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Second moment inertia of track part
Use #8 screw