REVIEWED BLD2022-0284+Structural_Calculations+3.3.2022_10.31.13_PM+2716805Structural Design Associates
3006 Rucker Ave.
Everett, WA 98201-3774
Phone: (425) 339-0293
Email: admin@sdaeverett.com
STRUCTURAL CALCULATIONS
LATERAL, GRAVITY, FOUNDATION
SDA Job # 9371
SEP 2 9 2021
FEB 1 0 2022
WALLA ADDITION
10406 226TH PL SW
EDMONDS, WA 98020
September 23, 2021
WALLA ADDITION
mber 23, 20211 SDA Job # 9371
Scope of Work.
LATERAL, GRAVITY, FOUNDATION
Site Address.
10406 226TH PL SW
EDMOND_S. WA 98020
Number of Stories:
1
Engineer:
Reviewed by:
Risk Category:
II BLDGS EXCEPT I, III. & IV)
Construction Type:
LOW RISE - RESIDENTIAL
Roof
Level Loading:
Roofing
Composition
Sheathing
15/32" Plywood
1 o
Insulation
Roll/Batt
Ceiling
5/8" GWB
a Uj
Framing
Trusses
fixtures, mechanical, electrical, partitions etc.
QMiscellaneous
LIVE LOAD:
20.0 psf
TOTAL DEAD LOAD:
WALL
DEAD LOAD:
10.0 psf
ROOF SNOW LOAD:
Grade_ I Level Loading.
Floor Covering
Sheathing
Ceiling
Joists
Beams
Miscellaneous
WALL DEAD LOAD 10.0
NA I Level Loading: _
Floor Covering
Sheathing
Ceiling
Joists
Beams
Miscellaneous
WALL DEAD LOADII 10.0 osf
NA J Level Loading
Floor Covering
Sheathing
Ceiling
Joists
Beams
Miscellaneous
NA WALL DEAD LOAD 10.0 osf j
Soil Bearing Capacity: 1500 psf j
Frost Depth: 18 in l
TOTAL DEAD LOAD
FLOOR LIVE LOAD
TOTAL DEAD LOAD;
FLOOR LIVE LOAD:
TOTAL DEAD LOAD:
FLOOR LIVE LOAD:
CRL
CCC
3.0
1.5
3.0
2.8
2.2
2.5
15.0 1
25.0 1
12.0
100.0
12.0
100.0
12.0
100.0
WALLA ADDITION
September 23, 2021 SDA Job # 9371
Type of construction: LOW RISE -
RESIDENTIAL Location: 10406 226TH PL SW
Applicable Building Codes: 2018 IBC, ASCE 7-16 _ EDMONDS, WA 98020
Work performed
LATERAL, GRAVITY, FOUNDATION
WIND DESIGN: Ps = APs30Kzt
Enclosure Classification: ENCLOSED . SIMPLE DIAPHRAGM PER ASCE 7-16, 26 2
Exposure : B
Wind Exposure Category as set ionh in 201E IBC, Section 1609 4
Wind Speed = 110 MPH
Basic Wind Speed as used in ASCE 7-16, Figure 26 5-1(A-D)
VASE) = $6 MPH
Allowable Stress Design Wind Speed
A = 075
Adjustment factor for building height and exposure from Figure28.5-1 of ASCE 7-16
KZT = 1 33
Adjustment factor for increased wind speed due to a hill or escarpment
Roof slope rise
Front/Rear tan-1 { 4
run
/ 12 � - 18 4 degrees Number of floors:
Left/Right tan-1 ( 4
1 12 = 18 4 degrees
11 ft
Mean Elevation
Average uplift (F/R)= -14,0 sfEE] Based on wind zones 'G' and 'H'
Average uplift (R/L)= -14 p 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 25.8 psf
B = -7 3 psf
-7 3 psf
Ps=
25.9 psf 25 9 psf
-7 3 psf
-7 3 psf
Interior zone of wall
Interior zone of roof
Front/Rear Left/Right
Front/Rear
Lett/Right
Ps30=
C = 17 2 psf 17 2 psf
D = -4 1 psf
-4 1 psf
Ps=
17 2 psf 17 2 psf
-4 1 psf
-4.1 psf
FRONVREAR ZONES
iV Roof =
rib I
Transverse
WIND ZONE
A
B
C
C
C
D
D
D
D
D
AVE. HEIGHT
3.5
5.75
3.5
3
4
5.75
1
-1.5
-3
-4
AVE. WIDTH
9
11
54.25
9.5
12
55
17.5
5.5
9.5
12
Ps
25.89
0.00
17.22
17.22
17.22
0.00
0.00
0.00
0.00
0.00
U0 0,00
SUBTOTAL
816
0
3269
491
826
0
0
0
0
0
0 0
TOTAL :9.762 Ibs
............ ..................... .
Minimum net pressure controls. The calculated pressure is less than the minimum net pressure, equal to
16nsf npiied over the entire area. fASCEL-JUT.1.5)
cV c Fmnaa =
WIND ZONE
AVE. HEIGHT
AVE. WIDTH
Ps
0.00
0.00
0.00
0.00
000
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 t01hs
c v rvH =
VVINO 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
M7U_ W3
WIND ZONE
AVE
Rs
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 :Olbs
WALLA ADDITION I September 23, 2021 1 SDA Job# 9371 1 2
LEFT/RIGHT ZONES
EV Roof =
WIND ZONE
A
B
C
C
D
D
D
D
AVE HEIGHT
3-5
575
3 5
5.5
5.75
0,5
2.5
4
AVE. WIDTH
9
11
57.75
16.75
21
24
8
30-5
PS
25.89
0-00
17.22
17.22
0.00
000
0.00
0-00
0.00
0.00
0.00
0-00
5U8TQTAL
816
0
3480
1586
0
0
0
0
0
0
0
0
TOTAL 110.620 Ibs
Minimum net pressure controls. The calculated pressure is less than the minimum net pressure, equal to
16 sf ao lied over the entire area. (ASCE 7-10 27 1 5)
c v uraue
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 1
0.00
0.00
0.00
SUBTOTAL
0 1
0
0
0
0
0
0
0
0
0
0
0
TOTAL I01bs
PAW ■_1E
ZONE-
UUH
AVE- WIDTH
Ps
0-00
0.00
0-00
0.00
1 0.00
0.00
0,00
000
0.00
0-00
0.00
0.00
SUBTOTAL
0
0
0
0
1 0
0
0
0
0
0
0
0
TOTAL ;Olbs
ZV 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 10lbs
5EISMIC_LOAD p CALCS fASCE7.16 &12.3.41-
Plate Height: 9.00 ft
Total length of Shearwall in Shortest Line: 20.50 ft
Length of Shortest Segment within Shear Line: 20.50 ft
Length of Longest Segment in Shear Line: 20.50 ft
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:
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 1.0
Total Area: 1 2.0
p = 1.00 ASCE 7-16 12 3 4.2 b
Tributary Area: 1.0
Total Area: 2.0
p = NA
Tributary Area: 1.0
Total Area: 2-0
p = NA
Tributary Area: 1.0
Total Area: 2.0
p = NA
WALLA AUDI I ION I September 23, 2021 1 SDA Job# 9371 1 3
SEISMIC LOAD: (ASCE7-16 §12.8)
nlsps:r�rsexares ascounc i ur��
Flexiable Diaph.?
YES
v=C,W
Irregularities?
YES
ME M§PQNSE ANALYSISMEQUIREMENT (11.4.71
C,=SD5/(R/l�)
Risk Category =
II
Risk Category
DESIGN WITH SEISMICALLY ISOLATED STRUCTURE? NO
Cs M,N_C. 5E2-0ss,/(R/le)
p =
1 00
Redundant
DESIGN STRUCTURE WITH DAMPING SYSTEM? .�NO
Cs %11N CA E1=0.044SD5!,>0.011
Site Class =
D - DEFAULT
cs Mix=sD,/(r(R/IQ)
IE =
1
(Table 1,5.1)
NOT REQUIRED: 11 4 8 E 2, Cs MODIFIED AS REQUIRED BY
EXCEPTION
T<T,, Cs=SD,/R(R/le)
hn _ .
15
Structural Height
T>T, , Cs=S,,T, rV (R1I,)
E=C,p §11 4 4 Ss = 128 1 % TYPE: (T12.2-1) Ta (s) R no Cd Cs E
S,N,s=Foss
= 153.7%
§11 4 4
Fa =
1.20
1)
SDS-2/,S,,
= 102.5%
51144
Si =
45.0%
2)
SDS'-SDS =
102.5%
§12.8 1 3
Fv =
1.95
3)
Sr,,rt=F Si
= 87.9%
§ 11 4 5
SDC =
D
41
Su1=z/35N11 = 58.6% §1145 Tit 6 B
Ts=Sol/SDS = 57,2% §11 4 6
W (ROOF) _
W (FLOOR) _
W (WALL) =
Roof Level Diaphragm Loading:
A15 - WSW
1 0 15
6.50
2.50
4.00
0.158
0.158
G6 - TF
0.15
1.50
1.50
1.50
0.683
0.683
LENGTH
WIDTH
COEFF
LOAD
TOTAL
60.5
60.5
1.1
150
57649
1.0
15.0
0
1.0
150
0
1.0
150
0
1.0
150
0
Area = 3660 Sub -Total= SM49 Ili
LENGTH
WIDTH
LOAD
TOTAL
12.0
0
12.0
0
12.0
0
12.0
0
120
0
Area= u NUD-I0[a1= In
NUMBER
LENGTH
TRIB, HT
LOAD
TOTAL
2
64
4,5
10.0
5760
2
67
4.5
100
1 6030
1&0
1 0
Area = 590 Sub -Total= 11790
TOTAL = 69439 lb
iW WALLA ADDITION I September 23, 2021
SEISMIC 01STRIRUTION FOR- A15 . WSW Q=A s
III
2)
IV (ROOF) _
IV()=
EV()=
EV()=
TOTAL =
IV (ROOF)
EVO=
IV()=
IV()=
TOTAL
FV
Y-V x p
height
FV x height
10948 lb
10948 lb
11
120426lb
10041J 11) 1s 9Q3 Ib 1Z042ti Ib
SEISMIC DIS'fRtBUTION FOR- C.6 - TF. R=1.5
FV
ZV x p height
LV x height
47441 lb
47441 lb j 11
521848lb
414,11 Ib 4 i 441 Ib
521846 Ib
I INFAC_TnRF n I nAn St ITAmARV •
SDA Job# 9371
! 4
REDISTRIBUTE:
E f )
10948 Ib
ZV x h9ight x IV TOTAL =
FV x height TOTAL
REDISTRIBUTE:
E ( )
47441 Ib
XV x height x EV TOTAL =
FV x height TOTAL
LEVEL
WIND
SEISMIC
A15 - WSW G6 - TF
Ft-Rr) (Lt-Rr)
FV (Roof) =
9762 Ibs 10620 Ibs
_
10948 Ibs 47441 Ib
NOT APPLICABLE
NOT APPLICABLE
NOT APPLICABLE
TOTAL BASE SHEAR=
97621bs 106201bs
10948 Ibs 47441 Ib
WALLA ADDITION September 23, 2021 j SDA Job# 9371 1 5
IRREGULARITY: Increase in force due to irregularities for seismic design categories D-F (per ASCE7-16. 12.3.3.4)-
Yes Seismic T 25% for collector & diaph. Affected Levels; T.
Out -of Iarte offset with discontinuity, including out -of -plane offset of at least one vertical elements T12 3-1. T` a 4)
Yes Seismic x 00 for diaphragm loading Affected Levels.
One or two-family dwelling of light frame construction Yes :• 00=1 0 (§12,10.1.1) y no -1 2.50
FLEXIBLE DIAPHRAGM DESIGN (ASD
EV [RO&I -
% of load transfer =7�64.0
(Percentage of load transferred through diaphragm)
Total diaphragm length =
Sub -diaphragm length = 0.6 x FV (Roof) = 6,372 IbS FACTORED WIND (LEFT -RIGHT) -•> Location @ 253 PLF x S-G. = 0 ft
Diaphragm width = 0.7 x FV (Roof) = 7.664 Ibs FACTORED SEISMIC I rho Location @ 240 PLF x S.G = 0 ft.
Aspect Ratio =
_ ASDxFV(FLOOR) _ 16372 Ibs , 7664 Ibs]
v (2)(width)(S.G) 2 x 64 ft. x 0.93 = [WIND=54 PLF, SEISMIC=65 PLF] Seismic Governs!
2015 SDPWS T4.2A & T4.2C `NOTE: SEISMIC MAY GOVERN OVER WIND DUE TO HIGHER WIND CAPACITY
CUSE: 15/32" SHEATHING WITH 2x HEM -FIR FRAMING; FASTEN AT PANEL EDGES WITH 8d @ 6" O/C
WALLA ADDITION Seplember 23, 2021 SDA Job# 9371 G
CHORD DESIGN:
EV (Roof) =
Sub -diaphragm length = 64-0 ft Total -diaphragm length = 67.0 ft Design Load (critical case) = 64 PLF
Sub --diaphragm width = 64 0 ft
T = M = "iV(unit shear) x (diaphragm length) _ 65 PLF x 67 ft. = 540 Ibs
�— 8 � 'SEE DIAPHRAGM
DESIGN FOR EV(unit
Top Plate Size: 2xfi Species/Grade: HF #2 shear)
Area = B 25 in"2 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 NOS
539 Ibs USE: 2x6 HF #2 TOP PLATE w/ (8) 10d
# OF NAILS PER 4FT. SPLICE = 163 Ibs = 4 NAILS COMMON NAILS PER SPLICE
WALLA ADDITION I September 23, 2021 j SDA Job# 9371 1 7
Lateral Calculation Key - for Shearwalls Only (See attached calcs for other lateral load resisting system designs)
i P2
V
V = Shear, plf
H = Height of shearwall
L = Length of shearwall
096 P1 = Weight of shearwall and connected framing
P2 = Weight of adjacent wall
IPl
j } *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 A SCE 7-16 2.4 1
Tension Eauations [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 7-16 2.3.1
Tension Eauations (Uplift)
)
5. 0.9D+W
7.0.9D-Ev+Eh
7*. 0.9D-Ev+Emh
7**. (0.9-0.2SDS)D+Emh
Compression Eauations
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 1.2D+Ev+Emh+L+0.2S
Load-sy-mboljgagrid:
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
IW11reWa4lnn,�vrtb4t LCBen�!-.
HD - HOLDOWN
Shgar Wall CoeffteienLUgea+lr (see 'SE SjMENTQD SHEAR WAIL DE5&q catlxsl
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 W L 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),
f WALLA ADDITION j September 23, 2021 SDA Job # 9371 j 8
Main Front I A15- WSW ISEGMENTED WALL
Floor Info
ROOF
Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Lt-Rt
Load Direction, a g. Left -Right, Front -Rear
(For Left Wall, Use Front -Rear Load Direction)
CDX
Sheathing type (T4,3A of SDPWS-2015)
ROOFJ Resisting Dead Load
Shearwall Segment Lengths. A411. Total Lcngib = 20 5 It
205ft
FV (ROOF) =
10620 lb
FVO=
0lb
EV()=
0lb
FV()=
0lb
E (Wind) =
10,620 lb
ULT. v =
259 PLF
10948 lb
0 lb
0 lb
0 lb
E (Smc) = 10,948 Ito
ULT. V = 267 PLF
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF I (2 x 0.6) = 499 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF / 2 x 0.71 = 305 PLF
Holdown Above: NO FLOOR ABOVE
ASO C TOTAL = (floor above) + (this floor) =
ASD T, TOTAL w/o 00 = (floor above) + (this floor) =
Unfactored C WL = 2331 Ibs Unfactored T WL = 2703 Ibs
Unfactored C EQ = 2403 Ibs Unfactored T EQ = 2403 Ibs
Unfactored C DL = 1590 Ibs Unfactored C.LL/SL = 663 Ibs
Floor Info
ROOF
Floor Level, e.g. Roof, 4TH, 3RD, 2ND
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_: Atli TotalLentiffi-I 27 6 ft
45ft 1 45ft 1 8.0ft 1 75ft 1 38ft
EV (ROOF) =
10620 lb
FVO=
0lb
IV U =
0 lb
FVO=
0lb
E (Wind) =
10,620 lb
ULT. V =
192 PLF
10948 lb
0 Ib
0 lb
0 lb
F (Smc) = 10,948 lb
ULT. V = 198 PLF
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF / (2 x 0.6) = 499 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF / (2 x 0.7) = 305 PLF
Holdown Above: NO FLOOR ABOVE
ASD C. TOTAL = (floor above) + (this floor) _
ASD T. TOTAL w/o 00 = (floor above) + (this floor) _
Unfactored C WL = 1730 Ibs w Unfactored T WL = 3251 Ibs
Unfactored C EQ = 1783 Ibs Unfactored T EQ = 1703lbs
Unfantarad C. ❑L - 2199 Iba Unfactored C_LLJSL = 27" lbs
Tributary Area (ROOF)
10
tributary width
20
total width
Tributary Area (NA)
tributary width
total width
Q9
Tributary Area (NA)
z
tributary width
0
O
total width
o
Tributary Area (NA)
Z
tributary width
3
total width
Height of Shearwall = 9 0 ft
Length of Shearwall = 20 5 It
Aspect Ratio OK
rnbulaiy Area (ROOF)
I 0
tributary area
2.0
total area
Tributary Area (NA)
tributary area
total area
z
Tributary Area (NA)
a
tributary area
total area
u
Tributary
Area (NA)
—^
tributary area
total area
Weight of Shearwall =
10 0 Ibs
Tributary width for dead load =
2 0 ft
Length of adjoining wall =
3.0 ft
R=
65
LRFD Holdown Design? No Do = 25
Ductile Anchor Design? No Block Shear Wall
USE. 1
Seismic controls shearwall design
0 Ibs + 1910 Ibs = 1910 Ibs Seismic controls -C3 (ASD eq 8):
0 Ibs + 956 Ibs = 956 Ibs Seismic controls -T2 (ASD eq. 10):
SIMPSON DESIGNED HOLDOWN CS14
FOUNDATION / INTERIOR WALLS: LSTHDB/RJ
Tnbufary Area (ROOF)
Tributary Area (ROOF)
1 0 tributary width
1.0 tributary area
2 ❑ total width
2.0 total area
Tributary Area (NA)
Tributary Area (NA)
total
�totalarearea
width
total width
total area
Tributary Area (NA)
z
Tributary Area (NA)
o
tributary width
atributary
area
a
0
total width
0
total area
o
Tributary Area (NA)
Tributary Area (NA)
z
tributary width
w
tributary area
total widthI
total area
Height of Shearwall = 9.0 ft
Length of Shearwall = 3.8 ft
Aspect Ratio OK
Weight of Shearwall = 10.0 Ibs
Tributary width for dead load = 17 0 H
Length of adjoining wall = 4 5 ft
R= 65
LRFD Holdown Design? F No__J Do = 2 5
Ductile Anchor Design? No Block Shear Wall
USE 1
Seismic controls shearwall design
0 Ibs + 1564 Ibs = 1564 Ibs Seismic controls -C3 (ASD eq 8):
0 Ibs + 631 Ibs 631 Ibs Wind controls -T1 (ASD eq. 7):
SIMPSON DESIGNED HOLDOWN: CS14
FOUNDATION / INTERIOR WALLS: H / J
WALLA ADDITION ISeptember 23, 2021 SDA Job # 9371 1 9
Main Left I A 15 • WSW ISEGIVIENTED MALL
Floor Info
ROOF
Floor Level, e.g. Roof, 4TH, 3RD, 2ND
Ft-Rr
Load Direction, a 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, Aat. Total t.auglh = 35 0 ft
350ft
EV (ROOF) =
9762 lb
EV()=
0lb
EVO=
0lb
EV()=
0lb
E (Wind) =
9,762 Ib
ULT. v =
139 PLF
10948 lb
0 lb
0 lb
0 lb
E (Smc) = 10,948 lb
ULT. v = 156 PLF
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF / (2 x 0.6) - 499 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF 1 (2 x 0.7) = 305 PLF
Holdown Above: NO FLOOR ABOVE
ASD C. TOTAL = (floor above) + (this floor) _
ASD T. TOTAL w/o 00 = (floor above) + (this floor) _
Unfactored C WL - 1255 Ibs Unfactored T WL = 2490 Ibs
Unfactored C E0 = 1408 Ibs Unfactored T EQ = 1408 Ibs '
Unfactored C DL = 3300 Ibs Unfactored C LL/SL = 2200 Ibs I
ib7
Floor Info
ROOF
Floor Level, e.g. Roof, 4TH, 3RD, 2ND
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)
ROOF Resisting Dead Load
Shearwall Segment Lengths: Adj. Total Length = 29.0 ft
29.0 ft
EV (ROOF) =
9762 lb
EVO=
Olb
EVU=
0lb
EV()=
0lb
3 E (Wind) =
9,762 lb
ULT. v =
168 PLF
10948 lb
0 lb
0 lb
0 lb
E (Smc) = 10,948 lb
ULT. v = 189 PLF
ASD SHEAR WALL DESIGN PER: AF&PA SDPWS-2015
ULT. WIND CAPACITY: 1.4 x 0.93 x 460 PLF 1 (2 x 0.6) = 499 PLF
ULT. SEISMIC CAPACITY: 1 x 0.93 x 460 PLF / (2 x 0.7) s 305 PLF
Holdown Above: NO FLOOR ABOVE
ASD C. TOTAL = (floor above) + (this floor) =
ASD T. TOTAL w/o DO = (floor above) + (this Floor) =
Unfactored C WL = 1515 Ibs Unfactored T WL = 2581 Ibs
Unfactored C EQ = 1699 Ibs— - Unfactored T EQ = 1699 Ibs
Unfactored C DL = 2850 Ibs Unfactored C LL/SL = 1900 Ibs
(ROOF)
TV2.010
rrrbulary Area (ROOF)
ary width
I 0 lnbutary area
width
20 total area
Tributary Area (NA)
Tributary Area (NA)
tributary width
tributary area
total width
total area
Tributary Area (NA)
z
Tributary Area (NA)
o
tributary width
a
EE�� tributary area
a0
total width
total area
o
Tributary Area (NA)
Li
Tributary Area (NA)
z
tributary width
w
tributary area
3
total width
total area
Height of Shearwall = 9 0 ft Weight of Shearwall = 10 0 Ibs
Length of Shearwall - 35 0 ft Tributary width for dead load = 4.0 ft
Aspect Ratio OK Length of adjoining wall = 4 5 ft
R= 65
LRFD Holdown Design? No no = 2 5
Ductile Anchor Design? No Block Shear Wall
USE
Seismic controls shearwall design
0 Ibs + 1459 Ibs = 1459 lbs Seismic controls -C3 (ASD eq. 8):
0 Ibs + -486 Ibs = -486 Ibs Wind controls -T1 (ASD eq. 7):
NO HOLDOWNS REQUIRED 11 OK
FOUNDATION / INTERIOR WALLS: IL UK
SEGMENTED WALL
Height of Shearwall = 9,0 ft
Length of Shearwall = 29 0 fl
Aspect Ratio OK
Weight of Shearwall = 10.0 Ibs
Tributary width for dead load = 4 0 ft
Length of adjoining wall = 4.5 ft
R= 65
LRFD Holdown Design? No 00 = 2 5
Ductile Anchor Design? No Block Shear Wall
USE 1
Seismic controls shearwall design
0 Ibs + 1598 Ibs = 1598 Ibs Seismic controls -C3 (ASD eq. 8):
0 Ibs + -112 Ibs = -112 Ibs Seismic controls -T2 (ASD eq. 10):
NO HOLDOWNS REQUIRED OK
FOUNDATION I INTERIOR WALLS: UK
9/23/21. 10 43 AM
U.S. Seismic Design Maps
OSHPD
10406 226th PI SW, Edmonds, WA 98020, USA
Latitude, Longitude: 47.7934428,-122.37247
`).i:hth 5" S'vv
Date
Design Code Reference Document
Risk Category
Site Class
Type
Value
Ss
1.281
S,
0.45
SMs
1.537
SMi
null -See Section 11.4.8
SIDS
1.025
Spi
null -See Section 11.4.8
Type Value
SDC null -See Section 11.4.8
Fa
1.2
F
null -See Section 11.4.8
PGA
0.543
FPGA
1.2
PGAM
0.652
TL
6
SsRT
1.281
SsUH
1.405
SsD
1.989
S 1 RT
0.45
S1UH
0.502
S1D
0.794
PGAd
0.702
CRS
0.912
CR1
0.896
- ,r �VV
M R03ev)00i, Icourtt,19
Edmonds Memorial
Cemetery
Sherwin-WilliaiTta
Sunrise of t dlr�onds Paint StOre -
Edmonds Goodwill
iV1ap data 'Q2021
9/23/2021, 10:41:51 AM
ASCE7-16
11
D - Default (See Section 11.4.3)
Description
MCER ground motion. (for 0.2 second period)
MCER ground motion. (for 1.0s period)
Site -modified spectral acceleration value
Site -modified spectral acceleration value
Numeric seismic design value at 0.2 second SA
Numeric seismic design value at 1.0 second SA
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period in seconds
Probabilistic risk -targeted ground motion. (0.2 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk -targeted ground motion. (1.0 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration)
Mapped value of the risk coefficient at short periods
Mapped value of the risk coefficient at a period of 1 s
https://seismicmaps.org 112
9/23/21, 10:43 AM
U.S. Seismic Design Maps
to' Z
DISCLAIMER
While the information presented on this website is believed to be correct, SEAOC IQ.5HED and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination
and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this
information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the
standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users or the information from
this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible
for building code approval and interpretation for the building site described by Iatitudeflongitude location in the search results of this website.
https://seismicmaps.org 2/2
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Project Title:
Walla Addition
Engineer:
Chris Lalonde
Project ID:
SDA#9371
Project Descr:
/
�zf
Pnnted' 23 SEP 2021, 1 01PM
Wood Beam
File- :9371.ec6
Soflwareoopyrr
phtEN@RCI+LC, INC. 1�3-Yp2Q, BuiId:12,20.8.24
r f
_
■:
DESCRIPTION: BM#1 Long Patio Beam
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb
+
875.0 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb
875.0psi
Ebend-xx 1,300.Oksi
Fc
- Prll
600.0 psi
Eminbend - xx 470.0 ksi
Wood Species Douglas Fir -Larch
Fc
- Perp
625.0 psi
Wood Grade No.2
Fv
170,0 psi
Ft
425.0 psi
Density 31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
)0 l rat} 24j S(U 31
[l(0 1$j Lr(U 14)yi Uy3j
6x12
6x12
Span = 12-0 ft
Span = 2-0 ft
Applied Loads
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.180, Lr = 0,240, S = 0.30 , Tributary Width =1.0 ft, (RF)
Load for Span Number 2
Uniform Load : D = 0.180, Lr = 0,240, S = 0.30 , Tributary Width =1.0 ft, (RF)
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations.
7axttnn C
Maximum Bending Stress Ratio =
0.826 1
Maximum Shear Stress Ratio
=
0.313 :1
Section used for this span
6x12
Section used for this span
6x12
fb: Actual =
831.47psi
fv: Actual
=
61.21 psi
Flo: Allowable =
1,006.25psi
Fv: Allowable
=
195.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
5.832ft
Location of maximum on span
=
11,061 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.145 in
Ratio = 989>=360
Max Upward Transient Deflection
-0.072 in
Ratio = 664>=360
Max Downward Total Deflection
0.239 in
Ratio = 601 >=180
Max Upward Total Deflection
-0.119 in
Ratio = 404>=180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d
C FIV C i
C r
C m C t C L M fb
Fb
V
fv Fv
D Only
0.00
0.00
0.00 0,00
Length = 12.0 It 1 0.414 0.157
0.90
1.000 1.00
1.00
1.00 1,00 1.00 3.30 326.23
787.50
1.01
24.02 153.00
Length = 2.0It 2 0.049 0.157
0.90
1,000 1.00
1.00
1,00 1.00 1.00 0.39 38.35
787.50
0.20
24.02 153.00
+D+Lr
1.000 1.00
1.00
1.00 1.00 1.00
0.00
0.00
0.00 0.00
Length = 12.0 it 1 0.668 0,253
1.25
1.000 1.00
1.00
1.00 1.00 1.00 7.38 730.43
1093.75
2.27
53.77 212,50
Length = 2.0 ft 2 0.079 0,253
1.25
1.000 1.00
1,00
1.00 1,00 1.00 0,87 85.86
1093.75
0.46
53.77 212.50
+D+S
1.000 1.00
1.00
1.00 1.00 1.00
0,00
0.00
0.00 0.00
Length = 12.0 ft 1 0.826 0.313
1,15
1.000 1.00
1.00
100 1.00 1.00 8.40 831.47
1006,25
2.58
61.21 195.50
Length = 2.0 ft 2 0,097 0.313
1.15
1,000 1.00
1.00
1.00 1.00 1.00 0.99 97.74
1006.25
0.52
61.21 195.50
+D+0.750Lr
1.000 1.00
1.00
1,00 1.00 1-00
0.00
0.00
0.00 0.00
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371 F
Project Descr:
Wood Beam
DESCRIPTION:
BM#1 Long
Patio Beam
Load Combination
Max Stress Ratios
Segment Length
Span #
M V
Length = 12.0 ft
1
0.575 0.218
Length = 2.0 It
2
0.068 0,218
+D+0.750S
Length = 12.0 ft
1
0.701 0.266
Length = 2.0 ft
2
0.082 0.266
+0.60D
Length = 12.0 ft
1
0.140 0.053
Length = 2.0 ft
2
0.016 0.053
Overall Maximum Deflections
Load Combination
Span
+D+S
1
2
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+Lr
+D+S
+0+0.750Lr
+D+0.750S
+0.60D
Lr Only
S Only
Cd CF/V Ci Cr Cm C t CL
1.25 1.000 1.00 1.00 1.00 1.00 1.00
125 1.000 1.00 1.00 1.00 1.00 1.00
1.000 1,00 1.00 1.00 1.00 1.00
1.15 1.000 1.00 1.00 1.00 1.00 1.00
1.15 1.000 1.00 1.00 1.00 1.00 1.00
1.000 1.00 1.00 1.00 1.00 1.00
1.60 1.000 1.00 1.00 1.00 1.00 1.00
1.60 1.000 1.00 1.00 1.00 1.00 1.00
Max. " " Defl Location in Span Load Combination
0.2394 5.966
0.0000 5.966 +D+S
Support notation : Far left is #1
Support 1 Support 2 Support 3
2.880 4.032
1.750 2.450
1.130 1.582
2.530 3.542
2.880 4.032
2.180 3.052
2.442 3,419
0.678 0.949
1.400 1,960
1.750 2.450
Printed: 23 SEP 2021, 1 01PM
File: 9371.ec6
Software.cMiright ENERCALC, INC. W3.2020, Build:12.20.8.24
;" I iiwi6 611 A� A
Moment Values
M
fb
F'b
6.36
629.38
1093.75
0.75
73,98
1093,75
0.00
7.12
705.16
1006,25
0.84
82.89
1006.25
0.00
1.98
195.74
1400.00
0.23
23.01
1400.00
Shear Values
V
tv
F'v
1,95
46.34
212.50
0.39
46.34
212.50
0.00
0.00
0.00
2.19
51.91
195.50
0.44
51.91
195.50
0.00
0.00
0.00
0.61
14.41
272.00
0.12
14.41
272.00
Max. "+" DeA Location in Span
0.0000 0.000
-0.1186 2.000
Values in KIPS
Wood Beam
r:r •fr: --
DESCRIPTION: BM#2: Short Patio Beam (indeterminate)
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
11
Printed: 23 SEP 2021. 3:51PIv1
File: 9371.eC6
Software aopyright L•NEK ALC, INC. 1983.2020, Build:12.20.8.24
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
875.0 psi
Load Combination ASCE 7-16
Fb
875.0 psi
Fc Prll
600.0 psi
Wood Species Douglas Fir -Larch
Fc Perp
625.0 psi
Wood Grade No.2
Fv
170.0 psi
Ft
425.0 psi
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
0(0 18) Lr(024) SO 3)
6x12
E Modulus of Elasticity
Ebend- xx 1,300.0 ksi
Eminbend - xx 470.0 ksi
Density 31.210 pcf
DW 18) Lr(0.24) 13(0 3)
6x12
Span =9.Oft
Span
=20ft
Applied Loads
Service loads entered. Load Factors will be
applied
for calculations
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.180, Lr = 0.240, S = 0.30
, Tributary Width =1.0 ft, (RF)
Load for Span Number 2
Uniform Load : D = 0,180, Lr= 0.240, S = 0.30
, Tributary Width =1.0 ft, (RF)
DESIGN SUMMARY
= _ •
Maximum Bending Stress Ratio =
0.4441 Maximum Shear Stress Ratio
=
0.226 : 1
Section used for this span
6x12
Section used for this span
6x12
fb: Actual =
447.15psi
fv: Actual
=
44.10 psi
Fb: Allowable =
1,006.25psi
Fv: Allowable
=
195.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
4.274ft
Location of maximum on span
-
8.045ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
-
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.043 in Ratio =
2483 >=360
Max Upward Transient Deflection
-0.027 in Ratio =
1794>=360
Max Downward Total Deflection
0.072 in Ratio =
1508 >=180
Max Upward Total Deflection
-0.044 in Ratio =
1090 >=180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
C d C FfV C i C r C m
C t C L M fb
Fb
V
tv Fv
D Only
0.00
0,00
0.00 0,00
Length = 9.0 ft 1 0.223 0,113
0.90 1.000 1.00 1.00 1.00
1.00 1.00 1,77 175.44
787.50
0.73
17,30 153.00
Length = 2.0 ft 2 0.049 0.113
0.90 1.000 1,00 1.00 1.00
1,00 1.00 0.39 38.35
787.50
0.20
17.30 153.00
+D+Lr
1.000 1.00 1.00 1.00
1.00 1.00
0.00
0,00
0.00 Ho
Length = 9.0 ft 1 0,359 0.182
1,25 1.000 1.00 1.00 1.00
1.00 1.00 397 392,81
1093.75
1.63
38.74 212.50
Length = 2.0 ft 2 0-079 0.182
1.25 1,000 1.00 1.00 1.00
1.00 1.00 087 85.86
1093.75
0,46
38.74 212.50
+D+S
1,000 1.00 1.00 1.00
1.00 1.00
0.00
0.00
0,00 0.00
Length = 9.0 ft 1 0.444 0.226
1.15 1,000 1.00 1.00 1.00
1.00 100 4.52 44715
1006.25
1.86
44,10 195.50
Length = 2.0 ft 2 0.097 0.226
1.15 1.000 1.00 1,00 100
1.00 1,00 099 97.74
1006.25
0.52
44.10 195.50
+D+0.750Lr
1.000 1,00 1.00 1.00
1.00 1,00
0.00
0.00
0.00 0,00
Project Title-
Walla Addition
Engineer:
Chris Lalonde
Project ID:
SDA#9371
Project Descr:
r
Printed
23 SEP 2021, 3:51PM
Wood Beam
File:9371.ec6
Software
ENERCALC, INC. 1963-2020, Build:12.20.8.24
DESCRIPTION:
BM#2: Short Patio Beam (indeterminate)
r
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M V
C d
C FN
C i
C r
C m
C t C L
M fb
F'b
V
iv F'v
Length = 9.0 ft
1
0.309 0.157
1,25
1.000
1.00
1.00
1,00
1.00 1,00
3.42 338.46
1093.75
1.41
33.38 212.50
Length = 2.0 ft
2
0.068 0.157
1.25
1.000
1.00
1.00
1.00
1.00 1.00
0,75 73.98
1093.75
0.39
33.38 212.50
+0+0.750S
1.000
U0
1.00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 9.0 It
1
0.377 0,191
1,15
1.000
1.00
1.00
1.00
1.00 1.00
183 379.22
1006.25
1.58
37.40 195.50
Length = 2.0 ft
2
0.082 0.191
1.15
1.000
1,00
1.00
1,00
1.00 1.00
0.84 82.89
1006.25
0.44
37.40 195.50
+0.60D
1.000
1.00
1.00
1,00
1.00 1.00
0,00
0.00
0.00 0.00
Length = 9.0 ft
1
0.075 0.038
1.60
1.000
1.00
1.00
1.00
100 1.00
1.06 105.26
1400.00
0.44
10.38 272.00
Length = 2.0 ft
2
0,016 0.038
1.60
1.000
1.00
1.00
1.00
1.00 1.00
0.23 23.01
1400.00
0.12
10.38 272.00
Overall Maximum Deflections
Load Combination
Span
Max. ""
Defl Location in Span
Load Combination
Max. "+" Defl
Location in Span
+D+S
1
0.0716
4.425
0,0000
1000
2
0.0000
4.425
+D+S
-0,0440
2.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support
2
Support
3
Overall MAXimum
2.112
3,319
Overall MINimum
1.283
2.017
D Only
0.829
1.302
+D+Lr
1.855
2.915
+D+S
2.112
3.319
+D+0.750Lr
1.599
2.512
+D+0.750S
1,791
2.815
+0.60D
0,497
0.781
Lr Only
1,027
1.613
S Only
1.283
2.017
Wood Beam
DESCRIPTION: BM#3: Rear Side Window HDR
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Project Title:
Walla Addition
Engineer:
Chris Lalonde
Project ID:
SDA#9371
Project Descr:
Printed: 23 SEP 2021, 1:06PM
File:9371.ec6
r`
Software copynphlENERCALC.INC. 1%3-2020,Build: 12.20.8.24
s,
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
µ Dj I 135) Lr(0-18) S(0 225)
4x6
Span =50ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0,1350, Lr = 0.180, S = 0.2250 , Tributary Width =1.0 ft, (RF)
DESIGN SUMMARY
850.0 psi
850.0 psi
1, 300.0 psi
405.0 psi
150.0 psi
525.0 psi
E : Modulus of Elasticity
Ebend-xx 1,300.Oksi
Eminbend - xx 470.Oksi
Density
26.840 pcf
Service loads entered Load Factors will be applied for calculations
Maximum Bending Stress Ratio =
0.608 1
Maximum Shear Stress Ratio
Section used for this span
4x6
Section used for this span
fb: Actual =
772.68 psi
fv: Actual
Fb: Allowable =
1,270.75psi
Fv: Allowable
Load Combination
+D+S
Load Combination
Location of maximum on span =
2.500ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0,050 in
Ratio =
1189>=360
Max Upward Transient Deflection
0,000 in
Ratio =
0 <360
Max Downward Total Deflection
0.082 in
Ratio =
735>=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 C m
C t C L
D Only
Length = 5.0 ft
1
0.296
0,163
0.90
1.300
1.00
1.00
1.00
1.00
1.00
+D+Lr
1.300
1.00
1.00
1.00
1.00
1,00
Length = 5,0 ft
1
0.490
0.271
1.25
1.300
1.00
1.00
1.00
1.00
1,00
+D+S
1.300
1.00
1.00
1.00
1.00
1-00
Length = 5.0 ft
1
0.608
0.336
1.15
1.300
1.00
1.00
1.00
1.00
1.00
+D+0.750Lr
1,300
1.00
1.00
1.00
1.00
1.00
Length = 5.0 ft
1
0.421
0.232
1.25
1.300
1.00
1.00
1.00
1.00
1.00
+D+0,750S
1.300
1,00
1.00
1.00
1.00
1.00
Length = 5.0 ft
1
0.514
0,284
1.15
1.300
1,00
1,00
1.00
1.00
1.00
+0.60D
1.300
1.00
1.00
1.00
1.00
1-00
Length = 5.0 ft
1
0.100
0.055
1.60
1.300
1.00
1.00
1.00
1.00
1.00
3aninn C
= 0,336 : 1
4x6
= 57.90 psi
172,50 psi
+D+S
0.000 ft
Span # 1
Moment Values
M
fb
F'b
0.00
0.43
294.52
994.50
0.00
1.00
677.05
1381.25
0.00
1.14
772.68
1270.75
0.00
0.85
581.41
1381.25
0.00
0.96
653.14
1270.75
0.00
0.26
176.71
1768.00
Shear Values
V
fv
F'v
0.00
0.00
0.00
0.28
22.07
135.00
0.00
0-00
0.00
0.65
50.74
187.50
0.00
0.00
0.00
0.74
57.90
172.50
0.00
0.00
0.00
0.56
43.57
187.50
0.00
0.00
0.00
0.63
48.95
172.50
0.00
0.00
0.00
0.17
1124
240.00
Project Title:
Walla Addition
Engineer:
Chris Lalonde
Project ID:
SDA#9371
Project Descr:
Printed 23 SEP 2021, 1 06PM
Wood Beam
t le:9371.ec6
Softwarecopy ht ENERCALC.INC, M-2020. Build:12,20'8.24
DESCRIPTION: BM#3: Rear Side Window HDR
Overall Maximum Deflections
Load Combination Span Max. '-"Dell
Location in Span
Load Combination
Max. "+" Dell Location in Span
+D+S 1 0.0815
2.518
0,0000 0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.909
0.909
Overall MINimum
0,563
0.563
D Only
0.346
0.346
+D+Lr
0.796
0.796
+D+S
0.909
0 909
+D+0.750Lr
0.684
0.684
+D+0.750S
0,768
0,768
+0.60D
0,208
0.208
Lr Only
0.450
0.450
S Only
0.563
0.563
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
;3 r
Printed. 23 SLP 2021, 1 53PM
Wood Beam
File: .ec6
Software oopygiptll
ENERCALC, INC.
1983-2020, Build: 12.212,20.8.24
DESCRIPTION: BM#4.0: Interior Overframing Beam (2 Short Beams)
CODE REFERENCES
Calculations per NDS 2016, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb + 850.0 psi E :
Modulus of Elasticity
Load Combination ASCE7-16
Fb- 850.0psi
Ebend-xx
1,300.Oksi
Fc - Prll 1,300.0 psi
Eminbend - xx
470.Oksi
Wood Species : Hem -Fir
Fc - Perp 405.0 psi
Wood Grade : No.2
Fv 150.0 psi
Ft 525.0psi
Density
26.840pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0 023) Lr(0.03) 3(0,038)
D(0 225.) Lr(0 .3) .3(0 375)
4x10
Span = 6 50 ft
Applied Loads
Service loads entered. Load Factors
will be applied
for calculations
Beam self weight calculated and added to loads
Uniform Load : D = 0,2250, Lr = 0,30, S = 0.3750 ,
Tributary Width = 1.0 ft, (RF)
Uniform Load : D = 0.0230, Lr = 0.030, S = 0,0380
, Tributary Width =1.0 ft, (RF)
DESIGN SUMMARY
a
•
Maximum Bending Stress Ratio =
0.722 1 Maximum Shear Stress Ratio
-
0.446 :1
Section used for this span
4x10 Section used for this span
4x10
fb: Actual =
846.97psi fv: Actual
-
76.98 psi
Flo: Allowable =
1,173.00psi Fv: Allowable
=
172.50 psi
Load Combination
+D+S Load Combination
+D+S
Location of maximum on span =
3.250ft Location of maximum on span
=
5.741 ft
Span # where maximum occurs =
Span # 1 Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.056 in Ratio = 1402>=360
Max Upward Transient Deflection
0.000 in Ratio = 0 <360
Max Downward Total Deflection
0.090 in Ratio = 868>=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 lb
F'b
V
(v F'v
D Only
0.00
0.00
0,00 0.00
Length = 6.50 ft 1 0.351 0.217 0.90
1.200 1.00 100 1.00 1.00 1,00 1.34 322.56
918,00
0.63
29,32 135.00
+O+Lr
1.200 1.00 1.00 1.00 1.00 1,00
0.00
0.00
0.00 0.00
Length = 6.50 ft 1 0.582 0,359 1.25
1.200 1.00 1.00 1.00 1.00 1.00 3.08 741.58
1275,00
1.45
67.40 187.50
+D+S
1,200 1.00 1,00 1.00 1.00 1.00
0.00
0,00
0.00 0.00
Length = 6.50 It 1 0.722 0,446 1.15
1,200 1.00 1.00 1.00 1.00 1.00 3.52 846.97
1173.00
1.66
76.98 172.50
+D+0,750Lr
1.200 1.00 1.00 1.00 1.00 1.00
0.00
000
0.00 0.00
Length = 6.50 ft 1 0.499 0.309 1,25
1.200 1.00 1.00 1.00 1,00 1.00 2.65 636.82
1275.00
1,25
57.88 187.50
+0+0.750S
1.200 1,00 1.00 1.00 1.00 1.00
0.00
0.00
0.00 0.00
Length = 6.50 It 1 0.610 0.377 1.15
1.200 1.00 1.00 1.00 1.00 1.00 2.98 715.86
1173.00
140
65.06 172.50
+0.60D
1,200 1.00 1.00 1.00 1.00 1.00
0.00
0.00
0.00 0.00
Length = 6.50 It 1 0.119 0.073 1.60
1.200 1.00 1,00 1.00 1.00 1.00 0.80 193.54
1632.00
0.38
17.59 240.00
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr: r
Printed: 23 SEP 2021, 1:53PM
File: 9371.ec6
Wood Beam Software ht ENERCALC, INC 19B3-MAJ, Bu11d:12.20.8.24
DESCRIPTION: BM#4.0: Interior Overframing Beam (2 Short Beams)
Overall Maximum Deflections
Load Combination Span
+D+S 1
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+Lr
+D+S
+D+0.750Lr
+D+0.750S
+0.60D
Lr Only
S Only
Max. "-" Dell Location in Span Load Combination
0.0898 3.274
Support notation : Far left is #1
Support 1 Support 2
2.168 2.168
1.342 1.342
0.826 0.826
1.898 1.898
2.168 2.168
1.630 1,630
1.832 1.832
0.495 0.495
1.073 1.073
1,342 1.342
Max. "+" Dell Location in Span
0.0000 0.000
Values in KIPS
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Printed 23 SEP 2021, 1 53PM
Wood Beam
File
:12.2 .ec6
SoilwarecopyrrghtENERCALC, INC. 1983-2020, BuiId:12.20.8.24
'....
r IT
DESCRIPTION: BM#4.1: Interior Overframing Beam (1 Long Beam)
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
2900 psi
E : Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
2900 psi
Ebend- xx 2000 ksi
Fc - Prll
2900 psi
Eminbend - xx 1016.535 ksi
Wood Species : iLevel Truss Joist
Fc - Perp
750 psi
Wood Grade : Parallam PSL 2.0E
Fv
290 psi
Ft
2025 psi
Density 45.07pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0 023) I_r(0 03) S(U 038)
17(0225)_Lrl01� Sj0 3i5j
Lc &TIllifillp
Span = 13 50 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load D = 0.2250, Lr = 0,30, S = 0.3750 , Tributary Width =1.0 ft, (RF)
Uniform Load D = 0.0230, Lr = 0,030, S = 0.0380 , Tributary Width = 1.0 ft, (RF)
DESIGN SUMMARY
A
Service loads entered Load Factors will be applied for calculations.
Maximum Bending Stress Ratio =
0.74a 1 Maximum Shear Stress Ratio
Section used for this span
3.5x11.25
Section used for this span
fb: Actual =
2,493.22psi
fv: Actual
Fb: Allowable =
3,335.00psi
Fv: Allowable
Load Combination
+D+S
Load Combination
Location of maximum on span =
6.750ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.374 in Ratio =
433 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.609 in Ratio =
265 >=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 F/V
C i
Cr
D Only
Length=13.451 ft
1
0.369
0,221
0.90
1.000
1.00
1.00
Length = 0.04927 ft
1
0.005
0.221
0.90
1.000
1.00
1.00
+D+Lr
1.000
1,00
1.00
Length = 13.451 ft
1
0.603
0.361
1.25
1,000
1.00
1.00
Length = 0.04927 ft
1
0,009
0.361
1.25
1.000
1.00
1.00
+D+S
1.000
1,00
1,00
Length = 13.451 ft
1
0.748
0.447
1,15
1,000
1.00
1.00
Length = 0.04927 ft
1
0,011
0.447
1.15
1.000
1,00
1.00
+D+0,750Lr
1.000
1,00
1.00
Length = 13.451 ft
1
0.519
0.310
1,25
1.000
1.00
1,00
Length = 0,04927 ft
1
0.008
0.310
1.25
1.000
1.00
1,00
.: ■
0.447 :1
3.5x11.25
149.13 psi
333.50 psi
+D+S
0.000 ft
- Span # 1
Moment Values
Shear Values
C m
C t
C L
M
fb
Fb
V
fv
Fv
0.00
0.00
0.00
0.00
1.00
1,00
1.00
5.93
963,94
2610.00
1.51
57.66
261.00
1.00
1.00
1.00
0,09
14.02
2610.00
1.51
57,66
261.00
1,00
1.00
1.00
0.00
0.00
0,00
0.00
1.00
1.00
1.00
13.45
2,185.88
3625.00
3.43
130.75
362.50
1.00
1.00
1.00
0.20
31.79
3625.00
3.43
130.75
362.50
1.00
1,00
1.00
0.00
0.00
0.00
0.00
1.00
1,00
1.00
15.34
2,493,22
3335.00
3.91
149.13
333.50
1,00
1.00
1.00
0.22
36.26
3335.00
3.91
149.13
333.50
1.00
1.00
1.00
0,00
0.00
0.00
0.00
1.00
1.00
1.00
11,57
1,880.40
3625.00
2.95
112.47
362.50
1.00
1.00
1.00
0.17
27.35
3625.00
2.95
112.47
362.50
Project Title:
Walla Addition
Engineer:
Chris Lalonde
Project ID:
SDA#9371
Project Descr:
, '�
�--
Printed• 23 SEP 2021, 11:53PM
Wood Beam
File: 9371.ec6
50dware xpyr,9hi ENERCALC. INC 1983.2020, 8uiId:1220A24
DESCRIPTION:
BM#4,1; Interior Overframing Beam (1 Long Beam)
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span # M V
C d C FIV
C i C r
C m
C t C L
M fb
F'b V
Iv F'v
-+0+ 750S
1.000
1.00 1.00
1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 13.451 It
1 0.633 0,379
1,15 1.000
1.00 1,00
1.00
1.00 1,00
12,99 2,110.90
3335.00 3.31
126.26 333.50
Length = 0.04927 ft
1 0.009 0 379
1.15 1.000
1.00 100
100
1.00 1,00
0.19 30.70
3335.00 3.31
12626 333.50
+0.60D
1.000
1.00 1,00
1.00
1.00 100
0.00 0.00
0.00 0.00
Length = 13.451 ft
1 0,125 0.075
1.60 1.000
1.00 1.00
1,00
1.00 1.00
356 578.37
4640.00 0.91
34.59 464.00
Length = 0,04927 It
1 0.002 0.075
1.60 1.000
1.00 100
1.00
1.00 1.00
005 8,41
4640.00 0.91
3459 464.00
Overall Maximum Deflections
Load Combination
Span
Max. " " Defl Location in Span
Load Combination
Max. "+' Defl
Location in Span
+D+S
1
0.6094
6.799
0.0000
0,000
Vertical Reactions
Support notation Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
4,545
4.545
Overall MINimum
2,788
2,788
D Only
1.757
1.757
+D+Lr
3.985
3.985
+D+S
4.545
4.545
+Di0.750Lr
3.428
3.428
+D+0.750S
3.848
3,848
+0.60D
1,054
1,054
Lr Only
2.228
2.228
S Only
2.788
2,788
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:`
Printed: 23 SEP 2021. 1:57PM
Wood Beam1•IIe: 9371.ee
_ Spilware cnpyagh! ENFRf.ALC. iHG. 1963-247,U. $uild;12.21}.$,24
1: i' ,. 1;
DESCRIPTION: BM#4.2: Interior Overframing Beam (1 Long Beam)
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
Load Combination ASCE 7-16
Fb -
Fc - Prll
Wood Species : iLevel Truss Joist
Fc - Perp
Wood Grade : Parallam PSL 2.0E
Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
0(0 023) Lr(0 03) S(0.03£3)
D(0 225) Lr(U.3j S(0 375)
5 25x9 5
w
Span = 13.50 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.2250, Lr = 0.30, S = 0.3750 , Tributary Width =1.0 ft, (RF)
Uniform Load : D = 0.0230, Lr = 0.030, S. = 0.0380 , Tributary Width =1.0 ft, (RF)
DESIGN SUMMARY
2,900.0 psi E Modulus of Elasticity
2,900.0psi Ebend-xx 2,000.Oksi
2,900.0 psi Eminbend - xx 1,016.54ksi
750.0 psi
290.0 psi
2,025.0 psi Density 45.070pcf
Service loads entered. Load Factors will be applied for calculations
Maximum Bending Stress Ratio =
0.7021 Maximum Shear Stress Ratio
Section used for this span
5.25x9.5
Section used for this span
fb: Actual =
2,342,30psi
fv: Actual
Fb: Allowable =
3,335.00psi
Fv: Allowable
Load Combination
+D+S
Load Combination
Location of maximum on span =
6.750ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.414 in Ratio =
391 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.678 in Ratio =
238 >=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 Only
Length=13.451 ft
1
0.350
0.181
0.90
1.000
1.00
1.00
Length = 0.04927 It
1
0.005
0.181
0.90
1.000
1.00
1.00
+D+Lr
1.000
1.00
1.00
Length = 13.451 It
1
0.567
0,294
1.25
1,000
1.00
1.00
Length = 0.04927 ft
1
0.008
0.294
1.25
1.000
1,00
1.00
+D+S
1.000
1.00
1.00
Length = 13.451 ft
1
0.702
0.364
1,15
1,000
1.00
1.00
Length = 0.04927 It
1
0.010
0,364
1.15
1.000
1.00
1.00
+D+0.750Lr
1.000
1.00
1.00
Length = 13.451 ft
1
0,488
0.253
1.25
1,000
1.00
1,00
Length = 0.04927 ft
1
0.007
0.253
1.25
1.000
1.00
1.00
�31;Mlflj a
0.364 :1
5.25x9.5
121.32 psi
= 333.50 psi
+D+S
= 0.000 ft
Span # 1
Moment Values
Shear Values
C m
C t
C L
M
fb
Fb
V
fv
Fv
000
0.00
0.00
0.00
1.00
1.00
1,00
6.01
912.57
2610.00
1.57
47.26
261.00
1,00
1.00
1.00
0.09
13,27
2610.00
1.57
47.26
261.00
1.00
1.00
1.00
0.00
0.00
0.00
0,00
1.00
1.00
1.00
13,52
2,054.97
3625.00
3.54
106.43
362.50
1.00
1.00
1.00
0.20
29.89
3625.00
3.54
106.43
362,50
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
15.41
2,342.30
3335.00
4.03
121.32
333.50
1.00
1.00
1.00
0.22
34.07
3335.00
4.03
121.32
333.50
1,00
1,00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
11,64
1.769,37
3625.00
3.05
91.64
362.50
1,00
1.00
1.00
0.17
25.74
3625.00
3.05
91.64
362.50
Project Title:
Walla Addition
Engineer:
Chris Lalonde
Project ID:
SDA#9371
Project Descr:
n
Printed
23 SEP 2021. 1 57PM
Wood Beam
File:9371,ec6
re Suilwacopynghl ENERCALC. !NC. t993.242a, BuiId:12.20.8.24
DESCRIPTION:
BM#4.2: Interior Overframing Beam (1 Long Beam)
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M V
C d C FM
C i C r
C m
C t C L
M fb
F'b
V fv F'v
+D+0.750S
1.000
1,00 1.00
1.00
1.00 1.00
0.00
0,00 0.00 0.00
Length = 13.451 ft
1
0.595 0.308
115 1.000
1.00 1.00
1.00
1.00 1.00
13.06 1,984.87
3335.00
3.42 102.80 333.50
Length = 0.04927 It
1
0.009 0.308
1.15 1.000
1.00 1.00
1.00
1.00 1.00
0.19 28.87
3335.00
3.42 102.80 333.50
+0.60D
1,000
1.00 1.00
1.00
1.00 1.00
0.00
0.00 0,00 0.00
Length = 13.451 ft
1
0.118 0,061
1.60 1.000
1.00 1.00
1.00
1.00 1.00
3,60 547,54
4640.00
0.94 28,36 464.00
Length = 0.04927 ft
1
0.002 H61
1.60 1.000
1.00 1.00
1.00
1.00 1.00
005 7.96
4640.00
0.94 28.36 464.00
Overall Maximum Deflections
Load Combination
Span
Max. " " Defl Location in Span
Load Combination
Max. "+" DeFl Location in Span
+D+S
1
0.6780
6.799
0.0000
0.000
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
4.567
4.567
Overall MINimum
2.788
2.788
D Only
1.779
1.779
+D+Lr
4.007
4.007
+D+S
4.567
4.567
+0+0.750Lr
3.450
3.450
+D+0.750S
3.870
3.870
+0.60D
1.068
1.068
Lr Only
2.228
2.228
S Only
2.788
2.768
Project Title:
Walla Addition
Engineer:
Chris Lalonde
Project ID:
SDA#9371
Project Descr:
Printed: 23 SEP 2021, 1:09PM
Wood Beam
File-9371.ec6
SolPnare coppignt LNERCALC INC. 1883.2020. Build':12,20.8 24
DESCRIPTION: BM#5: Rear Window & SLDR HDRS
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
850.0 psi E :
Modulus of Elasticity
Load Combination ASCE 7-16
Fb •
850.0 psi
Ebend-xx 1,300.Oksi
Fc - Prll
1,300.0 psi
Eminbend - xx 470.Oksi
Wood Species ; Hem -Fir
Fc - Perp
405.0 psi
Wood Grade : No.2
Fv
150.0 psi
Ft
525.0psi
Density 26.840pcf
Beam Bracing Beam is Fully Braced against lateral -torsional
buckling
0(0 06) Lr(0 08) 3(0 l )
4x6
Span = 6.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.060, Lr = 0.080, S = 0.10
, Tributary Width =1.0
It, (RF)
DESIGN SUMMARY
_
: •
Maximum Bending Stress Ratio =
0.3941
Maximum Shear Stress Ratio
-
0.189 : 1
Section used for this span
4x6
Section used for this span
4x6
fb: Actual =
500.61 psi
fv: Actual
=
32.66 psi
Fb: Allowable =
1,270.75psi
Fv: Allowable
=
172.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
3,000ft
Location of maximum on span
=
0.000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.046 in
Ratio =
1548 >=360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.076 in
Ratio =
946>=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 NV C i
C r C m
C t C L M fb
Fb
V
tv Fv
D Only
0.00
0.00
0.00 0.00
Length = 6.0 ft 1 0.196 0.094
0.90
1.300 1.00
1.00 1,00
1.00 1,00 0.29 194.59
994.50
0.16
12.69 135.00
+D+Lr
1,300 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 6.0 It 1 0.318 0.153
1.25
1.300 1.00
1.00 1,00
1.00 1.00 0,65 439,41
1381,25
0.37
28.67 187.50
+D+S
1,300 1.00
1.00 1.00
1.00 1.00
0,00
0.00
0.00 0.00
Length = 6.0 It 1 0.394 0.189
1.15
1.300 100
1.00 1,00
100 1.00 0.74 500.61
1270.75
0.42
32.66 172.50
+0+0.750Lr
1.300 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0,00
Length = 6.0 ft 1 0.274 0.132
1.25
1.300 1.00
1.00 1.00
1,00 1.00 0.56 378,21
1381.25
0.32
24.67 18T50
+D+0.750S
1.300 1.00
1.00 1.00
1,00 1.00
0.00
0.00
0.00 0,00
Length = 6.0 ft 1 0,334 0.160
1.15
1.300 1.00
1.00 1.00
1.00 1.00 0.62 424.11
1270.75
0.36
27.67 172.50
+0.60D
1.300 1.00
1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 6.0 ft 1 0.066 0,032
1.60
1,300 1.00
1.00 1.00
1.00 1.00 0.17 116.76
1768.00
0.10
7.62 240.00
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Printed: 23 SEP 2021, 1:09PM
Wood Beam File, 92. .ec6
59ffivrue �ropyiiyl�! ENERCALC, ING 198&2020, BuiId:120.(3.24
DESCRIPTION: BM#5: Rear Window & SLDR HDRS
Overall Maximum Deflections
Load Combination Span
+D+S 1
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+Lr
+D+S
+D+0.750Lr
+D+0.750S
+0.60D
Lr Only
S Only
Max. "" Dell Location in Span Load Combination
0.0761 3.022
Support notation : Far left is #1
Support Support
0.491 0,491
0.300 0.300
0.191 0,191
0,431 0.431
0.491 0.491
0,371 0.371
0.416 0,416
0,114 0.114
0.240 0.240
0.300 0.300
Max. "+" Defl Location in Span
0.0000 0,000
Values in KIPS
Project Title:
Walla Addition
Engineer:
Chris Lalonde
Project ID:
SDA#9371
Project Descr:
Printed'. 23 SEP 2021, 1 10PM
Wood Beam
Fud937,ec6
Software
I ENEf2CALC, INC. 1983.2020. Build:12.20.8.24
DESCRIPTION: BM#6: Patio Beam
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method : Allowable Stress Design
Fb +
850 psi E:
Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
850 psi
Ebend-xx 1300ksi
Fc - Prll
1300 ps[
Eminbend - xx 470 ksi
Wood Species Hem -Fir
Fc - Perp
405 psi
Wood Grade No.2
Fv
150 psi
Ft
525 psi
Density 26,84pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0.072) L(0.36) S(0 15)
48
Span = 5 0 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0.0720, L = 0.360, S = 0.150 , Tributary Width =1.0 ft, (DK)
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations
Maximum Bending Stress Ratio =
0.604 1
Maximum Shear Stress Ratio
Section used for this span
4x8
Section used for this span
fb: Actual =
534.14psi
fv: Actual
Fb: Allowable =
884.00psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span =
2.500ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.037 in
Ratio =
1617>=360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.047 in
Ratio =
1267>=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
C r C m
C t C L
D Only
Length = 5.0 ft 1
0.118
0,080
0.90
1.300
0.80
1.00
1.00
1.00
1.00
+D+L
1.300
0.80
1,00
1.00
1.00
1.00
Length = 5.0 ft 1
0.604
0.408
1.00
1,300
0.80
1,00
1.00
1.00
1.00
+D+S
1.300
0.80
1.00
1.00
1.00
1,00
Length = 5.0 ft 1
0.273
0.184
1.15
1.300
0.80
1.00
1.00
1.00
1,00
+D+0.750L
1.300
0,80
1.00
1.00
1.00
1.00
Length = 5.0 ft 1
0.384
0,259
1,25
1.300
0.80
1.00
1.00
1.00
1,00
+D+0.750L+0.750S
1,300
0.80
1.00
1.00
1.00
1.00
Length = 5.0 ft 1
0.552
0.373
1.15
1.300
0.80
1.00
1.00
1.00
1.00
+0.60D
1,300
0.80
1.00
1.00
1.00
1,00
Length = 5.0 ft 1
0.040
0.027
1.60
1,300
0.80
1.00
1.00
1.00
1.00
o = , a :I
= 0.408 : 1
4x8
48.99 psi
120.00 psi
+D+L
- 0.000 ft
Span # 1
Moment Values
M
lb
Pb
0.00
0.24
93.84
795.60
0.00
1,36
534.14
884,00
0,00
0.71
277.30
1016.60
0.00
1.08
424,06
1105.00
0.00
1.44
561.65
1016.60
0.00
0.14
56.31
1414.40
Shear Values
V tv F'v
0.00 0.00 0.00
0.15 8.61 108.00
0.00 0,00 0.00
0.83 48.99 120.00
000 0.00 0.00
0.43 25.44 138.00
0.00 0,00 0.00
0,66 MAO 150.00
000 0,00 0.00
087 51.52 138.00
000 Ho 0.00
0,09 5.16 192.00
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr: r
Printed: 23 SEP 2021, 1:10PM
Wood Beam File: 9371.ec6
Software copyhi ENERCALC, INC.1983-2020, Build:12.20.8,24
DESCRIPTION: BII Patio Beam
Overall Maximum Deflections
Load Combination Span
+D+0.750L+0.750S 1
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+L
+D+S
+D+0.750L
+D+0.750L+0.750S
+0.60D
L Only
S Only
Max. " " Defl Location in Span Load Combination
0.0473 2.518
Support notation : Far left is #1
Support 1 Support 2
1.148 1.148
0.375 0.375
0,192 0.192
1.092 1.092
0.567 0.567
0.867 0.867
1.148 1.148
0.115 0,115
0.900 0.900
0.375 0.375
Max. "+" Defl Location in Span
0.0000 0,000
Values in KIPS
Wood Beam
DESCRIPTION: BM#7: Patio Joists
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
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
0(0 016) I_(0 08) S(0 03333)
2x6
Span == 6.0 ft
Applied Loads
Beam self weight calculated and added to loads
Uniform Load : D = 0,0160, L = 0,080, S = 0.03333 , Tributary Width =1.0 ft, (DK)
DESIGN SUMMARY
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr �� r
Printed, 23 SEP 2021, 1:12PM
GIs 9371.ec6
Software cMngIR ENERCALC, INC 1%3.2026. Build:12.20.8,24
850.0 psi
E : Modulus of Elasticity
850.0 psi
Ebend- xx 1,300.Oksi
1,300.0 psi
Eminbend - xx 470.Oksi
405.0 psi
150.0 psi
525.0 psi
Density 26.840pcf
Repetitive Member Stress Increase
k
Service loads entered. Load Factors will be applied for calculations.
Maximum Bending Stress Ratio =
0.6851 Maximum Shear Stress Ratio
Section used for this span
2x6
Section used for this span
fb: Actual =
696.47psi
fv: Actual
Fb: Allowable =
1,016.60psi
Fv: Allowable
Load Combination
+D+L
Load Combination
Location of maximum on span =
3,000ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.091 in Ratio =
788 >=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.117 in Ratio =
614>=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 Only
Length = 6.0 ft
1
0.137
0.076
0.90
1,300
0.80
1.15
+D+L
1,300
0.80
1,15
Length = 6.0 ft
1
0.685
0,379
1.00
1,300
0,80
1,15
+D+S
1.300
0.80
1,15
Length = 6.0 ft
1
0.311
0,172
1.15
1,300
0.80
1.15
+0+0.750L
1.300
0.80
1.15
Length = 6.0 It
1
0.436
0.241
1,25
1.300
0.80
1.15
+D+0.750L+0.750S
1,300
0.80
1.15
Length = 6 0 ft
1
0,626
0.346
1.15
1.300
0,80
1,15
+0.60D
1.300
0,80
1.15
Length = 6.0 ft
1
0.046
0.026
1.60
1,300
0.80
1.15
= 0.379 : 1
2x6
45.44 psi
120.00 psi
+D+L
0.000 ft
Span # 1
Moment Values
Shear Values
C m
C t
C L
M
fb
Fb
V
fv
Fv
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.08
125.23
914.94
0.04
8,17
108.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1,00
1.00
044
696.47
1016,60
0.25
45A4
120.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.23
363.22
1169.09
0.13
23.70
138.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.35
553.66
1270.75
0.20
36.12
150.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
100
0.46
732.15
1169,09
0.26
47.76
138,00
1.00
1.00
1,00
0.00
0.00
0.00
0.00
1.00
1.00
1,00
0.05
75.14
1626.56
0.03
4.90
192.00
Wood Beam
DESCRIPTION: BM#7: Patio Joists
Overall Maximum Deflections
Load Combination Span
+D+0.750L+0,750S 1
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+L
+D+S
+D+0.750L
+D+0.750L+0.750S
+0.60D
L Only
S Only
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Z0,2
Printed: 23 SEP 2021. 1:12PM
rile:93-71.eC6
Soflwarecopyrighi iNr1iCALC. INC 19n2020. Build:12.20.8.24
- - - - :�. ,
Max.'-" Deft Location in Span Load Combination
0.1171 3.022
Support notation : Far left is #1
Support 1 Support 2
0.308 0.308
0.100 0.100
0.053 0.053
0.293 0.293
0.153 0.153
0.233 0.233
0.308 0.308
0.032 0.032
0.240 0.240
0.100 0.100
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Wood Beam
Printed: 23 SEP 2021, 1 14PM
File: 9371.ec5
ENERCALC, INC.1983-2020, Build: 12,20.8.24
DESCRIPTION: BM#8: Exterior Patio Beam
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb + 850.0 psi E : Modulus of Elasticity
Load Combination ASCE 7-16 Fb - 850.0 psi Ebend- xx 1,300.Oksi
Fc - Prll 1,300,0 psi Eminbend - xx 470.0 ksi
Wood Species Hem -Fir Fc - Perp 405.0 psi
Wood Grade No.2 Fv 150.0 psi
Ft 525.0 psi Density 26.840pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0 036) Lr(0.18) L(0.075).
48
Span =5.0ft
Applied Loads
Service loads entered. Load Factors
will be applied
for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0360, Lr = 0.180, L = 0.0750 ,
Tributary Width =1.0 ft, (DK)
DESIGN SUMMARY
■
Maximum Bending Stress Ratio =
0.2571 Maximum Shear Stress Ratio
=
0.173 : 1
Section used for this span
4x8
Section used for this span
4x8
fb: Actual =
283.72psi
fv: Actual
=
26.02 psi
Fb: Allowable =
1,105.00psi
Fv: Allowable
=
150.00 psi
Load Combination +D+0.750Lr+0.750L
Load Combination
+D+0.750Lr+0.750L
Location of maximum on span =
2.500ft
Location of maximum on span
=
0,000ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.019 in Ratio =
3234>=360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.024 in Ratio =
2510 >=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 FIV C i C r C m
C t O L M fb
F'b
V
fv Fv
D Only
0.00
0.00
0.00 0.00
Length = 5.0 ft 1 0.063 0.042 0.90
1.300 0.80 1.00 100
1.00 1.00 0.13 49.81
795.60
0.08
4.57 10810
+D+L
1,300 0.80 1.00 1.00
1.00 1.00
0.00
0.00
0,00 0.00
Length = 5.0 It 1 0.160 0.108 1.00
1.300 0.80 1.00 100
1,00 1.00 0.36 141.54
884.00
0.22
12.98 120.00
+D+Lr
1,300 0,80 1.00 1.00
1.00 1.00
0.00
0.00
0,00 0.00
Length = 5.0 ft 1 0.244 0.165 1.25
1.300 0.80 1.00 1.00
1.00 1.00 0.69 269.96
1105,00
0.42
24.76 150.00
+D+0,750Lr+0.750L
1.300 0.80 1.00 1.00
1.00 1.00
0.00
0,00
0,00 0.00
Length = 5.0 It 1 0.257 0,173 1.25
1,300 0.80 1.00 1.00
1.00 1.00 0,72 283.72
1105.00
Q44
26.02 150.00
+D+0.750L
1.300 0.80 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 5.0 ft 1 0.117 0,079 1.15
1.300 0.80 1.00 1.00
1.00 1.00 0,30 118.61
1016.60
0.18
10.88 138,00
+0.60D
1.300 0,80 1.00 1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 5.0 ft 1 0,021 0,014 1.60
1.300 0.80 1.00 1.00
1.00 1.00 0.08 29.89
1414.40
0.05
2.74 192,00
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Printed: 23 SEP 2021, 1 14PM
Wood Beam File:9371,ec6
Soi{WareCopy i�lEiJ✓ RCALC, lNC. 1993272p, BuiId:12.20.7
DESCRIPTION: BM#8: Exterior Patio Beam
Overall Maximum Deflections
Load Combination Span
Max. "-" Defl Location in Span Load Combination
+0+0.750Lr+0.750L 1
0.0239
2.518
Vertical Reactions
Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
0.580
0.580
Overall MINimum
0.188
0.188
D Only
0.102
0.102
+D+L
0.289
0.289
+D+Lr
0.552
0.552
+D+0.750Lr+0.750L
0.580
0.580
+0+0.750L
0.242
0.242
+0.600
0.061
0.061
Lr Only
0.450
0.450
L Only
0.188
0.188
Max. "+" Deb Location in Span
0,0000 0.000
Values in KIPS
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr.
22,(
Printed: 23 SEP 2021, 1:44PM
Wood Beam
File- 9371.ec6
Sofiwaretopprighl
BNERCIIL+w, INC. 1983-2020, Build: 12.20.8.24
-
i1 +L
-
DESCRIPTION: BM#9: Interior Joist Check
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb + 850.0 psi E :
Modulus of Elasticity
Load Combination ASCE 7-16
Fb - 850.0 psi
Ebend-xx 1,300.Oksi
Fc • Prll 1,300.0 psi
Eminbend - xx 470.0 ksi
Wood Species : Hem -Fir
Fc - Perp 405.0 ps)
Wood Grade : No.2
Fv 150.0 psi
Ft 525.0 psi
Density 26.840pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Repetitive Member Stress Increase
D(0 016) L(0 05333)
2x6
Span
= 7.0 ft
Applied Loads
Service loads entered. Load Factors
will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0,0160, L = 0.05333 , Tributary Width =1.0 ft, (FLR)
DESIGN SUMMARY
i.''
Maximum Bending Stress Ratio =
0.5421 Maximum Shear Stress Ratio
= 0.263 : 1
Section used for this span
2x6
Section used for this span
2x6
fb: Actual =
688.76psi
fv: Actual
= 39.50 psi
Fb: Allowable =
1,270.75psi
Fv: Allowable
= 150.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
1500ft
Location of maximum on span
= 6.566 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.107 in Ratio = 783>=360
Max Upward Transient Deflection
0.000 in Ratio = 0 <360
Max Downward Total Deflection
0.142 in Ratio = 589 >=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 F'v
D Only
0,00 000 000 0.00
Length = 7A ft 1 0.149 0.072
0.90 1,300 1.00 1.15
1,00 1.00 1.00 0.11 170.45
1143.68 005 9,78 135.00
+D+L
1.300 1.00 1,15
1.00 1.00 1.00
0.00 000 0.00 0.00
Length = 7.0 It 1 0.542 0.263
1.00 1.300 1.00 1.15
1.00 1.00 1.00 0.43 688.76
1270.75 022 39.50 150.00
+D+0.750L
1.300 1.00 1.15
1.00 1.00 1.00
0.00 000 Ho 0.00
Length =7.0It 1 0.352 0.171
1,25 1,300 1.00 1.15
1.00 1.00 1.00 0.35 559.19
1588.44 018 32.07 187.50
+0.600
1,300 1.00 1.15
1.00 1.00 1.00
0.00 000 0.00 0.00
Length = TO ft 1 0.050 0.024
1.60 1.300 1.00 1.15
1.00 1.00 1.00 0.06 102.27
2033.20 003 5.87 240.00
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span
Load Combination
Max. "+" Deft Location in Span
+D+L 1
0,1424 3,526
0,0000 0,000
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
zz, L
Printed: 23 SEP 2021, 1 44PM
Wood Beam
File:9371.ec6 r
&attwamo*y*i ENERCALC, INC, 1983.20M Build:12.20.8.24
DESCRIPTION: BM#9: Interior Joist Check
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.248
0.248
Overall MINimum
0.187
0,187
D Only
0.061
0.061
+D+L
0,248
0.248
+D+0,750L
0,201
0.201
+0.600
0,037
0.037
L Only
0.187
0.187
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr: r,
Printed: 23 SEP 2021 1:45PM
Wall Footing File:9371.ec6
g Software cppyn0hl ENERCALC, INC. 1983.2020, Buildl2.20.8.24
DESCRIPTION: TypicalFoundationFooting
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties Soil Design Values
f'c : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf
fy : Rebar Yield - 40.0 ksi Increase Bearing By Footing Weight = No
Ec : Concrete Elastic Modulus - 2,850.0 ksi Soil Passive Resistance (for Sliding) = 150.0 pcf
Concrete Density - 145.0 pcf Soil/Concrete Friction Coeff. = 0.250
(p Values Flexure - 0.90
Shear - 0.750 Increases based on footing Depth
Analysis Settings Reference Depth below Surface 24.Oft
Min Steel % Bending Reinf. _ Allow. Pressure Increase per foot of depth ksf
Min Allow % Temp Reinf. = 0.00180 when base footing is below = ft
Min. Overturning Safety Factor = 1.0: 1 Increases based on footing Width
Min. Sliding Safety Factor - 1,0 : 1 Allow, Pressure Increase per foot of width = ksf
AutoCalc Footing Weight as DL Yes when footing is wider than = ft
Adjusted Allowable Bearing Pressure 1.50 ksf
Dimensions Reinforcing
Footing Width - 1.333 ft Footing Thickness = 8.0 in Bars along X-X Axis
Wall Thickness - 8.0 in Rebar Centerline to Edge of Concrete... Bar spacing = 12.00
Wall center offset at Bottom of footing = 3.0 in Reinforcing Bar Size = # 4
from center of footing = 0 in
• r
. • Gsrs.eum, �a:v w .z'
Applied Loads
D Lr L S W E H
P : Column Load - 0.250 0.420 0.840 0.520 k
OB : Overburden ksf
V-x k
M-zz k-ft
Vx applied in above top of footing
Wall Footing
DESCRIPTION: Typical FoundationFooting
DESIGN SUMMARY
Factor of Safety Item
PASS n/a Overturning - Z-Z
PASS n/a Sliding - X-X
PASS n/a Uplift
Utilization Ratio Item
PASS
0.6996
Soil Bearing
PASS
0,03047
Z Flexure (+X)
PASS
0.02004
Z Flexure (-X)
PASS
n/a
1-way Shear (+X)
PASS
0,0
1-way Shear (-X)
Detailed Results
Soil Bearing
Rotation Axis &
Load Combination...
D Onlv
+D+L
+D+Lr
+D+S
+D+0.750Lr+0,750L
+D+0.750L+0, 750S
+0,60D
Overturning Stability
Rotation Axis &
Load Combination...
Footing Has NO Overturning
Sliding Stability
Force Application Axis
Load Combination...
Footing Has NO Sliding
Footing Flexure
Project Title:
Walla Addition
Engineer:
Chris Lalonde
Project ID:
SDA#9371
Project Descr-
Printed: 23 SEP 2021, 1:45PM
File, 9371 R 6
'
Software copyr h1 ENERCALC, INC. 1983.2020, Build:12.20,8.24
Applied
Capacity
Governing Load Combination
0.0 k-ft
0,0 k-ft
No Overturning
0.0 k
0.0 k
No Sliding
0.0 k
0.0 k
No Uplift
Applied
Capacity
Governing Load Combination
1.049 ksf
1.50 ksf
+D+0.750L+0.750S
0.08853 k-ft
2.906 k-ft
+1,20D+L+1.60S
0.05822 k-ft
2.906 k-ft
+1.20D+L+0.20S
0.0 psi
75.0 psi
n/a
0.0 psi
0.0 psi
n/a
Actual Soil Bearing Stress Actual I Allowable
Gross Allowable
Xecc
-X
+X Ratio
1,50 ksf
0 0 in
0.2842 ksf
0.2842 ksf 0.190
1 50 ksf
0.0 in
0.9144 ksf
0.9144 ksf 0.610
1 50 ksf
0.0 in
0.5993 ksf
0,5993 ksf 0,400
1 50 ksf
0.0 in
0.6743 ksf
0.6743 ksf 0.450
1 50 ksf
0.0 in
0.9931 ksf
0.9931 ksf 0,662
1 50 ksf
0,0 in
1.049 ksf
1.049 ksf 0.700
1 50 ksf
0.0 in
0.1705 ksf
0.1705 ksf 0.114
Units : k-ft
Overturning Moment
Resisting Moment
Stability Ratio Status
Sliding Force
Resisting Force
Sliding SafetyRatio Status
Flexure Axis &Load Combination
Mu
Which
Tension @ Bot.
As Req'd
Gvrn. As
Actual As
Phi*Mn
k-ft
Side ?
or Top ?
inA2
inA2
in"2
k-ft
Status
+1,40D
0,02208
-X
Bottom
0.1728
Min Temp %
0,2
2.906
OR
+1,40D
0.02208
+X
Bottom
0.1728
Min Temo %
0.2
2,906
OR
+1.20D+0,50Lr+1.60L
0,08362
-X
Bottom
0.1728
Min Temo %
0.2
2.906
OR
+1.20D+0.50Lr+1.60L
0,08362
+X
Bottom
0,1728
Min Temp %
0,2
2.906
OR
+1.20D+1,60L+0.50S
0.0857
-X
Bottom
0,1728
Min Temo %
0,2
2.906
OR
+1.20D+1,60L+0,50S
0,0857
+X
Bottom
0.1728
Min Temo %
0.2
2.906
OR
+1.20D+1.60Lr+L
0.08187
-X
Bottom
0.1728
Min Temp %
0.2
2.906
OR
+1.20D+1.60Lr+L
0,08187
+X
Bottom
0,1728
Min Temo %
0.2
2.906
OR
+1,20D+1,60Lr
0.0469
-X
Bottom
0.1728
Min Temo %
0.2
2.906
OR
+1,20D+1.60Lr
0.0469
+X
Bottom
0,1728
Min Temp %
0.2
2.906
OR
+1.20D+L+1.60S
0.08853
-X
Bottom
0,1728
Min Temo %
0.2
2.906
OR
+1.20D+L+1.60S
0.08853
+X
Bottom
0,1728
Min Temo %
0.2
2.906
OR
+1.20D+1.60S
0.05356
-X
Bottom
0.1728
Min Temo %
0.2
2.906
OR
+1.20D+1.60S
0.05356
+X
Bottom
0.1728
Min Temo %
0.2
2.906
OR
+1,20D+0.50Lr+L
0.06263
-X
Bottom
0.1728
Min Temo %
0.2
2.906
OR
+1,20D+0.50Lr+L
0.06263
+X
Bottom
0,1728
Min Temo %
0.2
2,906
OR
+1,20D+L+0.50S
0.06472
-X
Bottom
0.1728
Min Temo %
0,2
2.906
OR
+1.20D+L+0.50S
0.06472
+X
Bottom
0,1728
Min Temp %
0.2
2.906
OR
+0,90D
0.01419
-X
Bottom
0.1728
Min Temo %
0,2
2,906
OR
+0.90D
0.01419
+X
Bottom
0,1728
Min Temo %
0.2
2.906
OR
+1.20D+L+0.20S
0.05822
-X
Bottom
0.1728
Min Temo %
02
2.906
OR
+1.20D+L+0.20S
0D5822
+X
Bottom
0,1728
Min Temo %
02
2.906
OR
Wall Footing
UMQILMr:i •rr:
DESCRIPTION: TypicalFoundationFooting
One Way Shear
Load Combination... Vu @ -X Vu @ +X
+1.40D 0 Dsi 0 osi
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr: )
Printed: 23 SEP 2021, 1:45PM
Flle: 9371.ec6
SofMare oopyrxy:u ENERCALCG iNG 1983.2D20. Build:12.20.8.24
Units : k
Vu:Max Phi Vn Vu 1 Phi*Vn Status
0 psi '15 Dsi 0 OK
Project Title:
Walla Addition
Engineer:
Chris Lalonde
Project ID:
SDA#9371
Project Descr:
2-
Printed: 23 SEP 2021, 1:45PM
Wall Footin
Wg
=i�E�" `'P
Software oVy
tENFRCAIC.INC.19812020.
Build!12.20.8.24
DESCRIPTION: TypicalFoundation Footing
One Way Shear
Units ; k
Load Combination... Vu @ -X
Vu @ +X
Vu:Max
Phi Vn
Vu I Phi"Vn
Status
+1.20D+0.50Lr+1.60L
0 osi
0 Dsi
0 Dsi
75 Dsi
0
OK
+1,20D+1.60L+0.50S
0 psi
0 psi
0 Dsi
75 Dsi
0
OK
+1,20D+1.60L►+L
0 osi
0 Dsi
0 Dsi
75 Dsi
0
OK
+1.20D+1,60Lr
0 Dsi
0 DSI
0 Dsi
75 Dsi
0
OK
+1.20D+L+1.60S
0 Dsi
0 osi
0 Dsi
75 Dsi
0
OK
+1.20D+1.605
0 Dsi
0 Dsi
0 osi
75 Dsi
0
OK
+1.20D+0,50Lr+L
0 Dsi
0 psi
0 Dsi
75 Dsi
0
OK
+1.20D+L+0.50S
0 [)Si
0 Dsi
0 Dsl
75 Dsi
0
OK
+0.90D
0 Dsi
0 osi
0 osi
75 Dsi
0
OK
+1.200+L+020S
0 osi
0 Dsi
0 osi
75 Dsi
0
OK
General Footing
DESCRIPTION: Deck Footing
Project Title:
Walla Addition
Engineer:
Chris Lalonde
Project ID:
SDA#9371
Project Descr:
2
Printed: 23 SEP 2021 3:53PM
File: 9371.ec6
Software :,rpyri-jrn ENFRCALC. INC. 19WO20. Build:12,20.8.24
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing
fy : Rebar Yield =
40.0 ksi
Increase Bearing By Footing Weight
Ec : Concrete Elastic Modulus =
2,850.0 ksi
Soil Passive Resistance (for Sliding)
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff.
cp Values Flexure =
0.90
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface
Min Steel /o Bending Reinf.
Allow press. increase per foot of depth
Min Allow % Temp Reinf.
0,00180
when footing base is below
Min. Overturning Safety Factor
1.0 1
Min. Sliding Safety Factor
1.0 1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
Add Pedestal Wt for Soil Pressure
No
when max, length or width is greater than
Use Pedestal wt for stability mom & shear
No
Dimensions
Width parallel to X-X Axis = 1.50 ft
Length parallel to Z-Z Axis = 1.50 ft
Footing Thickness = 12.0 in
Pedestal dimensions...
px : parallel to X-X Axis = in
pz : parallel to Z-Z Axis = in
Height - in
Rebar Centerline to Edge of Concrete..
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars
2.0
Reinforcing Bar Size =
# 4
Bars parallel to Z-Z Axis
Number of Bars =
2.0
Reinforcing Bar Size -
# 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads
D Lr
P: Column Load =
2.40
OB : Overburden
M-xx =
M-zz -
V-x =
V-z -
L S W
1.50 ksf
No
150.0 pcf
0.250
2.0 ft
ksf
ft
ksf
ft
E H
k
ksf
k-ft
k-ft
k
k
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr: 7
f ,
Printed 23 SEP 2021, 3:53PM
General FootingFile:9371ee6
,
Software oapyrigMl ENERCALC.INC. 1983.2020. BuiId:12.20.8.24
DESCRIPTION: Deck Footing
DESIGN SUMMARY
a -
e iii
Min. Ratio
Rem
Applied
Capacity
Governing Load Combination
PASS 0.8813
Soil Bearing
1,322 ksf
1.50 ksf
D Only about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.05972
Z Flexure (+X)
0,420 k-f /ft
7,033 k-ft/ft
+1.40D
PASS 0.05972
Z Flexure (-X)
0.420 k-ft/ft
7,033 k-ft/ft
+1.40D
PASS 0.05972
X Flexure (+Z)
0.420 k-ft/ft
7.033 k-ft/ft
+1.40D
PASS 0,05972
X Flexure (-Z)
0.420 k-f /ft
7.033 k-f ift
+1.40D
PASS n/a
1-way Shear (+X)
0,0 psi
75.0 psi
n/a
PASS 0.0
1-way Shear (-X)
0.0 psi
0.0 psi
n/a
PASS n/a
1-way Shear (+Z)
0.0 psi
75.0 psi
n/a
PASS n/a
1-way Shear (-Z)
0,0 psi
75.0 psi
n/a
PASS n/a
2-way Punching
7,778 psi
75.0 psi
+1.400
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual Soil Bearing Stress Location
Actual I Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z Top, +Z
Let, -X Right, +X
Ratio
X-X, D Only
1.50
n/a 0.0
1.322
1.322
n/a n/a
0 881
X-X, +0.60D
1.50
n/a 0.0
0.7930 0.7930
Na n/a
0.529
Z-Z, D Only
1.50
0.0 n/a
n/a n/a
1,322 1.322
0.881
Z-Z, +0.60D
1.50
0.0 n/a
n/a nla
0,7930 0,7930
0.529
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis 8 Load Combination
Mu Side
Tension
As Req'd
Gvrn. As
Actual As Phi"Mn
Status
k-ft
Surface
inA2
inA2
in^2 k-ft
X-X, +1.40D
0 420
+Z
Bottom
0.2592
Min Temo %
0.2667 7.033
OK
X-X, +1.40D
0A20
-Z
Bottom
0.2592
Min TemD %
0.2667 7,033
OK
X-X, +1.20D
0.360
+Z
Bottom
0,2592
Min TemD %
0.2667 7.033
OK
X-X, +1.20D
0.360
-Z
Bottom
0.2592
Min Temo %
0.2667 7.033
OK
X-X, +0.90D
0,270
+Z
Bottom
0,2592
Min Temo %
0,2667 7.033
OK
X-X, +0.90D
0,270
-Z
Bottom
0,2592
Min Temo %
0.2667 7.033
OK
Z-Z, +1.40D
0.420
-X
Bottom
0,2592
Min TemD %
0,2667 7.033
OK
Z-Z, +1,40D
0.420
+X
Bottom
0.2592
Min Temo %
0.2667 7.033
OK
Z-Z, +1.20D
0.360
-X
Bottom
0.2592
Min Temo %
0,2667 7.033
OK
Z-Z, +1,20D
0.360
+X
Bottom
0.2592
Min Temo %
0.2667 7.033
OK
Z-Z, +0.90D
0,270
-X
Bottom
0.2592
Min Temo %
0.2667 7,033
OK
Z-Z, +0.90D
0.270
+X
Bottom
0,2592
Min Temo %
0.2667 7.033
OK
One Way Shear
Load Combination...
Vu @ -X
Vu @ +X Vu @ -Z Vu @ +Z Vu:Max
Phi Vn Vu / Phi"Vn
Status
+1,40D
0.00 osi
0.00 Dsi
0.00 Dsi
0.00 osi 0,00
Dsi 75.00 osi
0.00 OK
+1.20D
0,00 osi
0.00 osi
0.00 Dsi
0.00 osi 0.00
osi 75.00 osi
0.00 OK
+0.90D
0,00 Dsi
0.00 osi
0.00 osi
0.00 osi 0,00
osi 75.00 osi
0.00 OK
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
General Footing
DESCRIPTION: Deck Footing
Printed: 23 SEP 2021, 3.53PM
File:9371.ec6
Software W. yNloENERCALC.1NC. VKi,I420. Build:12.20.8.24
Two -Way "Punching" Shear All units k
Load Combination...
Vu
Phi"Vn
Vu I Phi"Vn
Status
+1,40D
7.78 osi
150,00osi
0.05185
OK
+1,20D
6.67 osi
150.00osi
0,04444
OK
+0.90D
5.00 osi
150.00osi
0.03333
OK
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr: 7
Printed: 23 SEP 2021, 1 49PM
File
Wood Column :12.2 esfi
SofhverecnpyriQht ENERCALC, INC. 1f183.242U, BuiId:12.20.8.24
is ri:Struct ural 0.
DESCRIPTION: Stud Check
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Analysis Method ; Allowable Stress Design
Wood Section Name 2x6
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
9 ft Wood Member Type Sawn
{ Used for non -slender calculations)
Exact Width 1.50 in Allow Stress Modification Factors
Wood Species Hem -Fir
Exact Depth 5.50 in GForCvfor Bending 1.30
Wood Grade No.2
Area 8.250 inA2 Cf ar Cv for Compression 1.10
Fb + 575.0 psi Fv
140.0 psi Ix 20.797 in14 Cf or Cv for Tension 1.30
Fb - 575.0 psi Ft
375.0 psi ly 1.547 in14 Cm: Wet Use Factor 1.0
Fc - Prll 575.0 psi Density
26.840 pcf Ct : Temperature Factor 1.0
Fc - Perp 405.0 psi
C% : Flat Use Factor 1.0
E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1.0 NDS 1532
Basic 1,100.0
1,100.0 1,100.0 ksi Use Cr: Repetitive ? No
Minimum 400.0
400.0 Brace condition for deflection (buckling) along columns :
X-X (width) axis : Unbraced Length for buckling ABOUT Y-Y Axis = 2 ft, K = 1.0
Y-Y (depth) axis : Unbraced Length for buckling ABOUT X-X Axis = 2 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations -
Column self weiqht included :13.839 Ibs * Dead Load Factor
AXIAL LOADS. .
Axial Load at 9.0 ft, D = 4.0 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.9651 : 1 Maximum SERVICE Lateral Load Reactions . .
Load Combination
D Only Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp Only, fC/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k
Location of max.above base
0.0 ft Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial
4,014 k for load combination : n/a
Applied Mx
0.0 k-ft
Applied
Along X-X 0.0 in at 0.0 ft above base
Fc: Allowwaable
si for load combination : n/a
11 psi
504.11
Other Factors used to calculate allowable stresses ... -
PASS Maximum Shear Stress Ratio =
0.0 : 1 pending Compression Tension
Load Combination
+0.60D
Location of max.above base
9.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
224.0 psi
Load Combination Results
Maximu_rn Axial Bending Stress Ratios Maximum Shear Ratios
Load Combination C D
C P Stress Ratio Status Location Stress Ratio Status Location
D Only 0.900
0.886 0.9651 PASS O.0 ft 0.0 PASS 9.0 ft
+0.60D 1.600
0.766 0.3764 PASS O,Oft 0.0 PASS 9.0 ft
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction It Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base
@ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
D Only
4 014
+0.60D
2,408
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA49371
Project Descr: 5i Z
Printed: 23 SEP 2021. 1:49PM
File
Wood Column 12.2 ec6
.
5altwarecopyri�h! ENERCALC, INC. 1983-2D211. Build:f2.2(1.9.24
DESCRIPTION: Stud Check
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance
D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft
i0.60D 0.0000 In 0.000 ft 0,0000 in 0.000 ft
Sketches
+X
c Load 1
0
LO
1.50 in
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr. J
Printed: 23 SEP 2021, 2.02PM
Wood Column
Fuld:1 .ec6
Software E:HER{;I1l.C, INC. 1983.2020, BuiId:12.20.8.24
HL
DESCRIPTION: Col#1
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019,
ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Analysis Method : Allowable Stress Design
Wood Section Name 4x4
End Fixities Top & Bottom Pinned
Wood Grading/Manuf. Graded Lumber
Overall Column Height
9 ft Wood Member Type Sawn
{ Used for non -slender calculations)
Exact Widih 3.50 in Allow Stress Modification Factors
Wood Species Douglas Fir -Larch
Exact Depth 3.50 in Cf orCv for Bending 1.50
Wood Grade No.2
Area 12.250 in12 Cf or Cv for Cam ression 1.150
Fb + 900 psi Fv
180 psi Ix 12.505 in14 Cf or Cv for Tension 1.50
Fb - 900 psi Ft
575 psi ly 12.505 in^4 Cm :Wet Use Factor 1.0
Fc - Prll 1350 psi Density
31.21 pcf Ct : Temperature Factor 1.0
Fc - Perp 625 psi
Cfu : Flat Use Factor 1.0
E : Modulus of Elasticity . , . x-x Bending y-y
Bending Axial Kf : Built-up columns 1.0 NDS 1532
Basic 1600
1600 1600 ksi Use Cr : Repetitive ? No
Minimum 580
580 Brace condition for deflection (buckling) along columns :
X-X (width) axis: Unbraced Length for buckling ABOUT Y-Y Axis = 9 ft, K = 1.0
Y-Y (depth) axis Unbraced Length for buckling ABOUT XA Axis = 9 ft, K = 1.0
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Column self weiqht included : 23.895 Ibs * Dead
Load Factor
AXIAL LOADS .. ,
Axial Load at 9.0 ft, D = 4.60 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
0.8270 :1 Maximum SERVICE Lateral Load Reactions . .
Load Combination
D Only Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Governing NDS Forumla Comp
Only, fc/Fc' Top along X-X 0.0 k Bottom along XA 0.0 k
Location of max.above base
0.0 ft Maximum SERVICE Load Lateral Deflections ...
At maximum location values are ...
Along Y-Y 0.0 in at 0.0 ft above base
Applied Axial
4.624 k for load combination : n/a
Applied Mx
0.0 k-ft
Applied My
0.0 k-ft Along X-X 0.0 in at 0.0 ft above base
Fc: Allowable
456.427 psi for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.0 :1 pending L01 ress_Ion Tension
Load Combination
+0,600
Location of max.above base
9.0 ft
Applied Design Shear
0.0 psi
Allowable Shear
288.0 psi
Load Combination Results
Maximum Axial +• Bending Stress Ratios Maximum Shear Ratios
Load Combination C D
C p Stress Ratio Status Location Stress Ratio Status Location
D Only 0.900
0.327 0.8270 PASS 0.0ft 0.0 PASS 9.0 ft
+0.60D 1.600
0.192 0.4739 PASS 0.0 ft 0.0 PASS 9.0 ft
Maximum Reactions
Note: Only non -zero reactions are listed
X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments
Load Combination @ Base
@ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top
D Only
4.624
+0.60D
2.774
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA9371 „f
Project Descr:
Printed: 23 SEP 2021, 2:02PM
Wood Column file; 937t.ec6
SgtAv�re a�pynghl tNERCAI.�. INC 1983-2(12Q, BmId:12. 20.9.2A
DESCRIPTION: Col#1
Maximum Deflections for Load Combinations
Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance
D Only 0.0000 in 0.000 ft 0.0000 in 0,000 ft
+0.60D 0.0000 in 0,000 ft 0.0000 in 0.000 ft
Sketches
c
0
co
.�.Y
4);4
3.50 in
Load 1
Project Title: Walla Addition
Engineer: Chris Lalonde �} y,? r
Project ID: SDA#9371
Project Descr:
Printed: 23 SEP 2021, 11 50AM
File: 9371.ecfi
Wood Column
Satlwerecropynghl ENERCALC, INC.1983-2020, BuiId;12.20.8.24
DESCRIPTION: Cantilever Post: Post
Code References
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Analysis Method : Allowable Stress Design
End Fixities Top Free, Bottom Fixed
Overall Column Height
10 ft
( Used for non -slender calculations )
Wood Species Douglas Fir -Larch
Wood Grade No.1
Fb + 1,200.0 psi Fv
170.0 psi
Fb - 1,200 0 psi Ft
825.0 psi
Fe - Prll 1,000.0 psi Density
31.210 pcf
Fc - Perp 625.0 psi
E : Modulus of Elasticity ... x-x Bending
y-y Bending
Basic 1,600.0
1,600.0
Minimum 580.0
580.0
Wood Section Name 8x8
Wood Grading/Manuf. Graded Lumber
Wood Member Type Sawn
Exact Width
7.50 in Allow Stress Modification Factors
Exact Depth
7.50 in Cf or Cv for Bending
T.0
Area
56.250 in"2 Cf or Cv for Compression
1.0
Ix 263.672 in14 Cf or Cv for Tension
1.0
ly 263.672 in^4 Cm: Wet Use Factor
1.0
Incising Factors :
Ct : Temperature Factor
1.0
for Bending
0.80 Cfu : Flal Use tractor
1.0
Axial for Elastic Modulus
0.95 Kf : Built-up columns
1.0 NDS 1532
1,600.0 ksi
Use Cr : Repetitive ?
No
Brace condition for deflection (buckling) along columns :
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis =10
ft, K = 2.1
Y-Y (depth) axis :
Unbraced Length for buckling ABOUT X-X Axis =10
ft, K = 2.1
Applied Loads
Column self weiqht included : 121.914 Ibs " Dead Load Factor
AXIAL LOADS...
Axial Load at 10.0 ft, D=1.440, Lr=1.920, S = 2.40 k
BENDING LOADS ...
Lat. Point Load at 10.0 ft creatinq Mx-x, E = 0.9840 k
DESIGN SUMMARY
Bending & Shear Check Results
Service loads entered. Load Factors will be applied for calculations.
PASS Max. Axial+Bending Stress Ratio =
0.8243 :1
Maximum SERVICE Lateral Load Reactions . .
Load Combination
+D+0,70E
Top along Y-Y
0.9840 k
Bottom along Y-Y 0.9840 k
Governing NDS Forumld 1 Comp + Mxx, NDS Eq. 3.9-3
Top along X-X
0.0 k
Bottom along X-X
0.0 k
Location of max.above base
0.0 ft
Maximum SERVICE Load Lateral Deflections...
At maximum location values are ...
Along Y-Y
1.407 in at
10.0 ft
above base
Applied Axial
1.562 k
for load combination : E Only
Applied Mx
6.8 k-ft
Applied
0.0.0
Along X-X
0.0 in at
0.0 ft
above base
Fc Allowable:
si
388.450 psi
for load combination : n/a
Other Factors used to calculate allowable stresses ...
PASS Maximum Shear Stress Ratio =
0.08441 :1
Bending Compression
Tension
Load Combination
+D+0,70E
Location of max.above base
9.933 ft
Applied Design Shear
18.368 psi
Allowable Shear
217.60 psi
Load Combination Results
Maximum Axial +Bending
Stress Ratios
Maximum Shear Ratios
Load Combination
C D
C P Stress Ratio Status
Location
Stress Ratio
Status
Location
D Only
0.900
0.492
0.07846 PASS
0.0ft
0.0
PASS
10.0 ft
+D+Lr
1.250
0.377
0.1643 PASS
O.Oft
0.0
PASS
10.0 ft
+D+S
1,150
0.404
0.1894 PASS
0.0ft
0.0
PASS
10.0 ft
+D+0.750Lr
1.250
0.377
0.1417 PASS
0.0ft
0.0
PASS
10.0 ft
+D+0.750S
1.150
0.404
0.1607 PASS
0.0ft
0.0
PASS
10,Oft
+0.60D
1.600
0.303
0.04289 PASS
O.Oft
0.0
PASS
10.0 ft
+D+0.70E
1.600
0.303
0.8243 PASS
0.0 ft
0.08441
PASS
9.933 ft
+D+0.750S+9.5250E
1.600
0.303
0.6923 PASS
0.0 ft
0.06331
PASS
9.933 ft
+0.60D+0.70E
1.600
0.303
0.7986 PASS
0.0 ft
0.08441
PASS
9,933 ft
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371 /� r
Project Descr:
Printed: 23 SEP 2021 11.50AM
F
Wood Column File: .ec6
Soflwareti�gpynant ENFRCALC. INC. 1983-2020. BuiId:12.20.8,24
DESCRIPTION: Cantilever Post: Past
Maximum Reactions
Note: Only non -zero reactions are listed.
X-X Axis Reaction
k
Y-Y Axis Reaction Axial
Reaction
My - End Moments k- t
Mx - End Moments
Load Combination
@ Base
@ Top
@ Base
@ Top
@ Base
@ Base @ Top
@ Base @ Top
D Only
0.984
1.562
+D+Lr
0.984
3.482
+D+S
0.984
3,962
+D+0.750Lr
0.984
3.002
+D+0.750S
0.984
3.362
+0.60D
0.984
0.937
+0+0.70E
0.689
0.984
1562
6.888
+D+0.750S+0.5250E
0.517
0.984
3.362
5.166
+0,60D+0.70E
0.689
0.984
0.937
6.888
Lr Only
0.984
1.920
S Only
0.984
2.400
E Only
0.984
0.984
9.840
Maximum Deflections for Load Combinations
Load Combination
Max. X-X Deflection
Distance
Max. Y-Y Deflection Distance
D Only
0.0000
in
0,000
ft
0.0000
in
0.000
ft
+D+Lr
0.0000
in
0.000
ft
0.0000
in
0.000
ft
+D+S
00000
in
0.000
ft
0.0000
in
0.000
ft
+D+0.750Lr
0.0000
in
0.000
ft
0.0000
in
0.000
It
+D+0.750S
0.0000
in
0.000
ft
0000
in
0.000
It
+0.60D
0.0000
in
0.000
ft
0.0000
in
0.000
It
+D+0.70E
0.0000
In
0.000
ft
0.9849
in
10.000
It
+D+0.750S+0.5250E
0.0000
in
0.000
ft
0.7387
in
10.000
It
+0.60D+0.70E
0.0000
In
0.000
ft
0,9849
in
10.000
ft
Lr Only
0.0000
in
0.000
ft
0.0000
in
0.000
ft
S Only
0.0000
in
0.000
ft
0.0000
in
0.000
ft
E Only
00000
in
0.000
it
1,3928
in
9.933
ft
Project Title: Walla Addition
Engineer: Chris Lalonde
Protect ID: SDA#9371 ,
Project Descr:
Printed: 23 SEP 2021, 11;50AM
File: 9371.ec6
Wood Column Soflwamoppnht ENERCAM INC 1983.2020, Build:12.201.24
DESCRIPTION: Cantilever Post: Post
Sketches
8x8
7.50 in
Load 1 +X
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr: j
r
Printed: 23 SEP 2021, 12 34PM
File:937
Steel Base Plate 08.2424
Softwarecvpyrx2hl ENERCA�C. INC �136&202U. BuiId;12.20.8
DESCRIPTION: Cantilever Post: Baseplate
Code References
Calculations per AISC Design Guide # 1, IBC 2018, CBC 2019, ASCE 7-16, AISC 360-16
Load Combination Set: ASCE 7-16
General Information
Material Properties
AISC Design Method Load Resistance Factor Design (D c : LRFD Resistance Factor 0,65
Steel Plate Fy = 36 ksi
Concrete Support fc = 3 ksi
Assumed Bearing Area: Full Bearing Nominal Bearing Fp per J8 2.550 ksi
Column & Plate
Column Properties 1'4"
Steel Section: HSS8x8x3/16 Z
Depth 8 in Area 5.37 in^2
Width 8 in Ixx 54.4 in^4
Flange Thickness 0.174 to In 54.4 in^4
Web Thickness in
Plate Dimensions Support Dimensions
N : Length 16.0 in Width along X' 16.0 in X
B : Width 16.0 in Length along "Z' 16,0 in A
Thickness 0.6250 in
Column assumed welded to base plate. -
Usm
Applied Loads
P-Y
D : Dead Load ....... k
L : Live ....... k
Lr : Roof Live ......... k
S : Snow ............... k
W : Wind ................ k
E : Earthquake k
H : Lateral Earth k
" P " = Gravity load, "+" sign is downward.
AnchorBolts
Anchor Bolt or Rod Description 1 1 /2"
Max of Tension or Pullout Capacity........;.
Shear Capacity .........................................
Edge distance : bolt to plate ...... -...........
Number of Bolts in each Row ...................
Number of Bolt Rows ........................
V-Z
M-X
k k-ft
k k-ft
k k-ft
k k-ft
k k-ft
0,9840 k 9,840 k-ft
k k-ft
Moments create higher soil pressure at +Z edge.
Shears push plate towards +Z edge.
k
k
1.25 in
2
1
rt
1.
_4„
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
_ , . J
r �!
Printed 23 SEP 2021. 12-34PM
Steel Base Plate
File: .ec8
Software
ENERCALC. INC. 1903.2020, BuiId:12.20.8,24
12.2
.-
DESCRIPTION: Cantilever Post: Baseplate
GOVERNING DESIGN LOAD CASE SUMMARY
Mu: Max. Moment ....................
2.332 k-in
Plate Design Summary
fb : Max. Bending Stress -,...........
23.878 ksi
Design Method
Load Resistance Factor Design
Flo: Allowable:
32.400 ksi
Governing Load Combination
E Only
Fy " Phi
Governing Load Case Type
Axial + Moment, U2 < Eccentricity, Tension on
Bending Stress Ratio
0 737
Governing STRESS RATIO
1.0
Bending Stress OK
Design Plate Size
1'4' x 1'-4" x 0 -518
fu : Max. Plate Bearing Stress ...
1.658 ksi
Pu : Axial .........
0 000 k
Fp : Allowable:
1.658 ksi
Mu : Moment ........
0.000 k-ft
Bearing Stress Ratio
1,000
Bearing Stress OK
Load Comb.:
Loading
Pu : Axial .........
Design Plate Height.........
Design Plate Width.........
Will be different from entry if partial bearing used.
Al : Plate Area.........
A2: Support Area ..............
sgrt(A21A1 )
Distance for Moment Calculation
m
` n ........ ............1.
X.............................
Lambda .............
n' " Lambda ...........................
L = max(m, n, n") ..................
Load Comb.: E Only
Loadiag
Pu : Axial ,........
Mu: Moment ,.......
Eccentricity ........................
Al : Plate Area .........
A2 : SupportArea .....................
sqrt( A21A1 )
Calculate plate moment from bearing- .
max(m, n)
"A" : Bearing Length
Mpl : Plate Moment
0.000 k
16.000 in
16.000 in
256.000 in A2
256.000 in A2
1,000
4.200 in
4-200 in
0,000 i02
0.000
0-000 in
0.000 in
4.200 in
0,000 k
9.840 k-ft
### in
256,000 inA2
256.000 in A2
1.000
Bearing Stresses
Fp : Allowable .............................
fu : Max. Bearing Pressure
Stress Ratio .....................
Plate Sending Stresses
Mmax = Fu " LA2 12 ...................
fb: Actual ................................
Fb : Allowable ............................
Stress Ratio .....................
Axial Load Only, No Moment
1.658 ksi
uw ksi
0.000
U00 k-in
0.000 ksi
32.400 ksi
0.000
Axial Load + Moment, Ecc. > L12
Calculate place moment from halt tension .. .
Tension per Hot .... ...............
Tension: Allowable ....................
Stress Ratio ....................
Dist. from Bolt to Cal. Edge .............
Effective Bolt Width for Bending .....
Plate Moment from Bolt Tension .......
4.800 in Bearing Stresses
0.612 in Fp : Allowable ........ ...........
0.194 k-in fu : Max. Bearing Pressure
Stress Ratio ....................
Plate Sendinci Stresses
Mmax................................,.........
fb : Actual ............................
Fb : Allowable ............................. .
Stress Ratio ....................
4.059 k
0.000 k
0.000
2.950 in
11.800 in
2.029 k-in
1.658 ksi
( set equal to Fp )
1.000
2.332 k-in
23.878 ksi
32.400 ksi
0.737
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr.
Printed: 23 SEP 2021, 11:50AM
Steel Column File:9371.ec6
Soflwareoopprfght ENERCAI-C, INC 1983-2020. Build:12.20.8.24
DESCRIPTION: Cantilever Post: Sleeve
Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Steel Section Name: HSS8x8x3/16
Analysis Method : Allowable Strength
Steel Stress Grade
Fy : Steel Yield 36.0 ksi
E : Elastic Bending Modulus 29,000.0 ksi
Applied Loads
Column self weight included : 58.890 Ibs " Dead Load Factor
BENDING LOADS ...
Moment acting about X-X axis at 3.0 ft, E = 9.840 k-ft
Lat. Point Load at 3.0 ft creating Mx-x, E = 0.9840 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio =
Load Combination
Location of max.above base
At maximum location values are.. .
Pa: Axial
Pn / Omega: Allowable
Ma-x : Applied
Mn-x / Omega: Allowable
Ma-y : Applied
Mn-y / Omega: Allowable
Overall Column Height 3.0 ft
Top & Bottom Fixity Top Free, Bottom Fixed
Brace condition for deflection (buckling) along columns
X-X (width) axis :
Unbraced Length for buckling ABOUT Y-Y Axis = 3 ft, K = 2.1
Y•Y {depth) axis :
Unbraced Length for buckling ABOUT X-X Axis = 3 ft, K = 2.1
Service loads entered. Load Factors will be applied For calculations.
0.2919 : 1
Maximum Load Reactions..
+D+0.70E
Top along X-X
2.980 ft
Bottom along X-X
Top along Y-Y
0.05889 k
Bottom along Y-Y
107.763 k
6.874 k-ft
Maximum Load Deflections ...
23.572 k-ft
Along Y-Y-0.03853 in at
for load combination : E Only
0.0 k-ft
23.572 k-ft
Along X-X 0.0 in at
for load combination :
PASS Maximum Shear Stress Ratio =
0.02046 :1
Load Combination
+D+0.70E
Location of max.above base
0.0 ft
At maximum location values are. .
Va : Applied
0.6888 k
Vn / Omega : Allowable
33.659 k
Load Combination Results
Maximum Axial + Bendinn
Stress Ratios
Load Combination Stress Ratio
Status
Location Cbx
Cby
KxLx/Rx
D Only 0.001
PASS
0.00 ft 1.13
1.00
23.77
+0.60D 0.000
PASS
0.00 ft II A 3
1.00
23.77
+D+0.70E 0.292
PASS
2.98 ft 1 13
1.00
23.77
+D+0.5250E 0.219
PASS
2.98 ft 1.13
1.00
23.77
+0.60D+0.70E 0.292
PASS
2.98 ft 1.13
1.00
23.77
Maximum Reactions
Axial Reaction
X-X Axis Reaction k Y-Y Axis Reaction
Load Combination
@ Base
@ Base @ Top @ Base @ Top
D Only
0.059
+0.60D
0.035
+D+0.70E
0.059
0.689
+D+0.5250E
0.059
0.517
+0.600+0,70E
0.035
0.689
E Only
0.984
0.0 k
0.0 k
0.0 k
0.9840 k
3.0ft above base
0.0ft above base
Maximum Shear Ratios
KyLy/Ry
Stress Ratio
Status Location
23.77
0.000
PASS
0,00 ft
23.77
0.000
PASS
0.00 ft
23.77
0.020
PASS
0.00 ft
23.77
0.015
PASS
0.00 ft
23.77
0.020
PASS
0.00 ft
Note: Only non -zero reactions are listed
Mx - End Moments k-ft My - End Moments
@ Base @ Top @ Base @ Top
4.822
3.616
4.822
6.888
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
DESCRIPTION: Cantilever Post: Sleeve
Extreme Reactions
Axial Reaction
Item
Extreme Value
@ Base
Axial @ Base
Maximum
0,059
"
Minimum
Reaction, X-X Axis Base
Maximum
0.059
"
Minimum
0.059
Reaction, Y-Y Axis Base
Maximum
"
Minimum
0.059
Reaction, X-X Axis Top
Maximum
0.059
"
Minimum
0.059
Reaction, Y-Y Axis Top
Maximum
0.059
"
Minimum
0.059
Moment, X-X Axis Base
Maximum
"
Minimum
0.059
Moment, Y-Y Axis Base
Maximum
0.059
Minimum
0.059
Moment, X-X Axis Top
Maximum
0.059
"
Minimum
0.059
Moment, Y-Y Axis Top
Maximum
0.059
"
Minimum
0.059
Maximum Deflections
for Load Combinations
Load Combination
Max. X-X Deflection
D Only
0,0000 in
+0.60D
0.0000 in
+D+0.70E
0,0000 in
+D+0.5250E
0.0000 in
+0.600+0.70E
0.0000 in
E Only
0,0000 in
Steel Section Properties : HSS8x8x3116
Depth
= 8,000 in
I xx
Design Thick
= 0.174 in
S xx
Width
8.000 in
R xx
Wall Thick
= 0.187 in
Zx
Area
= 5.370 in"2
Iyy
Weight
= 19.630 plf
S yy
R yy
Ycg = 0.000 in
X-X Axis Reaction k Y-Y Axis Reaction
@ Base @ Top @ Base @ Top
0.984
0.984
Printed: 23 SEP 2021, 11:50AM
File: 9371.ec6
ENERCALC, INC. 1983-2020, Build:12.20.8.24
Mx - End Moments k-ft My - End Moments
@ Base @ Top @ Base @ Top
6,888
6.888
6.888 0.984 6.888
Distance
Max. Y-Y Deflection
Distance
0.000
ft 0.000
in
0.000
ft
0.000
ft 0.000
in
0.000
ft
0.000
It -0,027
in
3.000
ft
0.000
ft -0.020
in
3.000
ft
0.000
It -0,027
in
3.000
ft
0.000
It -0.038
in
2.980
ft
=
54,40 in^4
J
- 84.500 in^4
-
13.60 in^3
-
3,180 in
=
15.700 in^3
-
54.400 in^4
C
- 21.300 inA3
-
13.600 in"3
=
3.180 in
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Steel Column
DESCRIPTION: Cantilever Post: Sleeve
Sketches
c
0
0
cw
+Y
8.00in
Printed: 23 SEP 2021, 11:50AM
File: 9371.ec6
Softwarecopy hl ENE_RCALC. INC 1%3.207.0, Build:12.20,8.24
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371 ��,
Project Descr:
Printed 23 SEP 2021. 11 50AM
General FootingFue:93y'ec6
Software ;crpyright ENERGALC, INC 19A3-2020, BiId:12.20,6.24
DESCRIPTION: Cantilever Post: Footing
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2•50 ksi
Allowable Soil Bearing
fy : Rebar Yield -
40.0 ksi
Increase Bearing By Footing Weight
Ec : Concrete Elastic Modulus -
2,850.0 ksi
Soil Passive Resistance (for Sliding)
Concrete Density =
145.0 pcf
Soil/Concrete Friction Coeff.
cp Values Flexure =
0.90
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface
Min Steel % Bending Reinf.
Allow press. increase per foot of depth
Min Allow % Temp Reinf.
0-00180
when footing base is below
Min. Overturning Safety Factor
- 1.0
Min. Sliding Safety Factor
1.0 i
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
when max. length or width is greater than
Add Pedestal Wt for Soil Pressure
No
Use Pedestal wit for stability mom & shear
No
Dimensions
Width parallel to X-X Axis = 5.0 ft
Length parallel to Z-Z Axis = 5.0 ft
Footing Thickness - 18.0 in
Pedestal dimensions...
px : parallel to X-X Axis = in
pz : parallel to Z-Z Axis = in
Height = in
Rebar Centerline to Edge of Concrete.
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars -
10.0
Reinforcing Bar Size -
# 4
Bars parallel to Z-Z Axis
Number of Bars =
10.0
Reinforcing Bar Size =
# 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
n/a
# Bars required within zone
n/a
# Bars required on each side of zone
n/a
Applied Loads
D Lr
P : Column Load =
1.440 1.920
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
1.50 ksf
No
= 150.0 pcf
= 0.250
2.0 ft
ksf
ft
ksf
ft
L S W E H
2.40 k
ksf
k-ft
9.840 k-ft
0.9840 k
k
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371 r(..
Project Descr:
Printed: 23 SEP 2021. 11:50AM
General FootingFile' 9371.ec6
Software t ENERCALC, INC. 1983-2020, Build:12.20.8.24
Itii r:r -��. �•
DESCRIPTION: Cantilever Post: Footing
DESIGN SUMMARY
Min. Ratio Item
Applied Capacity Governing Load Combination
PASS 0.4844
Soil Bearing
0.7266 ksf
1.50 ksf
+0.60D+0.70E about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS 1.563
Overturning - Z-Z
7.921 k-ft
12.379 k-ft
+0.60D+0.70E
PASS 3.839
Sliding - X-X
0.6888 k
2.644 k
+0.60D+0.70E
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0:0 k
0.0 k
No Uplift
PASS 0.08518
Z Flexure (+X)
1.501 k-ft/ft
17,624 k-ft/ft
+0.90D+E
PASS 0.04661
Z Flexure (-X)
0.8215 k-ft/ft
17.624 k-ft/ft
+1.20D+0.20S+E
PASS 0.03949
X Flexure (+Z)
0,6960 k-ft/ft
17.624 k-f /ft
+1.20D+1.60S
PASS 0.03949
X Flexure (-Z)
0,6960 k-ft/ft
17.624 k-ft/ft
+1:20D+1 60S
PASS 0.05116
1-way Shear(+X)
3.837 psi
75.0 psi
+0.90D+E
PASS 0.02830
1-way Shear (-X)
2.122 psi
75.0 psi
+1.20D+0.20S+E
PASS 0,02062
1-way Shear (+Z)
1.547 psi
75.0 psi
+1.20D+1.60S
PASS 0.02062
1-way Shear (-Z)
1.547 psi
75.0 psi
+1.20D+1.60S
PASS 003867
2-way Punching
5.80 psi
150:0 psi
+1.20D+1.60S
Detailed Results
Soil Bearing
Rotation Axis &
Xecc
Zecc
Actual Soil Bearing Stress
@ Location
Actual I Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
X-X. D Only
1,50
n/a
0.0
0.3301
0.3301
n/a n/a
0.220
X-X, +D+Lr
1.50
n/a
0.0
0.4069
0,4069
n/a n/a
0.271
X-X, +D+S
1.50
n/a
0.0
0,4261
0.4261
n/a n/a
0,284
X-X, +D+0.750Lr
1.50
n/a
0.0
0.3877
0.3877
n/a n/a
0.259
X-X, +D+0.750S
1.50
n/a
0.0
0.4021
0,4021
n/a n/a
0.268
X-X, +0.60D
1.50
n/a
0.0
0.1981
0.1981
n/a n/a
0.132
X-X, +D+0.70E
1.50
n/a
0.0
0.3301
0.3301
n/a n/a
0-220
X-X, +D+0.750S+0.5250E
1 50
n/a
0.0
0,4021
0.4021
n/a n/a
0.268
X-X, +0.60D+0.70E
1.50
n/a
0.0
0.1981
0.1981
n/a n/a
0.132
Z-Z, D Only
1.50
0.0
n/a
n/a
n/a
0.3301 0.3301
0.220
Z-Z, +D+Lr
1.50
0.0
n/a
n/a
n/a
0.4069 0.4069
0 271
Z-Z, +D+S
1.50
0.0
n/a
n/a
n/a
0.4261 0.4261
0 284
Z-Z, +D+0.750Lr
1.50
0.0
n/a
n/a
n/a
0.3877 0.3877
0 259
Z-Z, +D+0.750S
1.50
0.0
n/a
n/a
n/a
0.4021 0.4021
0 268
Z-Z, +0.60D
1.50
0.0
n/a
n/a
n/a
0.1981 0.1981
0132
Z-Z, +D+0.70E
1.50
11.518
n/a
n/a
n/a
0.0 0,7106
0,474
Z-Z, +D+0.750S+0:5250E
1,50
7.092
n/a
n/a
n/a
0.1198 0.6844
0.456
Z-Z, +0.60D+0.70E
1.50
19.197
n/a
n/a
n/a
0.0 0,7266
0.484
Overturning Stability
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio
Status
X-X, D Only
None
0.0 k-ft
Infinity
OK
X-X, +D+Lr
None
0.0 k-ft
Infinity
OK
X-X. +D+S
None
0.0 k-ft
Infinity
OK
X-X, +D+0.750Lr
None
0.0 k-ft
Infinity
OK
X-X, +D+0.750S
None
0.0 k-ft
Infinity
OK
X-X, +0.60D
None
0.0 k-ft
Infinity
OK
X-X, +D+0.70E
None
0.0 k-ft
Infinity
OK
X-X, +D+0.750S+0,5250E
None
0.0 k-ft
Infinity
OK
X-X, +0.60D+0.70E
None
0.0 k-ft
Infinity
OK
Z-Z, D Only
None
0.0 k-ft
Infinity
OK
Z-Z, +D+Lr
None
0.0 k-ft
Infinity
OK
Z-Z, +D+S
None
0.0 k-ft
Infinity
OK
Z-Z. +D+0,750Lr
None
0.0 k-ft
Infinity
OK
Z-Z, +D+0.750S
None
0.0 k-ft
Infinity
OK
Z-Z, +0.60D
None
0.0 k-ft
Infinity
OK
Z-Z, +D+0.70E
7.921 k-ft
20.631 k-ft
2.605
OK
Z-Z, +D+0.750S+0,5250E
5.941 k-ft
25,131 k-ft
4.230
OK
Z-Z, +0.60D+0.70E
7.921 k-ft
12.379 k-ft
1,563
OK
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
General Footing
Software
Printed: 23 SEP 2021, 11:50AM
File: 9371.ec6
t.KftENERCAI.C.INC.1983-2020,Build:12.20.8.24
DESCRIPTION: Cantilever Post: Footing
Sliding Stability
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
X-X, D Only
0.0 k
3.469 k
No Slidino
OK
X-X, +D+Lr
0 0 k
3.949 k
No Sliding
OK
X-X, +D+S
0.0 k
4.069 k
No Slidino
OK
X-X, +D+0.750Lr
0 0 k
3.829 k
No Slidino
OK
X-X, +D+0.750S
0 0 k
3.919 k
No Sliding
OK
X-X, +0.60D
0.0 k
2,644 k
No Slidino
OK
X-X, +D+0.70E
0 6888 k
3.469 k
5.037
OK
X-X, +D+0.750S+0.5250E
0 5166 k
3.919 k
7.587
OK
X-X, +0.60D+0.70E
0.6888 k
2.644 k
3.839
OK
Z-Z, D Only
0.0 k
3.469 k
No Slidino
OK
Z-Z, +D+Lr
0.0 k
3.949 k
No Slldina
OK
Z-Z, +D+S
0.0 k
4.069 k
No Slldina
OK
Z-Z, +D+0.750Lr
0.0 k
3.829 k
No Slidina
OK
Z-Z, +D+0.70E
0.0 k
3,469 k
No Slidino
OK
Z-Z. +D+0.750S+0.5250E
0.0 k
3.919 k
No Slidino
OK
Z-Z, +0.60D+0.70E
0.0 k
2.644 k
No Slidino
OK
Z-Z, +D+0.750S
0.0 k
3.919 k
No Slidino
OK
Z-Z, +0.60D
0.0 k
2,644 k
No Slldina
OK
Footing Flexure
Flexure Axis &Load Combination
Mu
Side
Tension
As Req'd
Gvrn. As
Actual As Phi*Mn
Status
k-ft
Surface
in"2
in"2
in^2
k-ft
X-X. +1.401)
02520
+Z
Bottom
0.3888
Min Temo %
0.40
17.624
OK
X-X, +1.40D
0.2520
-Z
Bottom
0.3888
Min Temo %
0.40
17.624
OK
X-X. +1,20D+0.50Lr
0.3360
+Z
Bottom
0.3888
Min Temo %
0.40
17.624
OK
X-X. +1.20D+0.50Lr
0.3360
-Z
Bottom
0.3888
Min Temo %
0,40
17.624
OK
X-X, +1.20D+0.50S
0.3660
+Z
Bottom
0.3888
Min Temo %
0.40
17,624
OK
X-X, +1.20D+0.50S
0.3660
-Z
Bottom
0.3888
Min Temo %
0,40
17,624
OK
X-X, +1.20D+1.60Lr
0.60
+Z
Bottom
0.3888
Min Temo %
0.40
17.624
OK
X-X, +1.20D+1.60Lr
0.60
-Z
Bottom
0.3888
Min Temo %
0.40
17.624
OK
X-X, +1.20D+1.60S
0,6960
+Z
Bottom
0,3888
Min Temo %
0.40
17,624
OK
X-X. +1.20D+1.60S
0.6960
-Z
Bottom
0.3888
Min Temo %
0.40
17,624
OK
X-X, +0.900
0.1620
+Z
Bottom
0.3888
Min Temo %
0.40
17.624
OK
X-X, +0.90D
0.1620
-Z
Bottom
0.3888
Min Temo %
0.40
17.624
OK
X-X, +1.20D+0.20S+E
0.2760
+Z
Bottom
0.3888
Min Temo %
0.40
17.624
OK
X-X, +1.20D+0.20S+E
0.2760
-Z
Bottom
03888
Min Temo %
0.40
17.624
OK
X-X, +0.90D+E
0.1620
+Z
Bottom
0.3888
Min Temo %
0.40
17.624
OK
X-X, +0.90D+E
0.1620
-Z
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z-Z, +1.40D
0.2520
-X
Bottom
0.3888
Min Temo %
0.40
17.624
OK
Z-Z, +1.40D
0.2520
+X
Bottom
0.3888
Min Temo %
0.40
17.624
OK
Z-Z, +1.20D+0.50Lr
0,3360
-X
Bottom
0.3888
Min Temp %
0,40
17.624
OK
Z-Z, +1.20D+0.50Lr
0.3360
+X
Bottom
0.3888
Min Temo %
0.40
17.624
OK
Z-Z, +1.20D+0.50S
0,3660
-X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z-Z, +1.20D+0.50S
0.3660
+X
Bottom
0,3888
Min Temo %
0.40
17.624
OK
Z-Z. +1.20D+1.60Lr
0.60
-X
Bottom
0.3888
Min Temo %
0.40
17 624
OK
Z-Z, +1.20D+1.60Lr
0.60
+X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z-Z, +1.20D+1.60S
0.6960
-X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z-Z, +1.20D+1.60S
0,6960
+X
Bottom
0,3888
Min Temo %
0.40
17.624
OK
Z-Z, +0.90D
0.1620
A
Bottom
0.3888
Min Temp %
0.40
17,624
OK
Z-Z, +0.90D
0.1620
+X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z-Z, +1.20D+0.20S+E
0,8215
-X
Top
0.3888
Min Temp %
0.40
17,624
OK
Z-Z, +1.20D+0.20S+E
1.442
+X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
Z-Z, +0.90D+E
0.7618
-X
Top
0.3888
Min Temp %
0.40
17.624
OK
Z-Z. +0.90D+E
1.501
+X
Bottom
0.3888
Min Temp %
0.40
17.624
OK
One Way Shear
Load Combination...
Vu @ -X
Vu @
+X Vu @
-Z Vu
@ +Z Vu:Max
Phi Vn Vu I Phi*Vn Status
+1.40D
0.56 psi
0.56 osi
0.56 osi
0,56 psi
0.56 osi
75.00 psi
0.01 OK
+1.20D+0.50Lr
0.75 osi
0.75 psi
0.75 osi
0.75 psi
0.75
psi
75.00 osi
0.01 OK
+1.20D+0.50S
0.81 psi
0,81 osi
0,81 osi
0.81 osi
0,81
osi
75.00 psi
0,01 OK
+1.20D+1.60Lr
1.33 psi
133 osi
1.33 psi
1.33 psi
1,33 osi
75.00 osi
0.02 OK
+1.20D+1.60S
1.55 psi
1.55 osi
1.55 osi
1.55 osi
1.55 osi
75.00 psi
0.02 OK
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371 ,
Project Descr:
Printed: 23 SEP 2021, 11.50AM
General FootingFile: 9371•ee6
Soflwaree.wynghl ENERCALC, INC. 1983 2079• Build:12 2U.B.24
DESCRIPTION: Cantilever Post: Footing
One Way Shear
Load Combination...
+0.90D
+1.20D+0.20S+E
+0.90D+E
Two -Way "Punching" Shear
Load Combination...
+1.40D
+1.20D+0.50Lr
+1.20D+0.50S
+1.20D+1.60Lr
+1.20D+1.60S
+0.90D
+1.20 D+0.20S+E
+0.90D+E
Vu@ -x Vu@+x
0,36 osi 0.36 osi
2,12 osi 3,54 osi
1.70 osi 3.84 osi
Vu
2.10 psi
2.80 osi
3.05 osi
5.00 osi
580 osi
1.35 osi
2.33 psi
1.61 psi
Vu @ -Z Vu @ +Z Vu:Max
0.36 osi 0.36 psi 0.36 osi
0.61 psi 0.61 osi 3,54 osi
0.36 osi 0.36 osi 3.84 osi
Phi"Vn
150.00 osi
150,00 osi
150.00 osi
150.00 osi
150.00 osi
150.00 osi
150.00 osi
150.00 osi
Vu I Phi"Vn
0,014
0.01867
0,02033
0,03333
0.03867
0.009
0.01556
0.01074
Phi Vn Vu I Phi"Vn
Status
75.00 osi 0.00
OK
75.00 psi 0.05
OK
75.00 osi 0.05
OK
All units k
Status
OK
OK
OK
OK
OK
OK
OK
OK
t�I►'�i `-'-'��� Anchor DesignerT11
Software
Version 3.0.7808.1
i.Proiggt Intonnatlor!
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2. Inout Data & Anchor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Cast -in -place
Material: F1554 Grade 36
Diameter (inch): 1.125
Effective Embedment depth, het (inch): 12.000
Anchor category: -
Anchor ductility: Yes
hm,,, (inch): 13.88
Cmm (Inch): 6.75
Smin (inch): 6,75
Recommended Anchor
Anchor Name: J- or L-Bolt - 1 1/8"0 J- or L-Bolt, F1554 Gr. 36
Company:
Structural Design Associates
Date:
9/23/2021
Engineer:
Chris Lalonde
Page:
1/6
Pro ect:
Walla Addition
Address:
3006 Rucker Avenue Everett, WA 98201
Phone:
(425)-339-0293
E-mail:
clalonde@sdaeverett.com
Project description:
Location: 10406 226th PL SW Edmonds, WA 98020
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 18.00
State: Cracked
Compressive strength, f� (psi): 2500
4)",v: 1.D
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore Edo requirement: No
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 16.00 x 16.00 x 0.25
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility
r :} _ •r -•� 5956 ft Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560,9000 Fax: 925.847,3871 www.strangtie•com
Anchor Designer TM
Software
Version 3.0.7808.1
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nu. [lb]: 0
Vuer [lb]: 0
Vuay [lb]: -984
Mu. [ft-lb]: 9840
Muy [ft-lb]: 0
M. [ft-lb]: 0
<Figure 1>
Company:
Structural Design Associates
Date: 9/23/2021
En ineer.
Chris Lalonde
Page: 2/6
Project:
Walla Addition
Address:
3006 Rucker Avenue Everett, WA 98201
Phone:
(425)-339-0293
E-mail:
clalonde@sdaeverett.com
4, o tb t
0 Ft -lb
_�• � �---slts�yisj��3� � _ �e :#,+ter �`.!4
-JOIF
14 Ib
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility-
Sunpson Stranq-Tie Company Inr 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strangtie.com
Anchor Designer"'
Software
Version 3.0.7808.1
<Figure 2>
Company:
Structural Design Associates
Date:
9/23/2021
Engineer:
Chris Lalonde
Page,
3/6
Project:
Walla Addition
Address:
3006 Rucker Avenue Everett, WA 98201
Phone:
(425)-339-0293
E-mail:
clalonde@sdaeverett.com
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Siir.pscn S".ro•,y-i z ;:,r;.,;,ny Inc 5956 W, L,as Positas Boulevard Pleasanton, CA 94588 Phone: 925,560-9000 Fax: 925-847.3871 www.strongtie.com
Anchor DesignerT""
Software
Version 3.0.7808.1
n
Company.
Structural Design Associates
Date: 9/23/2021
Engineer:
Chris Lalonde
Page: 4/6
Project:
Walla Addition
Address:
3006 Rucker Avenue Everett, WA 98201
Phone:
(425)-339-0293
E-mail;
1 clalonde@sdaeverett.com
3. Resulting
Anchor Forces
Anchor
Tension load,
Shear load x,
Shear load y,
Shear load combined,
Nua (lb)
V- (lb)
V-v (lb)
0"..)2+(Uuay)' (Ib)
1
0.0
-37.8
-283.8
286.4
2
4532.4
37.8
-283.8
286.4
3
4532.4
37.8
-208.2
211.6
4
0.0
-37.8
-208.2
211.6
Sum 9064.8 0.0
-984.0
995.8
Maximum concrete compression strain (%o): 0.06
<Figure 3>
Maximum concrete compression stress (psi); 256
04 'Y
Resultant tension force (lb): 9065
Resultant compression force (lb): 9065
Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00
Y
a_ 1�
4. Steel Strength of Anchor In TBnSIOn ISec. 17.4.11
Nsa (lb) 0 ONsa (lb)
44255 0.75 33191
S. Concrete r k rn h of Ancligrin7nin 17
Nb = k-a.4F.he l S (Eq. 17.4.2.2a)
k� da F� (psi) har (in) Nb (lb)
24.0 1.00 2500 12.000 49883
r6N.bg =0 (AM/AN-) P c.N kF� d.N WqN'Fcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 b)
AN. (m') AN.. (In') ca,- (In) Te,N P.d,N 'P.,N
V�.N
Nb (lb) d ^bg (lb)
1764.00 1296.00 24.50 1.000 1.000 1.00
1.000
49883 0.70 47527
Pulir it Strength of Anchor In Tension (Sec. 17.4.4
fNpo = fY.,PNp = N ,P0.9f�ehda (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.5)
'P,P F� (psi) da (in) eb=3da (in) 0 ONpo (lb)
1.0 2500 1.13 3.38 0.70 5980
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925,847.3871 www.strangtie.com
Anchor DesignerTM
Software
Version 3.0.7808.1
Steel8. Streng1h of Anchor In h r
V- (lb) 091-t 0 Og-iOV- (Ib)
26550 1.0 0.65 17258
Company:
Structural Design Associates
Date:
9/23/2021
Engineer:
Chris Lalonde
Page
516
Project:
Walla Addition
Address:
3006 Rucker Avenue Everett, WA 98201
Phone:
(425)-339-0293
E-mail:
cialonde@sdaevereft.com
9., Concrete Breakout Strength of Anchor in Shear f5ec. 17.6,21
Shear perpendicular to edge in x-direction:
Vhx = min 17(1a/da)02v'daaavfxa,' S; 9dadfccaf1•51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b)
la (in) da (in) A. fc (psi) cat (in) Vhx (lb)
9.00 1.125 1.00 2500 25.00 56250
OVcbgx = 0 (Avc/Avca)'P-V%dvW.v'Ph,Nbx (Sec. 17.3.1 & Eq. 17.5.2,11b)
Avc (in') Avco (in2) gec,V Wed,v 'I',v Y;; V Vbx (lb) 0 Oi/Op (lb)
1116.00 2812.50 1,000 0.896 1.000 1.443 56250 0.70 20206
Shear perpendicular to edge in y-direction:
Vby = minj7(fa/da)02gda laJf'ccaf' 5; 9daNlf'cca1' 11 (Eq. 17.5.2.2a & Eq. 17.5.2,2b)
!a (in) da (in) da f'., (psi) cai (in) Vby (Ib)
9.00 1.125 1 M 2500 16.39 29850
OVcbgy = 0 (Avc/Avro)' ea,v'Paavy';v'Ph,vVby (Sec. 17.3.1 & Eq. 17.5.2.1b)
Avc (in2) Av- (in') 'lac,v 'Pd,v P,v 'I, v Vby (Ib) 0 OVcbgy (I b)
1117.44 1208.35 0.961 0.999 1.000 1.169 29850 0.70 21676
Shear parallel to edge in y-direction:
Vbx = min(7(/e/da)024deaavfoc..i' 5; 9daJfccaf' 51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b)
to (in)
da (in)
A.
fc (psi)
ca, (in)
Vbr (Ib)
9.00
1.125
1.00
2500
16.39
29850
OVcbgy = 0(2)(AVc/Avo)W-,v'Ped,vPgvWt,,VVbn (Sec. 17.3.1,
17.5.2.1(c) & Eq. 17.5.2.1b)
Av. (in2)
Avco (in2)
`feo,v
V' d,V
'Y,v
'ph,v Vbx (lb) 0 OVcbgy (Ib)
1117.44
1208.35
1M0
1.000
1.000
1.169 29850 0.70 45161
Shear parallel to edge in x-direction:
Vby = min 17(1./da)"Vda.Iagfccaf' S; 9davf�caf1•51 (Eq. 17.5.2.2a & Eq. 17,5.2.2b)
1. (in) da (in) da fo (psi) cat (in) Vby (lb)
9.00 1.125 1'00 2600 16,33 29705
/d Vcbg.r = 0 (2)(Avr./Avco) Yac,v'PdvT,v'Ph vVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b)
Avc (in2) Avca (in2) 'Pac,V 'Tdd.v `f ..v V'h,v Vby (lb) 0 OVchgx (lb)
1116.00 1200.50 1.000 1.000 1.000 1.167 29705 0.70 45103
10 Concrete Er�t� Strength of Anchor In Shear (5ec, 17,5 .)
OVcp = Okc^b = Okcp(ANc/ANco)'Ped,NV'aN'f'cp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1a)
kcp AN. (in2) AN- (in2) Yad,N 'P N YpN Nb (Ib) 0 OVcp (lb)
2.0 600.25 1296.00 1.000 1.000 1,000 49883 0.70 32345
11. RQsUlt
Interaction Qf Tensile an Shear Forces ISec. 17.$,]
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
S"c „i -, 5956 W. Las Positas Boulevard Pleasanton, CA 94586 Phone: 925.560 9000 Fax: 925.847.3871 www.strongtie.com
II
Anchor Designer TM
Software
Version 3.0.7808.1
Tension Factored Load, Nu. (lb)
Steel 4532
Concrete breakout 9065
Pullout 4532
Company:
Structural Design Associates
Date:
9/23/2021
Engineer:
Chris Lalonde
Page
6/6
Project:
_
Walla Addition
Address.
3006 Rucker Avenue Everett, WA 98201
Phone:
(425)-339-0293
E-mail:
clalonde@sdaeverett.com
Design Strength, o% (lb)
Ratio
Status
33191
0.14
Pass
47527
0.19
Pass
5980
0.76
Pass (Governs)
Shear
Factored Load, Via (lb)
Design Strength, OV (lb)
Ratio
Status
Steel
286
17258
0.02
Pass T
T Concrete breakout x+
76
20206
0.00
Pass
T Concrete breakout y-
984
21676
0.05
Pass
II Concrete breakout y+
76
45161
0.00
Pass
II Concrete breakout x+
568
45103
0.01
Pass
Concrete breakout,
-
0.05
Pass (Governs)
combined
Pryout
286
32345
0.01
Pass
Interaction check N-10M
Combined Ratio
Permissible
Status
Sec. 17.6.1 0.76
0.00
75.8%
1.0
Pass
1 1/8"0 J- or L-Bolt, F1554 Gr. 36 with hef = 12.000 inch meets the selected design criteria.
j 2. Warnings
- Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
.U„i- -r. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560,9000 Fax: 925.847.3871 www.strongtie.corn
rrofect I me: vvalla Haaiuon
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Printed, 23 SEP 2021, 12:41PM
Pole FootingEmbedded in Soil File:9371.ec6
SeaRware�'aAyrlgni L•NERCALC, INC 1983-207.0. BuiId:12.20.0 24
DESCRIPTION: Cantilever Post: Alternate Pole Footing 24" Dia.
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Pole Footing Shape
Circular
Pole Footing Diameter.
24.0 in
Calculate Min. Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Point Load
Allow Passive . . ................
150.0 pcf
Max Passive , , , ...............
1,500.0 Psf
Controlling Values
0
Governing Load Combination : +D+0.70E
o
Lateral Load
0.6888 k
Moment
6,888 k-ft
NO Ground Surface Restraint
Soil Surface
No lateral
restraint
Pressures at 1/3 Depth
Actual
327.505 psf
Allowable
327.674 psf
N
Minimum Required Depth
6.625 R
Footing Base Area
3.142 ft"2
Maximum Soil Pressure
1.222 ksf
Applied Loads
Lateral Concentrated Load (k)
Lateral Distributed
Loads (klf)
Vertical Load (k)
D : Dead Load k
k/ft
1.440 k
Lr : Roof Live k
k/ft
1.920 k
L : Live k
k/ft
k
S : Snow k
k/ft
2.40 k
W : Wind k
k/ft
k
E : Earthquake 0,9840 k
k/ft
k
H : Lateral Earth k
k/ft
k
Load distance above
TOP of Load above ground surface
ground surface 10.0 ft
ft
BOTTOM of Load above ground surface
ft
Load Combination Results
Forces @ Ground Surface
Required
Pressure at
113 Depth
Son Increase
Load Combination
Loads - (k)
Moments - (ft-k)
Depth - (ft)
Actual - (psf)
Allow - (psf)
Factor
D Only
0.000
0.000
0.13
0.0
0.0
1.000
+D+Lr
0.000
0,000
0.13
0,0
0.0
1.000
+D+S
0.000
0.000
0.13
0.0
0.0
1.000
+D+0.750Lr
0,000
0.000
0.13
0.0
0.0
1,000
+D+0.750S
0.000
0.000
0,13
0.0
0.0
1.000
+0.60D
0.000
0.000
0.13
0.0
0.0
1.000
+D+0.70E
0.689
6.888
6.63
327.5
327.7
1.000
+D+0.750S+0.5250E
0.517
5.166
6,00
293.3
294.0
1000
+0.600+0,70E
0.689
6,888
6.63
327.5
327.7
1.000
rrolect i me: vvana Haaition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Printed 23 SEP 2021. 12 41 PM
Pole FootingEmbedded in Soil File:9371.ec6
Soltwareaopynghl ENERCALG, INC 1903.242[I. BuiId:12.208.24
DESCRIPTION: Cantilever Post: Alternate Pole Footing 36" Dia.
Code References
Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Pole Footing Shape
Circular
Pole Footing Diameter ...........
36.0 in
Calculate Min. Depth for Allowable Pressures
No Lateral Restraint at Ground Surface
Allow Passive ..................
150,0 Pcf
Max Passive . ...............
1,500.0 Psf
Point Load
Controlling Values
Governing Load Combination: +D+0.70E
o
Lateral Load
0.6888 k
o
Moment
6.888 k-ft
NO Ground Surface Restraint
Pressures at 1l3 Depth
Soil Surface
No lateral restraint
Actual
280.737 Psf
N
Allowable
281.166 psf
Nnimum Required Depth
5.625 ft
Footing Base Area
7,069 ft^2
Maximum Soil Pressure
0.5432 ksf
Applied Loads
Lateral Concentrated Load (k)
Lateral Distributed
Loads (klf)
Vertical Load (k)
D : Dead Load k
k/ft
1.440 k
Lr : Roof Live k
k/ft
1.920 k
L : Live k
k/ft
k
S : Snow k
k!ft
2,40 k
W : Wind k
k/ft
k
E : Earthquake 0.9840 k
k!ft
k
H : Lateral Earth k
k/ft
k
Load distance above
TOP of Load above ground surface
ground surface 100 ft
ft
BOTTOM of Load above ground surface
ft
Load Combination Results
Forces @ Ground Surface
Required
Pressure at 113 Depth
Sod Increase
Load Combination
Loads - (k)
Moments - (ft-k)
Depth - (ft)
Actual - (psf)
Allow (psf)
Factor
D Only
0.000
0.000
0.13
00
0.0
1.000
+D+Lr
0.000
0.000
0.13
0.0
0.0
1.000
+D+S
0,000
0.000
0.13
0.0
0.0
1000
+D+0.750Lr
0.000
0.000
0.13
0.0
0.0
1,000
+D+0.750S
0.000
0.000
0.13
0.0
0.0
1.000
+0.60D
0.000
0.000
0.13
0.0
0.0
1000
+D+0.70E
0.689
6,888
5.63
280.7
2812
1.000
+0+0.750S+0 5250E
0.517
5.166
5.13
252.1
252.5
1.000
+0.60D+0.70E
0.689
6.888
5.63
280.7
281.2
1000
OL
��� p �� r � "' `I
•ram
��U i�
(��
�i11
r Ala,
P r
�, L �• �,. /i• 8
7s
'/z,�'F- Ve/)
zk
s (zyF-vti)
71
2pc 8 �y /Va, Z
i411 tic 1,�� 3, y h
'(x l0 DF n/v, 2
HFNo , 2
bl 05
Zx f0 HF /Ve, Z
� SO
3 , ti1) Y z
z• l
00
Project Title: Walla Addition
Engineer: . Chris Lalonde
Project ID: SDA#9371�
Project Descr:�'
Printed. 28 SEP 2021. 9:01AM
Wood Beam
File:9371.ec6
Softwareocoynghi ENERCALC, INC.
1983-2020, Build:12.20,8.24
DESCRIPTION: BM#10: Beam Over New 12-0 SLGD
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb + 875.0 psi E :
Modulus of Elasticity
Load Combination ASCE 7-16
Fb - 875.0 psi
Ebend-xx
1,300.Oksi
Fc - Prll 600.0 psi
Eminbend - xx
470.Oksi
Wood Species : Douglas Fir -Larch
Fc - Perp 625.0 psi
Wood Grade No.2
Fv 170.0 psi
Ft 425.0 psi
Density
31.210pcf
Beam Bracing Beam is Fully Braced against lateral -torsional
buckling
D(0 585) 0(0 781) S(0 975)
ID(0.04)
6x10
Span = 12.0 ft
Applied Loads
Service loads entered. Load Factors will be applied
for calculations.
Beam self weight calculated and added to loads
Point Load : D = 0.5850, Lr = 0.780, S = 0.9750 k @ 6.0 ft, (RF)
Uniform Load : D = 0.040 , Tributary Width =1.0 ft, (Wall)
DESIGN SUMMARY
+►
= ■
Maximum Bending Stress Ratio =
0.80a 1
Maximum Shear Stress Ratio
=
0.154 : 1
Section used for this span
6x10
Section used for this span
6x10
fb: Actual =
812.85 psi fv: Actual
=
30.07 psi
Fb: Allowable =
1,006.25psi Fv: Allowable
=
195.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
6.000ft
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
0,119 in
Ratio = 1206>=360
Max Upward Transient Deflection
0.000 in
Ratio = 0 <360
Max Downward Total Deflection
0.238 in
Ratio = 604>=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 Cd
C FN C i
C r C m C t C L M fb
Fb
V
fv F'v
D Only
0.00
0.00
0,00 0.00
Length =12.0 It 1 0.493 0.105 0.90
1,000 1.00
1.00 1.00 1.00 1.00 2.68 388.57
787.50
0,56
1608 153.00
+D+Lr
1.000 1,00
1.00 1,00 1.00 1,00
0,00
0,00
0.00 0.00
Length = 12.0 ft 1 0.666 0.128 1.25
1.000 1.00
1.00 1.00 1.00 1.00 5.02 727.99
1093.75
0,95
2727 212.50
+D+S
1.000 1.00
1A0 1.00 1.00 1.00
0.00
0.00
000 0.00
Length = 12.0 ft 1 0.808 0.154 1.15
1,000 1.00
1.00 1.00 1.00 1.00 5.60 812.85
1006.25
1.05
30,07 195.50
+0+0.750Lr
1.000 1.00
1.00 1.00 1.00 1.00
0.00
0.00
0.00 0.00
Length = 12.0 ft 1 0.588 0.115 1.25
1.000 1.00
1.00 1.00 1.00 1.00 4.43 643.14
1093.75
0.85
24,47 212.50
+0+0.750S
1,000 1.00
1,00 1.00 1,00 1.00
0.00
000
0,00 0.00
Length = 12.0 ft 1 0,702 0.136 1.15
1 000 1.00
1,00 1.00 1.00 1,00 4.87 706.78
1006.25
0,93
2657 195.50
+0.60D
1000 1.00
1,00 1.00 1.00 1.00
0,00
000
0.00 0,00
Length = 12.0 ft 1 0.167 0.035 1.60
1.000 1.00
1.00 1.00 1,00 1.00 1.61 233.14
1400.00
0,34
9.65 272,00
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
71
Project Descr:
Panted: 28 SEP 2021, 9:01AM
Wood Beam File:9371.ec6
- Soflwarecopyrighi ENERCALC. Nr— 1983.X20, Build:12,20.8.24
DESCRIPTION: BM#10: Beam Over New 12-0 SLGD
Overall Maximum Deflections
Load Combination Span
+D+S 1
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D only
+D+Lr
+D+S
+D+0.750Lr
+D+0,750S
+0.60D
Lr Only
S Only
Max. "-" Defl Location in Span Load Combination
0.2382 6.044
Support notation : Far left is #1
Support 1 Support 2
1.088 1.088
0,488 0,488
0.600 0.600
0.990 0.990
1.088 1.088
0.893 0.893
0.966 0.966
0.360 0.360
0,390 0.390
0.488 0.488
Max. "+" Defl Location in Span
0,0000 0.000
Values in KIPS
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr: > �r
Printed 28 SEP 2021. 8:12AM
Wood Beam
File: g371.ec6
Software hI
ENERCALC,
INC. 19832020, BuiId:12.20.8.24
DESCRIPTION: BM#11: Covered Porch Ridge Beam
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019,
ASCE 7-16
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
1800 ksi
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(0 135)_Lr(0 13) S(0 225)
D(0. 135) Lr(0 18) S(0 225)
&5 5x11 875
5 5x11 875
Span =180ft
Span =20ft
Applied Loads
Service loads entered. Load Factors
will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.1350, Lr = 0,180, S = 0.2250
, Tributary Width =1.0 ft, (RF)
Load for Span Number 2
Uniform Load : D = 0.1350, Lr = 0.180, S = 0.2250
, Tributary Width =1.0 ft, (RF)
DESIGN SUMMARY
R •
Maximum Bending Stress Ratio =
0.497.1 Maximum Shear Stress Ratio
-
0.231 : 1
Section used for this span
5.5x11.875 Section used for this span
5.5x11.875
fb: Actual =
1,372.18psi fv: Actual
=
70.52 psi
Fb: Allowable =
2,760.00psi Fv: Allowable
-
304.75 psi
Load Combination
+D+S Load Combination
+D+S
Location of maximum on span =
8.849ft Location of maximum on span
=
17.095 ft
Span # where maximum occurs =
Span # 1 Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.377 in Ratio = 573 >=360
Max Upward Transient Deflection
-0.129 in Ratio = 370>=360
Max Downward Total Deflection
0,626 in Ratio = 344>=180
Max Upward Total Deflection
-0.215 in Ratio = 222>=180
Maximum Forces & Stresses for Load
Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V Cd
C FN C i C r C m C t C L M Ib
F'b
V tv Fv
D Only
0.00
0.00 0.00 0,00
Length = 18.0 ft 1 0.253 0.118 0,90
1.000 1.00 100 1.00 1,00 1.00 589 547.01
2160.00
1,22 28 11 238.50
Length = 2.0 ft 2 0,017 0,118 0.90
1.000 1.00 1,00 1.00 1,00 1.00 030 27,69
1665.00
0.15 28,11 238.50
+D+Lr
1.000 1.00 1.00 1.00 1.00 1.00
0,00
0,00 000 0.00
Length = 18.0 ft 1 0.402 0.187 1.25
1.000 1,00 1.00 1.00 1.00 1.00 13.00 1,207.15
3000.00
2.70 62.03 331.25
Length = 2.0 ft 2 0.026 0.187 1.25
1.000 1.00 100 1.00 1.00 1.00 0.66 61.11
2312,50
0,33 6203 331,25
+D+S
1,000 1.00 100 1.00 1,00 1.00
0,00
0,00 0,00 0,00
Length = 18.0 It 1 0.497 0.231 1.15
1.000 1.00 100 1.00 1.00 1.00 14.78 1,372.18
2760.00
307 7052 304.75
Length = 2.0 ft 2 0,033 0,231 1.15
1.000 1.00 1.00 1.00 1.00 1.00 0.75 69.47
2127,50
0,38 70,52 304.75
+0+0.750Lr
1.000 1.00 1.00 1.00 1.00 1.00
0.00
0.00 0.00 0.00
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Printed: 28 SEP 2021 8:12AM
Wood Beam
Fue:9371.ec6
Soflwarewpy
t l:HBRCRLC. INC. 1983-2020, BuiId:12.20.0.24
DESCRIPTION:
BM#11: Covered Porch Ridge Beam
Load Combination
Max Stress Ratios
Moment Values
Shear Values
Segment Length
Span #
M V
C d
C FN
C i
CT
C m
C t
C L
M
fb
F'b
V
tv F'v
Length = 18.0 ft
1
0.347 0.162
1.25
1.000
1.00
1.00
1.00
1.00
1.00
11.23
1,042.11
3000.00
2,33
53.55 331.25
Length = 2.0 ft
2
0.023 0.162
1.25
1.000
1.00
1.00
1.00
1.00
1.00
0.57
52.76
2312.50
0.29
53.55 331.25
+D+0.750S
1.000
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00 0.00
Length = 18.0 ft
1
0.422 0.197
115
1.000
1.00
1.00
1.00
1.00
1.00
12.56
1,165.89
2760.00
2.61
59.91 304.75
Length = 2.0 ft
2
0.028 0.197
1.15
1.000
100
1.00
1.00
1.00
1,00
0.64
59.02
2127.50
0.32
59.91 304,75
+0.60D
1.000
1.00
1.00
1.00
1.00
1,00
0.00
0.00
0.00 0.00
Length =18.0 it
1
0,085 0.040
1.60
1.000
1.00
1.00
1.00
1,00
1.00
3.54
328.21
3840.00
0.73
16.87 424.00
Length = 2.0 ft
2
0.006 0.040
1.60
1.000
1.00
1.00
1.00
1.00
1.00
0.18
16.62
2960.00
0.09
16.87 424.00
Overall Maximum Deflections
Load Combination
Span
Max. " "
Defl Location in Span
Load Combination
Max. "+" Dell Location in Span
+D+S
1
0.6263
9.050
0.0000
0.000
2
0.0000
9.050
+D+S
-0.2153
2.000
Vertical Reactions
Support notation : Far
left is #1
Values in KIPS
Load Combination
Support 1
Support
2
Support 3
Overall MAXimum
3.326
4.157
Overall MINimum
2.000
2.500
D Only
1.326
1.657
+D+Lr
2.926
3.657
+D+S
3.326
4.157
+D+0.750Lr
2.526
3.157
+D+0.750S
2.826
3,532
+0.60D
0.795
0,994
LrOnly
1.600
2.000
S Only
2.000
2.500
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr: �C
Printed: 28 SEP 2021, 8:13AM
Wood Beam
File: 9370,ec6
SnitwareCopyrighl
ENERCAI.C, INC.1983-2020,
BuiId:12.2.B.24
DESCRIPTION: BM#12: Covered Porch Horizontal Beam
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
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(1 2),
5 5x1'I 875
Span =180ft
• M
Applied Loads
Beam self weight calculated and added to loads
Point Load : D = 4.20 k @ 9.0 ft, (BM#11)
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calculations
Maximum Bending Stress Ratio =
0.837' 1
Maximum Shear Stress Ratio
Section used for this span
5.5x11.875
Section used for this span
fb: Actual =
1,807.77psi
fv: Actual
Fb: Allowable =
2,160.00psi
Fv: Allowable
Load Combination
D Only
Load Combination
Location of maximum on span =
9,000ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.000 in Ratio =
0 <360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.666 in Ratio =
324 -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 C m
C t C L
D Only
Length = 18.0 ft 1 0.837 0.213
0.90 1.000 1.00 1.00 1.00
1.00 1.00
+0.60D
1.000 1.00 1.00 1.00
1.00 1.00
Length = 18.0 ft 1 0.282 0.072
1.60 1.000 1.00 1.00 1.00
1.00 1.00
Overall Maximum Deflections
Load Combination Span
Max. ' " Defl Location in Span
Load Combination
D Only 1
0.6661 9 066
Vertical Reactions
Support notation
: Far left is #1
Load Combination
Support 1 Support 2
Overall MAXimum
2.227 2.227
Overall MlNimum
1.336 1.336
Moment Values
M fb
19.47 1,807.77
11,68 1,084.66
�Ormpml
0.213 : 1
5.5x11.875
50.84 psi
= 238.50 psi
D Only
17 015 ft
Span # 1
Shear Values
F'b
V
fv
F'v
Ho
0.00
0,00
0.00
2160.00
2.21
50,84
238.50
0,00
0.00
0,00
0.00
3840,00
1.33
30.50
424,00
Max. "+" Defl Location in Span
0,0000 0.000
Values in KIPS
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
41r, Z
Wood Beam
DESCRIPTION: BM#12: Covered Porch Horizontal Beam
Vertical Reactions Support notation : Far left is #1
Load Combination Support 1 Support 2
D Only 2,227 2.227
+0.60D 1,336 1.336
Printed: 28 SEP 2021, 8:13AM
File: 9371.ec6
Softwareenpy"M ENERC_ALC, INC. 1963.2p20. Oulld:12.20.8.24
1.R-L Ili ( Yj ==]
Values in KIPS
Input Cells
DeFl-non Lirnit
Hrz span:
Slope:
Angle:
Span:
Trib Width:
K
le
Flat Roof:
Bending:
Compression:
Trib Bend:
Trib Comp:
4l7.
Rear Covered Porch Rafters
240
9 ft. USE: 2x8 HF No.2
4
12
Rxn: 371 Ibs
Incised?: No
S
25
24
7.91
47
15.81
18.4
Degrees
9.5
24
inches
1.0
9.5
DL
Lr
15
20
14.23
18.97
4.74
6.32
28.46
37.95
9,49
12.65
Date: 1 9/28/20211 Job#19371
(3.9-3)
(3.9-4)
Bend:
Comp:
D/C
L/
2x4
Fails
Checks
Fails
Fails
3.2
47
2x6
Fails
Checks
Fails
Fails
1.3
183
CHECKS
2x8
Checks
Checks
Checks
Checks
0.7
418
CHECKS
2x10
Checks
Checks
Checks
Checks
0.5
869
CHECKS
2x12
Checks
Checks
Checksl
Checks
0.4
1 1563
CHECKS
1 756 5
Checks
Checks
Checks
Checks
0.4
328
CHECKS
1.7sx7.25
Checks
Checks
Checks
Checks
0.2
751
CHECKS
1-75x9
Checks
Checks
Checks
Checks
0.1
1689
CHECKS
1.75x11.875
Checks
Checks
Checks
Checks
0.1
3298
CHECKS
1.75x14
Checks
Checks
Checks
Checks
0.1
5405
CHECKS
175x16
Checks
Checks
Checks
Checks
0.1
8068
2EC11
1,75x13
Checks
Checks
Checks
Checks
0.0
11487
CHECKS
3.5x7.25
Checks
Checks
Checks
Checks
0.1
1662
CHECKS
35x9_5
Checks
Checks
Checks
Checks
0.1
3378
CHECKS
35x11.875
Checks
Checks
Checks
Checks
0.0
6597
CHECKS
35x14
CheCkSj
Checks
Checks
Checks
0.0
10810
CHECKS
3sx16
Checks
Checks
Checks
Checks
0.0
16136
CHECKS
3 sxls
Checks
Checks
Checks
Checks
0.0
22974
Member
20
2x6
2x8
2x10
I 2x12
1.756.5
1,75x7 25
1 1.75x9,5
1 7501 874
1 75x14
1.75x16
1 75x18
Depth:
3.50
5.50
7 25
9.25
1L2.5
5 50
7 25
9.50
11.88
14.00
16.000
i3,000
Area:
5.250
8-250
10-875
13.875
16,875
9 625
12-683
16.625
20.781
24500
28,000
31.500
S(in^3):
3.063
T563
13.141
21.391
31.641
8823
15331
26,323
4L130
57167
74.667
94500
I:
5.4
20.8
47.6
98.9
178.0
24.3
55 5
125.0
244.2
400,2
5973
8505
R B
1 3.842
4.816
5.529
1 6,245
6.887
4 128
4 739
SA25
6.065
6-585
1 7.040
7 467
Material Properties
Material Properties
F b:
850
F_b:
2600
Member-
3, 5x7,25
3 5x9 5
3 5x14
3.5x16
3 5x18
F_c:
1300
HF No.2
F_c:
2510
LVL 2.0E
Depth:
7500
9.500
14-000
16-000
18.000
E min
4.7E+05
E min
1.0E+06
Area:
26.250
33.250
r488
49000
56,000
63,000
E
1.3E+06
E
2.0E+06
Slin^3):
32,813
52-646
114.333
149,333
189000
W
92
PLF
W
92
PLF
r
123 0
250,1
800.3
1194 7
1701.0
Moment:
1041
lb`ft
Momen
1041
Ib*ft
R B
4,820
5.425
6.065
6.585
7040
7,467
C.-D C_M C t C_L
1,15 1-0 1.0 1-0
Bending
C_F(x4)
C_F(x6)
C_F(x8)
C_F(x10)
C_F(x12)
C_V(5.5)
C_V(7.25)
IC_V(9.5)
V(11.87
C_V(14)
C V(16)
C V(18)
1.5
1.3
1.2
1.1
1A
1.1
1.1
1.0
1.0
1.0
1.0
0.9
Compression
C_F (x4)
C F (x6)
C F (x8)
C F (x10)
C F (x12)
1 15
1 0
Li
1-0
10
1 1 1,0 1.0 1 C 10 0.1
C fu
C i
C r
C P
C T
L0
110
1.15
1.0
1
fc
90
90
90
90
90
90
90
90
90
90
90
90
90
fbi
4077
1651
950
584
395
1415
815
474
304
218
167
132
381
F'bl
1686
1461
1349
1237
1124
3823
3682
3550
3443
3367
3307
3254
3665
Pc
1977
1719
1805
1719
1719
3651
3651
3319
3319
3319
3319
2988
3319
F'b2
0
0
0
G
0
0
0
0
0
0
0
0
0
E'rnln
4 70E+05
4.70E+05
4 70E r05
4,70E+05
4-70E+05
1-02E+06
1.02E+06
1.02E+06
1.02E+06
1.02E+06
1,02E+06
1.02E+06
1,02E+06
FcE!
365'e+02
9-02E+02
1.57E+03
155E+03
3.77E+03
1.95E+03
3.39E+03
5.82E+03
9.09E+03
1 26E+04
1-65E+04
2 09E+04
3,63E F03
-FbE
39213
24321
18450
14461
11390
71597
5431S
41451
33161
28127
24612
21877
52505
,Checks:
1(3 9-3)
3,211
1.258
0,750
0 492
0.362
0, 389
0 2
0,136
0 090
0.066
0.052
0.042
0.107
4�3 9-41
1 14E-02
4 61E-03
2 65E-03
i 63E-03
1 10E-03
3 91E-04
2 25E-04
1 31E-04
8 38E-05
5 03E-05
4 62E-05
3-65F-05
5.25E-05
Bending:
2.42E+00
1. 13E r00
704E-01
4.726!71
351E-01
3,70E-01
2.21E-01
134E-01
8.32E-02
6-49E-02
5.06E-02_.j
4A6c02
104E-01
C.mpresslan:
4-55E-02
5 23E-02
4,99E-02
5.23E-02
•.`!!'i:
2 4'oE iR
2,46E•G2
2 71E-02
2 71E-02
2-71E-02
2 71E-02
3.01E-02
2 71E-02
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Wood Beam
DESCRIPTION: BM#14.1: Porch Ridge Header
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination ASCE 7-16 Fb
Fc Pril
Wood Species Douglas Fir -Larch Fc Perp
Wood Grade No.2 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Applied Loads
Beam self weight calculated and added to loads
Point Load : D = 3.40 k @ 1.50 ft, (BM#11)
DESIGN SUMMARY
Printed: 28 SEP 2021 d 26AM
Fiie:9371.ecS
9pRw0copytight ENERCAtC, INC. t993.2020. SWIdAZA8.24
875.0 psi E : Modulus of Elasticity
875.0psi Ebend-xx 1,300.Oksi
600.0 psi Eminbend - xx 470.Oksi
625.0 psi
170.0 psi
425.0 psi Density 31.210pcf
I
-J
4x 10 j,
Span = 6 Oft
Service loads entered Load Factors will be applied for calculations
Maximum Bending Stress Ratio =
0.977 1
Maximum Shear Stress Ratio
Section used for this span
4x10
Section used for this span
fb: Actual =
923.11 psi
fv: Actual
Fb: Allowable =
945.00psi
Fv: Allowable
Load Combination
D Only
Load Combination
Location of maximum on span =
1.511 ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.000 in Ratio =
0 <360
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.063 in Ratio =
1149>=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 FIV C i C r C m
C t C L
D Only
Length = 6.0 ft 1 0.977 0.777
0.90 1.200 1.00 1.00 1.00
1.00 1.00
+0.60D
1.200 1.00 1.00 1.00
1,00 1.00
Length = 6.0 ft 1 0.330 0.262
1.60 1.200 1.00 1.00 1.00
1,00 1,00
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span
Load Combination
D Only 1
0,0627 2.672
Vertical Reactions
Support notation : Far left is #1
Load Combination
Support 1 Support 2
Overall MAXimum
2,571 0.871
Overall MINimum
1.543 0.523
0.777 : 1
4x10
118.87 psi
153.00 psi
D Only
0.000 ft
Span # 1
Moment Values
Shear Values
M fb
Fb
V
fv F'v
0.00
0.00
0.00 0.00
384 923.11
945.00
2.57
118.87 15300
0.00
0.00
0.00 0.00
2.30 553.87
1680.00
1.54
71.32 272.00
Max. '+' Defl
Location in Span
0.0000
0.000
Values in KIPS
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Printed: 28 SEP 2021, 8:26AM
Wood Beam FIle:937.ec6
Software DM ! ENERCALC, INC. 1993-2020, BuiId:12.20.8.24
DESCRIPTION: BM#14,1: Porch Ridge Header
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
C Only 2,571 0.871
+0.60D 1.543 0.523
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Wood Beam
DESCRIPTION: BM#14.2: Porch Ridge Header
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
Load Combination ASCE 7-16
Fb -
Fc - Prll
Wood species ; Hem -Fir
Fc - Perp
Wood Gi aciP : No.2
Fv
Ft
Beam Bracing : Beam is Fully Braced against lateral -torsional
buckling
ot3 it
Applied Loads
Beam self weight calculated and added to loads
Point Load : D = 3.40 k @ 1.50 ft, (BM#11)
DESIGN SUMMARY
600
Span = 6 0 ft
Printed: 28 SEP 2021, 8:26AM
File: 9371.ec6
Software ,=ynght ENERCALC. INC 1983-8�'d[}, Build:12.20.8.24
a:
675.0 psi E : Modulus of Elasticity
675.0 psi Ebend- xx 1,100.0 ksi
500.0 psi Eminbend - xx 400.Oksi
405.0 psi
140.0 psi
350.0 psi Density 26.840 pcf
I
Service loads entered. Load Factors will be applied for calculations
Maximum Bending Stress Ratio =
0.9191
Maximum Shear Stress Ratio
Section used for this span
6x10
Section used for this span
fb: Actual =
558.26psi
fv: Actual
Fb: Allowable =
607.50psi
Fv: Allowable
Load Combination
D Only
Load Combination
Location of maximum on span =
1.511 ft
Location of maximum on span
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0.000 in Ratio =
0 <360
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0.044 in Ratio =
1648 >=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 FIV C i Cr C m
C t C L
D Only
Length = 6.0 it 1 0.919 0.586
0.90 1.000 1.00 1.00 1.00
100 1.00
460D
1.000 1.00 1.00 1.00
1.00 1.00
Length = 6.0 ft 1 0.310 0.198
1.60 1.000 1.00 1.00 1.00
1.00 1.00
Overall Maximum Deflections
Load Combination Span
Max, "" Defl Location in Span
Load Combination
D Only 1
0.0437 2.672
Vertical Reactions
Support notation:
Far left is #1
Load Combination
Support 1 Support 2
Overall MAXimum
2.579 0.879
Overall MINimum
1.548 0 528
0.586 : 1
6x10
73.82 psi
= 126.00 psi
D Only
0.000 ft
= Span # 1
Moment Values
Shear Values
M fb
F'b
V
fit
Fv
0.00
0.00
0.00
0.00
3.85 558,26
60T50
2.57
73.82
126.00
0.00
0.00
0.00
0.00
2.31 334.96
1080.00
1.54
44.29
224.00
Max. "+" Defl Location in Span
0.0000 0.000
Values in KIPS
Wood Beam
DESCRIPTION: BM#14.2: Porch Ridge Header
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:
Printed: 28 SEP 2021, 8:26AM
F7 9371.ec6
` - Sortwara[�opyrghl ENEFtCA! G INC. 1983.20i0, Build:12.20 8.24
1;
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
D Only 2.579 0.879
i0.60D 1.548 0 528
Project Title: Walla Addition
Engineer: Chris Lalonde
Project ID: SDA#9371
Project Descr:IGr p
Wood Beam
DESCRIPTION: BM#15: House Roof Ridge Beam
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design Fb +
Load Combination ASCE 7-16 Fb -
Fc - Prll
Wood Sper:ies ; Hem -Fir Fc - Perp
Wood Crane No.2 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
D(0 105) Lr(0 14) S(0 175)
2x10
Span =7.0ft
Printed: 29 SEP 2021, 9:06AM
File: 9371.ec6
Software,xQprngnl ENERCALC, INC. t98&2020. Build:12,20.8.24
o:
850.0 psi
850.0 psi
1, 300.0 psi
405.0 psi
150.0 psi
525.0 psi
E : Modulus of Elasticity
Ebend- xx 1,300.0 ksi
Eminbend -xx 470.Oksi
Density 26.840pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations
Beam self weight calculated and added to loads
Uniform Load : D = 0.1050, Lr = 0.140, S = 0.1750 , Tributary Width = 1.0 ft, (RF)
DESIGN SUMMARY e : ■
Maximum Bending Stress Ratio =
0.9031
Maximum Shear Stress Ratio
=
0.484 :1
Section used for this span
2x10
Section used for this span
2x10
fb: Actual =
970.99psi
fv: Actual
=
83.51 psi
Fb: Allowable =
1,075.25psi
Fv: Allowable
-
172.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
3.500ft
Location of maximum on span
=
6,234 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.074 in
Ratio =
1136> 360
Max Upward Transient Deflection
0.000 in
Ratio =
0 <360
Max Downward Total Deflection
0.119 in
Ratio =
703 >=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 Fri/ C i
C r
C m
C t C L M fb
F'b
V
N Fv
D Only
0Z
0.00
0.00 0.00
Length = 7.0 ft 1 0.439 0,236
0.90
1,100 1,00
1.00
1.00
1.00 1.00 0.66 369.68
841.50
0.29
31.79 135.00
+O+Lr
1,100 1.00
1.00
1.00
1,00 1.00
0.00
0.00
0.00 0,00
Length = 7.0 ft 1 0,728 0.390
1,25
1.100 1.00
1.00
1.00
1.00 1.00 1.52 850.73
1168.75
0.68
73.17 187.50
+D+S
1.100 1Z
1.00
1.00
1.00 1.00
0.00
0,00
0.00 0.00
Length = 7.0 ft 1 0.903 0.484
1.15
1.100 1.00
1,00
1.00
1.00 100 1,73 970.99
1075,25
0.77
83.51 172,50
+D+0.750Lr
1100 1.00
1.00
100
1.00 1.00
0.00
0.00
0.00 0.00
Length = 7.0 ft 1 0,625 0.335
1.25
1.100 1.00
1.00
1,00
1.00 1.00 1.30 730.46
1168.75
0,58
62.82 18T50
+0+0.750S
1,100 1,00
1.00
1,00
1,00 1.00
0.00
0,00
0.00 0.00
Length = TO ft 1 0.763 0,409
1.15
1.100 1.00
1,00
1.00
1.00 1,00 1.46 820.66
1075.25
0,65
70.58 172.50
+0.601)
1-100 1.00
1,00
1.00
1.00 1.00
0.00
0.00
0.00 0.00
Length = 7.0 ft 1 0.148 0,079
1.60
1,100 1.00
1,00
1.00
1.00 1.00 0.40 221.81
1496.00
0.18
19.08 240.00
Project Title: Walla Addition
Engineer: Chris Lalonde
Project IDS SDA#9371
Project Descr:
Wood Beam
DESCRIPTION: BM#15: House Roof Ridge Beam
Overall Maximum Deflections
Load Combination
Span Max. " " Defl Location in Span Load Combination
+D+S
1 0.1194
3.526
Vertical Reactions
Support notation : Far left is #1
Load Combination
Support 1
Support 2
Overall MAXimum
0.989
0.989
Overall MINimum
0.613
0.613
D Only
0,377
0,377
+D+Lr
0.867
0.867
+D+S
0.989
0.989
+D+0,750Lr
0.744
0.744
+D+0.750S
0.836
0.836
+0.60D
0.226
0.226
Lr Only
0.490
0.490
S Only
0.613
0.613
Printed 28 SEP 2021. 9 06AM
File: 9371.ec6
Software copynght EPiERCALC, INC, 1983-2020, Build:12.20.8.24
Max. "+" Defl Location in Span
0,0000 0.000
Values in KIPS
4ir1
t-71�'►l �f�►� Anchor Designer"'
{ Software
=r. Version 3.0.7808.8
1APraject intormation
Customer company:
Customer contact name:
Customer e-mail:
Comment:
2_._Input_Data 8 Arschor Parameters
General
Design method:ACI 318-14
Units: Imperial units
Anchor Information:
Anchor type: Cast -in -place
Material: AB
Diameter (inch): 0.500
Effective Embedment depth, her (inch): 12.000
Anchor category: -
Anchor ductility: Yes
hmin (Inch): 13.88
Cmin (Inch): 3.00
Smin (inch): 3.00
Company
Structural Design Associates
Date
9/23/2021
Engineer:
Chris Lalonde
Page
1/6
Project:
Walla Addition
Address:
3006 Rucker Avenue Everett, WA 98201
Phone:
(425)-339-0293
E-mail:
clalonde@sdaeverett.com
Recommended Anchor
Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB4 (1/2" 0)
Project description:
Location: 10406 226th PL SW Edmonds, WA 98020
Fastening description:
Base Material
Concrete: Normal -weight
Concrete thickness, h (inch): 18.00
State: Cracked
Compressive strength, fc (psi): 2500
4V.,v: 1.0
Reinforcement condition: B tension, B shear
Supplemental reinforcement: Not applicable
Reinforcement provided at corners: No
Ignore concrete breakout in tension: No
Ignore concrete breakout in shear: No
Ignore Edo requirement: No
Build-up grout pad: No
Base Plate
Length x Width x Thickness (inch): 16.00 x 16.00 x 0.25
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility,
Simpson Strong-T�.a Coinpany Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
E.711►�]�.`�•�►■ Anchor Designer"'
h' Software
Version 3.0.7808.8
Load and Geometry
Load factor source: ACI 318 Section 5.3
Load combination: not set
Seismic design: No
Anchors subjected to sustained tension: Not applicable
Apply entire shear load at front row: No
Anchors only resisting wind and/or seismic loads: No
Strength level loads:
Nuu [Ib]: 0
Vum Jib]: 0
Vm (lb): -984
M ■ Itt-lb]: 9840
Muy (tt-li7]: 0
iNur [ft-Ib]: 0
<Figure 1>
0 ft-lb M
9840 ft-lb
f.
0 Ib
Company:
Structural Design Associates
Date:
9/23/2021
Engineer:
Chris Lalonde
Page:
2/6
Project:
Walla Addition
Address:
3006 Rucker Avenue Everett, WA 98201
Phone:
(425)-339-0293
E-mail:
clalonde@sdaeverett.com
o i�
.4
0 ft-lb
14 lb
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpson Strong -Tie Company Inc; 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www strongtie.com
Anchor Designer"'
Software
Version 3.0.7808.8
<Figure 2>
Company:
Structural Design Associates
Date:
9/23/2021
Engineer:
Chris Lalonde
Page:
3/6
Project:
Walla Addition
Address:
3006 Rucker Avenue Everett, WA 98201
Phone:
(425)-339-0293
E-mail:
clalonde@sdaeverett.com
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Simpsan Strong -Tie Company Inc, 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
4//, Y
Anchor DesignerT"^
. ,. Software
Version 3.0.7808.8
'4
Company:
Structural Design Associates
TlDate7:
9/23/2021
Engineer:
Chris Lalonde
Page:
4/6
Project:
Walla Addition
Address:
3006 Rucker Avenue Everett, WA 98201
Phone:
(425)-339-0293
E-mail:
clalonde@sdaeverett.com
3. Resulting Anchor Forces
Anchor Tension load, Shear load x, Shear load y, Shear load combined,
Nua (lb) Vuax (Ib) Vuay (lb) J(V-)'+(Vuay)Z (lb)
1 0.0 -37.8 -283.8 286.4
2 4279.6 37.8 -283.8 286.4
3 4279.6 37.8 -208.2 211.6
4 0.0 -37.8 -208.2 211.6
Sum 8559.3 0.0 -984.0 995.8
Maximum concrete compression strain (%o): 0.12 <Figure 3> o� 3
Maximum concrete compression stress (psi): 506
Resultant tension force (lb): 8559
Resultant compression force (lb): 8559
Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00
Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00
Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00
Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 Y
01 02
4. Steel Strength of Anchor in Tension (Seg.17.4.11
Nsa (lb) 0 ON- (lb)
8235 0.75 6176
-5 Con -n to Breakout Strength of Anchor in Tension {Sec.17.4_2�
Nb = 16A.4f�herbi3 (Eq. 17.4.2.2b)
A. f. (psi) her (In) Nb (lb)
1.00 2500 12.000 50318
^bg =0 (AWIANco) VJec,N'Fed,NVEC,NW�p,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b)
ANc (in2) Amo (in2) Ca,min (In) PegN %d,N %,N Vcp,N Nb (lb) 0 ONcbg (lb)
1893.75 1296.00 24.50 1.000 1.000 1.00 1.000 50318 0.70 51468
6. Pullout Strength of Anchor in Tension (Sec. 17.4.3)
ONpn = OVIY,PNp = 0%,P8Abrgf� (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4)
VjG,P Ab g (in2) f� (psi) 0 ONpn (lb)
1.0 1.57 2500 0.70 21994
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
Sirnrson SCror""' I e Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Anchor Designer"'
Software
Version 3.0.7808.8
B. Steel Strength of Anchor in Shear [Sec. 17.5.1 j
V.. (lb) r%igrouf 0 OgroutoVsa (lb)
4940 1.0 0.65 3211
Company:
Structural Design Associates
Date:
9/23/2021
Engineer:
Chris Lalonde
Page.
5/6
Project:
Walla Addition
Address:
3006 Rucker Avenue Everett, WA 98201
Phone:
(425)-339-0293
E-mail:
clalonde@sdaeverett.com
9. Concrete Breakout Strength of Anchor in Shear (Sec.17.6.2]
Shear perpendicular to edge in y-direction:
Vby = minj7(le/da)124da laqfcca,7 5; 9A.4f.ca,' SI (Eq. 17.5.2.2a & Eq. 17.5.2.2b)
le (in) da (in) Aa fc (psi) Ca, (in)
Vby (lb)
4-00 0.500 1.00 2500 16.39
24883
OVcbgy = 0 (Avc/Avco)'Pa,V'Pad,V9e,v'Yh,VVby (Sec. 17.3.1 & Eq. 17.5.2.1b)
Avc (in2) Avco (InZ) 'Pec,v Vad,V P.,V
'Ph,V
Vby (lb)
0
OVcbgy (lb)
1117.44 1208.35 0.961 0.999 1.000
1.169
24883
0.70
18070
Shear perpendicular to edge in x-direction:
Vbx = minl7(le/da)0-24d.A.gfcCa,' S; 9Aa4fcCa,' SI (Eq. 17.5.2.2a & Eq. 17.5.2.2b)
le (in) da (in) da fc (psi) Cal (in)
Vbx (lb)
4.00 0.500 1.00 2500 25.00
46890
OVcbgx = 0 (Avc/Avco) y`ec,vVed,V'Pc,v'Ph,vVbx (Sec. 17.3.1 & Eq. 17.5.2.1 b)
Avc (in2) Av.. (in2) %P ,v 1Ped,V TC,V
Vh,V
Vbx (lb)
0
OVcbgx (Ib)
1116.00 2812.50 1.000 0.896 1.000
1.443
46890
0.70
16844
Shear parallel to edge in y-direction:
Vbx = min 17(le/da)1.24d.A.4F .,1-5; 9Aa4fXai'•SI (Eq. 17.5.2.2a & Eq. 17.5.2.2b)
le (in) da (in) Aa fc (psi) Ca, (in)
Vbx (lb)
4.00 0.500 1.00 2500 16.39
24883
OVcbgy = 0 (2)(Avc/Avco)' Pec,V'Yed,V'Pc,VTh,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b)
Avc (in2) Avc. (in2) 'Pec,v Y'ad,v %,v
Vh,v
Vbx (lb)
0
oVcbgy (lb)
1117.44 12GUS 1.000 1-000 1.000
1.169
24883
0-70
37646
Shear parallel to edge in x-direction:
Vby = minj7(/e/da)02gd.A.gfcca,15; 9Aa4fcca,' 51 (Eq. 17.5.2.2a & Eq. 17.5.2.2b)
/a (in) da (in) Aa fc (psi) cal (in)
Vby (lb)
4.00 0.500 1.00 2500 16.33
24762
o Vcbgx = 0 (2)(Avc/Avco)'Pec,V'Ped,v'Pc,v Wh,vVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1
b)
Avc (in2) Avco (in2) 'Pec,v �Yed,V VqV
Vh,V
Vby (lb)
0
OVcbgx (lb)
1116.00 1200.50 1.000 1.000 1.000
1.167
24762
0.70
37598
10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.31
OVcp = OkcpNcb = Okcp(ANcI ANco) VPed,N V'c,N'Pcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1 a)
kcp ANc (in2) ANco (in2) Ped,N :xc,N VPcp,N Nb (lb) 0 OVcp (lb)
2.0 637.56 1296.00 1.000 1.000 1.000 50318 0.70 34655
11. Results
Interaction of Tensile and Shear Forces (Sec. 17.6-
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility,
Simpson Strong -Tin Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com
Tension
Anchor Designer TM
Software
Version 3.0.7808.8
Company:
Structural Design Associates
Date:
9/23/2021
Engineer:
Chris Lalonde
Page:
6/6
Project:
Walla Addition
Address:
3006 Rucker Avenue Everett, WA 98201
Phone:
(425)-339-0293
E-mail.
clalonde@sdaeverett.com
Factored Load, Naa (lb) Design Strength, ONE (lb) Ratio
Status
Steel
4280
6176
0.69
Pass (Governs)
Concrete breakout
8559
51468
0.17
Pass
Pullout
4280
21994
0.19
Pass
Shear
Factored Load, Via (lb)
Design Strength, OVn (lb)
Ratio
Status
Steel 286
3211
0.09
Pass (Governs)
T Concrete breakout y- 984
18070
0.05
Pass
T Concrete breakout x- 76
16844
0.00
Pass
II Concrete breakout y+ 76
37646
0.00
Pass
II Concrete breakout x+ 568
37598
0.02
Pass
Concrete breakout, -
-
0.05
Pass
combined
Pryout 286
34655
0.01
Pass
Interaction check N a/0N
V a/OV
Combined Ratio Permissible
Status
Sec. 17.6..1 0.69 0.00 69.3% 1.0 Pass
PAB4 (1/2"0) with hef = 12.000 inch meets the selected design criteria.
12. Warnings
- Designer must exercise own judgement to determine if this design is suitable.
Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility.
zlmpson Sbonq T:e Ca,rTary Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560,9000 Fax: 925.847.3871 www,strongtie.com