APPORVED BLD BLD2020-0560+Structural_Calculations+5.19.2020_10.56.27_AMStructural Design Associates
3006 Rucker Ave.
Everett, WA 98201-3774
Phone: (425) 339-0293
Fax: (425) 252-0916
STRUCTURAL CALCULATIONS
LATERAL, GRAVITY, & FOUNDATION
SDA Job # 8963
Ark 2 7 620
STANDAERT ADDITION
540 12TH AVE N
EDMONDS, WA 98020
April 24, 2020
STANDAERT ADDITION
I April 24, 2020
SDA Job # 8963
Scope of Work: LATERAL, GRAVITY, & FOUNDATION
Site Address: 540 12TH AVE N
EDMONDS, WA 98020
Number of Stories: 1 Engineer: CHRIS
Reviewed by: CHRIS
Roof Level Loadin _
Roofing
Asphalt Shingles
3.0
z
o
a w
j En
Sheathing
Insulation
Ceiling
Framing
Miscellaneous
15/32" Plywood
Roll/Batt
1/2" GWB
RAFTERS AND BEAMS
fixtures, mechanical, electrical, partitions etc.
1.5
3.0
2.2
3.0
2.3
?
ROOF LIVE LOAD
20.0 sf TOTAL DEAD LOAD:
15.0 sf
Level Loading:
ROOF SNOW LOADS
25.0 psf
Grade
Floor Covering
Sheathing
Ceiling
Joists
Beams
Miscellaneous
TOTAL DEAD LOAD:
12.0 2sf
FLOOR LIVE LOAD:
Level Loading
40.0 Esf
NA
Floor Covering
Sheathing
Ceiling
Joists
Beams
Miscellaneous
_
TOTAL DEAD LOAD:
12.0 psf
FLOOR LIVE LOAD:
Level Loadin
40.0 ksff
NA
Floor Covering
Sheathing
Ceiling
Joists
Beams
Miscellaneous
NA TOTAL DEAD LOAD:
12.0 psf
40.0 psf
FLOOR LIVE LOAD:
Soil Bearing Capacity: 1500 pst
Frost Depth: 18 in
STANDAERT ADDITION
Type of construction: I Residential
Applicable Building Codes: 12015 IBC, ASCE 7-10
April 24, 2020 SDA Job # 8963
Location: 540 12TH AVE N
EDMONDS• WA 98020
Work performed LATERAL, GRAVITY, & FOUNDATION
WIND DESIGN:
PS = APS30Kzt
Exposure: Wind Exposure Categoryas set forth in Section 26.7 3 of ASCE 7-10
Wind Speed = 110 MPH Basic Wind Speed as used in Figure 28 6.1 of ASCE 7-10
Ps30 = Simplified design wind pressure for Exposure B, at h = 30 feet and for I = 1.0, from Figure28.6.1
1 W = 1 Importance factor for wind from Table 1.5-1
A = 1 21 Adjustment factor for building height and exposure from Figure28.6.1 of ASCE 7-10
KZT = 1.33 Adjustment factor for increased wind speed due to a hill or escarpment
Roof slope: rise run
Front/Rear tan-1 [ Flat
1 12 ) = 0.0 degrees Number of floors:
Left/Right tan-1 [ 5 12 ) = 22.6 degrees
15 ft Mean Elevation
Average uplift (F/R)= -21.0 psf Based on wind zones 'G' and 'H'
Average uplift (R/L)= -19.0 Psf Based on wind zones 'G' and 'H'
Ps30=
PS=
Ps30=
PS=
End zone of wall Front/Rear End zone of roof Front/Rear
Left/Right Left/Right
A = 19.2 psf 25.3 psf B = -10.0 psf -1.3 psf
31.0 psf 40.8 psf -16.1 psf -2.1 psf
Interior zone of wall
Interior zone of roof
Front/Rear Left/Right
Front/Rear Left/Right
C = 12 7 psf 17.5 psf
D = -5.9 psf 0.2 psf
20.5 psf 28 3 psf
-9.5 psf 0.4 psf
WIND LOAD CALCULATIONS
FRONT REAR
IV Roof =
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err
err
rrr
rrr
rrr
rrr
rrr rrr
rrr
err
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r r�
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rrr
rrr
rrr
rrr
r �r
rrr
rrr
rrr
r r�
•
000�00000�00
TOTAL.
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rrr
rrr
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/Idr/i►f_!B
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STANDAERT ADDITION I
April 24, 2020
SDA Job#
8963
WIND LOAD CALCULATIONS
LEFT
RIGHT
FV Roof
WIND ZONE A B C D
AVE. HEIGHT
3.5
4.5
3.5
4.5
AVE. WIDTH
11
12
67
14.8
Ps
30.95
0.00
20.48
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
SUBTOTAL
1192
0
4801
0
0
0
0
0
0
0
0
0
TOTAL 6__,_2.9.8__lbs_ Minimum net pressure controls. The calculated pressure is less than the minimum net pressure, equal
to 16psfapplied over
the entirer E 7-10 27.1-5)
EV Grade =
WIND ZONE
A
C
AVE, HEIGHT
0
0
AVE. WIDTH
0
0
Ps
30.95
20.48
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 IOlbs
FV NA =
WIND ZONE
A
AVE. HEIGHT
0
0
AVE. WIDTH
0
0
Ps
30.95
20.48
0.00
0.00
0.00
0.00
0.00
000
0.00
0.00
0.00
0.00
SUBTOTAL
0
0
0
0
0
0
0
0
0
0
0
0
TOTAL lbs
FV NA =
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 0 ibs
p CALCS:
Roof Level Calculations
Plate Height:
8.00 ft
Tributary Area:
1.0
Total length of Shearwall in Shortest Line:
14.00ft
Total Area:
2.0
Length of Shortest Segment within Shear Line:
5.25 ft
Length of Longest Segment in Shear Line:
8.75 ft
p = 1.00
ASCE 7-10
12 3.4.2 b
Grade Level Calculations
Plate Height:
9.00 ft
Tributary Area:
10
Total length of Shearwall in Shortest Line:
6.00 ft
Total Area:
2.0
Length of Shortest Shearwall within Shear Line:
3.00 ft
Length of Longest Wall in Shear Line:
3.00 ft
p = NA
NA Level Calculations
Plate Height:
8.00 ft
Tributary Area:
1.0
Total length of Shearwall in Shortest Line:
7.00 ft
Total Area:
2 0
Length of Shortest Shearwall within Shear Line:
2 00 ft
Length of Longest Wall in Shear Line:
3.00 ft
p = NA
NA Level Calculations
Plate Height:
8.00 ft
Tributary Area:
1.0
Total length of Shearwall in Shortest Line:
5 00 ft
Total Area:
2.0
Length of Shortest Shearwall within Shear Line:
5.00 ft
Length of Longest Wall in Shear Line:
5.00 ft
p = NA
_ STANDAERT ADDITION f
April 24. 2020 SDA Job# 8963
3
��
D.L.
L.L.
SEISMIC LOAD: (ASCE7-10 SEC. 12.8)
WALL DEAD LOAD =
10 sf
ROOF D.L.=
15 psf
20 psf
E = Eh + Ev
FLAT ROOF SNOW LOAD =
25 sf
3RD FLOOR D.L.=
12 psf
40 psf
E = PQE + .2SDsD
RED. S.L. (20% x S.L.) =
0
2ND FLOOR Q.L.=
12 psf
40 psf
QE = EV = CSW
Risk Category =
11
Risk Category as defined in Table 1.5.1
1 ST FLOOR D.L.=
12 psf
40 psf
p =
1.00
Redundancy
STORAGE L.L.
x 25% =
sf
Site Class =
D
Site Class "D" assumed U.N.O.
STORAGE L.L.
x 25% =
sf
IE =
1
All structures except 1,111, IV (Table 1 5-1)
STORAGE L.L.
x 25% =
psf
R =
6.5
STORAGE L.L.
x 25% =
sf
hn =
15
Total height of structure
V = 0.7SDSIEW IR
SDS = 2/3 SMs
Ss =
126.2%
Snits = 126.2%
V =
0.129
W
Vmai: = SDI IEW /TaR
SMs = (Fa)(Ss)
Fa =
1.000
SDS = 84.1 %
E =
0.129
W
Ta = 0 02h "i5
SDI = 2/3 SMt
S, =
43.1%
SMt = 67.7%
Ta = 0.15 s
SM, = (Fv)(SI)
Fv =
1.570
SDI = 45.1 %
Cs =
0.129
SDC =
D
Seismic Design Cateogry
Roof Level Diaphragm Loading:
INOT APPLICABLE
W (ROOF) =
LENGTH
WIDTH
COEFF
LOAD
TOTAL
116.9
22.5
1
15.0
39454
15.0
0
15.0
0
15.0
0
15.0
0
Area = 2630 Sub -Total= 39454 lb
W (FLOOR)_
LENGTH
WIDTH
LOAD
TOTAL
12.0
0
12.0
0
12.0
0
12.0
0
12.0
0
Area = o
W (WALL) _
W (ROOF) =
NIMMI W915111111111117
NUMBER
LENGTH
TRIB. HT.
LOAD
TOTAL
2
22
1 4
10.0
1760
10.0
0
10.0
0
Area = 88 Sub- I otal= 176U
TOTAL = 41214 lb
NOT APP1 le AiR► F
LENGTH
WIDTH
COEFF
LOAD
TOTAL
0.0
0
0.0
0
0.0
0
0.0
0
0.0
0
Area = 0 Sub -Total= lb
W (FLOOR) _
Area = u
W (WALL) _
L
tiYir.nr.�etE�ia
NUMBER
ENGTHITRIB.HT.1 LOAD I TOTAL
0.0 0
0.0 0
0.0 0
Area = 0 Sub -Total= 0
EV (ROOF) _
EV(}=
EV()=
EV()=
= lb
W (ROOF) =
LENGTH
Area = 0 Sub -Total= 0
EV (ROOF) _
EV(}=
EV()=
EV()=
= lb
W (ROOF) =
LENGTH
WIDTH
COEFF
LOAD
TOTAL
0.0
0
0.0
0
0.0
0
0.0
0
0.0
0
Area = u Sub- I otal= lb
W (FLOOR) _
LENGTH
WIDTH
LOAD
TOTAL
0.0
0
0.0
0
0.0
0
0.0
0
0.0
0
Area = 0 Sub -Total= lb
W (WALL)
NUMBER LENGTH TRIB. HT.
LOAD
TOTAL
0.0
0
10.0
0
10.0
0
Area = 0 Sub -Total= 0
TOTAL = lb
NOTAPPLICABLE
W (ROOF)
LENGTH
WIDTH
COEFF
LOAD
TOTAL
0.0
0
0.0
0
0.0
0
0.0
0
0.0
0
Area = 0 Sub -Total= lb
W (FLOOR)
LENGTH
WIDTH
LOAD
TOTAL
0.0
0
0.0
0
0.0
0
0.0
0
0.0
0
Area = U Sub- I otal= lb
W (WALL)
NUMBER
LENGTH
TRIB. HT.
LOAD
TOTAL
0.0
0
0.0
0
0.0
0
FV
7-V x P
height
TV x height
5335 lb
5335 lb
8
42676lb
0 lb
lb
0
lb
0 lb
lb
0
lb
0 lb
lb
lb
TOTAL = 5335 lb 5335 lb
ar-id-rialil
Area = 0 Sub -Total= 0
TOTAL = lb
REDISTRIBUTE:
E
5335 lb
EV x height x EV TOTAL =
lb
FV x height TOTAL
lb
lb
STANDAERT ADDITION
ri] 24, 2020
SDA Job# 8963 1 4
EV (Roof) =
NOT APPLICABLE
NOT APPLICABLE
NOT APPLICABLE
TOTAL BASE SHEAR=
IRREGULARITY:
UNFACTORED LOAD SUMMARY:
WIND (front -rear)
WIND (left -right)
2491 Ibs
6298 Ibs
Ibs
Ibs
0 Ibs
0 Ibs
0 Ibs
0 Ibs
2491 Ibs
6298 Ibs
SEISMIC
5335 Ibs
Ibs
0 Ibs
0 Ibs
5335 Ibs
Increase in force due to irregularities for seismic design categories D-F (per ASCE7-10 Sec. 12.3,3-4):
Yes :• Seismic T 25% for collector & diaph. Affected Levels:
Out -of -plane offset with discontinuity, including out -of -plane offset of at least one vertical elements (T12.3-1, Type 4)
Yes Seismic x 00 for diaphragm loading Affected Levels:
One or two-family dwelling of light frame construction: N❑ .00=L 2.50
FLEXIBLE DIAPHRAGM DESIGN (ASCE 7-10 Sec. 26.2
EV (Roof) =
% of load transfer = 100 % (Percentage of load transferred through diaphragm)
Total diaphragm length = 22.0 ft
Sub -diaphragm length = 22.0 ft 0.6 x EV (Roof) = 3,779 Ibs FACTORED WIND (LEFT -RIGHT) ---> Location @ 253 PLF x S G = 0 ft.
Diaphragm width = 15.O ft 0 7 x EV (Roof) = 3,735 Ibs FACTORED SEISMIC / rho ---> Location @ 240 PLF x S G = 0 ft
Aspect Ratio = 1.46667
_ ASDxEV(FLOOR)[3779 Ibs , 3735 Ibs]
(2)(width)(S.G.) 2 x 15 ft- x 0.93 = [WIND=136 PLF, SEISMIC=134 PLF] *Seismic Governs!
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
STANDAERT ADDITION April 24, 2020 SDA Job# 8963 5
CHORD DESIGN:
EV (Root) =
Sub -diaphragm length = 22.0 ft Total -diaphragm length = 22 0 ft Design Load (critical case) = 134 PLF
Sub -diaphragm width = 15.0 ft
_ M __ 'iV(unit shear) x (diaphragm length) 134 PLF x 22 ft. = 369 Ibs *SEE DIAPHRAGM
T —� 8 8 DESIGN FOR FV(unit
shear)
Top Plate Size: 2x6 Species/Grade:j HF K277
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 lbs ! 102 x Cd x p = 163 Ibs 2015 NDS
# OF NAILS PER 4FT. SPLICE = 368 Ibs = 3 NAILS USE: 2x6 HF #2 TOP PLATE w/ (8) 10d
163 Ibs COMMON NAILS PER SPLICE
STANDAERT ADDITION
Lateral Calculation Key
ril 24,- 2020
SDA Job# 8963 1 6
v�P2
ASD Basic Load Combinations
V = Shear, plf
H = Height of shearwall
L = Length of shearwall
P1 = Weight of shearwall and connected framing
P2 = Weight of adjacent wall
*T = V x H - 0 5P1 - P2 = Tension reaction to be resisted by holdown
C = V x H + 0.5P1 = Compression reaction
*Holdown tension load supporting roof framing includes wind uplift from 'Zone G' & 'Zone H'
For calculation of tension and compression forces in compliance with ASCE 7-10 2.4.1
Tension Equations (Uplift)
7. 0.6D +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 7-10 2 4.1
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 Equations
4. 1.2D+1.6W+L+0.5S
5**. (1+0.2SDS)D+Emh+L+O 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
Em - Effect of horizontal seismic forces, including overstrength
Emh - Vertical seismic load effect
Shear Wall Coe ffi is rit Lqggnsee "SEGMENTED SHEAR WALL DESI G N"
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).
Ben Johnson I
April 24, 2020
SDA Job # 8963
7
Interior SEGMENTED SHEARWALL WIND
SEISMIC
Floor Info
Tributary Area (ROOF)
Tributary Area (ROOF)
ROOF
Floor Level, e.g. Roof, 4TH, 3RD, 2ND
F _10_lrlbutary width
1.0 tributary area
Lt-Rt
Load Direction, e.g. Left -Right, Front -Rear
2 0 total width
20 total area
(For Left Wall, Use Front -Rear Load Direction)
Tributary Area (NA)
Tributary Area (NA)
CDX Sheathing type (T4.3A of SDPWS-2015)
tributary width
tributary area
total width
total area
ROOF Resisting Dead Load
Tributary Area (NA)
Tributary Area (NA)
Shearwall Segment Lengths: Adi, Total Length =
22.o ft
tributary width
F:::Itotal
P::1Total
tributary area
8.0 ft 6 0 ft 8.0 ft
width
area
Tributary Area (NA)
Tributary Area (NA)
EV (ROOF) = 6298 lb 5335 lb
tributary width
tributary area
FV () = 0 lb 0 lb
total width
total area
FV () = 0 lb 0 lb
FV () = 0 lb 0 lb
Height of Shearwall =
8.0 ft
Weight of Shearwall =
10.0 Ibs
F (Wind) = 6,298 lb F (Smc) = 5,335 lb
Length of Shearwall =
6 0 ft
Tributary width for dead load =
18.0 ft
ULT. v = 143 PLF ULT. v = 121 PLF
A,,pect Ratio OK
Length of adjoining wall =
4.5 ft
Use alternate R factor for seismic? No
R =
6.5
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
00 Holdown Design? No
Re =
2.5
WIND CAPACITY: 1.4 x 0.93 x 460 PLF 1(2 x 0.6) = 499 PLF Ductile Anchor Design? No Block Shear all
SEISMIC CAPACITY: 1 x 0.93 x 460 PLF 112 x 0.7 = 306 PLF USE t 0 Z -
Floor Above: rear addition :7 is?YtiC coniroks Shearwall Ciesign SIDS 0,6
v
ASD C. TOTAL = (floor above) + (this floor) = + 988 Ibs = 988 Ibs Seismic controls -C3 (ASD eq. 8):
ASD T. TOTAL w/o (20 = (floor above) + (this floor) = + 816 Ibs = 672 Ibs Wind controls -T1 (ASD eq. 7):
Unfactored C. WL = 1830 Ibs
Unfactored C. EQ = 1550 Ibs
Unfactored C. DL = 3890 Ibs
rear addition
Floor Info
Unfactored T. WL = 5154 Ibs
Unfactored T. EQ = 1550 Ibs
Unfactored C.LL/SL = 3950 Ibs
ROOF
Floor Level, e.g. Roof, 3RD, 2ND, 1ST..
Lt-Rt
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX
Sheathing type (T4.3A of SDPWS-2015)
ROOF Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Lenglh
15.0 ft
FV (ROOF) = 6298 lb
EV()= 0lb
EV()= 0lb
YV()= 0lb
Y (Wind) = 6,298 lb
ULT. v = 86 PLF
SIMPSON DESIGNED HOLDOWN: CS14
FOUNDATION / INTERIOR WALLS: I I STHnFURJ
WIND
Tributary Area (ROOF)
11.0 tributary width
54.0 total width
Tributary Area (NA)
1.0 tributary width
2.0 total width
Tributary Area (NA)
tributary width
F:77]total width
Tributary Area (NA)
Btributary width
total width
Height of Shearwall = 8.0 ft
Length of Shearwall = 1 15.0 ft
Aspect Ratio OK
Use alternate R factor for seismic? No
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015 40 Holdown Design? No
5335 lb
0lb
0lb
0 lb
E (Smc) = 5,335 lb
ULT. v = 72 PLF
Tributary Area (ROOF)
11,0 tributary area
54.0 total area
Tributary Area (NA)
11.00tributary area
total area
Tributary Area (NA)
Btributary area
total area
Tributary Area (NA)
F""Itributary area
total area
Weight of Shearwall =
10.0 Ibs
Tributary width for dead load =
2.0 ft
Length of adjoining wall =
4.0 ft
R=
6.5
no =
2.5
WIND CAPACITY: 1.4 x 0.93 x 460 PLF 1 (2 x 0.6) = 499 PLF Ductile Anchor Design? No Block Shear Wall
SEISMIC CAPACITY: 1 x 0.93 x 460 PLF 1 2 x 0.7 = 305 PLF USE �1
Floor Above: NO FLOOR ABOVE Se'is is (,ontrols ShL r rlov ill d sign
ASD C. TOTAL = (floor above) + (this floor) = 0 Ibs + 555 Ibs = 555 Ibs Seismic controls -C3 (ASD eq. 8):
ASD T. TOTAL W/o 00 = (floor above) + (this floor) = 0 Ibs + -58 Ibs = -58 Ibs Wind controls -T1 (ASD eq. 7):
Unfactored C. WL = 684 Ibs
Unfactored C. EQ = 580 Ibs
Unfactored C. DL = 1265 Ibs
Unfactored T. WL = 1168 Ibs NO HOLDOWNS REQUIRED OK
r
Unfactored T EQ = 580 Ibs FOUNDATION / INTERIOR WALLS: OK
Unfactored C LL/SL = 575 Ibs
STANDAERT ADDITION I April 24, 2020 1 SDA Job # 8963 1 8
SEGMENTED
Tributary Area (ROOF)
1.0 tributary width
2.0 total width
Tributary Area (NA)
0 0 tributary width
46 0 total width
Tributary Area (NA)
0.0 tributary width
2.0 total width
Tributary Area (NA)
tributary width
total width
Tributary Area (ROOF)
1.0 tributary area
2A total area
Tributary Area (NA)
0.0 tributary area
46.0 total area
Tributary Area (NA)
0.0 tributary area
2.0 Itotal area
Tributary Area (NA)
tributary area
PITotal area
Height of Shearwall = 8.0 tt Weight of Shearwall = 10 0 Ibs
Length of Shearwall =L 19 5 ft Tributary width for dead load = 9.3 ft
Aspect Ratio OK Length of adjoining wall = 4 0 ft
Use alternate R factor for seismic? No R = 65
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015 QO Holdown Design? No no = 2.5
WIND CAPACITY: 1.4 x 0.93 x 460 PLF 1 (2 x 0.6) = 499 PLF Ductile Anchor Design? No Block Shear Wall
SEISMIC CAPACITY: 1 x 0.93 x 460 PLF / 2 x 0:7 = 305 PLF USE 1
Floor Above: NO FLOOR ABOVE Seismic cons is s17ear1-vail design
ASD C. TOTAL = (floor above) + (this floor) = 0 Ibs + 1120 Ibs = 1120 Ibs Seismic controls -C3 (ASD eq. 8):
ASD T. TOTAL w/o 00 = (floor above) + (this floor) = 0 Ibs + 107 Ibs = 107 Ibs, Wind controls -T1 (ASD eq. 7):
_... _. ... _.... _....
Unfactored C WL = 511 Ibs Unfactored T. WL = 3187 Ibs NO HOLDOWNS REQUIRED
Unfactored C. EQ = 1094 Ibs Unfactored T. EQ = 1094 Ibs FOUNDATION / INTERIOR WALLS: OK
Unfactored C. DL = 3008 Ibs Unfactored C. LL/SL = 3180 Ibs
addition
Floor Info
ROOF
Floor Level, e.g. Roof, 3RD, 2ND, 1ST..
Ft-Rr
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX J
Sheathing type (T4.3A of SDPWS-2015)
tN I tU ,5HtAKVVALL
ROOF Resisting Dead Load
Shearwall Segment Lengths: M. Total Lerglh = 12.8 ft
43ftJ 8.8ft
EV (ROOF) =
2491 Ito
FV()=
0lb
EVO=
0lb
EV()=
Olb
F (Wind) =
2,491 lb
ULT. v =
98 PLF
Floor Info
ROOF
Floor Level, e.g. Roof, 3RD, 2ND, 1ST..
Ft-Rr
Load Direction, e.g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX
Sheathing type (T4.3A of SDPWS-2015)
l2O0F Resisting Dead Load
Shealwalt Segment Len tttS: Adj. Total Leno
19.5 ft
EV (ROOF) =
2491 Ito
EV()=
0lb
FV()=
Olb
FV()=
0lb
E (Wind) =
2,491 Ito
ULT. v =
64 PLF
5335 lb
0 Ito
0 lb
0 lb
E (Smc) = 5,335 Ito
ULT. v = 137 PLF
Tributary Area (ROOF)
1. o tributary width
2.0 total width
Tributary Area (NA)
9 5 trlbutary width
40 0 total width
Tributary Area (NA)
Etrib1.0
utary width
2.0 total width
Tributary Area (NA)
aLtri1.0
butary width
2.0 total width
SEISMIC
Tributary Area (ROOF)
1.0 tributary area
2.0 total area
Tributary Area (NA)
9.5 tributary area
40 0 tolal area
Tributary Area (NA)
1.0 tribularyarea
2.0 total area
Tributary Area (NA)
1.0 tributary area
2.0 total area
Weight of Shearwall = 10 0 Ibs
Tributary width for dead load = 9 3 ft
Asp c;t Ratio 0K Length of adjoining wall = 4.5 ft
Use alternate R factor for seismic? No R = 6.5
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015 00 Holdown Design? No no = 2.5
WIND CAPACITY: 1.4 x 0.93 x 460 PLF 1 (2 x 0.6) = 499 PLF Ductile Anchor Design? No Block Shear Wall
SEISMIC CAPACITY. 1 x 0.93 x 460 PLF / 2 x 0.7 = 305 PLF USE 1
Floor Abcvw addition nght 3e±StPi6 (.Onlrols S)7--af wall Ops,'gn
ASD C. TOTAL = (floor above) + (this floor) = 31 Ibs + 1495 Ibs = 1495 Ibs Seismic controls -C3 (ASD eq. 8):
ASD T. TOTAL w/o f20 = (floor above) + (this floor) _ -125 Ibs + 586 Ibs = 586 Ibs Seismic controls -T2 (ASD eq. 10):
5335 Ito
0 Ito
0 lb
0 lb
E (Smc) = 5,335 lb
ULT. v = 209 PLF
Height of Shearwall = 9 0 ft
Length of Shearwall = 4.3 ft
Unfactored C. WL = 878 Ibs Unfactored T. WL = 2168 Ibs SIMPSON DESIGNED HOLDOWN: 14
Unfactored C. EQ = 1881 Ibs Unfactored T. EQ = 1881 Ibs FOUNDATION / INTERIOR WALLS:
Unfactored C. DL = 1775 Ibs Unfactored C.LL/SL = 1922 Ibs
ce"-� A-
j4
NR7
2A-
r-4*2
e- t C'
■,
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
DESCRIPTION: typ hdr
CODE REFERENCES
Printed: 247APR 2020, 5:20PM
File = C:IUserslsdapgOOCUME-11ENERCA-118963.ec6 -
SoftwarecooYriahtENERCALC, INC. lN3-2020. Build:12,20,2.28 -
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb + 1200 psi E : Modulus of Elasticity
Load Combination ASCE 7-16 Fb - 1200 psi Ebend- xx 1600 ksi
Fc - Prll 1000 psi Eminbend - xx 580 ksi
Wood•.Specles : Douglas Fir -Larch Fc - Perp 625 psi
Wood Grade ; No.1 Fv 170 psi
Ft 825 psi Density 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D 0.142 5 0.238
Applied Loads
Uniform Load : D = 0.1420, S = 0.2380 , Tributary Width =1.0 ft
DESIGN SUMMARY
6x8
Span = 10.0 ft
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio
=
0.801: 1
Maximum Shear Stress Ratio
=
0.310 ;
1
Section used for this span
6x8
Section used for this span
6x8
=
1,105.45 psi
=
60.52 psi
=
1,380.00psi
=
195.50 psi
Load Combination
+D+S+H
Load Combination
+D+S+H
Location of maximum on span
=
5.000ft
Location of maximum on span
=
0.000 ft
Span # where maximum occurs
=
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.174 in
Ratio =
689>=360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.278 In
Ratio =
431 >=180
Max Upward Total Deflection
0.000 in
Ratio =
0 <180
Maximum Forces & Stresses for Load
Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M
V
C d
C FN C i
Cr
C m
C t C L M fb
Fb
V
fv
Fv
+D+H
0.00
0.00
0.00
0.00
Length = 10.0 ft 1 0.382
0.148
0.90
1.000 1.00
1.00
1.00
1.00 1.00 1,78 413.09
1080.00
0.62
22.61
153.00
+D+L+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 10.0 ft 1 0.344
0,133
1.00
1.000 1.00
1.00
1.00
1.00 1.00 1.78 413.09
1200.00
0.62
22.61
170.00
+D+Lr+H
1,000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0.00
0.00
Length = 10.0 ft 1 0.275
0.106
1.25
1.000 1.00
1.00
1.00
1.00 1.00 1.78 413.09
1500.00
0.62
22.61
212.50
+D+S+H
1.000 1.00
1.00
1.00
1.00 1.00
0.00
0.00
0,00
0.00
Length =10.0 ft 1 0.801
0.310
1.15
1.000 1.00
1.00
1.00
1.00 1.00 4.75 1,105.45
1380.00
1.66
60.52
195.50
+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 = 10.0 ft t 0.275
0.106
1.25
1.000 1.00
1.00
1.00
1.00 1.00 1.78 413.09
1500.00
0.62
22.61
212.50
+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 = 10.0 ft 1 0.676
0-261
1.15
1.000 1.00
1.00
1.00
1.00 1.00 4.01 932.36
1380.00
1.40
51.04
195.50
+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 = 10.0 ft 1 0.215
0.083
1.60
1.000 1.00
1.00
1.00
1.00 1.00 1.78 413.09
1920.00
0.62
22.61
272.00
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
Printed: 24 APR 2020, 5:20PM
File = C:U.isersl5d-&m0XUW-11ENERGA-it886 WS .
coovrinhlENERCALC. INC 19W020, 9ui1411:12.20.2.28 .
DESCRIPTION: typ hdr
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length Span #
M
V
C d
C FN
C i
Cr
C m
C t
C L
M
fb
F'b
V
fv
F'v
+D+0.750Lr+0.750L+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.0 ft 1
0.215
0.083
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1 A
413.09
1920.00
0.62
22.61
272.00
+D+0,750L+0.750S+0.450W+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0,00
0.00
0.00
Length =10.0 ft 1
0,486
0,188
1.60
1.000
1.00
1.00
1.00
1.00
1.00
4.01
932.36
1920.00
1,40
51.04
272.00
+0.60D+0.60W+0.60H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.0 ft 1
0.129
0.050
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.07
247.85
1920.00
0.37
13.57
272.00
+D+0.70E+0.60H
1.000
1.00
1.00
1.00
1,00
1.00
0.00
0.00
0.00
0.00
Length =10.0 ft 1
0.215
0.083
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.78
413.09
1920.00
0.62
22.61
272,00
+D+0.750L+0.750S+0.5250E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0,00
0.00
0.00
Length =10,0 ft 1
0.486
0.188
1.60
1.000
1.00
1.00
1.00
1.00
1.00
4.01
932.36
1920.00
1.40
51.04
272.00
+0.60D+0.70E+H
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =10.0 ft 1
0.129
0.050
1.60
1.000
1.00
1.00
1.00
1.00
1.00
1.07
247.85
1920.00
0.37
13.57
272.00
Overall Maximum Deflections
Load Combination
Span Max. "" Defl Location in Span Load Combination Max. "+° Defl Location in Span
+D+S+H
1 0.2780
5.036 0.0000 0.000
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
_
Load Combination
Support 1
Support 2
Overall MAXimum
1.900
1.900
Overall MINimum
1.190
1.190
+D+H
0.710
0.710
+D+L+H
0.710
0.710
+D+Lr+H
0.710
0.710
+D+S+H
1.900
1.900
+D+0.750Lr+0.750L+H
0.710
0,710
+D+0.750L+0.750S+H
1.603
1.603
+D+0.60W+H
0.710
0.710
+D+0.750Lr+0.750L+0.450W+H
0.710
0.710
+D+0.750L+0.750S+0.450W+H
1.603
1.603
+0.60D+0.60W+0.60H
0.426
0.426
+D+0.70E+0.60H
0.710
0,710
+D+0.750L+0.750S+0.5250E+H
1.603
1.603
+0.60D+0.70E+H
0.426
0.426
D Only
0.710
0.710
Lr Only
L Only
S Only
1.190
1.190
W Only
E Only
H Only
Project Title:
Engineer:
Project ID:
Project Descr:
OtD
Printed: 24 APR 2020, 5:51 PM
Wood Beam File =C:lUserslsdapg@OCUME-1\ENERCA-11B96aec6.
Software coovriaht ENERCALC. INC. 1983-2020. Build:12.20.2.28 .
DESCRIPTION: typ hdr
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900 psi
Ebend- xx 1600ksi
Fc - Prll
1350 psi
Eminbend - xx 580 ksi
Wood Species Douglas Fir -Larch
Fc - Perp
625 psi
Wood Grade No.2
Fv
180 psi
Ft
575 psi
Density 31.21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.232) S(0.388)
a
48
Span = 5.50 ft
Applied Loads
Service loads entered, Load Factors will be applied for calculations.
Uniform Load : D = 0.2320, S = 0.3880 , Tributary Width =1.0 ft
DESIGN SUMMARY
+
Maximum Bending Stress Ratio =
0.682 1 Maximum Shear Stress Ratio
0.380 : 1
Section used for this span
4x8
Section used for this span
4x8
=
917.52psi
=
78.72 psi
=
1,345.50psi
=
207.00 psi
Load Combination
+D+S+H
Load Combination
+D+S+H
Location of maximum on span =
2.750ft
Location of maximum on span =
4.898ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.045 in Ratio =
1460 >=240
Max Upward Transient Deflection
0.000 in Ratio =
0 <240
Max Downward Total Deflection
0.072 in Ratio =
914>=180
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Segment Length
Span #
M
V
C d
C FN
C i
Cr
+D+H
Length = 5.50 ft
1
0.326
0.182
0.90
1.300
1.00
1,00
+D+L+H
1.300
1.00
1.00
Length = 5.50 It
1
0,293
0,164
1.00
1.300
1.00
1.00
+D+Lr+H
1.300
1.00
1.00
Length = 5.50 ft
1
0.235
0.131
1.25
1.300
1.00
1.00
+D+S+H
1.300
1.00
1.00
Length = 5.50 ft
1
0.682
0.380
1.15
1.300
1.00
1.00
+D+0.750Lr+0.750L+H
1.300
1.00
1.00
Length = 5.50 ft
1
0.235
0.131
1.25
1.300
1.00
1.00
+D+0.750L+0.750S+H
1.300
1.00
1.00
Length = 5.50 ft
1
0.575
0.321
1.15
1.300
1.00
1.00
+D+0.60W+H
1.300
1.00
1.00
Length = 5.50 ft
1
0.183
0.102
1.60
1.300
1.00
1.00
C m
C t
C L
Moment Values
M fb
F'b
V
Shear Values
fv F'v
0.00
0,00
0,00
0.00
1.00
1.00
1.00
0.88
343.33
1053.00
0.50
29.46
162.00
1.00
1.00
1.00
0.00
0.00
Ho
0.00
1.00
1.00
1.00
0.88
343.33
1170.00
0,50
29.46
180.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.88
343.33
1462.50
0.50
29.46
225.00
1.00
1.00
1.00
0.00
0,00
0.00
0.00
1.00
1.00
1.00
2.34
917.52
1345.50
1.33
78.72
207.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0,88
343.33
1462.50
0,50
29.46
225.00
1.00
1.00
1.00
0.00
0,00
0.00
0.00
1.00
1.00
1.00
1.98
773.97
1345.50
1.12
66.40
207.00
1.00
1.00
1.00
0.00
0,00
0.00
0.00
1.00
1.00
1.00
0.88
343.33
1872.00
0.50
29,46
288.00
Project Title:
Engineer:
Project ID:
Project Descr:
Wood Beam
DESCRIPTION: typ hdr
Load Combination Max Stress Ratios
Segment Length Span # M V C d C FN C i Cr C m C t C L
Printed: 24 APR 2020, 5:51 PM
Fife = C,WserstdVgZ0CUME-11ENEWA-118983.ec8 .
e olaht ENERCALC, INC, 19n2028. Build: I23GY.28 .
Moment Values
M fb F'b
Length = 5.50 ft 1
0.183
0.102
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.88
343.33
1872.00
+D+0,750L+0.750S+0.450W+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
Length = 5.50 ft 1
0.413
0.231
1.60
1.300
1.00
1.00
1.00
1.00
1.00
1.98
773.97
1872.00
+0.60D+0.60W+0.60H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
Length = 5.50 ft 1
0.110
0.061
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.53
206.00
1872.00
+D+0.70E+0.60H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
Length = 5.50 ft 1
0.183
0.102
1.60
1.300
1.00
1.00
1.00
1,00
1.00
0.88
343.33
1872.00
+D+0.750L+0.750S+0.5250E+H
1.300
1,00
1.00
1.00
1.00
1.00
0.00
Length = 5.50 ft 1
0.413
0.231
1.60
1.300
1.00
1.00
1.00
1.00
1.00
1.98
773.97
1872.00
+0.60D+0.70E+H
1.300
1.00
1.00
1.00
1.00
1.00
0.00
Length = 5.50 It 1
0.110
0.061
1.60
1.300
1.00
1.00
1.00
1.00
1.00
0.53
206.00
1872.00
Overall Maximum Deflections
Shear Values
V fv Pv
0.00 0.00 0.00
0.50 29.46 288.00
0.00 0.00 0.00
1.12 66.40 288.00
0.00 0.00 0.00
0.30 17.67 288.00
0.00 0.00 0.00
U0 29.46 288.00
0.00 0.00 0.00
1.12 66,40 288.00
0.00 0.00 0.00
0.30 17.67 288.00
Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Deft Location in Span
+D+S+H 1 0.0722 2.770 0.0000 0.000
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Overall imum
Overall MINimum
+D+H
+D+L+H
+D+Lr+H
+D+S+H
+D+0.750Lr+0.750L+H
+D+0.750L+0.750S+H
+D+0.60W+H
+D+0.750Lr+0.750L+0.450W+H
+D+0.750L+0.750S+0.450W+H
+0.60D+0.60W460H
+D+0.70E+0.60H
+D+0.750 L+0.750 S+0. 5250 E+H
+0.60D+0.70E+H
D Only
Lr Only
L Only
S Only
W Only
E Only
H Only
Support 1 Support 2
1.705 1.705
1.067 1.067
0.638 0.638
0.638 0.638
0.638 0.638
1.705 1,705
0.638 0.638
1.438 1.438
0.638 0.638
0.638 0.638
1.438 1.438
0.383 0.383
0.638 0.638
1.438 1.438
0.383 0.383
0.638 0.638
1.067 1.067