REVIEWED BLD-BLD2022-0142+Structural_Calculations+1.14.2022_4.40.57_PM+2622942REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
Structural Design Associates
3006 Rucker Ave.
Everett, WA 98201-3774
Phone: (425) 339-0293
Email: admin@sdaeverett.com
STRUCTURAL CALCULATIONS
LATERAL, GRAVITY, & FOUNDATION
SDA Job # 9456
.��CUvfN�
�CdT��-'�Qf wAsk� �o
+1S1�NhL ��
JAN 0 4 2022
SCHICK RESIDENCE
9306 192ND PL SW
EDMONDS, WA 98020
December 22, 2021
RECEIVED
2/4/2022
CITY OF EDMONDS
DEVELOPMENT
SERVICES DEPARTMENT
SCHICK RESIDENCE
December 22, 2021 SDA Job # 9456
Scope of Work:
LATERAL, GRAVITY, & FOUNDATION
Site Address:
9306 192ND PL SW
EDMONDS, WA 98020
Number of Stories: 2 Engineer: CHRIS
Reviewed by: CCC
Risk Category: II BLDGS EXCEPT I, III, & IV
Construction Type: LOW RISE - RESIDENTIAL
Roof Level Loading:
Roofing
Composition
3.0
Sheathing
15/32" Plywood
1.5
_
Z
Insulation
Roll/Batt
3.0
w
Ceiling
5/8" GWB
2.8
a W
Framing
Trusses
2.2
Miscellaneous
fixtures, mechanical, electrical, partitions etc.
2.5
<
LIVE LOAD:
20.0 psf TOTAL DEAD LOAD:
15.0 psf
25.0 psf
WALL DEAD LOAD:
Level Loading:
( 10.0 psf ROOF SNOW LOAD:
2nd Floor
Floor Covering
Carpet/Hardwood/Tile
3.3
z
Sheathing
3/4" Plywood
2.3
T o
Ceiling
1/2" GWB
2.2
S w
Joists
2x10
2.8
a: U)
Beams
0.0
'p J
N Q
Miscellaneous
fixtures, mechanical, electrical, partitions etc.
1.4
WALL DEAD LOAD11
10.0 sf TOTAL DEAD LOAD:—j
12.0 psf
40.0 psf
Level Loading:
FLOOR LIVE LOAD:
Grade
Floor Covering
Sheathing
Ceiling
Joists
Beams
Miscellaneous
WALL DEAD LOAD11
10.0 psf TOTAL DEAD LOAD:
1 12.0 psf
11 100.0 psf
Level Loading:
FLOOR LIVE LOAD:
NA
Floor Covering
Sheathing
Ceiling
Joists
Beams
L7Miscellaneous
NA WALL DEAD LOAD 10.0 sf TOTAL DEAD LOAD:
12.0 psf
FLOOR LIVE LOAD:
100.0 psf
Soil Bearing Capacity: 1 1500 psf
Frost Depth: 1 18 in
SCHICK RESIDENCE
Type of construction: LOW RISE - RESIDENTIAL
Applicable Building Codes: 2018 IBC, ASCE 7-16
December 22, 2021 SDA Job # 9456 1
Location: 9306 192ND PL SW
EDMONDS, WA 98020
Work performed : LATERAL, GRAVITY, & FOUNDATION
WIND DESIGN: Ps = APs30Kzt
Enclosure Classification:
ENCLOSED • SIMPLE DIAPHRAGM I PER ASCE 7-16, 26.2
Exposure :
B
Wind Exposure Category as set forth In 2018 IBC, Section 1609.4
Wind Speed =
110 MPH
Basic Wind Speed as used in ASCE 7-16. Figure 26.5-1(A-D)
VASD =
86 MPH
Allowable Stress Design Wind Speed
' =
0.95
Adjustment factor for building height and exposure from Figure28.5-1 of ASCE 7-16
KZT =
1.37
Adjustment factor for increased wind speed due to a hill or escarpment
Roof slope :
Front/Rear tan-1 (
fise run
4 / 12 ) = 18.4 degrees
Left/Right tan-1 (
Flat
I 12 ) = 0.0 degrees
25 ft
Mean Elevation
Average uplift (FIR)=
18.2 psf Based on wind zones 'G' and 'H'
Average uplift (RIL)=
-17 0 psf Based on wind zones 'G' and 'H'
End zone of wall End zone of roof
Front/Rear Left/Right Front/Rear Left/Right
PS30= A = 25 8 psf 19 2 psf B = -7.3 psf -10.0 psf
PS= 33 7 psf 25.0 psf -9.5 psf -13.0 psf
Ps30=
PS=
iV Roof =
Interior zone of wall Interior zone of roof Front/Reai
Front/Rear Left/Right Left/Right
C = 17 2 psf 12.7 psf D = -4.1 psf -5.9 psf
22.4 psf 16 6 psf -5 4 osf -7.7 psf
FRONT/REAR ZONES
Number of floors:
Transverse
WIND ZONE
A
B
C
D
AVE. HEIGHT
4
6.5
3.75
4.5
AVE. WIDTH
7.5
8,75
32.5
46.3
Ps
33.67
0.00
22.39
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
1010
0
2728
0
0
0
0
0
0
0
0
0
TOTAL J6,674 Ibs W
Minimum net pressure controls. The calculated pressure is less than the minimum net pressure, equal to
1 f armlied over the entire area-7-1 7.1.
WIND ZONE
A
C
D
AVE. HEIGHT
9.25
9.25
10
AVE. WIDTH
7.5
53.3
28.5
Ps
33.67
22.39
0.00
0,00
0.00
0,00
0,00
0.00
0.00
0.00
0.00
0,00
SUBTOTAL
2336
11037
0
0
0
0
0
0
0
0
0
0
TOTAL 113.558 Ibs
Minimum net pressure controls. The calculated pressure is less than the minimum net pressure, equal to
lftsf appliedentire 7-10 27.1.
� v �rauu -
WINDZONE
AVE. HEIGHT
AVE. WIDTH
Ps
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
0
0
0
0
0
0
0
0
0
0
0
0
TOTAL 0 }bs
IA7IYd10
Ps
•
0000000�0���
TOTAL.
SCHICK RESIDENCE I December 22, 2021 1 SDA Job# 9456 I 2
LEFT/RIGHT ZONES
ra■r:rrsle
WIND ZONE
A
C
AVE. HEIGHT
4.5
56.3
AVE. WIDTH
7.5
4.5
Ps
33.67
22.39
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
1136
5672
0
0
0
0
0
0
0
0
0
0
TOTAL 6,808lbs
z v znG moor =
WIND ZONE
A
C
AVE. HEIGHT
7.5
9.5
AVE. WIDTH
9.5
29
Ps
33.67
22.39
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
2399
6167
0
0
0
0
0
0
0
0
0
0
TOTAL 18,5661bs
> v r;rann =
1 11
1 11
/ /1
1 11
1 /1
1 11
1 /1
1 11
1 11
1 11
1 11
1 11
�000a00000000
1.
WAIV_I E
WIND ZONE
AVE. HEIGHT
AVE. WIDTH
Ps
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
0
0
0
0
0
0
0
0
0
0
0
0
TOTAL 0lbs
SEISMIC LOAD 0 CALCS (ASCE7-16 0 2.3.4):
Roof Level Calculations
Plate Height:
8.00 ft
Total length of Shearwall in Shortest Line:
22.75 ft
Length of Shortest Segment within Shear Line:
22.75 ft
Length of Longest Segment in Shear Line:
22.75 ft
2nd Floor Level Calculations
Plate Height: 9.00 ft
Total length of Shearwall in Shortest Line: 10.67 ft
Length of Shortest Shearwall within Shear Line: 10.67 ft
Length of Longest Wall in Shear Line: 10.67 ft
Grade Level Calculations
Plate Height:
Total length of Shearwall in Shortest Line:
Length of Shortest Shearwall within Shear Line:
Length of Longest Wall in Shear Line:
NA Level Calculations
Plate Height:
Total length of Shearwall in Shortest Line:
Length of Shortest Shearwall within Shear Line:
Length of Longest Wall in Shear Line:
Tributary Area: 1.0
Total Area: 2.0
p = 1.00 ASCE 7-16 12.3 4.2 b
Tributary Area: 1.0
Total Area: 2.0
p = 1.00 ASCE 7-16 12.3.4.2 b
Tributary Area:
Total Area:
p = NA
Tributary Area:
Total Area:
p = NA
SCHICK RESIDENCE
December 22, 2021
SDA Job# 9456 1 3
SEISMIC LOAD: (ASCE7-16 §12.8)
Itt�1i sllharards azcauncd.otn/
Flexiable Diaph.?
YES
V=CsW
Irregularities?
NO
SITE RESPONSE ANALYSES RE UIREMENT 11.4.7
C SDS/(R/le)
Risk Category =
II
Risk Category
DESIGN WITH SEISMICALLY ISOLATED STRUCTURE?
I NO
CS MIN-CASE2=0.5S1/(R/le)
p =
1.00
Redundancy
DESIGN STRUCTURE WITH DAMPING SYSTEM?
NO
CS- MIN_CASE1=0.044SDSle>0.011
Site Class =
D - DEFAULT
CsMAx-SDl/(T(R/le)
IE =
1
(Table 1.5.1)
NOT REQUIRED: 11.4.8.E.2, Cs MODIFIED AS REQUIRED BY
_
EXCEPTION
T<TL, CS=SDI/R(R/le)
hn =
25
Structural Height
T>TL, Cs=SD,TI/T2(R/I
E=Csp §11.4.4 Ss = 129.6% TYPE: (T12.2-1) Ta (s) R 00 Cd Cs E
SMS=F.SS
= 129.6%
§11.4.4
Fa =
1.00
11
SDI-2/ISMS
- 86.4%
§11.4.4
Si =
45.8%
21
SDS'=SDS =
86.4%
§12.8.1.3
Fv =
1.50
3)
SMI=F�S1
= 68.7%
§11.4.5
SDC =
D
41
A15 - WSW 1 0.22 6.50 2.50 4.00 0.133 0.133
SDl=2/3SM1 = 45.8% §11.4 5 TL = 6 $
Ts=SDI/SDS = 53.0% §11.4 6
W (ROOF) =
W (FLOOR) =
W (WALL) =
Roof Level Diaphragm Loading:
LENGTH
WIDTH
COEFF
LOAD
TOTAL
42
36
1.0
15.0
22680
1.0
15.0
0
1.0
15.0
0
1.0
15.0
0
1.0
15.0
0
Area = 1612 Sllh- I ntal= ??F;Rn Ih
LENGTH
WIDTH
LOAD
TOTAL
12.0
0
12.0
0
120
0
12.0
0
120
0
Area = u Sub- I otal= Ib
NUMBER
LENGTH
TRIB. HT.
LOAD
TOTAL
2
40
4
10.0
3200
10.0
0
10.0
0
Area = 160 Sub -Total= 3200
2nd Floor Level Diaphragm Loading:
W (ROOF)_
LENGTH
WIDTH
COEFF
LOAD
TOTAL
33
28
1.0
150
13860
1.0
15.0
0
1.0
15.0
0
1.0
150
0
1.0
15.0
0
Area = 924
W (FLOOR)
f.-illy F.1R7 10.1VIN 1.1
LENGTH
WIDTH
LOAD
TOTAL
40
25.2
12.0
12096
120
0
120
0
120
0
12.0
0
Area = 1008 Sub- I btal= 12096 Ib
W (WALL) =
NUMBER
LENGTH
TRIB. HT.
LOAD I TOTAL
2
72
4.5
10.0 6a8o
2
40
4
10.0 3200
10.0 0
Area = 484 Sub -Total= 9580
TOTAL = 25880 lb I TOTAL = 35636 lb
SCHICK RESIDENCE I December 22, 2021 1 SDA Job# 9456 J 4
SEISMIC DISTRIBUTION FOR: Al - WSW R=6.5
1)
EV (ROOF) =
EV (1 ST FLOOR) =
iV()=
iV()=
TOTAL =
TV
FV x p 1
height
IV x height
3440lb
3440lb
18
61921lb
4737lb
4737lb
9
42632lb
8177 1b 8177 lb
104553 lb
UNFACTORED LOAD SUMMARY:
REDISTRIBUTE:
EV x height x EV TOTAL =
FV x height TOTAL
E(
4843 lb
3334 lb
WIND
SEISMIC
LEVEL
All -WSW
Ft-Rr) (Lt-Rr)
FV (Roof) =
6674 Ibs 6808 Ibs
4843 lbs
7-V (2nd Floor) =
13559 Ibs 8567 Ibs
3334 Ibs
NOT APPLICABLE
NOT APPLICABLE
TOTAL BASE SHEAR=
20233 Ibs 15375 Ibs
8177 Ibs
SCHICK RESIDENCE I December 22, 2021 1 SDA Job# 9456
IRREGULARITY:
Increase in force due to irregularities for seismic design categories D-F (per ASCE7-16, §12.3.3.4):
No :. No seismic load change Affected Levels:
Out -of -plane offset with discontinuity, including out -of -plane offset of at least one vertical elements (T12.3-1, T pe 4)
Na :. No seismic load change Affected Levels:
One or two-family dwelling of light frame construction: Yes :• .Q0=1.0 (§12.10.1.1) 2.50
FLEXIBLE_ DIAPHRAGM_ DESIGN (ASI])
IV (Roo =
% of load transfer =
100°Y(° (Percentage of load transferred through diaphragm)
Total diaphragm length =
42.0 ft
Sub -diaphragm length =
d2.0 ft 0.6 x IV (Roof) = 4,085 Ibs FACTORED WIND (LEFT -RIGHT) ---> Location @ 253 PLF x S.G. = 0
Diaphragm width =
36.0 ft 0.7 x IV (Roof) = 3,390 Ibs FACTORED SEISMIC / rho > Location @ 240 PLF x S.G. = 0
Aspect Ratio =
1,1666667
__ ASDxEV(FLOOR)
v
14085 Ibs , 3391 Ibs]
= [WIND=62 PLF, SEISMIC=51 PLF] Seismic Governs!
(2)(width)(S.G.)
2 x 36 ft. x 0.93
2015 SDPWS T4.2A &
T4.2C "NOTE: SEISMIC MAY GOVERN OVER WIND DUE TO HIGHER WIND CAPACITY
USE: 15/32" SHEATHING WITH 2x HEM -FIR FRAMING; FASTEN AT PANEL EDGES WITH 8d @ 6" O/C
EV (2nd Floor) _
% of load transfer =
100% (Percentage of load transferred through diaphragm)
Total diaphragm length =
42.0 ft
Sub -diaphragm length =
42.0 ft 0.6 x IV (2nd Floor) = 8,135 Ibs FACTORED WIND (FRONT -REAR) ---> Location @ 253 PLF x S.G = 0
Diaphragm width =
36.0 ft 0.7 x IV (2nd Floor) = 2,334 Ibs FACTORED SEISMIC / rho ---> Location @ 240 PLF x S.G. = 0
Aspect Ratio =
1.1666667
ASDxiV(FLOOR)
v =
[8136 Ibs , 2334 Ibs]
_ _ [WIND=122 PLF, SEISMIC=35 PLF] Wind Governs!
(2)(width)(S.G.)
2 x 36 ft. x 0.93
2015 SDPWS T4.2A &
T4.2C 'NOTE: SEISMIC MAY GOVERN OVER WIND DUE TO HIGHER WIND CAPACITY
USE: 3/4" SHEATHING WITH 2x HEM -FIR FRAMING; FASTEN AT PANEL EDGES WITH 8d @ 6" O/C -
SCHICK RESIDENCE I December 22, 2021 l SDA Job# 9456 1 6
CHORD DESIGN:
EV (Roof) =
Sub -diaphragm length = 42.0 ft Total -diaphragm length = 42.0 ft Design Load (critical case) = 51 PLF
Sub -diaphragm width = 36.0 ft
T _ M _ "FV(unit shear) x (diaphragm length) = 51 PL $x 42 ft. = 266 Ibs "SEE DIAPHRAGM
DESIGN FOR EV(unit
shear)
Top Plate Size: 2x6 Species/Grade: I HF #2
Area = 8.25 in12 Ft = 525 psi
Load duration (CD) = 1.60 Tallowable = Area x CD x Ft = 6,930 Ibs
Since T allowable is greater than T applied, OK
SHEAR CAPACITY OF 10d COMMON NAIL = 102 Ibs I 102 x Cd x p = 163 Ibs 2018 NDS
266 Ibs USE: 2x6 HF #2 TOP PLATE wl (8) 10d
# OF NAILS PER 4FT. SPLICE = 163 Ibs = 2 NAILS COMMON NAILS PER SPLICE
EV (2nd Floor) =
Sub -diaphragm length = 42.0 ft Total -diaphragm length = 42.0 ft Design Load (critical case) = 87 PLF
Sub -diaphragm width = 36.0 ft
M "FV(unit shear) x (diaphragm length) 87 PLF x 42 ft.
T = � = 8 � 8 = 456 Ibs *SEE DIAPHRAGM
DESIGN FOR EV(unit
shear)
Top Plate Size: 2x6 Species/Grade: HF #2
Area = 8.25 in Ft = 525 psi
Load duration (CD) = 1.60 Tallowable = Area x CD x Ft = 6,930 Ibs
Since T allowable is greater than T applied, OK.
SHEAR CAPACITY OF 10d COMMON NAIL = 102 Ibs 102 x Cd x p = 163 Ibs 2018 NDS
# OF NAILS PER 4FT. SPLICE = 456 Ibs = 3 NAILS USE: 2x6 HF #2 TOP PLATE w/ (8) 10ci
163 Ibs L COMMON NAILS PER SPLICE
SCHICK RESIDENCE I December 22, 2021 1 SDA Job# 9456 J 7
Lateral Calculation Key - for Shearwalls Only (See attached calcs for other lateral load resisting system designs)
V
1P2
V = Shear, plf
H = Height of shearwall
L = Length of shearwall
P1 = Weight of shearwall and connected framing
P2 = Weight of adjacent wall
�P1
I *T = V x H - 0.5P1 - P2 = Tension reaction to be resisted by holdown
T C C= V x H+ 0.5P1 = Compression reaction
*Holdown tension load supporting roof framing includes wind uplift from 'Zone G' &'Zone H'
ASD Basic Load Combinations
For calculation of tension and compression forces in compliance with ASCE 7-16 2.4.1
Tension Equations (Uplift)
7. 0.61D +0.6 W
8**. (0.6-0.14SDS)D+0.7Emh
10. 0.6D-0.7Ev+0.7Eh
10*. 0.6D-0.7Ev+0.7Emh
Compression Equations
5. D+0.6W
5** (1+0.14SDS)D+0.7Emh
6. D+0.75L+0.75(0.6W)+0.75S
6b**(1+0.105SDS)D+0.525Emh+0.75L+0.75S
8. D+0.7Ev+0.7Eh
8* D+0.7Ev+0.7Emh
9 D+0.525Ev+0.525Eh+0 75L+0.75S
9* D+0.525Ev+0.525Emh+0.75L+0.75S
LRFD Basic Load Combinations (Where Applicable)
For calculation of tension and compression forces in compliance with ASCE 7-16 2.3.1
Tension Equations (Uplift)
5. 0.9D+W
7. 0.9D-Ev+Eh
7*. 0.9D-Ev+Emh
7**. (0.9-0.2SDS)D+Emh
Compression Equation$
4. 1.2D+1.6W+L+0.5S
5**. (1+0.2SDS)D+Emh+L+0.2S
6. 1.2D+Ev+Eh+L+0.2S
6 *. 1.2 D+Ev+Emh+L+0.2 S
Load Symbol Legend:
D - Dead load
L - live load
S - Snow load
W - Wind load
SIDS - Design spectral response acceleration
Eh - Effect of horizontal seismic forces
Ev - Effect of vertical seismic forces
Ern - Effect of horizontal seismic forces, including overstrength
Emh - Vertical seismic load effect
Abbreviation Symbol Leaend:
HD - HOLDOWN
Shear Wall Coefficient Le end: see "SEGMENTED SHEAR WALL DESIGN" pages)
WL FACTOR - Factor for increasing seismic capacity to wind load capacity per SDPWS-2015 T4.3A.
ASPECT RATIO - Full -height segmented shear wall reduction factor per SDPWS-2015 4.3.3.4.1. Shear walls with similar stiffness per 4.3.4.2.
TOTAL ADJ. LENGTH - Sumation of shear wall segments widths adjusted with aspect ratio (as required).
S.G. - Specific Gravity Adjustment Factor for Hem -Fir Framing (may be increased to 1.0 for Douglas -Fir framing).
ASD - Allowable Stress Design load combination factor.
ALLOWED UNIT SHEAR - Unit shear capacity per SDPWS-2015 T4.3A. Shear values adjusted with FACTOR OF SAFETY per 4.3.3.
WIND CAPACITY- Ultimate shear value calculated per: WL FACTOR x S.G. x UNFACTORED SHEAR CAPACITY / (FACTOR OF SAFETY x ASD).
SEISMIC CAPACITY - Ultimate shear value caulated per: S.G. x UNFACTORED SHEAR CAPACITY / (FACTOR OF SAFETY x ASD).
SCHICK RESIDENCE
December 22, 2021
SDA Job # 9456 8
MAIN REAR A15 - WSW
SEGMENTED WALL
Floor Info
Tributary Area (ROOF)
Tributary Area (ROOF)
2ND Floor Level, e.g. Roof, 4TH, 3RD, 2ND
1.0 tributary width
1.0 tributary area
Lt-Rt Load Direction, e.g. Left -Right, Front -Rear
2.0 total width
2.0 total area
(For Left Wall, Use Front -Rear Load Direction)
Tributary Area (2ND)
Tributary Area (2ND)
CDX Sheathing type (T4.3A of SDPWS-2015)
1.D tributarywidth
tributary area
2.0 total width
Emlotalarea
2ND/FL Resisting Dead Load
(D Tributary Area (NA)
z Tributary Area (NA)
Shearwall Segment Lengths- Adl- Total Longttr = 13.3 ft
o tributary width
a tributary area
O
11.0 ft 3.3 ft
0 total width
total area
o Tributary Area (NA)
L) Tributary Area (NA)
IV (ROOF) = 6808 Ib 4843 lb
tributary width
w tributary area
IV (2ND FLOOR) = 8567 lb 3334 lb
3 total width
u total area
IV ()= 0lb 0lb
IV () = 0 lb 0 lb
Height of Shearwall = 9.0 ft
Weight of Shearwall = 10.0 Ibs
F (Wind) = 15,375 lb E (Smc) = 8,177 lb
Length of Shearwall = 3.3 ft
Tributary width for dead load = 8.3 ft
ULT. V = 576 PLF ULT. V = 306 PLF
Aspect Ratio OK
Length of adjoining wall = 4.5 ft
R = 6.5
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
LRFD Holdown Design? No
4o = 2.5
ULT. WIND CAPACITY: 1.4 x 0.93 x 720 PLF 1 (2 x 0.6) = 781 PLF
Ductile Anchor Design? No
Block Shear Wall
ULT. SEISMIC CAPACITY: 1 x 0.93 x 720 PLF 1 (2 x 0.7) = 478 PLF
USE 2
Holdown Above: NO FLOOR ABOVE
Mod controls shear wall (lesrgtt
ASD C TOTAL = (floor above) + (this floor) =
0 Ibs + 3110 Ibs =
3110 Ibs Wind controls-C1 (ASD eq, 5):
ASD T. TOTAL w/o f20 = (floor above) + (this floor) =
0 Ibs + 2416 Ibs =
2416 Ibs Wind controls -T1 (ASD eq. 7):
Unfactored C. WL = 5184 Ibs Unfactored T. WL = 5184 Ibs
SIMPSON DESIGNED HOLDOWN: CS14
Unfactored C. EQ = 2757 Ibs Unfactored T. EQ = 2757 Ibs
FOUNDATION I INTERIOR WALLS: STHD141RJ
Unfactored C. DL = 1158 Ibs Unfactored C.LL/SL = 0 Ibs
M' r p4,z
MAIN RIGHT I A15 - WSW
SEGMENTED WALL
Floor Info
Tributary Area (ROOF)
Tributary Area (ROOF)
2ND Floor Level, e.g. Roof, 4TH, 3RD, 2ND
1.0 tributary width
1.0 tributary area
Ft-Rr Load Direction, e.g. Left -Right, Front -Rear
2.0 Itotal width
2.0 total area
(For Left Wall, Use Front -Rear Load Direction)
Tributary Area (2ND)
Tributary Area (2ND)
CDX Sheathing type (T4.3A of SDPWS-2015)
20.0 tributary width
20.0 tributary area
72.0 total width
72.0 total area
2ND/FL Resisting Dead Load
Tributary Area (NA)
z Tributary Area (NA)
Shearwall Se ment Len thS: Adj. Total Length = 10.6 ft
o •tributary width
a::::::] tributary area
O
10.6 ft
0 total width
total area
o Tributary Area (NA)
Tributary Area (NA)
IV (ROOF) = 6674 lb 4843 lb
Z tributary width
^ tributary area
IV (2ND FLOOR) = 13559 lb 3334 lb
total width
total area
IV () = 0 lb 0 lb
IV () = 0 lb 0 lb
Height of Shearwall = 9.0 ft
Weight of Shearwall = 10.0 Ibs
E (Wind) = 20,233 lb F (Smc) = 8,177 lb
Length of Shearwall = 10.6 ft
Tributary width for dead load = 2.5 ft
ULT. V = 673 PLF ULT. V = 317 PLF
Aspect Ratio OK
Length of adjoining wall = 4.5 ft
R = 6.5
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
LRFD Holdown Design? No
40 = 2.5
ULT. WIND CAPACITY: 1.4 x 0.93 x 720 PLF 1 (2 x 0.6) = 781 PLF
Ductile Anchor Design? No
Block Shear Wall
ULT. SEISMIC CAPACITY: 1 x 0.93 x 720 PLF 1(2 x 0.7) = 478 PLF
USE 2\
Holdown Above: NO FLOOR ABOVE
nri ( om.: ,Is shoarr all rirrli
gn
ASD C. TOTAL = (floor above) + (this floor) =
0 Ibs + 3632 Ibs =
3632 Ibs Wind controls -C1 (ASD eq, 5):
ASD T. TOTAL w/0 .00 = (floor above) + (this floor) =
0 Ibs + 2928 Ibs =
2928 Ibs Wind controls -T1 (ASD eq. 7):
Unfactored C. WL = 6054 Ibs _ Unfactored T. WL = 6054 Ibs
SIMPSON DESIGNED HOLDOWN:
Unfactored C. EQ = 2853 Ibs Unfactored T. EQ = 2853 Ibs
FOUNDATION / INTERIOR WALLS: STHD141RJ
T Unfactored C. DL = 1174 Ibs Unfactored C. LL/SL = 0 Ibs
¢.,..__._ __.� ....................._ �.._ ....... ......... ..._.. .........,.,
ALT H Dvq-- 5 D5 2, 5
a
- 2-] —
s
Ft-oa2- j<i.T
l�
c��-,,vrP IA, c.OS F- Z-& (z
{ r-A OWE— i4?— 0v7 [, I vim= I ? S �da� "7 ( Sz� -L rbs;Af-
I Cie °/Y3
Tl-
1140 -7�
c./ % ii ac 1 Z Cz�-r= . -4 4 23
catiz-�..P �, � tiI - � 4�. ��►=•-FYI
Q- cam) ; Z
1
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Wood Beam
DESCRIPTION: floor joist
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Project Title:
Engineer:
Project ID:
Project Descr:
Analysis Method: Allowable Stress Design
Fb +
Load Combination ASCE 7-16
Fb -
Fc • Prll
Wood Species ; Hem Fir
Fc Perp
Wood Grade : No.2
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Applied Loads
Uniform Load : D = 0.0160, L = 0.05330 , Tributary Width =1.0 ft
DESIGN SUMMARY
D(13.016) Q0 0533)
Printed: 27 DEC 2021. 11:14AM
Ric SCHICKiW_
ENERCA;:C. INC.1983.2020, Build:12.20.8.24
850 psi E : Modulus of Elasticity
850 psi Ebend- xx 1300 ksi
1300 psi Eminbend - xx 470 ksi
405 psi
150 psi
525 psi Density 26.84 pcf
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio =
0.7581
Maximum Shear Stress Ratio
Section used for this span
2x12
Section used for this span
fb: Actual =
643.93psi
fv: Actual
Fb: Allowable =
850.00psi
Fv: Allowable
Load Combination
+D+L+H
Load Combination
Location of maximum on span
7.000ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0-200 in Ratio =
838>=360
Max Upward Transient Deflection
0-000 in Ratio =
0 <360
Max Downward Total Deflection
0.260 in Ratio =
645>=240
Max Upward Total Deflection
0.000 in Ratio =
0 <240
Maximum Forces & Stresses for Load
Combinations
Jesinn C
0.250 : 1 1
2x12
37.45 psi
= 150.00 psi
+D+L+H
= 13.080 ft
= Span # 1
Load Combination
Segment Length
Span #
Max Stress Ratios
M V
C d
C FN
C i
Cr
C m
C t
C L
Moment Values
M fb
Fb
V
Shear Values
fv Fv
+D+H
0.00
0.00
0.00
0.00
Length = 14.0 ft
1
0.194
0.064
0.90
1.000
1.00
1.00
1.00
1.00
1.00
0.39
148.67
765.00
0.10
8.65
135.00
+D+L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 14.0 ft
1
0.758
0.250
1.00
1.000
1.00
1.00
1.00
1.00
1.00
1.70
643.93
850.00
0.42
37.45
150.00
+D+Lr+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =14.0 ft
1
0.140
0.046
1.25
1,000
1.00
1.00
1.00
1.00
1.00
0.39
148.67
1062.50
0.10
8.65
187.50
+D+S+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =14.0 ft
1
0.152
0.050
1.15
1.000
1.00
1.00
1.00
1.00
1.00
0,39
148.67
977.50
0.10
8.65
172.50
+D+0.750Lr+0.750L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 14.0 ft
1
0.490
0.161
1.25
1.000
1.00
1.00
1.00
1.00
1.00
1.37
520.11
1062.50
0.34
30.25
187.50
+D+0.750L+0.750S+H
1.000
1,00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 14.0 ft
1
0.532
0.175
1.15
1.000
1.00
1.00
1.00
1.00
1.00
1.37
520.11
977.50
0.34
30.25
172.50
+D+0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 14.0 ft
1
0.109
0.036
1.60
1,000
1.00
1.00
1.00
1.00
1.00
0.39
148.67
1360.00
0.10
8.65
240.00
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Wood Beam
DESCRIPTION; floorjoist
Load Combination Max Stress Ratios
Segment Length Span # M V C d C FN C i Cr
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
Length = 14.0 ft 1
0.382
0.126
1.60
1.000
1.00
1.00
+D+0.750L+0.750S+0.450W+H
1.000
1,00
1.00
Length =14.0 ft 1
0.382
0.126
1.60
1.000
1.00
1.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
Length =14.0 ft 1
0.066
0.022
1.60
1.000
1.00
1.00
+D+0.70E+0.60H
1.000
1.00
1.00
Length = 14.0 ft 1
0.109
0.036
1.60
1.000
1.00
1.00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
Length =14.0 ft 1
0.382
0.126
1.60
1.000
1.00
1.00
+0.60D+0.70E+H
1.000
1.00
1.00
Length = 14.0 ft 1
0.066
0.022
1.60
1.000
1.00
1.00
Overall Maximum Deflections
Project Title: YA
Engineer:
Project ID:
Project Descr:
Printed: 27 DEC 2021, 11:14RM
M: SCHICK.ec6
.C, INC.19812020. Build:12.20.8.24
Moment Values
C m
C t
C L -
_
M
fb
Pb
1.00
1.00
1.00
0.00
1.00
1.00
1.00
1.37
520.11
1360.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
1.37
520.11
1360.00
1.00
1.00
1.00
0.00
1,00
1.00
1.00
0.24
89.20
1360.00
1.00
1.00
1.00
0.00
1.00
1.00
1.00
0.39
148.67
1360,00
1.00
1.00
1.00
0,00
1.00
1.00
1.00
1.37
520.11
1360.00
1.00
1.00
1.00
0,00
1.00
1.00
1.00
0.24
89.20
1360.00
Shear Values
V
fv
F'v
0.00
0.00
0.00
0.34
30.25
240.00
0.00
0.00
0,00
0,34
30.25
24000
0.00
0.00
0-00
0.06
5.19
240.00
0,00
0.00
000
0.10
8.65
240.00
0.00
0.00
0-00
0.34
30.25
240.00
0,00
0.00
0.00
0.06
5,19
240.00
Load uomoination
Span Max. '=" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L+H
1 0.2604
7.051 0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
veraR MAXimum
0.485
0.485
Overall MINimum
0.373
0.373
+D+H
0.112
0.112
+D+L+H
0.485
0.485
+D+Lr+H
0.112
0.112
+D+S+H
0.112
0.112
+D+0.750Lr+0.750L+H
0.392
0.392
+D+0.750L+0.750S+H
0.392
0.392
+D+0.60W+H
0,112
0.112
+D+0.750Lr+0.750L+0.450W+H
0.392
0.392
+D+0.750L+0.750S+0.450W+H
0.392
0.392
+0.60D+0.60W+0.60H
0.067
0.067
+D+0.70E+0.60H
0.112
0.112
+D+0.750L+0.750S+0.5250E+H
0.392
0.392
+0.60D+0.70E+H
0.067
0.067
D Only
0.112
0.112
L Only
0.373
0.373
H Only
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
Title Black Line 6_
Wood Beam
Printed: 27 DEC 2021, 11:46AM
5aftwamwpfthtENERC&Q INC.19WOM, Build:12.20.8.24
DESCRIPTION: outside beam at new addition
CODE REFERENCES
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
2400 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
1850 psi
Ebend- xx
1800ksi
Fc - Prll
1650 psi
Eminbend - xx
950ksi
Wood Species : DF/DF
Fc - Perp
650 psi
Ebend- yy
1600ksi
Wood Grade : 24F - V4
Fv
265 psi
Eminbend - yy
850ksi
Ft
1100 psi
Density
31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(0.423�L(0.717)
i
I �
Applied Loads
Uniform Load : D = 0,4230, L = 0.7170 , Tributary Width =1.0 ft
DESIGN SUMMARY
5.5x12
I
I
Span = 12.0 ft
Service loads entered. Load Factors will be applied for calculations,
Maximum Bending Stress Ratio =
0.777. 1
Maximum Shear Stress Ratio
Section used for this span
5.5x12
Section used for this span
fb: Actual =
1,865.45psi
fv: Actual
Fb: Allowable =
2,400.00psi
Fv: Allowable
Load Combination
+D+L+H
Load Combination
Location of maximum on span =
6.000ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.236 in Ratio =
610>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.375 in Ratio =
383>=240
Max Upward Total Deflection
0.000 in Ratio =
0 <240
Maximum Forces & Stresses for Load Combinations
Jesinn r,,
= 0.492 : 1
5.5x12
= 130.49 psi
- 265.00 psi
+D+L+H
= 0.000 ft i
Span # 1
I
Load Combination
Segment Length
Span #
Max Stress Ratios
M V
C d
C FN
C i
Cr
C m
C t
C L
Moment Values
M fb
Fb
+D+H
000
Length =12.0 ft
1
0.320
0.203
0.90
1.000
1.00
1.00
1.00
1.00
1.00
7.61
692.18
2160.00
+D+L+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
Length =12.0 ft
1
0.777
0.492
1.00
1.000
1.00
1.00
1.00
1.00
1.00
20.52
1,865.45
2400.00
+D+Lr+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
Length =12.0 ft
1
0.231
0.146
1.25
1.000
1.00
1.00
1.00
1.00
1.00
7.61
692.18
3000.00
+D+S+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
Length = 12.0 ft
1
0.251
0.159
1.15
1.000
1.00
1.00
1.00
1.00
1.00
7.61
692.18
2760.00
+D+0.750Lr+0.750L+H
1.000
1.00
1.00
1.00
1.00
1.00
000
Length =12.0 ft
1
0.524
0.332
1.25
1.000
1.00
1.00
1.00
1.00
1.00
17.29
1,572.14
3000.00
+D+0.750L+0.750S+H
1.000
1.00
1.00
1.00
1.00
1,00
0.00
Length =12.0 ft
t
0.570
0.361
1.15
1.000
1.00
1.00
1.00
1.00
1.00
17.29
1,572.14
2760.00
+D+0.60W+H
1.000
1.00
1.00
1.00
1.00
1.00
000
Length =12.0 ft
1
0.180
0.114
1.60
1.000
1.00
1.00
1.00
1.00
1.00
7.61
692.18
3840.00
Shear Values
V
tv
Fv
0.00
0.00
0.00
2.13
48.42
238.50
0.00
0.00
0.00
5.74
130.49
265.00
0.00
0.00
0.00
2.13
48.42
331.25
0.00
0.00
0.00
2.13
48.42
304.75
0.00
0.00
0.00
4.84
109.97
331.25
0.00
0.00
0.00
4.84
109.97
304.75
0.00
0.00
0.00
2.13
48.42
424.00
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Wood Beam
DESCRIPTION: outside beam at new addition
Load Combination Max Stress Ratios
Project Title:
Engineer:
Project ID:
Project Descr:
Software
Moment Values
Segment Length Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
M
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 12.0 ft 1
0.409
0.259
1.60
1.000
1.00
1.00
1.00
1.00
1.00
17.29
+D+0.750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 12.0 ft 1
0.409
0.259
1.60
1.000
1.00
1.00
1.00
1.00
1.00
17.29
+0.60D+0.60W+0.60H
1.000
1,00
1.00
1.00
1.00
1.00
Length = 12.0 ft 1
0.108
0.069
1.60
1.000
1.00
1.00
1.00
1.00
1.00
4.57
+D+0.70E+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 12.0 ft 1
0.180
0.114
1.60
1.000
1.00
1.00
1.00
1.00
1.00
7.61
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 12.0 ft 1
0.409
0.259
1.60
1.000
1.00
1.00
1.00
1.00
1.00
17.29
+0.60D+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
Length = 12.0 ft 1
0.108
0.069
1.60
1,000
1.00
1.00
1.00
1.00
1.00
4.57
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination
+D+L+H 1 0,3753 6.044
Vertical Reactions Support notation : Far left is #1
Printed: 27 DEC 2021, 11:46AM
File:
.C. INC.19W024. Build:12.20.8.24
fb F'b
000
1,572.14 3840.00
000
1,572.14 3840.00
000
415.31 3840.00
0.00
692.18 3840.00
0.00
1,572.14 3840.00
0.00
415,31 3840.00
Shear Values
V fv F'v
0.00 0.00 0.00
4.84 109.97 424.00
0.00 0.00 0.00
4.84 109.97 424.00
0.00 0.00 0.00
1.28 29.05 424.00
0.00 0.00 0.00
2.13 48.42 424.00
0.00 0.00 0.00
4.84 109.97 424.00
0.00 0.00 0.00
1.28 29.05 424.00
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
6.840
6.840
Overall MINimum
4.302
4.302
+D+H
2.538
2.538
+D+L+H
6.840
6.840
+D+Lr+H
2.538
2.538
+D+S+H
2.538
2.538
+D+0.750Lr+0.750L+H
5.765
5.765
+D+0.750L+0.750S+H
5.765
5.765
+D+0.60W+H
2.538
2.538
+D+0.750Lr+0.750L+0.450W+H
5.765
5.765
+D+0.750L+0.750S+0.450W+H
5.765
5.765
+0.60D+0.60W+0.60H
1.523
1.523
+D+0.70E+0.60H
2.538
2.538
+D+0.750L+0.750S+0.5250E+H
5.765
5.765
+0.60D+0.70E+H
1.523
1.523
D Only
2.538
2.538
L Only
4.302
4.302
H Only
M