REV1 REVIEWED BLD BLD2021-0869+Structural_Calculations+3.16.2022_4.45.42_PM+2742536REVISION
Mar 17 2022 BLD2021-0869
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Structural Calculations
for
ADDITIONS & ALTERATIONS
Jenkins Residence
18914 94th Ave W
Edmonds, WA 98020
POST -PERMIT REVISION 1
prepared by:
O.G. Engineering, PLLC
8645 22nd Ave SW
Seattle, WA, 98106
(206) 290-4608
Job No. 21018
Date: 2/3/22
� I Ck
oV
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
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Project Title: 6 Of 14
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam
Project File: 21018_Jenkins.ec6
LIC# : KW-06015519, Build:20.21.12.16 O.G. Engineering, PLLC
(c) ENERCALC INC 1983-2021
Description : PPR1 - Revised Roof Framing
Wood Beam Design: RB2 - Roof Beam
Calculations per NDS 2018,
IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: U10, Sawn, Fully Braced
Using Allowable Stress Design with ASCE 7-16 Load
Combinations, Major Axis Bending
Wood Species : Douglas Fir -Larch
Wood Grade: No.2
Fb - Tension 875 psi Fc - Prll 600 psi Fv
170 psi Ebend- xx
1300 ksi Density 31.21 pcf
Fb - Compr 875 psi Fc - Perp 625 psi Ft
425 psi Eminbend - xx
470 ksi
Applied Loads
Unif Load: D = 0.0130, Lr = 0.020, S = 0.0250 k/ft, Trib= 6.0 ft
Design Summary
Max fb/Fb Ratio = 0.749: 1
D(0.0780) Lr(0.120) S(0.150)
fb : Actual : 753.42 psi at 6.750 ft in Span # 1
--
-
Fb : Allowable: 1,006.25 psi >
6x10
bw
Load Comb: +D+S nR
A�
Max fv/FvRatio = 0.200 : 1
13.50 ft
fv : Actual : 39.17 psi at 12.735 ft in Span # 1
Fv : Allowable: 195.50 psi
Load Comb: +D+S
Max Deflections
Max Reactions (k) D L Lr s W E H
Transient Downward 0.221 in
Total Downward 0.335 in
Left Support 0.53 0.81 1.01
Ratio 734
Ratio 483
Right Support 0.53 0.81 1.01
LC: S Only
LC: +D+S
Transient Upward 0.000 in
Total Upward 0.000 in
Ratio 9999
Ratio 9999
LC:
LC:
Project Title:
Engineer:
Project ID:
Project Descr:
Multiple Simple Beam
LIC# : KW-06015519, Build:20.22.1.19 O.G. Engineering, PLLC
Description : PPR1 - Revised 1st Floor Framing
Wood Beam Design: 1 FB1 - 1 st Floor Beam
7 of 14
Project File: 21018_Jenkins.ec6
(c) ENERCALC INC 1983-2021
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 5.25x7.0, Parallam PSL, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 1.8E
Fb - Tension 2400 psi Fc - Prll 2500 psi Fv 190 psi Ebend- xx 1800 ksi
Fb - Compr 2400 psi Fc - Perp 425 psi Ft 1755 psi Eminbend - xx 914.88 ksi
Applied Loads
1 Point: D = 1.440, Lr = 1.710, L = 0.450, S = 2.160 k @ 7.750 ft
Design Summary
Max fb/Fb Ratio
= 0.746:
1
fb : Actual :
2,041.19 psi
at
Fb: Allowable:
2,736.47 psi
Load Comb:
+D+S
Max fv/FvRatio =
0.496 :
1
fv : Actual :
108.45 psi
at
Fv: Allowable:
218.50 psi
Load Comb:
+D+S
Max Reactions (k)
D L
Lr
Left Support
0.38 0.12
0.45
Right Support
1.06 0.33
1.26
Wood Beam Design
7.735 ft in Span # 1
5.25x7.0
10.50 ft
7.770 ft in Span # 1
s W
0.57
1.59
1 FB2 - 1 st Floor Beam
E
Max Deflections
H Transient Downward 0.243 in
Ratio 519
LC: S Only
Transient Upward 0.000 in
Ratio 9999
LC:
Density 45.07 pcf
Total Downward
0.404 in
Ratio
311
LC: +D+S
Total Upward
0.000 in
Ratio
9999
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size:
10.50 X 7.250, Microllam LVL, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species :
iLevel Truss Joist
Wood Grade:
Microl-am LVL 2.0 E
Fb - Tension
2,600.0 psi Fc - Prll 2,510.0 psi Fv
285.0 psi
Ebend- xx 2,000.0 ksi Density
42.010 pcf
Fb - Compr
2,600.0 psi Fc - Perp 750.0 psi Ft
1,555.0 psi
Eminbend - xx 1,016.54 ksi
Applied Loads
1 Point: D = 1.860, Lr = 2.210, L = 0.580, S = 2.790 k @ 5.750 ft
Design Summary
Max fb/Fb Ratio
= 0.696. 1
fb : Actual :
2,079.71 psi at 5.748 ft in Span # 1==
_ _
Fb: Allowable:
Load Comb:
2,990.00 psi
+D+S 44
10.50 x 7.250
�*
Max fv/FvRatio
= 0.167 : 1
14.250 ft
fv : Actual :
54.65 psi at 0.000 ft in Span # 1
Fv: Allowable:
327.75 psi
Load Comb:
+D+S
Max Deflections
Max Reactions (k) D L Lr s W E H
Transient Downward 0.417 in Total Downward
0.695 in
Left Support
1.11 0.35 1.32 1.66
Ratio
410 Ratio
246
Right Support
0.75 0.23 0.89 1.13
LC: S Only LC:
+D+S
Transient Upward 0.000 in Total Upward
0.000 in
Ratio
9999 Ratio
9999
LC:
LC:
Multiple Simple Beam
Project Title: 8 Of 14
Engineer:
Project ID:
Project Descr:
Project File: 21018_Jenkins.ec6
LIC#: KW-06015519, Build:20.22.1.19 O.G. Engineering, PLLC (c) ENERCALC INC 1983-2021
Wood Beam Design: 1 FH3 - 1 st Floor Header
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 3.5x9.25, Parallam PSL, Fully Unbraced
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : iLevel Truss Joist Wood Grade: Microl-am LVL 2.0 E
Fb - Tension 2,600.0 psi Fc - Prll 2,510.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 42.010 pcf
Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi Ft 1,555.0 psi Eminbend - xx 1,016.54 ksi
Applied Loads
Unif Load: D = 0.250, L = 0.50 k/ft, Trib= 1.0 ft
1 Point: D = 1.420, Lr = 1.730, S = 2.210 k @ 1.750 ft
2Point: E = 6.140 k @ 1.750 ft
Design Summary
Max fb/Fb Ratio
= 0.390 :
1
fb : Actual :
1,598.32 psi
at
1.750 ft in Span # 1
Fb: Allowable:
4,102.49 psi
Load Comb:
+1.109D+0.750L+0.750S+0.5250
Max fv/FvRatio =
0.444 :
1
fv : Actual :
202.45 psi
at
0.000 ft in Span # 1
Fv: Allowable:
456.00 psi
Load Comb:
+1.109D+0.750L+0.750S+0.5250
Max Reactions (k)
D L
Lr
S W E
Left Support
1.15 0.88
0.87
1.11 3.07
Right Support
1.15 0.88
0.87
1.11 3.07
Wood Beam Design: RDB3 - Roof Deck Beam
BEAM Size: 5.25x9.5, Parallam PSL, Fully Unbraced
D 0.250 L 0.50
3.5x9.25
50 ft
Max Deflections
H Transient Downward 0.021 in
Total Downward
0.026 in
Ratio
2035
Ratio
1630
LC: E Only
F0.750L+0.750S+0.5250E
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending
Wood Species : iLevel Truss Joist
Wood Grade: Parallam PSL 2.2E
Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi
Fv 290.0 psi Ebend- xx 2,200.0 ksi Density
45.070 pcf
Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi
Ft 2,025.0 psi Eminbend - xx 1,118.19 ksi
Applied Loads
Unif Load: D = 0.360, L = 0.80, S = 0.180 k/ft, Trib= 1.0 ft
1 Point: D = 1.420, Lr = 1.730, S = 2.210 k @ 3.250 ft
2Point: E = 6.210 k @ 3.250 ft
Design Summary
Max fb/Fb Ratio = 0.387 : 1
fb : Actual : 1,778.39 psi at 3.238 ft in Span # 1
D 0.360 L 0.80 S 0.180
Fb: Allowable: 4,598.37 psi
Load Comb: +1.109D+0.750L+0.750S+0.5250
Max fv/FvRatio = 0.454 : 1
A 5.25x9.5
fv : Actual : 210.43 psi at 5.250 ft in Span # 1
5.250 ft
Fv: Allowable: 464.00 psi
Load Comb: +1.109D+0.750L+0.750S+0.5250
Max Deflections
Max Reactions (k) D L Lr S W E
H Transient Downward 0.037 in Total Downward
0.060 in
Left Support 1.49 2.10 0.66 1.31 2.37
Ratio 1725 Ratio
1050
Right Support 1.82 2.10 1.07 1.84 3.84
LC: E Only F0.750L+0.750S+0.5250E
Transient Upward 0.000 in Total Upward
0.000 in
Ratio 9999 Ratio
9999
LC:
LC:
EHDR
BASEMENT SHEAR
WALL KEY PLAN
x
a STUDIO
Fs J
SIM
UPF
FOOTING SUBGRADES SHALL BE FIELD -OBSERVED AND
APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO
CONCRETE POUR. OVER -EXCAVATION AND REPLACEMENT
WITH COMPACTED STRUCTURAL FILL MAY BE NECESSARY
IF NATURAL SUBGRADES ARE INADEQUATE. REFER TO
SHEET S1, GENERAL NOTES 4.2 & 4.2 FOR MORE INFO.
O
O
StoryForces - ASD Level
Floor
F. (psf)
Roof
1 st
3.5
4.0
Wall Mark Capacity (Grade Struct 1)
Wall Mark
Edge Nailing
Capacity Of)
1
6"o. c.
340
2
4"o. c.
510
3
3"o.c.
665
4
2"o.c.
870
Dbl 2
4"o.c. Both Sides
1020
Dbl 3
3"o.c. Both Sides
1330
Dbl 4
2"o.c. Both Sides
1740
Plywood Shear Wall Design
Refer to Shear Wall Key Plans
Date: 2/3/2022
Job # 21018
PI wood Grade
CD-X Struct 1 or CD-X
15132" Plywood, w/ 10d nails, min. 1-112" penetration into framing members
Rd (Dead Load Resistance Factor) = 0.6-0.14Sds =
Wall Mark Capacity (Grade CD-X)
Wall Mark
Edge Nailing
Capacity (plf)
1
6"o.c.
310
2
4"o. c.
460
3
3"o.c.
600
4
2"o. c.
770
Dbl 2
4"o.c. Both Sides
920
Dbl 3
3" o.c. Both Sides
1200
Dbl 4
1 2"o.c. Both Sides
1540
Notes
1) Wallaby = Shear wall on story above that adds shear to subject wall
2) Vabv = Shear demand from wall on story above
3) Vc,r = Shear demand from current story = AT x FX
4) V = Total shear demand in wall = Vabv + Vcur
5) v = unit shear demand = V / L
6) Allowable shear reduction multiplier of 2xL/h for walls w/ h>2L (=1 if h<2L)
7) OTM = Wall overturning moment = V x h
8) wDL = Distributed resisting dead load on top of wall
9) PDL,END = Minimum resisting point dead load on end of wall
10) RM = Resisting Moment from wDL & PDL,END, mulitplied by Rd above
11) Tend = Tension at end of wall from current story shear = (OTM - RM) / L
12) Tabv = Tension from wall holdown on story above
13) T = Tend + Tabv
0.45
Holdown Schedule
Holdown
I Capacity (lb)
HDU2
3075
HDU4
4565
HDU5
5645
HDU8
6970
MSTC28
1540
MSTC40
3080
MSTC52
4620
Roof Diaphragm
Walls
in North -South Direction
Wall
L (ft)
h (ft)
AT (sf)
Wallabv1
Vabv2 (Ibs)
V� "3 (Ibs)
V (Ib)
v (plf)
Wall Mark
h>2L?
2xL/hb
Capacity (plf)
1 F.A.1
4
10
200
none
0
710
710
177
1
yes
0.80
248
1 F.A.2
4.25
10
210
none
0
745
745
175
1
yes
0.85
264
1 F.B
2.33
8
120
none
0
426
426
183
2
yes
0.58
268
1 F.C.2
5.75
8
210
none
0
745
745
130
1
no
1
310
Holdowns for Walls in North -South Direction
Wall
OTM (lb-ft)
wDL8 (plf)
PDL,E119 (lb)
RM (Ib-ft)
Te,dl l (lb)
Tabv12 (lb)
V (lb)
Holdown
Capacity
1 F.A.1
7096
120
480
1309
1447
1447
MSTC48133
3380
1 F.A.2
7451
120
440
1342
1437
1437
HDU2
3075
1 F.B
3406
120
440
614
1198
1198
HDU2
3075
1 F.C.2
5961
80
360
1542
769
769
HDU2
3075
Walls in East-West Direction
Wall
L (ft)
h (ft)
AT (sf)
Wallabvl
Vabv2 (Ibs)
Vc ,3 (Ibs)
V (Ib)
v (plf)
Wall Mark
h>2L?
2xL/h
Capacity (plf)
1 F.1
4.75
8
240
none
0
852
852
179
1
no
1
310
1F.2
5
8
180
none
0
639
639
128
1
no
1
310
1 F.3*
8.5
11
310
none
0
1100
1100
150
1
no
1
310
1FA
8
11
370
none
0
1313
1313
164
1
no
1
310
Holdowns for Walls in East-West Direction
Wall
OTM (lb-ft)
wDL8 (plf)
PDL,END9 (lb)
RM (Ib-ft)
Tend11 (lb)
Tabv12 (lb)
T (lb)
Holdown
Capacity
1 F.1
6812
80
360
1187
1184
1184
HDU2
3075
1 F.2
5109
80
360
1272
767
767
HDU2
3075
1 F.3*
12099
80
360
2704
1105
1105
HDU2
3075
1 FA
14441
80
360
2472
1496
1496
HDU2
3075
1st Floor Diaphragm
Walls in North -South Direction
Wall
L (ft)
h (ft)
AT (sf)
Wallabvl
Vabv2 (Ibs)
Vc "3 (Ibs)
V (lb)
v (plf)
Wall Mark
h>2L?
2xL/h
Capacity (plf)
B.A
5.5
8
460
1 F.A.1 &2
1455
1828
3283
597
3
no
1
600
Holdowns for Walls in North -South Direction
Wall
OTM (Ib-ft)
wDL8 (plf)
PDL,END9 (lb)
RM (lb-ft)
Tend11 (lb)
Tabv12 (lb)
V (lb)
Holdown
Capacity
B.A
26262
200
800
3374
4161
1
4161
HDU4
4565
Walls in East-West Direction
Wall
L (ft)
h (ft)
AT (sf)
Wallabvl
Vabv2 (Ibs)
IVc ,3 (Ibs)
I V (lb)
I v (plf)
Wall Mark
I h>2L?
2xL/h
Capacity (plf)
B 5.1 I 4.5 8 I 190 I none I 13013 I 55 I 755 I 168
168
B.5.2 4.5 8 190 none 0
Holdowns for Walls in East-West Direction
Wall
OTM (lb-ft)
wp,8 (plf)
PDL,EN19 (lb)
RM (lb-ft)
11 (lb)
Ten1
Tab,12 (lb)
T (Ib)
Holdown
Capacity
B.4
22265
80
360
2359
2568
1496
4065
HDU4
4565
B.5.1
6040
80
360
1104
1097
1097
HDU2
#N/A
B.5.2
6040
80
360
1104
1097
1097
HDU2
#N/A
*Shear wall with force -transfer around openings; see additional spreadsheet to follow
no I 1 460
no 1 #N/A
no 1 #N/A
14 of 14
Project Information
Code: Date:
Design
Client:
Project:
Wall Line: 1F.3
V (lb)
.1lftl I nl /ftl 1'/fH
P
x
c
s
L.r(ft)
Shear Wall Calculation Variables
VI
1.11
L2
hwau
Lwau
639 lbf
2.75 ft
2.75 ft
11.00 ft
8.50 ft
hal
hol
hbl
Lol
Opening 1
4.50 ft
Adj. Factor Method =1
Wall Pier Aspect Ratio
P1=hot/L1= 2.00
P2=ho2/L2= 2.00
2bs/h
Adj. Factor
5.50 ft
N/A
N/A
1.00 ft
3.00 ft
1. Hold-down forces: H = Vh„ Ij/Lwau 827 lbf
2. Unit shear above + below opening
First opening: val = vb1= H/(hal+hbl) = 150 plf
3. Total boundary force above +below openings
First opening: Ol = val x (Lol) = 451 lbf
4. Corner forces
F1=01(Ll)/(L1+L2)= 225 lbf
F2=01(L2)/(Ll+L2)= 225 lbf
S. Tributary length of openings
T1 = (L1*Lol)/(Ll+L2) = 1.50 ft
T2 = (L2*Lol)/(Ll+L2) = 1.50 ft
6. Unit shear beside opening
V1= (V/L)(Ll+T1)/L1 =
116 plf
V2 = (V/L)(T2+L2)/L2 =
116 plf
Check Vl*L1+V2*L2=V?
6391bf OK
7. Resistance to corner forces
R1=V1*L1=
319 lbf
R2=V2*1_2=
319 lbf
8. Difference corner force + resistance
RI-F1=
94lbf
11242=
94lbf
9. Unit shear in corner zones
vcl = (RI-F1)/L1 =
34 plf
vc2 = (R2-F2)/L2 =
34 plf
Check Summary of Shear Values for One Opening
Line 1: vcl(hal+hbl)+Vl(hol)=H? 188 639 8271bf
Line 2:val(hal+hbl)-vcl(hal+hbl)-V1(ho1)=0? 827 188 639 0
Line 3:val(hal+hbl)-vc2(hal+hbl)-V1(hol)=0? 827 188 639 0
Line 4: vc2(hal+hbl)+V2(ho1)=H? 188 639 8271bf
Design Summary*
Req. Sheathing Capacity
Req. Strap Force
Req. HD Force (H
Req. Shear Wall Anchorage Force (v, .,,
*The Design Summary assumes that the shear wall is designed as blocked.