APPROVED BLD RESUB1 BLD2024-0148+Structural_Calculations+5.1.2024_4.17.42_PM+4231819RESUB
5/1 /2024
CITY OF EDMONDS
K E V I E W DEVELOPMENT
SERVICES DEPARTMENT
RUCTURAL
G I N E E R I N G McGlocklin Addition
STRUCTURAL CALCULATIONS
206-914-9536
LakeviewSE@Outlook.com Calculated by Jon Conner, P.E., S.E.
Lakeview Structural Engineering
April 26, 2024
Index to Calculations
24109 102nd PI W, Edmonds WA 98020
Description Subcategory Page
Design Criteria General I-iii
Gravity Load Distribution Roof Load Distribution and Sheathing Design 1
Headers and Beams 2-4
Lateral Analysis Wind 5-7
Seismic 8
Roof Diaphragm & Load Transfer 9
Shear Walls 10-12
Load Transfer to Foundation 13
024
McGlocklin Addition
Structural Calculations
By Jon Conner, P.E., S.E.
Lakeview Structural Engineering
Design Criteria: 24109 102°d P1 W, Edmonds WA 98020
Lateral Loading_ parameters:
Wind Load: 110 MPH, Exposure B (Suburban)
Seismic Load:
Sds = 1.024 g, Shc = 0.554 g
Soil Site Class: D (default)
Other design values used:
Occupancy Category: Single Family Residential
Structural System: Wood framed shear walls
Concrete: 2500psi with 40,OOOpsi reinforcing
Structural Timber: DFL #2 or better
Glulam: 24F-V4 DF/DF
Framing timber: SPF or Hem Fir Stud grade
Snow Loads:
Ground Snow Load: 25 psf
Roof Snow Load: 25 psf (non -reducible)
Live Toads.
Floor: 40 psf
Decks: 60 psf
Dead Loads:
Concrete: 150 pcf.
Lightweight Concrete Decking: 28 psf (Y thick)
2x6 exterior walls: 12 psf
2x4 partition walls: 8 psf
Roof dead load: Total dead load = 12 psf. Includes: Roofing: 1.5 psf, 5/8-inch
sheathing: 2.0 psf, Trusses or Joists: 2.0 psf; Insulation: 0.5 psf; one layer
of 5/8 inch Gypboard: 3.0 psf; Miscellaneous mechanical: 3 psf.
Design Codes and References:
2018 IBC, IRC for load calculations and general design criteria
ASCE 7-16 for load calculations and general design criteria
Concrete: ACI 318 —14
Timber: ANSI / AF&PA NDS-2018, Special Design Provisions for Wind and
Seismic 2015
ASCE
AMERICAN SOCIM OF CIVIL ENGINEERS
Address:
24109 102nd PI W
Edmonds, Washington
98020
ASCE 7 Hazards Report
Standard: ASCE/SE17-16 Latitude: 47.78036
Risk Category: II Longitude:-122.369894
Soil Class: D - Default (see Elevation: 0 ft (NAVD 88)
Section 11.4.3)
1�-�tllrpNm Ra
�
}
L
Q
Rn fte Roost Rn
k/_
>_
L
S
C
1J81n JI
Q
.l'.i' —
5
Ii�IW.n ?
►I.nnIN i
1 iJ Ih 1' I J'N
}
Y_
7
— —
111 It PI SVI
JS
c
`
1 J31d PI SW
— -
4V 'l An tit-—_
T N
SNCA I OK41 S It
-
•yrt
KINr.
Wind
Results:
Wind Speed
98 Vmph
10-year MRI
67 Vmph
25-year MRI
74 Vmph
50-year MRI
78 Vmph
100-year MRI
83 Vmph
1
L,I., I'd
Edm.mds /
oo� I I
KIIkI�I d
Af►
t.M1
trr
� tiT
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Mon Sep 25 2023
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://asce7hazardtoo1.onIine/ Page 1 of 3 Mon Sep 25 2023
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
SS
1.28
Sp,
N/A
S,
0.449
T L
6
Fa
1.2
PGA:
0.543
Fv
N/A
PGA M :
0.651
S MS
1.536
F PGA
1.2
SM,
N/A
le
1
SIDS
1.024
Cv
1.356
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Mon Sep 25 2023
Date Source:
USGS Seismic Design
Maps
hftps:Hasce7hazardtool.online/ Page 2 of 3 Mon Sep 25 2023
McGlocklin Residence
;•i Structural Calculations
KEVIEW
RUCTURAL
McGlocklin Addition Structural Calculations
- Single Story above grade residence remodel and addition
- 2x6 stud walls @ 16" o.c. bearing walls, 2x4 @ 16" non -bearing walls
- Max 8'-0" wall height
- DF-L Stud walls, DF-L No 2 or better structural members, 24F-V4 DF/DF Glulam members
Gravity Load Distribution - Roof to outer walls
Overhang := 2.0
/h := 80
wh := 27
Ld:= 12
wj := 40
wld,,k := 60
hi:=8
wii1:= 12 • h1= 96
Psh := 25
Roof Sheathing Design: Use unbalanced snow loads
- Limit snow load deflections to L/240
Lr :=Psh = 25
t:= 0.594
Eply :=1000000
Iply := 0.084
sjow := 2
:= Ssjoist' 12 _ 0.1
dsnow
24U
5 • Lr • Sjoist4 • 1728 = 0.107
p1Y 384.E I
p1Y � PIY
2'-0" overhang
Length of house (ft)
Width of house (ft)
Roof dead load (psf)
Floor live load (psf)
Deck Live load (psf)
Height of walls (ft)
Weight of exterior walls (plf)
Roof snow load (psf)
Max total load to sheathing (psf)
Panel thickness (in)
Plywood stiffness (lb-in^2/ft)
Moment of inertia (in^4)
Joist spacing (ft)
Max allowable plywood deflection (in)
Max deflection under full snow loads (in)
Use min 7/16" sheathing over trusses spaced 24" o.c. or thicker to match existing
By: J. Conner, PE, SE
Page 1
McGlocklin Residence
;•/j°i Structural Calculations
KEVIEW
RUCTURAL
Exterior wall headers: Primary bedroom
whl :_ (Ld+Psh) .(25 + Overhang = 537
lhl := 9
2
M 12 • whI • lhlz = 65185
hl:= 8
whl • lhl
VhI :_ _ = 2414
L
4hI := lhl • 12 _ 0.225
480
M„
Shl
24
2400. 1.15
5 • WhI • lhl4 • 1728
1 :—
hl
=196
384. 1.8.106 •dhl
Span 2
wh2:=
25
(Ld+Psh) • =463
lh2 :=
2
4
12 • wh2 • lhzz
M h2:—
=11100
8
wh2 • lh2
Vhz :_
= 925
L
dh2 := lh2 • 12 = 0.133
360
M„
She 12
800.1.15
1 5 • Wh2.1h24 • 1728 —= 12
h2:—
384.1.6.106 •d12
Exterior wall headers: End Walls
wh4 :_ (Ld+Psh) • (2 + Overhang) = 148
lh4 := 6
M 12 •wh4 • lh4 z
= 7992
h4:— 8
wh4 • lh4
Vh4 := 2 = 444
lh4.12
dh4 := — 0.15
480
_ Mh4 _
Sh4 8
900.1.15
1 5 • Wh4.1h44 • 1728 =18
h4:—
384. 1.6.106 •dh4
By: J. Conner, PE, SE
Uniform load to walls (Ibs)
Total length of beam (ft)
Max moment to header (in-Ibs)
Max beam shear (Ibs)
Limit deflections to L/360 (in)
Section modulus required (in A3)
Moment of inertia required (in A4)
Use 3.5"x9" GLIB (I = 212 inA4, S = 47 inA3)
Uniform load to walls (Ibs)
Total length of beam (ft)
Max moment to header (in-Ibs)
Max beam shear (Ibs)
Limit deflections to L/360 (in)
Section modulus required (in A3)
Moment of inertia required (in A4)
Use (2) 2x6 headers up to 4 ft (I = 41 inA4, S = 15 inA3)
Uniform load to walls (Ibs)
Total length of beam (ft)
Max moment to header (in-Ibs)
Max beam shear (Ibs)
Limit deflections to L/360 (in)
Section modulus required (in A3)
Moment of inertia required (in A4)
Use (2) 2x8 (I = 95 inA4, S = 26 inA3)
Page 2
McGlocklin Residence
;•/j°i Structural Calculations
KEVIEW
RUCTURAL
Exterior wall headers: Entry & Livina room
wh5:= (Ld+Psh) • 262 =481
lh5 := 7.5
M 12 •wh5 • lh5 z
= 40584
h5:- g
wh5 • lh5
VhS := = 1804 2
dh5:= lhs' 12 _ 0.188
480
_ MO _
Shy 17
2400
I 5 • wh5.1h54 • 1728 =101
h5:-
384. 1.8. 106 • 45
Floor Beams:
wfh1:= �Ld + wf) • 162 = 416
lfbl := 6
12 • wf l .1 � l = 22464
Mfhl :_
0
w17i1 • lfhI
Vfhl :=
=1248
2
lfhl•12
dfhr �
— 0.15
480
Mfhl
_
���
=19.2
900.1.3
5 • x/hl ' lfhl4 •1728
Ifh1:=
= 51
384.1.6.106 •d1b,
Floor joists:
wf:= (Ld+wf) • 1.33 = 69
if :=
8
12•wf•l2
f
Mf
= 6639
8
wf•lf
Vf:=
=277
2
lfi • 12
d _=
f
= 0.2
480
Mf
Sf :=
= 6.41
900.1.15
5 • wf • lf4 •1728
If
= 20
384.1.6.106 .df
By: J. Conner, PE, SE
Uniform load to walls (Ibs)
Total length of beam (ft)
Max moment to header (in-Ibs)
Max beam shear (Ibs)
Limit deflections (in)
Section modulus required (in^3)
Moment of inertia required (in^4)
Use 3.5"x7.5" GLIB (I = 123 in^4, S = 32 in^3)
Uniform load to beams (Ibs)
Total length of carrier beam (ft)
Max moment (in-Ibs)
Max beam shear (Ibs)
Limit deflections to L/360 (in)
Section modulus required (in^3)
Use 4x8 DFL2 supported on
4x4 posts spaced 6 ft on center
(I = 111 in^4, S = 30.6 in^3)
Uniform load to beams (Ibs)
Total length of carrier beam (ft)
Max moment (in-Ibs)
Max beam shear (Ibs)
Limit deflections to L/360 (in)
Section modulus required (in ^3)
Use 2x10 @ 16" o.c.
(I = 98 in^4, S = 21 in^3)
Page 3
McGlocklin Residence
i� Structural Calculations
KEVIEW ' '0
RUC TURAL
Roof Beams: Ent.
w,.bl:=
(Ld+P,h) • 6=222
Uniform load to beams (Ibs)
41:=11
Total length of carrier beam (ft)
z
12 • wrhl • lrbl
M,.bl :=
= 40293
Max moment (in-Ibs)
8
wrbl • lrbl
Vrbl :=
= 1221
Max beam shear (Ibs)
2
lrbl • 12
4rbl:=
=0.275
Limit deflections to L/360 (in)
480
Mrhl
Sbl:=
=44.77
Section modulus required (in^3)
900
5 • w, lr• 1728
bl • bl4
Ir61:=
=166
Use 6x8 DFL2
384. 1.6.106 •4rbl
(I = 193 in^4, S = 51 in"3)
Roof Beams: Entry
11
w,.b2:= (Ld+psh) • +Overhang =278
Uniform load to beams (Ibs)
lrb2:=
5
Total length of carrier beam (ft)
z
12 • wrb2 • 1rb2
Mrb2:=
= 41625
Max moment (in-Ibs)
2
Vi.b2 :=
wrb2.42 = 13 88
Max beam shear (Ibs)
1rb2• 12
4rb2:=
=0.125
Limit deflections to L/360 (in)
480
Mrh2
Sb2:=
=46.25
Section modulus required (in^3)
900
wrb2.424 • 1728
I
= 187
Use 4x10 DFL2 cantilever beam
8.1.6. 106 •4rb2
(I = 230 in^4, S = 49.9 in^3)
1rb2
T:= Vrb2 • = 991.071
Tension strap required (Ibs)
2.3.5
Use Simpson LSTA18 strap
Garage
door header
(1115 Ibs tension)
wrWb (Ld+psh) • 262 +Overhang =555
Uniform load to beams (Ibs)
lrb3 :=
8
Total length of carrier beam (ft)
z
12 • Wrb3 • 1rb3
Mrb3 :=
= 53280
Max moment (in-Ibs)
8
wrb3 • lrb3
Vrb3 :=
= 2220
Max beam shear (Ibs)
2
1rb3• 12
4rb3:=
=0.2
Limit deflections to L/360 (in)
480
Mrb3
Srb3:=
=42.9
Section modulus required (in^3)
900. 1.15. 1.2
5 • w,b3 • l rb34 • 1728
Irb3:=
= 160
Use 6x8 DFL2
384. 1.6.106 •4rb3
(I = 230 in^4, S = 49.9 in^3)
By: J. Conner, PE, SE
Page 4
KEV I .::
KEVEW
RUCTURAL
McGlocklin Residence
Structural Calculations
Lateral Analysis - Wind - ASCE 7-16 Ch 28: Simplified Procedure
h,,:=1.0 Importance factor
pitch := 4 Roof rise in 12"
V3s:=110 3 second gust wind speed (mph)
Exp:=`B" Exposure B (Suburban)
l:=lb=80 Building length without roof overhang (ft)
w:=wb=27 Building width without roof overhang (ft)
OH:= Overhang =2 Typical roof overhang (ft)
h1= 8 Wall heights (ft)
hp:=10.667 Total building height to roof peak (ft)
h,.:=9.333 Mean roof height above main flr (ft)
h,.00f:=2.667 Roof profile height (ft)
�:=1.0 Adjustment for building height -ASCE 7 Figure 28.6-1
K1:= 0 KZ :=1 K3 :=1
Topographic factors for wind speed-up effect - Figure 26.8-1
Kzt:=(1+K1'KZ'K3)z Kzt=1
Ps30:= [ 25.3 —7.5 16.8 —4.3 23.1 —15.5 —16.0 —11.8
Ps:=% •Kzl -Ps30
A B C D E F G H
Ps=[25.3 —7.5 16.8 —4.3 23.1 —15.5 —16 —11.8]
al:=0.10•w a2:=0.4•h,, a3:=0.04•w
a:= if a3<a2Aa3<al
a3
if a2<a3Aa2<al a=3
11 a2
if al<a2Aal<a3
11 al
if a1<3Va2<3Va3<3
11 3
By: J. Conner, PE, SE
Simplified design wind pressure for
structure zones A thru H - ASCE 7 fig 6-2
(negative implies uplift)
Adjusted design wind pressures for
zones A thru H
Width of Zones A and B (ft)
Page 5
McGlocklin Residence
Structural Calculations
1. :, ind.jp
Wind loading: Transverse Roof
Longtidllhl
—04
W,:=Pso 0*(2-a)- 21 +Pso z�(16.5—(2•a))• 2,+Pso 1-(2-a)-(hroof)+Ps03'(16.5—(2-a))'(hYoof)
W, i :=16. 16.5. 2� + 8. 16.5 • (h,,,j) =1408
W,,,,of:=max (Wt, Wind,,) = 1408
Wind Loading: Longitudinal Roof
h, h,.
WI:=Pso 0*(2•a)• 2 +Pso z•(w—(2•a))• 2 =2355
2 2
W1min :=16 • w • hl + 8 • w • (h,,00f) = 2304
2
Wlsoof:= max (WI, Wlmin) = 2355
By: J. Conner, PE, SE
Transverse load to diaphragm (Ibs)
Design transverse load (Ibs)
Longitudinal load (Ibs)
Minimum longitudinal load (Ibs)
Page 6
McGlocklin Residence
Structural Calculations
KEVIEW
RUC TURAL
Uplift
Wplft:=0.6•�PS W+0.6•(12-- =-28
o,s� 2 2
Max uplift (plf) at Zone F minus 12 psf Truss DL
Use Simpson H1 hold downs @ 24" o.c. (OK for 212 plf uplift, 220 plf in plane, 82 plf out of plane)
Check out of plane loadina on wall:
op := 0.6 • PS h1
Rt
°,2� = 40
2
Toe nail truss to top plate to resist load:
Reaction at top of wall due to wind (plf)
Zp:=99 16d lateral design value (Ibs)
Use (2) 16d toe nails, ea truss to top plate along with H1 hold down for 263 Ibs total out of
plane capacity > 80 Ibs per truss
By: J. Conner, PE, SE
Page 7
KEV I .::
KEVEW
RUCTURAL
McGlocklin Residence
Structural Calculations
Lateral Analysis - Seismic - ASCE 7-16, 12.8 Equivalent Lateral Force Procedure
OC:=2 Risk Category from Table 1.5-1 (residential)
Sds:=1.024 MCE ground motion 0.2 and 1.0 second
2 accelerations based on site location (g)
Shc :=
0.449. 1.85 • —= 0.554
3
IE:=
1.0
DC
:= "D"
R :=
6.5
Ct:=0.02
x:=0.75
7':=
Ct • hp' T = 0.118
TL:=6
Cmax :=
if T < TL = 0.722
Shc • IE
T•R Cs:=
if T>TL
Shc • TL • IE
f •R
Seismic Importance Factor from Table 1.5-2
Seismic design category from 11.6-1 & 2
Response Modification factor Table 12.2-1 (Light
frame wood walls)
Parameters used to calc fundamental period -
Table 12.8-2
Approximate Fundamental Period (sec)
Long -period transition period, sec (Fig.22-12)
Maximum Value of response coefficient
if Sds•IE <Cmax =0.158
R
Sds • IE
R
else
C..
Cmin := 0.044 • Sds • IE = 0.045
R,,,:= 12 • (w+2.OH) • (16.5+OH) =6882
WLi1:=12•(w+2.16.5)•h,+8•hl•(30)=7680
V'00j °= CS • �R_ + WW1 =1689
2
Vb... := CS • (R. + W,NI) = 2294
Seismic Response Coefficient
Minimum response coeff.
New roof weight for 12 psf DL (Ibs)
Approx weight of new walls (Ibs)
Seismic load to roof level (Ibs)
Seismic base shear (Ibs)
Seismic loads govern new addition
Rwe:= 12 • (w+2.OH) • (64+OH) =24552 Weight of existing roof (Ibs)
W,,e:=12 • (w+2. 64) • hl + 8 • h, • (100) Weight of existing walls (Ibs)
V,.00fE:=Cs• �R_, WWe�=5544 Seismic load to existing roof (Ibs)
2
By: J. Conner, PE, SE
McGlocklin Residence
Structural Calculations
KEVIEW
RUCTURAL
Roof Diaphragms: Use great room loads all around
Wt,.00 f=1408
0.7 • VI.Of
Vtroof:= = 36
2.16.5
Wind load to roof (lbs)
Typ shear at roof diaphragm (plf)
Use 7/16" sheathing grade panels, 8d nails @ 6" o.c. at panel edges, 12" o.c. field. OK for 235 plf
Simpson H1 hold downs + toe nails OK for 340 plf in plane shear transfer.
At gable ends, use Simpson A34 @ 32" on center (OK for 180 plf)
By: J. Conner, PE, SE
Page 9
KEVIEW M
RUC TURAL
McGlocklin Residence
Structural Calculations
Shear Walls: Perforated shear walls AFPA special provisions. 4.3
Od:= 0.5 ASD reduction factor per 4.3.3
End walls: Ignore wall segments less than 2'-4" wide
12.1:= 25 = 25 Total length of wall (ft)
16 _ 0.64
12.1
v2.1'—
_ 0.7 • V,.oa f = 37
2.12.1'P2.1
Co2.1:= 1.0
v2.1,,p :_ Od' Co2.1. 520 = 260
Percent of full -height sheathing
Uniform Shear load to wall (plf)
Capacity adjustment factor
Reduced capacity (plf)
Min 3/8" sheathing, 8d nails @ 6" o.c. at panel edges, OK for 260 plf (reduced)
v2.1
0.7 • VY��
tax:= f = 37 Max shear transfer to 1 st floor level (plf)
2•Co2.1'12.1'P2.1
Check Chord Forces at panels:
W2.1:=12•12.1•h1=2400
TC2.1:= 0.7.0.5 • V,,00f • hl — 0.6.0.5 • W2.1 = —424
12.1'P2.1'Co2.1
Weight of wall & roof (resists uplift) Ibs
Tension/Compression in panel chords
(Ibs) (0.6 for ASD)
No net uplift. Use Simpson LSTHD8 each end (OK for 1950 Ibs uplift)
By: J. Conner, PE, SE
Page 10
McGlocklin Residence
Structural Calculations
KEVIEW
RUCTURAL
Shear Walls: Perforated shear walls AFPA special provisions. 4.3
Front wall:
125:=16=
16
5 — 0.313
12.5
0.7 • V,.oa f
V2.5:=
—
— 118
2.12.5'P2.5
Co2.5:=
0.59
Total length of wall (ft)
Percent of full -height sheathing
Uniform Shear load to wall (plf)
Capacity adjustment factor
V2.5cap:=Od'Co2.5.760=224 Reduced capacity (plf)
Min 3/8" sheathing, 8d nails @ 4" o.c. at panel edges, OK for 224 plf (reduced)
0.7 V • Y��
V25m.:= f =200 Max shear transfer to foundation (plf)
2•Co2.5'P2.5'12.5
Check Chord Forces at panels:
W2 5 :=12.12 5 • h, + 12. 2 •12 5 = 2304 Weight of wall (resists uplift) Ibs
0.6. 0.5 • VI"Qf• hl Tension/Compression in panel chords
TC2S:=—0.6.0.5•w25=683 (Ibs) (0.6for ASD)
12.5'P2.5' Co2.s
Use Simpson LSTHD8 each end (OK for 1950 Ibs uplift)
By: J. Conner, PE, SE
Page 11
McGlocklin Residence
Structural Calculations
K v I_E
RUCTURAL
Shear Walls: Perforated shear walls AFPA special provisions. 4.3
Existing end wall between addition
12 2 := 26 = 26 Total length of wall (ft)
_ 0.846 Percent of full -height sheathing
Pzz:=22 — 9 g
122
v 2— 0.7 • ( V,,fE + Vroof) =115
.2 •—
2•12.2'P2.2
Co2.2 := 0.82
Uniform Shear load to wall (plf)
Capacity adjustment factor
V2.2cap:=Od' Co2.2.760=312 Reduced capacity (plf)
Min 3/8" sheathing, 8d nails @ 4" o.c. at panel edges, OK for 224 plf (reduced)
0.7 • (VYoof+ VYoofE)
V22max:_ = 140
2 • Co2.2-P2.2.12.2
Check Chord Forces at panels:
W22:=12.122•h,+12. 2 •122=3744
0.6.0.5 • (V,00f— + V ,,ofE� • h�
TC22:= 0.6.0.5•W22=-161
12.2'P2.2' Co2.2
Max shear transfer to foundation (plf)
Weight of wall (resists uplift) Ibs
Tension/Compression in panel chords
(Ibs) (0.6 forASD)
No net uplift. Additional hold downs not required at existing walls
By: J. Conner, PE, SE
Page 12
McGlocklin Residence
:.i Structural Calculations
K v I-E
RUCTURAL
Transfer Shear loads to Foundation:
1/2" Anchor Bolt Capacity: NDS Table 11 E
ts:= 1.5
Zpbolt:= 930
CD:= 1.6
Zpbolt' CD =1488
Sbolt 60
C:_ Zpholt CD 12 C= 298
Sbolt
v2 2raax =140
V2.5max = 200
Use 1/2" anchor bolts at 60" o.c. at new walls.
Embed 6" into concrete wall. Assumes DF-L plate.
Side member Thickness (in)
Bolt design value for 6" embedment depth (Ibs)
Load duration factor
Allowable load (Ibs)
Bolt spacing (in)
Capacity based on bolt spacing (plf)
Max shear transfer at existing walls (plf)
Max shear transfer at new walls (plf)
Size footings for 1500 Psf Soil Bearing
bfrg:=1.333
Wjjg:=150.0.667.1.5 + 150.0.667 • bfjg=283 Weight of footing (plf)
L,, :_ (Ld+psh) • w +Overhang=574 Max load from roof (plf)
\
2 )
W +L
6 f`g W = 643 Max bearing pressure (p sf)
solr=
b fg
Use 16" wide x 8" thick spread footings. Anchor to existing foundation w/ Simpson
SET-3G epoxy. Embed 3" into existing concrete.
Floor Post footings
A, q :_ �fbj .2 =1.664
1500
By: J. Conner, PE, SE
Area of footing required (sq ft)
Use 18"xl8"x8" thick footings. (2.25 sq ft)
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