REVIEWED RESUB1 BLD2022-1293+Structural_Calculations+2.17.2023_11.08.20_AM+3375839WILSON & HAJ CONSULTANT ENGINEERS, LLC JOB TITLE 18909 94TH AVE W EDMOND, WA
909 S. 336TH ST STE 104 18909 94TH AVE ADDITION
FEDERAL WAY 98003 JOB NO. SHEET NO.
206 979 3819 CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
CS2018 Ver 2021.03.22
BLD2022-1293
RESUB
Feb 17 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
................................................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
W 6 HAJ
Wilson & HAJ Consultant Engineers, LLC
STRUCTURAL CALCULATIONS
18909 94TH AVE W EDMOND, WA
1
'ON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Code Search
Code: International Building Code 2018
Occupancy:
Occupancy Group = R Residential
Risk Category & Importance Factors:
Risk Category = II
Wind factor = 1.00
Snow factor = 1.00
Seismic factor = 1.00
Type of Construction:
Fire Rating:
Roof = 1.0 hr
Floor = 1.0 hr
Building Geometry:
Roof angle (0)
4.00 / 12 18.4 deg
Building length
56.0 ft
Least width
26.0 ft
Mean Roof Ht (h)
13.0 ft
Parapet ht above grd
0.0 ft
Minimum parapet ht
0.0 ft
JOB TITLE 18909 94TH AVE W EDMOND, WA
18909 94TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
Live Loads:
Roof 0 to 200 sf: 20 psf
200 to 600 sf: 24 - 0.02Area, but not less than 12 psf
over 600 sf: 12 psf
Floor:
Typical Floor
40 psf
Partitions
15 psf
Lobbies & first floor corridors
100 psf
Corridors above first floor
80 psf
Balconies (1.5 times live load)
60 psf
SHEET NO.
DATE 8/19/22
DATE 8/29/22
www.struware.com
SON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Wind Loads: ASCE 7- 16
Ultimate Wind Speed
110 mph
Nominal Wind Speed
85.2 mph
Risk Category
II
Exposure Category
B
Enclosure Classif.
Open Building
Internal pressure
+/-0.00
Directionality (Kd)
0.85
Kh case 1
0.701
Kh case 2
0.575
Type of roof Gable
JOB TITLE 18909 94TH AVE W EDMOND, WA
18909 94TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
SHEET NO.
DATE 8/19/22
DATE 8/29/22
SON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
JOB TITLE 18909 94TH AVE W EDMOND, WA
18909 94TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
Wind Loads - MWFRS h:560' (Low-rise Buildings) except for open buildings
SHEET NO.
DATE 2 U122
DATE 8/29/22
Kz = Kh (case 1) = 0.70 Edge Strip (a) = 3.0 ft
Base pressure (qh) = 18.4 psf End Zone (2a) = 6.0 ft
GCpi = +/-0.00 Open Bildg - procedure doesn't apply Zone 2 length = 13.0 ft
Wind Pressure Coefficients
CASE A
CASE B
e = 18.4 deg
Surface
GCpf
w/-GC i
w/+GC i
GCpf
w/-GC i
w/+GC i
1
0.52
0.52
0.52
-0.45
-0.45
-0.45
2
-0.69
-0.69
-0.69
-0.69
-0.69
-0.69
3
-0.47
-0.47
-0.47
-0.37
-0.37
-0.37
4
-0.42
-0.42
-0.42
-0.45
-0.45
-0.45
5
0.40
0.40
0.40
6
-0.29
-0.29
-0.29
1 E
0.78
0.78
0.78
-0.48
-0.48
-0.48
2E
-1.07
-1.07
-1.07
-1.07
-1.07
-1.07
3E
-0.67
-0.67
-0.67
-0.53
-0.53
-0.53
4E
-0.62
-0.62
-0.62
-0.48
-0.48
-0.48
5E
0.61
0.61
0.61
6E
-0.43
-0.43
-0.43
Ultimate Wind Surface Pressures (psf)
1
9.5 9.5
-8.3 -8.3
2
-12.7 -12.7
-12.7 -12.7
3
-8.6 -8.6
-6.8 -6.8
4
-7.7 -7.7
-8.3 -8.3
5
7.4 7.4
6
-5.3 -5.3
1 E
14.4 14.4
-8.9 -8.9
2E
-19.7 -19.7
-19.7 -19.7
3E
-12.4 -12.4
-9.8 -9.8
4E
-11.4 -11.4
-8.9 -8.9
5E
11.3 11.3
6E
-7.9 -7.9
Parapet
Windward parapet = 0.0 psf (GCpn = +1.5)
Leeward parapet = 0.0 psf (GCpn = -1.0)
Horizontal MWFRS Simple Diaohraam Pressures los
Transverse direction (normal to L)
Interior Zone: Wall
17.2 psf
Roof
-4.1 psf
End Zone: Wall
25.8 psf
Roof
-7.3 psf*
Longitudinal direction (parallel to L)
Interior Zone: Wall 12.7 psf
End Zone: Wall 19.2 psf
** NOTE: Total horiz force shall not be less than that determined
by neglecting roof forces (except for MWFRS moment frames).
The code requires the MWFRS be designed for a min ultimate
force of 16 psf multiplied by the wall area plus an 8 psf force
applied to the vertical projection of the roof.
Windward roof
overhangs = 12.9 psf (upward) add to
windward roof pressure
WINDWARD
OVERHANG t WINDWARD ROOF
LEEWARD ROOF
1111111111
VERTICAL
38
a
iv T
TRANSVERSE ELEVATION
WIND WARD ROOF
LEEWARD ROOF
1 1 1 1 1 1 1 1 1 1
VERTICAL
F
iv A
LONGITUDINAL ELEVATION
SON & HAJ CONSULTANT ENGINEERS, LLC JOB TITLE 18909 94TH AVE W EDMOND, WA
909 S. 336TH ST STE 104 18909 94TH AVE ADDITION
FEDERAL WAY 98003 JOB NO. SHEET NO.
206 979 3819 CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
Wind Loads - h:560' Longitudinal Direction MWFRS On Open or Partially
Enclosed Buildings with Transverse Frames and Pitched Roofs
Base pressure (qh) = 18.4 psf
GCpi = +/-0.00
Roof Angle (0) = 18.4 deg
ASCE 7-16 procedure
B=
26.0 ft
# of frames (n) =
5
Solid are of end wall including fascia (As) =
1,500.0 sf
Roof ridge height =
15.2 ft
Roof eave height =
10.8 ft
Total end wall area if soild (Ae) =
338.0 sf
Longidinal Directional Force (F) = pAe
p= qh [(GCpf)windward-(GCpf)leeward] KB Ks
Solidarity ratio (0) =
4.438
n=
5
KB =
1.54
KS =
19.020
Zones 5 & 6 area =
302 sf
5E & 6E area =
36 sf
(GCpf) windward - (GCpf) leeward] =
0.727
p =
392.8 psf
Total force to be resisted by MWFRS (F) = 132.8 kips applied at the centroid
of the end wall area Ae
Note: The longidudinal force acts in combination with roof loads
calculated elsewhere for an open or partially enclosed building.
SON & HAJ CONSULTANT ENGINEERS, LLC JOB TITLE 18909 94TH AVE W EDMOND, WA
909 S. 336TH ST STE 104 18909 94TH AVE ADDITION
FEDERAL WAY 98003 JOB NO. SHEET NO.
206 979 3819 CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
4
ZONE 2: lessor of
0.5 B or 2-1 h
/.-2
If 2 is aegative
1
WLVD DIRECTION
RANGE
CASE B
'%IND DIRECTION
RANGE
NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram.
Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light -frame
construction or with flexible diaphragms need not be designed for the torsional load case.
ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones
5
ZONE 2: lessor of
0.5 B or 2S h
If 2 is negati,
NLIND DIRECTION
1
HIND D(REC ION
}
Transverse Direction Loneitudinal Direction
NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram.
Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light -frame
construction or with flexible diaphragms need not be designed for the torsional load case.
ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones
JILSON & HAJ CONSULTANT ENGINEERS, LLC
JOB TITLE 18909 94TH AVE W EDMOND, WA
909 S. 336TH ST STE 104
18909 94TH AVE ADDITION
FEDERAL WAY 98003
JOB NO. SHEET NO.
206 979 3819
CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
Ultimate Wind Pressures
Wind Loads - Components & Cladding:
h <_ 60'
Open Building - procedure doesn't apply
Kh (case 2) = 0.57
h =
13.0 ft
Base pressure (qh) = 15.1 psf
a =
3.0 ft
Minimum parapet ht = 0.0 ft
GCpi =
+/-0.00
Roof Angle (0) = 18.4 deg
qi = qh =
15.1 psf
Type of roof = Gable
Roof
Area
Negative Zone 1 & 2e
Negative Zone 2n, 2r &3e
Negative Zone 31
Positive All Zone:
Overhang Zone 1 & 2e
Overhang Zone 2n & 21
Overhang Zone 3e
Overhang Zone 31
Parapet
qp = 0.0 psf
C
Walls
Surface Pressure (psf)
2 sf
10 sf
20 sf
50 sf
75 sf
100 sf
200 sf
250 sf-
-30.3
-30.3
-30.3
-17.3
-16.0
-16.0
-16.0
-16.0
-45.4
-45.4
-38.9
-30.3
-26.5
-47.5
-34.5
-16.0
-54.5
-54.5
-46.3
-35.4
-30.6
-54.5
-54.5
-54.5
16
16
16
16
16.0
16.0
16.0
16.0
-37.8
-37.8
-37.8
-29.2
-25.4
-45.4
-45.4
-45.4
-53
-53
-48.1
-41.6
-38.8
-73.5
-63.7
-60.5
-62
-62
-53.6
-42.4
-37.4
-67.8
-50.9
-45.4
-71.1
-71.1
-60.2
-45.7
-39.3
-69.6
-69.6
-69.6
vvernang pressures In the touie aoove assume an lmernai pressure Coenicient (UCp1/ oT U.0
Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 0 psf)
Surface Pressure (psf)
10 sf
20 sf
50 sf
100 sf
250 sf
500 sf
Solid Parapet Pressure
ASE A: Zone 2e :
0.0
0.0
0.0
0.0
0.0
0.0
Zone 2n, 2r & 3e :
0.0
0.0
0.0
0.0
0.0
0.0
Zone 3r :
0.0
0.0
0.0
0.0
0.0
0.0
ASE B : Interior zone :
0.0
0.0
0.0
0.0
0.0
0.0
Corner zone :
0.0
0.0
0.0
0.0
0.0
0.0
GCp
Surface Pressure at h
20 sf
100 sf
200 sf
500 sf
20 sf
100 sf
200 sf
500 sf
0.90
0.80
0.76
0.70
16.0
16.0
16.0
-16.0
1.80
1.40
1.23
1.00
27.2
21.2
18.6
-16.0
0.90
0.75
0.69
0.60
16.0
16.0
16.0
16.0
Area r-
Negative Zone 4
Negative Zone 5
Positive Zone 4 & 5
NOTE: Negative zones 4 & 5 pressures apply to all heights. Positive pressures vary with height, see below
Userinput
25 sf
50 sf
-27.1
-17.3
-36.8
-30.3
-43.6
-35.4
16.0
16.0
-35.7
-29.2
-46.5
-41.6
-50.8
-42.4
-56.7
-45.7
Userinput
50 sf
0.0
0.0
0.0
0.0
0.0
Userinput
10 sf
200 sf
-16.0
-16.0
27.2
-18.6
16.0
16.0
Wall surface pressure at'z' Positive zone 4 & 5 (psf) Userinput
z Kz Kzt qz (psf) 20 100 200 500 10 sf 200 sf
h = 0 to 15' 0.57 1.00 15.1 16.0 16.0 16.0 16.0 16.0 16.0
ridge = 15.2 ft 0.58 1.00 15.2 16.0 16.0 16.0 16.0 16.0 16.0
JILSON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Roofs w/ 0 < 10'
and all walls
h>60'
of
I
—I
I I
aI
I
� I
I
—I
I
I
�
QI
I
_j
Monoslope roofs
10'<0<30'
h <_ 60' & alt design h<90'
i�
JOB TITLE 18909 94TH AVE W EDMOND, WA
18909 94TH AVE ADDITION
JOB NO. SHEET NO.
CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
Location of C&C Wind Pressure Zones - ASCE 7-10 & earlier
Walls h <_ 60' Gable, Sawtooth and
& alt design h<90' Multispan Gable 0 < 7 degrees &
Monoslope < 3 degrees
h <_ 60' & alt design h<90'
I t I 2 1
I I I I
I I I I i'Ql`
2 3 �—
Multispan Gable & Hip 7° < 0 < 27'
Gable 7° < 0 s 45'
Stepped roofs 0 < 3°
h <_ 60' & alt design h<90'
Monoslope roofs
3°<0<10'
h <_ 60' & alt design h<90'
m m =414
IMNS
Sawtooth 10° < 0 < 45°
h <_ 60' & alt design h<90'
JILSON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Roofs w/ 0 < 10'
and all walls
h>60'
Monoslope roofs
10'<0<30'
h <_ 60' & alt design h<90'
a
JOB TITLE 18909 94TH AVE W EDMOND, WA
18909 94TH AVE ADDITION
JOB NO. SHEET NO.
CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
Location of C&C Wind Pressure Zones - ASCE 7-16
Walls h <_ 60'
& alt design h<90'
Multispan Gable &
Gable 7° < 0 5 45'
Stepped roofs 0 < 3°
h <- 60' & alt design h<90'
a
ev 0. 11 Of 11
0
r r-- 2 _ —1
I I I I
I I
2 I I 0 I 1 2
I I I I
I I
I
L 2 J
Gable, Sawtooth and
Multispan Gable 0 < 7 degrees &
Monoslope < 3 degrees
h <_ 60' & alt design h<90'
a
Hip 7° < 0 < 27°
Iia--
O I
I
0
�2
__J
I
I
I I
3' I O I O
Monoslope roofs
3°<0<10'
h <_ 60' & alt design h<90'
Sawtooth 10° < 0 < 45°
h <_ 60' & alt design h<90'
WILSON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Snow Loads: ASCE 7- 16
Roof slope = 18.4 deg
Horiz. eave to ridge dist (W) = 13.0 ft
Roof length parallel to ridge (L) = 56.0 ft
Type of Roof
Hip and gable w/ trussed systems
Ground Snow Load Pg =
30.1 psf
Risk Category =
II
Importance Factor 1 =
1.0
Thermal Factor Ct =
1.20
Exposure Factor Ce =
1.2
Pf = 0.7'Ce'Ct"I"Pg =
30.3 psf
Unobstructed Slippery Surface
no
Sloped -roof Factor Cs =
1.00
Balanced Snow Load =
30.3 psf
Rain on Snow Surcharge Angle
0.26 deg
Code Maximum Rain Surcharge
5.0 psf
Rain on Snow Surcharge =
0.0 psf
Ps plus rain surcharge =
30.3 psf
Minimum Snow Load Pm =
0.0 psf
Uniform Roof Design Snow Load = 30.3 psf
JOB TITLE 18909 94TH AVE W EDMOND, WA
18909 94TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
SHEET NO.
DATE 8/19/22
DATE 8/29/22
Nominal Snow Forces
Near ground level surface balanced snow load = 30.1 psf
NOTE: Alternate spans of continuous beams
shall be loaded with half the design roof snow
load so as to produce the greatest possible
effect - see code for loading diagrams and
exceptions for gable roofs..
ILSON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Seismic Loads: IBC 2018
Risk Category : II
Importance Factor (1) : 1.00
Site Class : D - code default
JOB TITLE 18909 94TH AVE W EDMOND, WA
18909 94TH AVE ADDITION
JOB NO. SHEET NO.
CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
Strength Level Forces
Ss (0.2 sec) = 129.70 %g
S1 (1.0 sec) = 45.80 %g
A site specific ground motion analysis is required for seismically isolated structures or with damping systems, see ASCE7 11.4.8
Fa = 1.200 Sms = 1.556 SDs = 1.038 Design Category = D
Fv = 1.842 Sm1 = 0.844 Sol = 0.562 Design Category = D
Seismic Design Category =
D
Redundancy Coefficient p =
1.00 Code exception must be met for p to equal 1.0
Number of Stories:
1
Structure Type:
Light Frame
Horizontal Struct Irregularities:
2) Reentrant Corners
Vertical Structural Irregularities:
No vertical Irregularity
Flexible Diaphragms:
Yes
Building System:
Bearing Wall Systems
Seismic resisting system:
Light frame (wood) walls with structural wood shear panels
System Structural Height Limit:
65 ft
Actual Structural Height (hn) =
13.0 ft
See ASCE7 Section 12.2.5 for exceptions and other system limitations
DESIGN COEFFICIENTS AND FACTORS
Response Modification Coefficient (R) = 6.5
Over -Strength Factor (0o) = 2.5
Deflection Amplification Factor (Cd) = 4
SDs = 1.038
SD1 = 0.562
Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 0.2SDs D
Special Seismic Load Effect (Em) = Emh +/- Ev = 00 QE +/- 0.2SDs D
PERMITTED ANALYTICAL PROCEDURES
Simplified Analysis - Use Equivalent Lateral Force Analysis
Equivalent Lateral -Force Analysis - Permitted
Building period coef. (CT) = 0.020
Approx fundamental period (Ta) = CThn" = 0.137 sec x= 0.75
User calculated fundamental period (T) = sec
Long Period Transition Period (TL) = ASCE7 map = 6
Seismic response coef. (Cs) =
but not less than Cs =
USE Cs =
Model & Seismic Response Analysis
ALLOWABLE STORY DRIFT
See ASCE7 Sect 12.3.3.4
= Qe +/- 0.208D QE = horizontal seismic force
= 2.5Qe +/- 0.208D D = dead load
Cu = 1.40
Tmax = CuTa = 0.192
Use T = 0.137
Sdsl/R = 0.160 ASCE7 11.4.8 exception 2 equations used
0.044Sdsl = 0.046
0.160
Design Base Shear V = 0.160W
See ASCE7 Sect 12.3.3.4 for 25% connection increase
- Permitted (see code for procedure)
Structure Type: All other structures
Allowable story drift Aa = 0.020hsx where hsx is the story height below level x
JOB TITLE 18909 94TH AVE W EDMOND, WA
18909 94TH AVE ADDITION
.SON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
JOB NO.
CALCULATED BY HAJ
CHECKED BY
Roof Design Loads
SHEET NO.
DATE 8/19/22
DATE 8/29/22
Items
Description Multiple
I psf (max)
psf (min)
Roofing
Asphalt Shingles w/roll roofing
3.0
2.0
Decking
1/2" plywood/OSB
1.8
1.5
Framing
Wood Trusses @ 24"
3.0
2.5
Insulation
R-40 Fiberglass insul. x 1.0
1.3
1.2
Ceiling
Suspended acoustical tile
1.8
1.0
Mech & Elec
Mech. & Elec.
2.0
0.0
Misc.
Misc.
0.5
0.0
0.0
0.0
Actual Dead Load
0 13.4
8.2
Use this DL instead
• 15.0
O 15.0
Live Load
20.0
0.0
Snow Load
30.3
0.0
Ultimate Wind zone 2 - 100sf
16.0
-47.5
ASD Loading D + S
45.3
-
D + 0.75(0.6*W + S)
45.0
-
0.6*D + 0.6*W
-
-19.5
LRFD Loading 1.2D + 1.6 S + 0.5W
74.5
-
1.2D + 1.OW + 0.5S
49.2
-
0.9D + 1.0W
- 1
-34.0
SON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
JOB TITLE 18909 94TH AVE W EDMOND, WA
18909 94TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
Floor Design Loads
SHEET NO.
DATE 8/19/22
DATE 8/29/22
Items
Description Multiple
psf (max)
psf (min)
Flooring
Carpet & pad
1.0
1.0
Decking
1/2" plywood/OSB x 1.0
1.8
1.5
Framing
Wood 2x @24"
2.5
1.5
Insulation
R-30 Fiberglass insul.
0.9
0.9
None
0.0
0.0
Ceiling
Suspended acoustical tile
1.8
1.0
Sprinklers
Sprinklers
2.0
0.0
Mech & Elec
Mech. & Elec.
2.0
0.0
Misc.
Misc.
0.5
0.0
Actual Dead Load
12.5
0 5.9
Use this DL instead
. 15.0
O 15.0
15.0
0.0
Partitions
Live Load
40.0
.............................................
0.0
Total Live Load
55.0
0.0
70.0
15.0
Total Load
JOB TITLE 18909 94TH AVE W EDMOND, WA
18909 94TH AVE ADDITION
.SON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
JOB NO.
CALCULATED BY HAJ
CHECKED BY
Wall Design Load #1
SHEET NO.
DATE 8/19/22
DATE 8/29/22
Items
Description Multiple
psf (max)
psf (min)
Sheathing
7/16" plywood/OSB
1.6
1.4
Sheathing
5/8" gypsum
2.8
2.5
Framing
2x6 wood stud @ 16"
2.0
1.1
0.0
0.0
Wall Covering
1" Wood Paneling x 0.38
0.9
0.9
Insulation
R-11 Fiberglass insul.
0.4
0.4
Mech & Elec
Mech. & Elec.
1.0
0.0
Misc.
Misc.
0.5
0.0
Actual Dead Load
O 9.2
O 6.2
Use this DL instead
O 15.0
' 15.0
N & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Code:
CODE SUMMARY
JOB TITLE 18909 94TH AVE W EDMOND, WA
18909 94TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
International Building Code 2018
Roof 0 to 200 sf:
20 psf
200 to 600 sf:
24 - 0.02Area, but not less than 12 psf
over 600 sf:
12 psf
Typical Floor
40 psf
Partitions
15 psf
Lobbies & first floor corridors
100 psf
Corridors above first floor
80 psf
Balconies (1.5 times live load)
60 psf
Dead Loads:
Floor
15.0 psf
Roof
15.0 psf
Wind Design Data:
Ultimate Design Wind Speed
110 mph
Nominal Design Wind Speed
85.21 mph
Risk Category
II
Mean Roof Ht (h)
13.0 ft
Exposure Category
B
Enclosure Classif.
Open Building
Internal pressure Coef.
+/-0.00
Directionality (Kd)
0.85
Roof Snow Loads:
Design Uniform Roof Snow load
=
30.3 psf
Flat Roof Snow Load
Pf =
30.3 psf
Balanced Snow Load
Ps =
30.3 psf
Ground Snow Load
Pg =
30.1 psf
Importance Factor
I =
1.00
Snow Exposure Factor
Ce =
1.20
Thermal Factor
Ct =
1.20
Sloped -roof Factor
Cs =
1.00
Drift Surcharge load
Pd =
Width of Snow Drift
w =
Earthauake Desian Data:
Risk Category
SHEET NO.
DATE 8/19/22
DATE 8/29/22
www.struware.com
Importance Factor
I
= 1.00
Mapped spectral response accelerat
Ss
= 129.70
S 1
= 45.80
Site Class
= ;ode default
Spectral Response Coef.
Sds
= 1.038
Sd1
= 0.562
Seismic Design Category
= D
Basic Structural System
= Bearing Wall Systems
Seismic Resisting System
= Light frame (wood) walls with structural wood shear panels
Design Base Shear
V
= 0.160W
Seismic Response Coef.
Cs
= 0.160
Response Modification Factor
R
= 6.5
Analysis Procedure
= Equivalent Lateral -Force Analysis
N & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
JOB TITLE 18909 94TH AVE W EDMOND, WA
18909 94TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
CODE SUMMARY- continued
Component and cladding ultimate wind pressures
Roof
Area
Negative Zone 1
Negative Zone 2
Negative Zone 3
Positive Zone 1
Positive Zone 2
Positive Zone 3
Surface Pressure (psf)
9 sf
< sf <
36 sf
-31.9
-31.9
-31.9
-48.7
-48.7
-31.9
-63.9
-48.7
-31.9
31.1
31.1
31.1
46.6
46.6
31.1
62.2
46.6
31.1
SHEET NO.
DATE 8/19/22
DATE 8/29/22
www.struware.com
ASCE
AMERICAN SOCIM OF CIVIL ENGINEERS
Address:
18909 94th Ave W
Edmonds, Washington
98020
Wind
ASCE 7 Hazards Report
Standard: ASCE/SE17-16 Latitude: 47.827637
Risk Category: II Longitude:-122.358122
Soil Class: D - Default (see Elevation: 274.35 ft (NAVD 88)
Section 11.4.3)
r
i AM GeeM
EfM".sn 'I<ir.aco
�hn* n hooJinr
111` V�
E �rttl
r Fa.
J. k�/pspole
Dew KUM 0 _ R
Results:
Wind Speed 98 Vmph
10-year MRI 67 Vmph
25-year MRI 74 Vmph
50-year MRI 78 Vmph
100-year MRI 83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Mon Feb 06 2023
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://asce7hazardtoo1.onIine/ Page 1 of 3 Mon Feb 06 2023
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss
1.297
Sp,
N/A
S,
0.458
T L
6
Fa
1.2
PGA:
0.554
Fv
N/A
PGA M :
0.665
S Ms
1.557
F PGA
1.2
SM,
N/A
le
1
SIDS
1.038
Cv
1.359
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Mon Feb 06 2023
Date Source:
USGS Seismic Design
Maps
hftps:Hasce7hazardtool.online/ Page 2 of 3 Mon Feb 06 2023
ASCE®
AMERICAN SOCIM OF CIVIL ENGINEERS
Snow
Results:
2
Ground Snow Load, pg : 20 Ib/ft
Elevation: 274.4 ft
Data Source:
Date Accessed: Mon Feb 06 2023
Statutory requirements of the Authority Having Jurisdiction are not included.
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third -party content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 3 of 3 Mon Feb 06 2023
Wood Beam
LIC# : KW-06014809, Build:20.:
DESCRIPTION: B01
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
Load Combination ASCE 7-16
Wood Species DF/DF
Wood Grade 24F-V4
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Fb +
Fb -
Fc - Prll
Fc - Perp
Fv
Ft
18) Lr(0.24) S(0.372) W(0.192
5.5x11.875
Span = 15.850 ft
Project File: ENERCALC.ec6
2,400.0 psi E : Modulus of Elasticity
1,850.0psi
Ebend-xx
1,800.Oksi
1,650.0 psi
Eminbend - xx
950.Oksi
650.0psi
Ebend-yy
1,600.Oksi
265.0 psi
Eminbend - yy
850.Oksi
1,100.0 psi
Density
31.210 pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added
to loading
Uniform Load : D = 0.0150, Lr = 0.020,
S = 0.0310, W = 0.0160 ksf, Tributary Width = 12.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.59& 1
Maximum Shear Stress Ratio
=
0.296 : 1
Section used for this span
5.5x11.875
Section
used for this span
5.5x11.875
fb: Actual =
1,650.47 psi
fv: Actual
=
90.26 psi
Fb: Allowable =
2,760.00psi
Fv: Allowable
=
304.75 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
7.925ft
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
0.385 in Ratio =
494 > 360
Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360
n/a
Max Downward Total Deflection
0.585 in Ratio =
324 > 240
Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
0 <240
n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max rest s Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd CF/V C i Cr
Cm C t
CL M fb
F'b
V
fv F'v
D Only
0.00
0.00
0.00 0.00
Length = 15.850 ft 1 0.262 0.130
0.90 1.000 1.00 1.00
1.00 1.00
1.00 6.10 566.01
2160.00
1.35
30.95 238.50
+D+Lr
1.000 1.00 1.00
1.00 1.00
1.00
0.00
0.00
0.00 0.00
Length = 15.850 ft 1 0.422 0.209
1.25 1.000 1.00 1.00
1.00 1.00
1.00 13.63 1,265.66
3000.00
3.01
69.22 331.25
+D+S
1.000 1.00 1.00
1.00 1.00
1.00
0.00
0.00
0.00 0.00
Length = 15.850 ft 1 0.598 0.296
1.15 1.000 1.00 1.00
1.00 1.00
1.00 17.78 1,650.47
2760.00
3.93
90.26 304.75
+D+0.750Lr
1.000 1.00 1.00
1.00 1.00
1.00
0.00
0.00
0.00 0.00
Length = 15.850 ft 1 0.364 0.180
1.25 1.000 1.00 1.00
1.00 1.00
1.00 11.75 1,090.75
3000.00
2.60
59.65 331.25
+D+0.750S
1.000 1.00 1.00
1.00 1.00
1.00
0.00
0.00
0.00 0.00
Length = 15.850 ft 1 0.500 0.248
1.15 1.000 1.00 1.00
1.00 1.00
1.00 14.86 1,379.35
2760.00
3.28
75.43 304.75
+D+0.60W
1.000 1.00 1.00
1.00 1.00
1.00
0.00
0.00
0.00 0.00
Length = 15.850 ft 1 0.235 0.116
1.60 1.000 1.00 1.00
1.00 1.00
1.00 9.71 901.84
3840.00
2.15
49.32 424.00
+D+0.750Lr+0.45OW
1.000 1.00 1.00
1.00 1.00
1.00
0.00
0.00
0.00 0.00
Project Title:
Engineer: HAZIM AL KHALAF, P.E., fV
Project ID:
Project Descr:
Wood Beam
Project File: ENERCALC.ec6
LIC# : KW-06014809, Build:20.22.8.17
Wilson & HAJ Consultant Engineers, LLC
(c) ENERCALC INC 1983-2022
DESCRIPTION: B01
Maximum Forces & Stresses for
Load Combinations
Load Combination Max Stress Katios
Moment Values
Shear
Values
Segment Length Span # M V
Cd CFN
C i Cr Cm
C t CL M
fb
F'b V
fv F'v
Length = 15.850 ft 1 0.350 0.173
1.60 1.000
1.00 1.00 1.00
1.00 1.00 14.46
1,342.62
3840.00 3.20
73.42 424.00
+D+0.750S+0.450W
1.000
1.00 1.00 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 15.850 ft 1 0.425 0.210
1.60 1.000
1.00 1.00 1.00
1.00 1.00 17.57
1,631.23
3840.00 3.88
89.21 424.00
+0.60D+0.60W
1.000
1.00 1.00 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 15.850 ft 1 0.176 0.087
1.60 1.000
1.00 1.00 1.00
1.00 1.00 7.28
675.44
3840.00 1.61
36.94 424.00
+0.60D
1.000
1.00 1.00 1.00
1.00 1.00
0.00 0.00
0.00 0.00
Length = 15.850 ft 1 0.088 0.044
1.60 1.000
1.00 1.00 1.00
1.00 1.00 3.66
339.60
3840.00 0.81
18.57 424.00
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span Load Combination
Max. "+" Defl Location in Span
+D+S 1
0.5853
7.983
0.0000
0.000
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward Defl
Location in Span
Max. Upward Defl Location in Span
D Only
1
0.2007 in
7.983 ft
0.0000 in
0.000 ft
+D+Lr
1
0.4489 in
7.983 ft
0.0000 in
0.000 ft
+D+S
1
0.5853 in
7.983 ft
0.0000 in
0.000 ft
+D+0.750Lr
1
0.3868 in
7.983 ft
0.0000 in
0.000 ft
+D+0.750S
1
0.4892 in
7.983 ft
0.0000 in
0.000 ft
+D+0.60W
1
0.3198 in
7.983 ft
0.0000 in
0.000 ft
+D+0.750Lr+0.45OW
1
0.4762 in
7.983 ft
0.0000 in
0.000 ft
+D+0.750S+0.450W
1
0.5785 in
7.983 ft
0.0000 in
0.000 ft
+0.60D+0.60W
1
0.2395 in
7.983 ft
0.0000 in
0.000 ft
+0.60D
1
0.1204 in
7.983 ft
0.0000 in
0.000 ft
Lr Only
1
0.2481 in
7.983 ft
0.0000 in
0.000 ft
S Only
1
0.3846 in
7.983 ft
0.0000 in
0.000 ft
W Only
1
0.1985 in
7.983 ft
0.0000 in
0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
4.487
4.487
Overall MINimum
1.522
1.522
D Only
1.539
1.539
+D+Lr
3.441
3.441
+D+S
4.487
4.487
+D+0.750Lr
2.965
2.965
+D+0.750S
3.750
3.750
+D+0.60W
2.452
2.452
+D+0.750Lr+0.45OW
3.650
3.650
+D+0.750S+0.450W
4.434
4.434
+0.60D+0.60W
1.836
1.836
+0.60D
0.923
0.923
Lr Only
1.902
1.902
S Only
2.948
2.948
W Only
1.522
1.522
Wood Beam
LIC# : KW-06014809, Build:20.:
DESCRIPTION: B01
t
n
E
0
Project Title:
Engineer:
Project ID:
Project Descr:
HAZIM AL KHALAF, P.E., IV
Project File: ENERCALC.ec6
(c) ENERCALC INC 1983-2022
I,SO 3A1 4.9 6'19 717i 931 M a4 lox &A
ID0oll I+D+6i I+D+i I+D+01SL I+D+11S6i I+D+0,60W I+D+D,1SOHMSOW I047SOS+DASOW I+0100+0.60W 1+0.60D
ISO W 4.9 6'19 1d9 931 14 12.44 AN 15R
Nora(R)
I DOnIy I+D+U I+D+S I+D+D1S6b 14470510401 0+6.1SOWDASOW 1447SOi+DASOW I460D+ AW 1+0.66D
Wood Beam
DESCRIPTION: B01
Project Title:
Engineer: HAZIM AL KHALAF, P.E., fV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
(c) ENERCALC INC 1983-2022
Id0 3v 63 M9 14 131 ON 2.0 14A 15.56
Now
1 Hily 1+04 104 1 047S01i I+D+D,ISDS 14+11.01+D+0JS5b+0AS0W I+D4705+OASOW I+0 6DD+0AW 1 +0,60D I b0oly 1 Wily 1011
Wood Beam
LIC# : KW-06014809, Build:20.2
DESCRIPTION: B02
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
Load Combination ASCE 7-16
Wood Species DF/DF
Wood Grade 24F-V4
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
Fb +
2400 psi
E : Modulus of Elasticity
Fb -
1850 psi
Ebend- xx
1800 ksi
Fc - Prll
1650 psi
Eminbend - xx
950ksi
Fc - Perp
650 psi
Ebend- yy
1600 ksi
Fv
265 psi
Eminbend - yy
850ksi
Ft
1100 psi
Density
31.21 pcf
D(0.105) Lr(0.14) L(0.42) S(0.217) W(0.112)
5.5x16
Span = 24.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added
to loading
Uniform Load : D = 0.0150, Lr = 0.020,
L = 0.060, S = 0.0310,
W = 0.0160 ksf, Tributary Width = 7.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.877: 1
Maximum Shear Stress Ratio =
0.374 : 1
Section used for this span
5.5x16
Section
used for this span
5.5x16
fb: Actual =
2,003.18psi
fv: Actual =
99.10 psi
Fb: Allowable =
2,284.82psi
Fv: Allowable =
265.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
12.000ft
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
0.982 in Ratio =
293 > 240
Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <240
n/a
Max Downward Total Deflection
1.526 in Ratio =
188 -180
Span: 1 : +D+0.750L+0.750S+0.450W
Max Upward Total Deflection
0 in Ratio =
0 <180
n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max rest s Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd CF/V C i Cr
Cm C t
CL M fb F'b
V
fv F'v
D Only
0.00
0.00
0.00 0.00
Length = 24.0 ft 1 0.222 0.095
0.90 0.952 1.00 1.00
1.00 1.00
1.00 8.93 456.81 2056.33
1.33
22.60 238.50
+D+L
0.952 1.00 1.00
1.00 1.00
1.00 0.00
0.00
0.00 0.00
Length = 24.0 ft 1 0.877 0.374
1.00 0.952 1.00 1.00
1.00 1.00
1.00 39.17 2,003.18 2284.82
5.81
99.10 265.00
+D+Lr
0.952 1.00 1.00
1.00 1.00
1.00 0.00
0.00
0.00 0.00
Length = 24.0 ft 1 0.340 0.145
1.25 0.952 1.00 1.00
1.00 1.00
1.00 19.01 972.27 2856.02
2.82
48.10 331.25
+D+S
0.952 1.00 1.00
1.00 1.00
1.00 0.00
0.00
0.00 0.00
Length = 24.0 ft 1 0.478 0.204
1.15 0.952 1.00 1.00
1.00 1.00
1.00 24.56 1,255.77 2627.54
3.64
62.13 304.75
+D+0.750Lr+0.750L
0.952 1.00 1.00
1.00 1.00
1.00 0.00
0.00
0.00 0.00
Length = 24.0 ft 1 0.701 0.299
1.25 0.952 1.00 1.00
1.00 1.00
1.00 39.17 2,003.18 2856.02
5.81
99.10 331.25
+D+0.750L+0.750S
0.952 1.00 1.00
1.00 1.00
1.00 0.00
0.00
0.00 0.00
Length = 24.0 ft 1 0.843 0.360
1.15 0.952 1.00 1.00
1.00 1.00
1.00 43.33 2,215.80 2627.54
6.43
109.62 304.75
+D+0.60W
0.952 1.00 1.00
1.00 1.00
1.00 0.00
0.00
0.00 0.00
Wood Beam
LIC# : KW-06014809, Build:20.2
DESCRIPTION: B02
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
Ratios
Moment Values
Segment Length Span #
M
V
Cd CFN
Ci
Cr
Cm
C t
CL
M
fb
F'b
Length = 24.0 ft 1
0.193
0.082
1.60 0.952
1.00
1.00
1.00
1.00
1.00
13.77
704.23
3655.71
+D+0.750Lr+0.750L+0.45OW
0.952
1.00
1.00
1.00
1.00
1.00
0.00
Length = 24.0 ft 1
0.599
0.255
1.60 0.952
1.00
1.00
1.00
1.00
1.00
42.80
2,188.74
3655.71
+D+0.750L+0.750S+0.450W
0.952
1.00
1.00
1.00
1.00
1.00
0.00
Length = 24.0 ft 1
0.657
0.280
1.60 0.952
1.00
1.00
1.00
1.00
1.00
46.96
2,401.37
3655.71
+0.60D+0.60W
0.952
1.00
1.00
1.00
1.00
1.00
0.00
Length = 24.0 ft 1
0.143
0.061
1.60 0.952
1.00
1.00
1.00
1.00
1.00
10.20
521.51
3655.71
+0.60D
0.952
1.00
1.00
1.00
1.00
1.00
0.00
Length = 24.0 ft 1
0.075
0.032
1.60 0.952
1.00
1.00
1.00
1.00
1.00
5.36
274.09
3655.71
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination
+D+0.750L+0.750S+0.450W 1
1.5255
12.088
Maximum Deflections for Load Combinations
Load Combination
Span Max.
Downward
Defl
Location in Span
D Only
1
0.2902
in
12.088 ft
+D+L
1
1.2726
in
12.088 ft
+D+Lr
1
0.6177
in
12.088 ft
+D+S
1
0.7977
in
12.088 ft
+D+0.750Lr+0.750L
1
1.2726
in
12.088 ft
+D+0.750L+0.750S
1
1.4076
in
12.088 ft
+D+0.60W
1
0.4474
in
12.088 ft
+D+0.750Lr+0.750L+0.45OW
1
1.3904
in
12.088 ft
+D+0.750L+0.750S+0.450W
1
1.5255
in
12.088 ft
+0.60D+0.60W
1
0.3313
in
12.088 ft
+0.60D
1
0.1741
in
12.088 ft
Lr Only
1
0.3275
in
12.088 ft
L Only
1
0.9824
in
12.088 ft
S Only
1
0.5076
in
12.088 ft
W Only
1
0.2620
in
12.088 ft
Vertical Reactions
Support notation : Far left is #1
Load Combination
Support 1 Support
2
Overall MAXimum
7.827
7.827
Overall MINimum
1.344
1.344
D Only
1.489
1.489
+D+L
6.529
6.529
+D+Lr
3.169
3.169
+D+S
4.093
4.093
+D+0.750Lr+0.750L
6.529
6.529
+D+0.750L+0.750S
7.222
7.222
+D+0.60W
2.295
2.295
+D+0.750Lr+0.750L+0.45OW
7.134
7.134
+D+0.750L+0.750S+0.450W
7.827
7.827
+0.60D+0.60W
1.700
1.700
+0.60D
0.893
0.893
Lr Only
1.680
1.680
L Only
5.040
5.040
S Only
2.604
2.604
W Only
1.344
1.344
Shear Values
V fv F'v
2.04 34.84 424.00
0.00 0.00 0.00
6.35 108.28 424.00
0.00 0.00 0.00
6.97 118.80 424.00
0.00 0.00 0.00
1.51 25.80 424.00
0.00 0.00 0.00
0.80 13.56 424.00
Max. "+" Defl Location in Span
0.0000 0.000
Max. Upward Defl Location in Span
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
0.0000
in
0.000 ft
Values in KIPS
Wood Beam
LIC# : KW-06014809, Build:20.2
DESCRIPTION: B02
11
n
E
0
i MITER^.>.
4
Project Title:
Engineer: HAZIM AL KHALAF, P.E., fV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
(c) ENERCALC INC 1983-2022
2d6 4,64 141 U7 11,74 143 16,41 M3 UN 23R
Di ora(R)
1 1)41Ip I+D+I I +D+6, I+D+S 1+D+D,?SKi+D,1SH I+D+OJS66+ ADS I +D+0,60W 1447SH4,7SO1+6,4SOW 1 441S06+ ADS+D,4SOW 14,60MAW 1 +ObOD
2.3 Q 141 IN 1114 143 1641 14
lh ne (R)
1D4dyI+DH1+D+b1+D+51+D+VSDb+D,1S661+D+01SK40.7D510460W1+D+6.1SH4.1SOMASOW14 7SOl+MJS6S+D,4SDW1+6.60+6.60W1+5101)
Wood Beam
DESCRIPTION: B02
Project Title:
Engineer: HAZIM AL KHALAF, P.E., fV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
(c) ENERCALC INC 1983-2022
221 4M 11 U? 1134 14,10 10,41 114 213 BIR
Now
I D01111+D+61+D+b I+D+5 I+D+0JSDb+0JS661 +D+6.1S06+DJS0S I 0466W I 44791,47S0MAR I+D+11.701 D 70MASOW 1+0.01)456W 14661) I bOoly 110oll I Noll Moll
Wood Beam
LIC# : KW-06014809, Bu
DESCRIPTION:
B03 GARAGE WOOD 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
Load Combination ASCE 7-16
Wood Species DF/DF
Wood Grade 24F-V4
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
D(1.35) Lr(1.8) L(5.4) S(2.7) W(1.4)
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Fb +
Fb -
Fc - Prll
Fc - Perp
Fv
Ft
5.125x 13.5
Span = 16.50 ft
Project File: ENERCALC.ec6
2,400.0 psi E : Modulus of Elasticity
1,850.0psi
Ebend-xx
1,800.Oksi
1,650.0 psi
Eminbend - xx
950.Oksi
650.0psi
Ebend-yy
1,600.Oksi
265.0 psi
Eminbend - yy
850.Oksi
1,100.0 psi
Density
31.210 pcf
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, Lr = 0.020, L = 0.0450, S = 0.030,
W = 0.0150 ksf, Tributary Width = 3.0 ft
Point Load : D = 1.350, Lr = 1.80, L
= 5.40, S = 2.70, W =
1.40 k @ 4.250 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.846 1
Maximum Shear Stress Ratio =
0.524 :
1
Section used for this span
5.125x13.5
Section used for this span
5.125x13.5
fb: Actual =
2,031.17psi
fv: Actual =
138.94 psi
Fb: Allowable =
2,400.00 psi
Fv: Allowable =
265.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
4.276ft
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
0.451 in Ratio =
439 > 240 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <240 n/a
Max Downward Total Deflection
0.715 in Ratio =
277 -180 Span: 1 : +D+0.750L+0.750S+0.45OW
Max Upward Total Deflection
0 in Ratio =
0 <180 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd CFN Ci Cr
Cm C t CL M fb F'b
V
fv
F'v
D Only
0.00
0.00
0.00
0.00
Length = 16.50 ft 1 0.208 0.130
0.90 1.000 1.00 1.00
1.00 1.00 1.00 5.82 448.53 2160.00
1.43
31.05
238.50
+D+L
1.000 1.00 1.00
1.00 1.00 1.00 0.00
0.00
0.00
0.00
Length = 16.50 ft 1 0.846 0.524
1.00 1.000 1.00 1.00
1.00 1.00 1.00 26.35 2,031.17 2400.00
6.41
138.94
265.00
+D+Lr
1.000 1.00 1.00
1.00 1.00 1.00 0.00
0.00
0.00
0.00
Length = 16.50 ft 1 0.335 0.209
1.25 1.000 1.00 1.00
1.00 1.00 1.00 13.05 1,006.30 3000.00
3.20
69.34
331.25
+D+S
1.000 1.00 1.00
1.00 1.00 1.00 0.00
0.00
0.00
0.00
Length = 16.50 ft 1 0.466 0.290
1.15 1.000 1.00 1.00
1.00 1.00 1.00 16.67 1,285.18 2760.00
4.08
88.49
304.75
+D+0.750Lr+0.750L
1.000 1.00 1.00
1.00 1.00 1.00 0.00
0.00
0.00
0.00
Length = 16.50 ft 1 0.685 0.425
1.25 1.000 1.00 1.00
1.00 1.00 1.00 26.64 2,053.84 3000.00
6.49
140.69
331.25
+D+0.750L+0.750S
1.000 1.00 1.00
1.00 1.00 1.00 0.00
0.00
0.00
0.00
Length = 16.50 ft 1 0.820 0.509
1.15 1.000 1.00 1.00
1.00 1.00 1.00 29.36 2,263.00 2760.00
7.15
155.05
304.75
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Wood Beam
LIC#: KW-06014809, Build:20.22.8.17 Wil
DESCRIPTION: B03 GARAGE WOOD BEAM
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
Ratios
Segment Length Span #
M
V
Cd CFN
Ci
Cr
Cm
C t
CL
+D+0.60W
1.000
1.00
1.00
1.00
1.00
1.00
Length = 16.50 ft 1
0.184
0.115
1.60 1.000
1.00
1.00
1.00
1.00
1.00
+D+0.750Lr+0.750L+0.45OW
1.000
1.00
1.00
1.00
1.00
1.00
Length = 16.50 ft 1
0.585
0.363
1.60 1.000
1.00
1.00
1.00
1.00
1.00
+D+0.750L+0.750S+0.450W
1.000
1.00
1.00
1.00
1.00
1.00
Length = 16.50 ft 1
0.640
0.397
1.60 1.000
1.00
1.00
1.00
1.00
1.00
+0.60D+0.60W
1.000
1.00
1.00
1.00
1.00
1.00
Length = 16.50 ft 1
0.137
0.086
1.60 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 = 16.50 ft 1
0.070
0.044
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
+D+0.750L+0.750S+0.450W 1 0.7145 7.648
Maximum Deflections for Load Combinations
Moment Values
M
9.17
29.16
31.87
6.84
3.49
Load Combination
Project File: ENERCALC.ec6
fb F'b
0.00
706.81 3840.00
0.00
2,247.54 3840.00
0.00
2,456.70 3840.00
0.00
527.39 3840.00
0.00
269.12 3840.00
Shear Values
V fv F'v
0.00 0.00 0.00
2.25 48.77 424.00
0.00 0.00 0.00
7.10 153.98 424.00
0.00 0.00 0.00
7.76 168.34 424.00
0.00 0.00 0.00
1.68 36.35 424.00
0.00 0.00 0.00
0.86 18.63 424.00
Max. °+° Defl Location in Span
0.0000 0.000
Load Combination
Span Max. Downward Defl
Location in Span
Max. Upward Defl
Location in Span
D Only
1
0.1358
in
7.708 ft
0.0000
in
0.000 ft
+D+L
1
0.5868
in
7.588 ft
0.0000
in
0.000 ft
+D+Lr
1
0.2993
in
7.648 ft
0.0000
in
0.000 ft
+D+S
1
0.3811
in
7.648 ft
0.0000
in
0.000 ft
+D+0.750Lr+0.750L
1
0.5966
in
7.648 ft
0.0000
in
0.000 ft
+D+0.750L+0.750S
1
0.6580
in
7.648 ft
0.0000
in
0.000 ft
+D+0.60W
1
0.2113
in
7.648 ft
0.0000
in
0.000 ft
+D+0.750Lr+0.750L+0.45OW
1
0.6532
in
7.648 ft
0.0000
in
0.000 ft
+D+0.750L+0.750S+0.450W
1
0.7145
in
7.648 ft
0.0000
in
0.000 ft
+0.60D+0.60W
1
0.1569
in
7.648 ft
0.0000
in
0.000 ft
+0.60D
1
0.0815
in
7.708 ft
0.0000
in
0.000 ft
Lr Only
1
0.1635
in
7.648 ft
0.0000
in
0.000 ft
L Only
1
0.4509
in
7.588 ft
0.0000
in
0.000 ft
S Only
1
0.2453
in
7.648 ft
0.0000
in
0.000 ft
W Only
1
0.1257
in
7.648 ft
0.0000
in
0.000 ft
Vertical Reactions
Support notation : Far left is #1
Values in
KIPS
Load Combination
Support 1 Support
2
Overall MAXimum
8.034
4.129
Overall MINimum
1.411
0.732
D Only
1.497
0.843
+D+L
6.620
3.347
+D+Lr
3.329
1.801
+D+S
4.244
2.281
+D+0.750Lr+0.750L
6.713
3.440
+D+0.750L+0.750S
7.400
3.800
+D+0.60 W
2.344
1.282
+D+0.750Lr+0.750L+0.45OW
7.348
3.769
+D+0.750L+0.750S+0.450W
8.034
4.129
+0.60D+0.60W
1.745
0.945
+0.60D
0.898
0.506
Lr Only
1.831
0.959
L Only
5.123
2.505
S Only
2.747
1.438
W Only
1.411
0.732
Project Title:
Engineer: HAZIM AL KHALAF, P.E., fV
Project ID:
Project Descr:
Wood Beam Project File: ENERCALC.ec6
LIC# : KW-06014809, Build:20.22.8.17 Wilson & HAJ Consultant Engineers, LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: B03 GARAGE WOOD BEAM
t
n
E
0
IE 119 4,62 644 U7 9A 111K 12,96 14,61 fiIN
Now
11)01pI+D+61+D+1lI+D+SI+D+D.?S1ii+DJSD61+D+11.75 ADS100.60VfI+D+D1SDb+6JS06+D,4S6W1441SD1+ADS+D,4S6W14,66D+DAW14601)
8
r
2
4
151 3119 4K 6A4 IV 9J6 11IR 12.1 1431 IQd
Nara (R)
1 D01l I+Doi l +D+b I+D+S I+D+D.1SDb+D.1SD11+D47SD1+0,16DS 1 0460W 1 0+6J9b+6JS06+D,4S6W 1 4051)I47SDS+D,4SDW 1+D,66D+0.6DW 146DD
Wood Beam
LIC# : KW-06014809, Build:20.22.8.17
Project Title:
Engineer:
Project ID:
Project Descr:
Wilson & HAJ Consultant Engineers, LLC
DESCRIPTION: B03 GARAGE WOOD BEAM
HAZIM AL KHALAF, P.E., N/
Project File: ENERCALC.ec6
(c) ENERCALC INC 1983-2022
19 3,11 482 6,44 147 1A 114 121% 149 514
Nora(R)
D011y 1+D+61+D+b I+D+5 I+D+0JSDb+0JS661 +D+6.7S06+DJS0S I 0466W I 44791147SOMASOW I+D+11.701 D 70MASOW 1+0.01)456W 14661) I 110oll 110oll I Noll I WOoll
Wood Beam
LIC# : KW-06014809, Build:20.22.
DESCRIPTION: BR01
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
Load Combination ASCE 7-16
Wood Species Douglas Fir -Larch
Wood Grade No.2
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
.06
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Fb +
875 psi
Fb -
875 psi
Fc - Prll
600 psi
Fc - Perp
625 psi
Fv
170 psi
Ft
425 psi
0.124) W(0.064)
6x10
Span = 13.50 ft
Project File: ENERCALC.ec6
E : Modulus of Elasticity
Ebend-xx 1300ksi
Eminbend - xx 470ksi
Density 31.21 pcf
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added
to loading
Uniform Load : D = 0.0150, Lr = 0.020,
S = 0.0310, W = 0.0160 ksf, Tributary Width = 4.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.641: 1
Maximum Shear Stress Ratio
=
0.171 : 1
Section used for this span
6x10
Section
used for this span
6x10
fb: Actual =
645.44 psi
fv: Actual
=
33.43 psi
Fb: Allowable =
1,006.25psi
Fv: Allowable
=
195.50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span =
6.750ft
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
0.182 in Ratio =
887 > 360
Span: 1 : S Only
Max Upward Transient Deflection
0 in Ratio =
0 <360
n/a
Max Downward Total Deflection
0.287 in Ratio =
563 > 240
Span: 1 : +D+S
Max Upward Total Deflection
0 in Ratio =
0 <240
n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max rest s Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd CF/V C i Cr
Cm C t
CL M fb
F'b
V
fv F'v
D Only
0.00
0.00
0.00 0.00
Length = 13.451 ft 1 0.299 0.080
0.90 1.000 1.00 1.00
1.00 1.00
1.00 1.62 235.69
787.50
0.43
12.21 153.00
Length = 0.04927 ft 1 0.004 0.080
0.90 1.000 1.00 1.00
1.00 1.00
1.00 0.02 3.43
787.50
0.43
12.21 153.00
+D+Lr
1.000 1.00 1.00
1.00 1.00
1.00
0.00
0.00
0.00 0.00
Length = 13.451 ft 1 0.457 0.122
1.25 1.000 1.00 1.00
1.00 1.00
1.00 3.45 500.05
1093.75
0.90
25.90 212.50
Length = 0.04927 ft 1 0.007 0.122
1.25 1.000 1.00 1.00
1.00 1.00
1.00 0.05 7.27
1093.75
0.90
25.90 212.50
+D+S
1.000 1.00 1.00
1.00 1.00
1.00
0.00
0.00
0.00 0.00
Length = 13.451 ft 1 0.641 0.171
1.15 1.000 1.00 1.00
1.00 1.00
1.00 4.45 645.44
1006.25
1.16
33.43 195.50
Length = 0.04927 ft 1 0.009 0.171
1.15 1.000 1.00 1.00
1.00 1.00
1.00 0.06 9.39
1006.25
1.16
33.43 195.50
+D+0.750Lr
1.000 1.00 1.00
1.00 1.00
1.00
0.00
0.00
0.00 0.00
Length = 13.451 ft 1 0.397 0.106
1.25 1.000 1.00 1.00
1.00 1.00
1.00 2.99 433.96
1093.75
0.78
22.48 212.50
Length = 0.04927 ft 1 0.006 0.106
1.25 1.000 1.00 1.00
1.00 1.00
1.00 0.04 6.31
1093.75
0.78
22.48 212.50
+D+0.750S
1.000 1.00 1.00
1.00 1.00
1.00
0.00
0.00
0.00 0.00
Wood Beam
LIC# : KW-06014809, Build:20.22.
DESCRIPTION: BR01
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Ratios
Segment Length Span #
M
V
Cd CFN
C i
Cr
Length = 13.451 ft 1
0.540
0.144
1.15 1.000
1.00
1.00
Length = 0.04927 ft 1
0.008
0.144
1.15 1.000
1.00
1.00
+D+0.60W
1.000
1.00
1.00
Length = 13.451 ft 1
0.259
0.069
1.60 1.000
1.00
1.00
Length = 0.04927 ft 1
0.004
0.069
1.60 1.000
1.00
1.00
+D+0.750Lr+0.45OW
1.000
1.00
1.00
Length = 13.451 ft 1
0.378
0.101
1.60 1.000
1.00
1.00
Length = 0.04927 ft 1
0.005
0.101
1.60 1.000
1.00
1.00
+D+0.750S+0.450W
1.000
1.00
1.00
Length = 13.451 ft 1
0.456
0.122
1.60 1.000
1.00
1.00
Length = 0.04927 ft 1
0.007
0.122
1.60 1.000
1.00
1.00
+0.60D+0.60W
1.000
1.00
1.00
Length = 13.451 ft 1
0.192
0.051
1.60 1.000
1.00
1.00
Length = 0.04927 ft 1
0.003
0.051
1.60 1.000
1.00
1.00
+0.60D
1.000
1.00
1.00
Length = 13.451 ft 1
0.101
0.027
1.60 1.000
1.00
1.00
Length = 0.04927 ft 1
0.001
0.027
1.60 1.000
1.00
1.00
Overall Maximum Deflections
Load Combination
Span
Max. "" Defl Location in Spa
+D+S
1
0.2874
6.799
Maximum Deflections for Load Combinations
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
Itant Engineers, LLC (c) ENERCALC INC 1983-2022
Moment Values
Shear Values
Cm
C t
CL
M
fb
F'b
V
fv
F'v
1.00
1.00
1.00
3.74
543.00
1006.25
0.98
28.12
195.50
1.00
1.00
1.00
0.05
7.90
1006.25
0.98
28.12
195.50
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
2.50
362.58
1400.00
0.65
18.78
272.00
1.00
1.00
1.00
0.04
5.27
1400.00
0.65
18.78
272.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
3.65
529.12
1400.00
0.95
27.41
272.00
1.00
1.00
1.00
0.05
7.70
1400.00
0.95
27.41
272.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
4.40
638.17
1400.00
1.15
33.05
272.00
1.00
1.00
1.00
0.06
9.28
1400.00
1.15
33.05
272.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.85
268.30
1400.00
0.48
13.90
272.00
1.00
1.00
1.00
0.03
3.90
1400.00
0.48
13.90
272.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
0.97
141.41
1400.00
0.26
7.32
272.00
1.00
1.00
1.00
0.01
2.06
1400.00
0.26
7.32
272.00
n
Load Combination
Max. "+"
Defl Location in
Span
0.0000
0.000
Load Combination Span Max. Downward Defl Location in Span
D Only
+D+Lr
+D+S
+D+0.750Lr
+D+0.750S
+D+0.60W
+D+0.750Lr+0.45OW
+D+0.750S+0.450W
+0.60D+0.60W
+0.60D
Lr Only
S Only
W Only
Vertical Reactions
Load Combination
Overall MAXimum
Overall MINimum
D Only
+D+Lr
+D+S
+D+0.750Lr
+D+0.750S
+D+0.60 W
+D+0.750Lr+0.45OW
+D+0.750S+0.450W
+0.60D+0.60W
+0.60D
Lr Only
S Only
W Only
1
0.1050
in
6.799 ft
1
0.2227
in
6.799 ft
1
0.2874
in
6.799 ft
1
0.1932
in
6.799 ft
1
0.2418
in
6.799 ft
1
0.1615
in
6.799 ft
1
0.2356
in
6.799 ft
1
0.2842
in
6.799 ft
1
0.1195
in
6.799 ft
1
0.0630
in
6.799 ft
1
0.1177
in
6.799 ft
1
0.1825
in
6.799 ft
1
0.0942
in
6.799 ft
Support notation
: Far left is #1
Support 1 Support 2
1.318
1.318
0.432
0.432
0.481
0.481
1.021
1.021
1.318
1.318
0.886
0.886
1.109
1.109
0.741
0.741
1.081
1.081
1.304
1.304
0.548
0.548
0.289
0.289
0.540
0.540
0.837
0.837
0.432
0.432
Max. Upward Defl
0.0000
in
0.0000
in
0.0000
in
0.0000
in
0.0000
in
0.0000
in
0.0000
in
0.0000
in
0.0000
in
0.0000
in
0.0000
in
0.0000
in
0.0000
in
Values in KIPS
Location in Span
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
0.000 ft
Wood Beam
LIC# : KW-06014809, Build:20.22.
DESCRIPTION: BR01
11
n
E
0
Project Title:
Engineer: HAZIM AL KHALAF, P.E., fV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
(c) ENERCALC INC 1983-2022
128 MI 394 Q1 IiM 1193 926 1099 IL92 13d9
ID0oll I+D+6i I+D+i I+D+01SL I+D+OJS6i I+D+0,60W I+D+6JS0HMSOW I047SOS+OASOW I+0100+0.60W 1+0.60D
MEN
118 U1 334 9,v IiM 1193 Kd IOd9
X nce(R)
I DOoll I+D+U I+D+S I+D+D1S6b 14470510401 0+6.1SOb+0ASOW 1447SOMASOW I460D+0AW 1+0.66D
Wood Beam
DESCRIPTION: BR01
Project Title:
Engineer: HAZIM AL KHALAF, P.E., fV
Project ID:
Project Descr:
Distorts(R)
1 Mly 1 +D+b 104 1 047S06i I+D+D,ISDS 14+11.01+D+0JS6b+0ASDW I+D4705+0ASOW I+0 66D+ AW 1 +0,60D I b0oly 1 Wily 1011
Project File: ENERCALC.ec6
(c) ENERCALC INC 1983-2022
NIB 1M 113
WILSON & HAJ CONSULTANT ENGINEERS, LLC
JOB TITLE 18909 49TH AVE W EDMOND, WA
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
CS2018 Ver 2021.03.22
18909 49TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
W 6 HAJ
Wilson & HAJ Consultant Engineers, LLC
STRUCTURAL CALCULATIONS
18909 49TH AVE W EDMOND, WA
SHEET NO.
DATE bI1 W22
DATE 8/29/22
'ON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Code Search
Code: International Building Code 2018
Occupancy:
Occupancy Group = R Residential
Risk Category & Importance Factors:
Risk Category = II
Wind factor = 1.00
Snow factor = 1.00
Seismic factor = 1.00
Type of Construction:
Fire Rating:
Roof = 1.0 hr
Floor = 1.0 hr
Building Geometry:
Roof angle (0)
4.00 / 12 18.4 deg
Building length
56.0 ft
Least width
26.0 ft
Mean Roof Ht (h)
13.0 ft
Parapet ht above grd
0.0 ft
Minimum parapet ht
0.0 ft
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
Live Loads:
Roof 0 to 200 sf: 20 psf
200 to 600 sf: 24 - 0.02Area, but not less than 12 psf
over 600 sf: 12 psf
Floor:
Typical Floor
40 psf
Partitions
15 psf
Lobbies & first floor corridors
100 psf
Corridors above first floor
80 psf
Balconies (1.5 times live load)
60 psf
SHEET NO.
DATE 8/19/22
DATE 8/29/22
www.struware.com
SON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Wind Loads: ASCE 7- 16
Ultimate Wind Speed
110 mph
Nominal Wind Speed
85.2 mph
Risk Category
II
Exposure Category
B
Enclosure Classif.
Open Building
Internal pressure
+/-0.00
Directionality (Kd)
0.85
Kh case 1
0.701
Kh case 2
0.575
Type of roof Gable
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
SHEET NO.
DATE 8/19/22
DATE 8/29/22
SON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
WindLoads -MWFRS h:560'(Low-rise Buildings) except for open buildings
Kz = Kh (case 1) = 0.70 Edge Strip (a) =
Base pressure (qh) = 18.4 psf End Zone (2a) =
GCpi = +/-0.00 Open Bildg - procedure doesn't apply Zone 2 length =
Wind Pressure Coefficients
SHEET NO.
DATE M U122
DATE 8/29/22
3.0 ft
6.0 ft
13.0 ft
CASE A
CASE B
6 = 18.4 deg
Surface
GCpf
w/-GC i
w/+GC i
GC f
w/-GC i
w/+GC i
1
0.52
0.52
0.52
-0.45
-0.45
-0.45
2
-0.69
-0.69
-0.69
-0.69
-0.69
-0.69
3
-0.47
-0.47
-0.47
-0.37
-0.37
-0.37
4
-0.42
-0.42
-0.42
-0.45
-0.45
-0.45
5
0.40
0.40
0.40
6
-0.29
-0.29
-0.29
1 E
0.78
0.78
0.78
-0.48
-0.48
-0.48
2E
-1.07
-1.07
-1.07
-1.07
-1.07
-1.07
3E
-0.67
-0.67
-0.67
-0.53
-0.53
-0.53
4E
-0.62
-0.62
-0.62
-0.48
-0.48
-0.48
5E
0.61
0.61
0.61
6E
-0.43
-0.43
-0.43
Ultimate Wind Surface Pressures (psf)
1
9.5 9.5
-8.3 -8.3
2
-12.7 -12.7
-12.7 -12.7
3
-8.6 -8.6
-6.8 -6.8
4
-7.7 -7.7
-8.3 -8.3
5
7.4 7.4
6
-5.3 -5.3
1 E
14.4 14.4
-8.9 -8.9
2E
-19.7 -19.7
-19.7 -19.7
3E
-12.4 -12.4
-9.8 -9.8
4E
-11.4 -11.4
-8.9 -8.9
5E
11.3 11.3
6E
-7.9 -7.9
Parapet
Windward parapet = 0.0 psf (GCpn = +1.5)
Leeward parapet = 0.0 psf (GCpn = -1.0)
Horizontal MWFRS SimDle DiaDhraam Pressures (DS
Transverse direction (normal to L)
Interior Zone: Wall
17.2 psf
Roof
-4.1 psf
End Zone: Wall
25.8 psf
Roof
-7.3 psf
Longitudinal direction (parallel to L)
Interior Zone: Wall 12.7 psf
End Zone: Wall 19.2 psf
NOTE: Total horiz force shall not be less than that determined
by neglecting roof forces (except for MWFRS moment frames).
The code requires the MWFRS be designed for a min ultimate
force of 16 psf multiplied by the wall area plus an 8 psf force
applied to the vertical projection of the roof.
Windward roof
overhangs = 12.9 psf (upward) add to
windward roof pressure
WINDWARD
OV ERNANG WINDWARD ROOF
LEEWARD ROOF
VERTICAL
8 �
3
TRANSVERSE ELEVATION
WIND WARD ROOF
LEEWARD ROOF
111 ! ! ! 1 1 1 !
VERTICAL
F
LONGTTIIDINAL ELEVATION
SON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
JOB NO. SHEET NO.
CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
Wind Loads - h:560' Longitudinal Direction MWFRS On Open or Partially
Enclosed Buildings with Transverse Frames and Pitched Roofs
Base pressure (qh) = 18.4 psf
GCpf = +/-0.00
Roof Angle (0) = 18.4 deg
ASCE 7-16 procedure
B=
26.0 ft
# of frames (n) =
5
Solid are of end wall including fascia (As) =
1,500.0 sf
Roof ridge height =
15.2 ft
Roof eave height =
10.8 ft
Total end wall area if soild (Ae) =
338.0 sf
Longidinal Directional Force (F) = pAe
p= qh [(GCpf)windward-(GCpf)leeward] KB Ks
Solidarity ratio (0) =
4.438
n=
5
KB =
1.54
KS =
19.020
Zones 5 & 6 area =
302 sf
5E & 6E area =
36 sf
(GCpf) windward - (GCpf) leeward] =
0.727
p =
392.8 psf
Total force to be resisted by MWFRS (F) = 132.8 kips applied at the centroid
of the end wall area Ae
Note: The longidudinal force acts in combination with roof loads
calculated elsewhere for an open or partially enclosed building.
SON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
4
ZONE 2: lessor of
0.5Bor2.5h
T.W2
If 2 is negative
2E
1
CASE A L_f-�']INDDMECTION
RANGE
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
JOB NO. SHEET NO.
CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
CASE B
WL\'D DIRECTION
RA\GE
NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram.
Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light -frame
construction or with flexible diaphragms need not be designed for the torsional load case.
ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones
4
5
ZZON'E 2: lessor of
0_5 B or 2_5 h
2 If 2 is negati,
WOD DiIRECHON
Transverse Direction Longitudinal Direction
1
RIND MECnON
NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram.
Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light -frame
construction or with flexible diaphragms need not be designed for the torsional load case.
ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones
JILSON & HAJ CONSULTANT ENGINEERS, LLC
JOB TITLE 1890949TH AVE W EDMOND, WA
909 S. 336TH ST STE 104
18909 49TH AVE ADDITION
FEDERAL WAY 98003
JOB NO. SHEET NO.
206 979 3819
CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
Ultimate Wind Pressures
Wind Loads - Components & Cladding:
h <_ 60'
Open Building - procedure doesn't apply
Kh (case 2) = 0.57
h =
13.0 ft
Base pressure (qh) = 15.1 psf
a =
3.0 ft
Minimum parapet ht = 0.0 ft
GCpi =
+/-0.00
Roof Angle (0) = 18.4 deg
qi = qh =
15.1 psf
Type of roof = Gable
Roof
Area
Negative Zone 1 & 2e
Negative Zone 2n, 2r &3e
Negative Zone 31
Positive All Zone:
Overhang Zone 1 & 2e
Overhang Zone 2n & 21
Overhang Zone 3e
Overhang Zone 31
Parapet
qp = 0.0 psf
C
Walls
Surface Pressure (psf)
2 sf
10 sf
20 sf
50 sf
75 sf
100 sf
200 sf
250 sf-
-30.3
-30.3
-30.3
-17.3
-16.0
-16.0
-16.0
-16.0
-45.4
-45.4
-38.9
-30.3
-26.5
-47.5
-34.5
-16.0
-54.5
-54.5
-46.3
-35.4
-30.6
-54.5
-54.5
-54.5
16
16
16
16
16.0
16.0
16.0
16.0
-37.8
-37.8
-37.8
-29.2
-25.4
-45.4
-45.4
-45.4
-53
-53
-48.1
-41.6
-38.8
-73.5
-63.7
-60.5
-62
-62
-53.6
-42.4
-37.4
-67.8
-50.9
-45.4
-71.1
-71.1
-60.2
-45.7
-39.3
-69.6
-69.6
-69.6
vvernang pressures In the touie aoove assume an Imernai pressure Coenicient (UCp1/ oT U.0
Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 0 psf)
Surface Pressure (psf)
10 sf
20 sf
50 sf
100 sf
250 sf
500 sf
Solid Parapet Pressure
ASE A: Zone 2e :
0.0
0.0
0.0
0.0
0.0
0.0
Zone 2n, 2r & 3e :
0.0
0.0
0.0
0.0
0.0
0.0
Zone 3r :
0.0
0.0
0.0
0.0
0.0
0.0
ASE B : Interior zone :
0.0
0.0
0.0
0.0
0.0
0.0
Corner zone :
0.0
0.0
0.0
0.0
0.0
0.0
GCp
Surface Pressure at h
20 sf
100 sf
200 sf
500 sf
20 sf
100 sf
200 sf
500 sf
0.90
0.80
0.76
0.70
16.0
16.0
16.0
-16.0
1.80
1.40
1.23
1.00
27.2
21.2
18.6
-16.0
0.90
0.75
0.69
0.60
16.0
16.0
16.0
16.0
Area r-
Negative Zone 4
Negative Zone 5
Positive Zone 4 & 5
NOTE: Negative zones 4 & 5 pressures apply to all heights. Positive pressures vary with height, see below
Userinput
25 sf
50 sf
-27.1
-17.3
-36.8
-30.3
-43.6
-35.4
16.0
16.0
-35.7
-29.2
-46.5
-41.6
-50.8
-42.4
-56.7
-45.7
Userinput
50 sf
0.0
0.0
0.0
0.0
0.0
Userinput
10 sf
200 sf
-16.0
-16.0
27.2
-18.6
16.0
16.0
Wall surface pressure at'z' Positive zone 4 & 5 (psf) Userinput
z Kz Kzt qz (psf) 20 100 200 500 10 sf 200 sf
h = 0 to 15' 0.57 1.00 15.1 16.0 16.0 16.0 16.0 16.0 16.0
ridge = 15.2 ft 0.58 1.00 15.2 16.0 16.0 16.0 16.0 16.0 16.0
JILSON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Roofs w/ 0 < 10'
and all walls
h>60'
of
I
—I
I I
aI
I
� I
I
—I
I
I
�
QI
I
_j
Monoslope roofs
10'<0<30'
h <_ 60' & alt design h<90'
i�
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
JOB NO. SHEET NO.
CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
Location of C&C Wind Pressure Zones - ASCE 7-10 & earlier
Walls h <_ 60' Gable, Sawtooth and
& alt design h<90' Multispan Gable 0 < 7 degrees &
Monoslope < 3 degrees
h <_ 60' & alt design h<90'
I t I 2 1
I I I I
I I I I i'Ql`
2 3 �—
Multispan Gable & Hip 7° < 0 < 27'
Gable 7° < 0 s 45'
Stepped roofs 0 < 3°
h <_ 60' & alt design h<90'
Monoslope roofs
3°<0<10'
h <_ 60' & alt design h<90'
m m =414
IMNS
Sawtooth 10° < 0 < 45°
h <_ 60' & alt design h<90'
JILSON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Roofs w/ 0 < 10'
and all walls
h>60'
Monoslope roofs
10'<0<30'
h <_ 60' & alt design h<90'
a
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
JOB NO. SHEET NO.
CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
Location of C&C Wind Pressure Zones - ASCE 7-16
Walls h <_ 60'
& alt design h<90'
Multispan Gable &
Gable 7° < 0 5 45'
Stepped roofs 0 < 3°
h <- 60' & alt design h<90'
a
ev 0. 11 Of 11
0
r r-- 2 _ —1
I I I I
I I
2 I I 0 I 1 2
I I I I
I I
I
L 2 J
Gable, Sawtooth and
Multispan Gable 0 < 7 degrees &
Monoslope < 3 degrees
h <_ 60' & alt design h<90'
a
Hip 7° < 0 < 27°
Iia--
O I
I
0
�2
__J
I
I
I I
3' I O I O
Monoslope roofs
3°<0<10'
h <_ 60' & alt design h<90'
Sawtooth 10° < 0 < 45°
h <_ 60' & alt design h<90'
WILSON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Snow Loads: ASCE 7- 16
Roof slope = 18.4 deg
Horiz. eave to ridge dist (W) = 13.0 ft
Roof length parallel to ridge (L) = 56.0 ft
Type of Roof
Hip and gable w/ trussed systems
Ground Snow Load Pg =
30.1 psf
Risk Category =
II
Importance Factor 1 =
1.0
Thermal Factor Ct =
1.20
Exposure Factor Ce =
1.2
Pf = 0.7'Ce'Ct"I"Pg =
30.3 psf
Unobstructed Slippery Surface
no
Sloped -roof Factor Cs =
1.00
Balanced Snow Load =
30.3 psf
Rain on Snow Surcharge Angle
0.26 deg
Code Maximum Rain Surcharge
5.0 psf
Rain on Snow Surcharge =
0.0 psf
Ps plus rain surcharge =
30.3 psf
Minimum Snow Load Pm =
0.0 psf
Uniform Roof Design Snow Load = 30.3 psf
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
SHEET NO.
DATE 8/19/22
DATE 8/29/22
Nominal Snow Forces
Near ground level surface balanced snow load = 30.1 psf
NOTE: Alternate spans of continuous beams
shall be loaded with half the design roof snow
load so as to produce the greatest possible
effect - see code for loading diagrams and
exceptions for gable roofs..
ILSON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Seismic Loads: IBC 2018
Risk Category : II
Importance Factor (1) : 1.00
Site Class : D - code default
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
JOB NO. SHEET NO.
CALCULATED BY HAJ DATE 8/19/22
CHECKED BY DATE 8/29/22
Strength Level Forces
Ss (0.2 sec) = 133.50 %g
S1 (1.0 sec) = 47.50 %g
A site specific ground motion analysis is required for seismically isolated structures or with damping systems, see ASCE7 11.4.8
Fa = 1.200 Sms = 1.602 SDs = 1.068 Design Category = D
Fv = 1.825 Sm1 = 0.867 Sol = 0.578 Design Category = D
Seismic Design Category =
D
Redundancy Coefficient p =
1.00 Code exception must be met for p to equal 1.0
Number of Stories:
1
Structure Type:
Light Frame
Horizontal Struct Irregularities:
2) Reentrant Corners
Vertical Structural Irregularities:
No vertical Irregularity
Flexible Diaphragms:
Yes
Building System:
Bearing Wall Systems
Seismic resisting system:
Light frame (wood) walls with structural wood shear panels
System Structural Height Limit:
65 ft
Actual Structural Height (hn) =
13.0 ft
See ASCE7 Section 12.2.5 for exceptions and other system limitations
DESIGN COEFFICIENTS AND FACTORS
Response Modification Coefficient (R) = 6.5
Over -Strength Factor (0o) = 2.5
Deflection Amplification Factor (Cd) = 4
SDs = 1.068
SD1 = 0.578
Seismic Load Effect (E) = Eh +/-Ev = p QE +/- 0.2SDs D
Special Seismic Load Effect (Em) = Emh +/- Ev = 00 QE +/- 0.2SDs D
PERMITTED ANALYTICAL PROCEDURES
Simplified Analysis - Use Equivalent Lateral Force Analysis
Equivalent Lateral -Force Analysis - Permitted
Building period coef. (CT) = 0.020
Approx fundamental period (Ta) = CThn" = 0.137 sec x= 0.75
User calculated fundamental period (T) = sec
Long Period Transition Period (TL) = ASCE7 map = 6
Seismic response coef. (Cs) =
but not less than Cs =
USE Cs =
Model & Seismic Response Analysis
ALLOWABLE STORY DRIFT
See ASCE7 Sect 12.3.3.4
= Qe +/- 0.214D QE = horizontal seismic force
= 2.5Qe +/- 0.214D D = dead load
Cu = 1.40
Tmax = CuTa = 0.192
Use T = 0.137
Sdsl/R = 0.164 ASCE7 11.4.8 exception 2 equations used
0.044Sdsl = 0.047
0.164
Design Base Shear V = 0.164W
See ASCE7 Sect 12.3.3.4 for 25% connection increase
- Permitted (see code for procedure)
Structure Type: All other structures
Allowable story drift Aa = 0.020hsx where hsx is the story height below level x
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
.SON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
JOB NO.
CALCULATED BY HAJ
CHECKED BY
Roof Design Loads
SHEET NO.
DATE 8/19/22
DATE 8/29/22
Items
Description Multiple
I psf (max)
psf (min)
Roofing
Asphalt Shingles w/roll roofing
3.0
2.0
Decking
1/2" plywood/OSB
1.8
1.5
Framing
Wood Trusses @ 24"
3.0
2.5
Insulation
R-40 Fiberglass insul. x 1.0
1.3
1.2
Ceiling
Suspended acoustical tile
1.8
1.0
Mech & Elec
Mech. & Elec.
2.0
0.0
Misc.
Misc.
0.5
0.0
0.0
0.0
Actual Dead Load
0 13.4
8.2
Use this DL instead
• 15.0
O 15.0
Live Load
20.0
0.0
Snow Load
30.3
0.0
Ultimate Wind zone 2 - 100sf
16.0
-47.5
ASD Loading D + S
45.3
-
D + 0.75(0.6*W + S)
45.0
-
0.6*D + 0.6*W
-
-19.5
LRFD Loading 1.2D + 1.6 S + 0.5W
74.5
-
1.2D + 1.OW + 0.5S
49.2
-
0.9D + 1.0W
- 1
-34.0
SON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
Floor Design Loads
SHEET NO.
DATE 8/19/22
DATE 8/29/22
Items
Description Multiple
psf (max)
psf (min)
Flooring
Carpet & pad
1.0
1.0
Decking
1/2" plywood/OSB x 1.0
1.8
1.5
Framing
Wood 2x @24"
2.5
1.5
Insulation
R-30 Fiberglass insul.
0.9
0.9
None
0.0
0.0
Ceiling
Suspended acoustical tile
1.8
1.0
Sprinklers
Sprinklers
2.0
0.0
Mech & Elec
Mech. & Elec.
2.0
0.0
Misc.
Misc.
0.5
0.0
Actual Dead Load
12.5
0 5.9
Use this DL instead
. 15.0
O 15.0
15.0
0.0
Partitions
Live Load
40.0
.............................................
0.0
Total Live Load
55.0
0.0
70.0
15.0
Total Load
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
.SON & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
JOB NO.
CALCULATED BY HAJ
CHECKED BY
Wall Design Load #1
SHEET NO.
DATE 8/19/22
DATE 8/29/22
Items
Description Multiple
psf (max)
psf (min)
Sheathing
7/16" plywood/OSB
1.6
1.4
Sheathing
5/8" gypsum
2.8
2.5
Framing
2x6 wood stud @ 16"
2.0
1.1
0.0
0.0
Wall Covering
1" Wood Paneling x 0.38
0.9
0.9
Insulation
R-11 Fiberglass insul.
0.4
0.4
Mech & Elec
Mech. & Elec.
1.0
0.0
Misc.
Misc.
0.5
0.0
Actual Dead Load
O 9.2
O 6.2
Use this DL instead
O 15.0
' 15.0
N & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
Code:
CODE SUMMARY
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
International Building Code 2018
Roof 0 to 200 sf:
20 psf
200 to 600 sf:
24 - 0.02Area, but not less than 12 psf
over 600 sf:
12 psf
Typical Floor
40 psf
Partitions
15 psf
Lobbies & first floor corridors
100 psf
Corridors above first floor
80 psf
Balconies (1.5 times live load)
60 psf
Dead Loads:
Floor
15.0 psf
Roof
15.0 psf
Wind Design Data:
Ultimate Design Wind Speed
110 mph
Nominal Design Wind Speed
85.21 mph
Risk Category
II
Mean Roof Ht (h)
13.0 ft
Exposure Category
B
Enclosure Classif.
Open Building
Internal pressure Coef.
+/-0.00
Directionality (Kd)
0.85
Roof Snow Loads:
Design Uniform Roof Snow load
=
30.3 psf
Flat Roof Snow Load
Pf =
30.3 psf
Balanced Snow Load
Ps =
30.3 psf
Ground Snow Load
Pg =
30.1 psf
Importance Factor
I =
1.00
Snow Exposure Factor
Ce =
1.20
Thermal Factor
Ct =
1.20
Sloped -roof Factor
Cs =
1.00
Drift Surcharge load
Pd =
Width of Snow Drift
w =
Earthauake Desian Data:
Risk Category
SHEET NO.
DATE 8/19/22
DATE 8/29/22
www.struware.com
Importance Factor
I
= 1.00
Mapped spectral response accelerat
Ss
= 133.50
S1
= 47.50
Site Class
= ;ode default
Spectral Response Coef.
Sds
= 1.068
Sd1
= 0.578
Seismic Design Category
= D
Basic Structural System
= Bearing Wall Systems
Seismic Resisting System
= Light frame (wood) walls with structural wood shear panels
Design Base Shear
V
= 0.164W
Seismic Response Coef.
Cs
= 0.164
Response Modification Factor
R
= 6.5
Analysis Procedure
= Equivalent Lateral -Force Analysis
N & HAJ CONSULTANT ENGINEERS, LLC
909 S. 336TH ST STE 104
FEDERAL WAY 98003
206 979 3819
JOB TITLE 18909 49TH AVE W EDMOND, WA
18909 49TH AVE ADDITION
JOB NO.
CALCULATED BY HAJ
CHECKED BY
CODE SUMMARY- continued
Component and cladding ultimate wind pressures
Roof
Area
Negative Zone 1
Negative Zone 2
Negative Zone 3
Positive Zone 1
Positive Zone 2
Positive Zone 3
Surface Pressure (psf)
9 sf
< sf <
36 sf
-31.9
-31.9
-31.9
-48.7
-48.7
-31.9
-63.9
-48.7
-31.9
31.1
31.1
31.1
46.6
46.6
31.1
62.2
46.6
31.1
SHEET NO.
DATE 8/19/22
DATE 8/29/22
www.struware.com
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Wood Beam
Project File: ENERCALC.ec6
LIC# : KW-06014809, Build:20.22.8.17 Wilson & HAJ Consultant Engineers, LLC
(c) ENERCALC INC 1983-20:
DESCRIPTION: BD410
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 31.210 pcf
Beam Bracing Beam is Fully Braced against lateral -torsional buckling
Mo.18) U0.66)
4x10
Span = 5.50 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, L =
0.0550 ksf, Tributary Width
= 12.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio
= 0.7333 1
Maximum Shear Stress Ratio =
0.459 : 1
Section used for this span
4x10
Section used for this span
4x10
fb: Actual
= 770.03 psi
fv: Actual =
77.99 psi
Fb: Allowable
= 1,050.00 psi
Fv: Allowable =
170.00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
= 2.750ft
Location of maximum on span =
4.737 ft
Span # where maximum occurs
= Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.046 in Ratio =
1449 > 360 Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <360 n/a
Max Downward Total Deflection
0.058 in Ratio =
1129 > 240 Span: 1 : +D+L
Max Upward Total Deflection
0 in Ratio =
0 <240 n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max rest s Ratios
Segment Length Span # M V Cd CF/V C i Cr
D Only
oment Values S h ear V a ues
Cm C t CL M fb F'b V fv F'v
Length = 5.50 ft
1
0.180
0.113
0.90 1.200
1.00
1.00
1.00
1.00
1.00
+D+L
1.200
1.00
1.00
1.00
1.00
1.00
Length = 5.50 ft
1
0.733
0.459
1.00 1.200
1.00
1.00
1.00
1.00
1.00
+D+0.750L
1.200
1.00
1.00
1.00
1.00
1.00
Length = 5.50 ft
1
0.472
0.296
1.25 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 = 5.50 ft
1
0.061
0.038
1.60 1.200
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
0.71
170.02
945.00
0.37
17.22
153.00
0.00
0.00
0.00
0.00
3.20
770.03
1050.00
1.68
77.99
170.00
0.00
0.00
0.00
0.00
2.58
620.03
1312.50
1.36
62.79
212.50
0.00
0.00
0.00
0.00
0.42
102.01
1680.00
0.22
10.33
272.00
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination
+D+L 1 0.0585 2.770
Max. "+" Defl Location in Span
0.0000 0.000
Project Title:
Engineer: HAZIM AL KHALAF, P.E., fV
Project ID:
Project Descr:
Wood Beam
Project File: ENERCALC.ec6
LIC# : KW-06014809, Build:20.22.8.17
Wilson & HAJ Consultant Engineers,
LLC
(c) ENERCALC INC 1983-2022
DESCRIPTION: BD410
Maximum Deflections for Load Combinations
Load Combination
Span
Max. Downward Defl
Location in Span
Max. Upward Defl Location in Span
D Only
1
0.0129 in
2.770 ft
0.0000 in 0.000 ft
+D+L
1
0.0585 in
2.770 ft
0.0000 in 0.000 ft
+D+0.750L
1
0.0471 in
2.770 ft
0.0000 in 0.000 ft
+0.60D
1
0.0077 in
2.770 ft
0.0000 in 0.000 ft
L Only
1
0.0455 in
2.770 ft
0.0000 in 0.000 ft
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
2.329 2.329
Overall MINimum
1.815 1.815
D Only
0.514 0.514
+D+L
2.329 2.329
+D+0.750L
1.876 1.876
+0.60D
0.309 0.309
L Only
1.815 1.815
U 106 1161 2,9 211 32S 3,19 Q 4.10 5.44
Nan(R)
1 D411p 1041.1447SH I46DD
Wood Beam
LIC# : KW-06014809, Build:20.22.8.
DESCRIPTION: BD410
11
0
Project Title:
Engineer: HAZIM AL KHALAF, P.E., fV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
(c) ENERCALC INC 1983-2022
OR is 161 2,9 V1 32S 3119 036 450 6,44
Di it a (R)
11)0lp I Oft 1447SDI 1+6.6DD
OR 152 115 241 259 3111 39 43 4M 6 N
Mau(R)
1DOoh I+D+I1+D+0.1SOi 1+6,6DD 110olI
General Footing
LIC# : KW-06014809, Build:21
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
DESCRIPTION: CRAWL SPACE CONCRETE SPREAD FOOTING; TRIBUTARY AREA=12FT/2X24FT/2
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Material Properties
fc : Concrete 28 day strength =
fy : Rebar Yield =
Ec : Concrete Elastic Modulus =
Concrete Density =
(P Values Flexure =
Shear =
Analysis Settings
Min Steel % Bending Reinf.
Min Allow % Temp Reinf.
Min. Overturning Safety Factor
Min. Sliding Safety Factor
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Dimensions
Width parallel to X-X Axis =
Length parallel to Z-Z Axis =
Footing Thickness =
Pedestal dimensions...
px : parallel to X-X Axis
pz : parallel to Z-Z Axis =_
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X-X Axis
Number of Bars -
Reinforcing Bar Size = #
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size = #
Bandwidth Distribution Check (AC I 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
Soil Design Values
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
60.0 ksi
Soil Density =
110.0 pcf
3,122.0 ksi
Increase Bearing By Footing Weight =
No
145.0 pcf
Soil Passive Resistance (for Sliding) =
250.0 pcf
0.90
Soil/Concrete Friction Coeff. =
0.30
0.750
Increases based on footing Depth
Footing base depth below soil surface =
1.50 ft
=
Allow press. increase per foot of depth =
ksf
= 0.00180
when footing base is below =
ft
= 1.0:1
= 1.0
: 1 Increases based on footing plan dimension
Yes
Allowable pressure increase per foot of depth
Yes
=
ksf
No
when max. length or width is greater than
-
-
ft
No
2.0 ft
2.0 ft
12.0 in
X
in o
in CV
in
3.0 in
3.0
4
3.0
4
3-#4Bars
n/a n/a X-X Section Looking to +Z
n/a
Z
3 - # 4 Bars
Z-Z Section Looking to +X
D Lr L S W E H
P : Column Load = 1.080 3.960 k
OB : Overburden = ksf
M-xx = k-ft
M-zz = k-ft
V-x = k
V-z = k
General Footing
LIC# : KW-06014809, Build:21
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
DESCRIPTION: CRAWL SPACE CONCRETE SPREAD FOOTING; TRIBUTARY AREA=12FT/2X24FT/2
DESIGN SUMMARY
Min. Ratio
PASS 0.9733
PASS n/a
PASS n/a
PASS n/a
PASS n/a
PASS n/a
PASS 0.08172
PASS 0.08172
PASS 0.08172
PASS 0.08172
PASS 0.05653
PASS 0.05653
PASS 0.05653
PASS 0.05653
PASS 0.1344
Detailed Results
Soil Bearing
Rotation Axis &
Load Combination...
X-X, D Only
X-X, +D+L
X-X, +D+0.750L
X-X, +0.60D
Z-Z, D Only
Z-Z, +D+L
Z-Z, +D+0.750L
Z-Z, +0.60D
Overturning Stability
Rotation Axis &
Load Combination...
Footing Has NO Overturning
Sliding Stability
Item
Applied
Soil Bearing
1.460 ksf
Overturning - X-X
0.0 k-ft
Overturning - Z-Z
0.0 k-ft
Sliding - X-X
0.0 k
Sliding - Z-Z
0.0 k
Uplift
0.0 k
Z Flexure (+X)
0.9540 k-ft/ft
Z Flexure (-X)
0.9540 k-ft/ft
X Flexure (+Z)
0.9540 k-ft/ft
X Flexure (-Z)
0.9540 k-ft/ft
1-way Shear (+X)
4.240 psi
1-way Shear (-X)
4.240 psi
1-way Shear (+Z)
4.240 psi
1-way Shear (-Z)
4.240 psi
2-way Punching
20.154 psi
Xecc Zecc
Gross Allowable (in)
1.50
n/a
0.0
1.50
n/a
0.0
1.50
n/a
0.0
1.50
n/a
0.0
1.50
0.0
n/a
1.50
0.0
n/a
1.50
0.0
n/a
1.50
0.0
n/a
Overturning Moment
Capacity
Governing Load Combination
1.50 ksf
+D+L about Z-Z axis
0.0 k-ft
No Overturning
0.0 k-ft
No Overturning
0.0 k
No Sliding
0.0 k
No Sliding
0.0 k
No Uplift
11.674 k-ft/ft
+1.20D+1.60L
11.674 k-ft/ft
+1.20D+1.60L
11.674 k-ft/ft
+1.20D+1.60L
11.674 k-ft/ft
+1.20D+1.60L
75.0 psi
+1.20D+1.60L
75.0 psi
+1.20D+1.60L
75.0 psi
+1.20D+1.60L
75.0 psi
+1.20D+1.60L
150.0 psi
+1.20D+1.60L
Actual Soil Bearing Stress @ Location
Bottom, -Z Top, +Z Left, -X Right, +X
0.470
0.470
n/a
n/a
1.460
1.460
n/a
n/a
1.213
1.213
n/a
n/a
0.2820
0.2820
n/a
n/a
n/a
n/a
0.470
0.470
n/a
n/a
1.460
1.460
n/a
n/a
1.213
1.213
n/a
n/a
0.2820
0.2820
Actual / Allow
Rn in
Resisting Moment Stability Ratio Status
All units k
U.616
0.973
0.809
0.188
0.313
0.973
0.809
0.188
Force Application Axis
Load Combination...
Sliding
Force
Resisting Force
Stability
Ratio
Status
Footing Has NO Sliding
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, +1.40D
0.1890
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +1.40D
0.1890
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +1.20D+1.60L
0.9540
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +1.20D+1.60L
0.9540
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +1.20D+L
0.6570
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +1.20D+L
0.6570
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +1.20D
0.1620
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +1.20D
0.1620
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +0.90D
0.1215
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +0.90D
0.1215
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
Z-Z, +1.40D
0.1890
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
Z-Z, +1.40D
0.1890
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
Z-Z, +1.20D+1.60L
0.9540
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
Z-Z, +1.20D+1.60L
0.9540
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
Z-Z, +1.20D+L
0.6570
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
Z-Z, +1.20D+L
0.6570
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
Z-Z, +1.20D
0.1620
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
Project Title:
Engineer: HAZIM AL KHALAF, P.E., fV
Project ID:
Project Descr:
General Footing
Project File: ENERCALC.ec6
LIC# : KW-06014809, Build:20.22.8.17
Wilson & HAJ Consultant Engineers,
LLC
(c) ENERCALC INC 1983-2022
DESCRIPTION: CRAWL SPACE CONCRETE SPREAD FOOTING; TRIBUTARY AREA=12FT/2X24FT/2
Footing Flexure
Flexure Axis & Load Combination Mu Side Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
in12
in12
in12
k-ft
Z-Z, +1.20D
0.1620
+X Bottom
0.2592
AsMin
0.30
11.674
OK
Z-Z, +0.90D
0.1215
-X Bottom
0.2592
AsMin
0.30
11.674
OK
Z-Z, +0.90D
0.1215
+X Bottom
0.2592
AsMin
0.30
11.674
OK
One Way Shear
Load Combination...
Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi
Vn Vu / Phi*Vn
Status
+1.401D
0.84 psi
0.84 psi
0.84 psi
0.84 psi
0.84 psi
75.00 psi 0.01
OK
+1.20D+1.60L
4.24 psi
4.24 psi
4.24 psi
4.24 psi
4.24 psi
75.00 psi 0.06
OK
+1.20D+L
2.92 psi
2.92 psi
2.92 psi
2.92 psi
2.92 psi
75.00 psi 0.04
OK
+1.201D
0.72 psi
0.72 psi
0.72 psi
0.72 psi
0.72 psi
75.00 psi 0.01
OK
+0.90D
0.54 psi
0.54 psi
0.54 psi
0.54 psi
0.54 psi
75.00 psi 0.01
OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.401D
3.99 psi
150.00psi
0.02662
OK
+1.20D+1.60L
20.15 psi
150.00psi
0.1344
OK
+1.20D+L
13.88 psi
150.00psi
0.09253
OK
+1.201D
3.42 psi
150.00psi
0.02282
OK
+0.90D
2.57 psi
150.00psi
0.01711
OK
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Wall Footing Project File: ENERCALC.ec6
LIC# : KW-06014809, Build:20.22.8.17 Wilson & HAJ Consultant Engineers, LLC (c) ENERCALC INC 1983-20:
DESCRIPTION: EXISTING HOUSE FOOTING VERIFICATION CONCRETE WALL 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
Pc : Concrete 28 day strength
= 2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield
= 60.0 ksi
Increase Bearing By Footing Weight =
Yes
Ec : Concrete Elastic Modulus
= 3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density
= 145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
(P Values Flexure
= 0.90
Shear
= 0.750
Increases based on footing Depth
Analysis Settings
Reference Depth below Surface =
1.50ft
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 =
1.597 ksf
Dimensions
Reinforcing
Footing Width =
1.166 ft Footing Thickness
= 8.0 in Bars along X-X Axis
Wall Thickness =
8.0 in Rebar Centerline
to Edge of Concrete... Bar spacing
= 9.00
Wall center offset
at Bottom of footing = 3.0 in Reinforcing Bar Size
= # 4
from center of footing =
0 in
Applied Loads
D Lr L
P : Column Load = 0.752 0.240 0.30
OB : Overburden =
V-x =
M-zz =
Vx applied = in above top of footing
#4 bars@gin o..
X-X Section Looking to iZ
S W E H
0.3030 0.160 k
ksf
k
k-ft
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Wall Footing
Project File: ENERCALC.ec6
LIC# : KW-06014809, Build:20.22.8.17
Wilson
& HAJ Consultant Engineers,
LLC
(c) ENERCALC
INC 1983-2022
DESCRIPTION: EXISTING
HOUSE FOOTING VERIFICATION CONCRETE WALL FOOTING
DESIGN SUMMARY
- •
Factor of Safety
Item
Applied
Capacity
Governing Load Combination
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
Uplift
0.0 k
0.0 k
No Uplift
Utilization Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.7461
Soil Bearing
1.191 ksf
1.597 ksf
+D+0.750L+0.750S+0.4
PASS 0.008662
Z Flexure (+X)
0.04871 k-ft
5.624 k-ft
+1.20D+L+1.60S
PASS 0.003699
Z Flexure (-X)
0.02080 k-ft
5.624 k-ft
+0.90D
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
Detailed Results
Soil Bearing
Rotation Axis &
Actual Soil Bearing Stress
Actual / Allowable
Load Combination...
Gross Allowable
Xecc
-X
+X
Ratio
D Only
1.597 ksf
0.0 in
0.7416 ksf
0.7416 ksf
0.465
+D+L
1.597 ksf
0.0 in
0.9989 ksf
0.9989 ksf
0.626
+D+Lr
1.597 ksf
0.0 in
0.9474 ksf
0.9474 ksf
0.593
+D+S
1.597 ksf
0.0 in
1.001 ksf
1.001 ksf
0.627
+D+0.750Lr+0.750L
1.597 ksf
0.0 in
1.089 ksf
1.089 ksf
0.682
+D+0.750L+0.750S
1.597 ksf
0.0 in
1.129 ksf
1.129 ksf
0.707
+D+0.60W
1.597 ksf
0.0 in
0.8239 ksf
0.8239 ksf
0.516
+D+0.750Lr+0.750L+0.45OW
1.597 ksf
0.0 in
1.151 ksf
1.151 ksf
0.721
+D+0.750L+0.750S+0.450W
1.597 ksf
0.0 in
1.191 ksf
1.191 ksf
0.746
, +0.60D+0.60W
1.597 ksf
0.0 in
0.5273 ksf
0.5273 ksf
0.330
, +0.60D
1.597 ksf
0.0 in
0.4450 ksf
0.4450 ksf
0.279
Overturning Stability
Units : k-ft
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio Status
Footing Has NO Overturning
Sliding Stability
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Sliding SafetyRatio Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination
Mu Which Tension @ Bot. As Req'd
Gvrn. As
Actual As
Phi"Mn
k-ft
Side ?
or Top ?
in"2
in12
in12
k-ft Status
+1.40D
0.03236
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.40D
0.03236
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+0.50Lr+1.60L
0.04377
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+0.50Lr+1.60L
0.04377
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60L+0.50S
0.04462
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60L+0.50S
0.04462
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60Lr+L
0.04602
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60Lr+L
0.04602
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60Lr+0.50W
0.04014
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60Lr+0.50W
0.04014
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+L+1.60S
0.04871
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+L+1.60S
0.04871
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60S+0.50W
0.04283
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60S+0.50W
0.04283
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+0.50Lr+L+W
0.04324
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+0.50Lr+L+W
0.04324
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+L+0.50S+W
0.04408
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
, +1.20D+L+0.50S+W
0.04408
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+0.90D+W
0.02508
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
, +0.90D+W
0.02508
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
, +1.20D+L+0.20S
0.03738
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Wall Footing Project File: ENERCALC.ec6
LIC#: KW-06014809, Build:20.22.8.17 Wilson & HAJ Consultant Engineers, LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: EXISTING HOUSE FOOTING VERIFICATION CONCRETE WALL FOOTING
Footing Flexure
Flexure Axis & Load Combination Mu Which Tension @ Bot.
As Req'd Gvrn. As
Actual As
Phi*Mn
k-ft Side ?
or Top ?
in12 in12
in12
k-ft
Status
+1.20D+L+0.20S
0.03738 +X
Bottom
0.1728 Min Temp
%
0.2667
5.624
OK
, +0.90D
0.0208 -X
Bottom
0.1728 Min Temp
%
0.2667
5.624
OK
, +0.90D
0.0208 +X
Bottom
0.1728 Min Temp
%
0.2667
5.624
OK
One Way Shear
Units : k
Load Combination...
Vu @ -X Vu @ +X
Vu:Max Phi Vn
Vu / Phi*Vn
Status
+1.40D
0 psi
0 psi
0 psi
75 psi
0
OK
+1.20D+0.50Lr+1.60L
0 psi
0 psi
0 psi
75 psi
0
OK
+1.20D+1.60L+0.50S
0 psi
0 psi
0 psi
75 psi
0
OK
+1.20D+1.60Lr+L
0 psi
0 psi
0 psi
75 psi
0
OK
+1.20D+1.60Lr+0.50W
0 psi
0 psi
0 psi
75 psi
0
OK
+1.20D+L+1.60S
0 psi
0 psi
0 psi
75 psi
0
OK
+1.20D+1.60S+0.50W
0 psi
0 psi
0 psi
75 psi
0
OK
+1.20D+0.50Lr+L+W
0 psi
0 psi
0 psi
75 psi
0
OK
+1.20D+L+0.50S+W
0 psi
0 psi
0 psi
75 psi
0
OK
+0.90D+W
0 psi
0 psi
0 psi
75 psi
0
OK
+1.20D+L+0.20S
0 psi
0 psi
0 psi
75 psi
0
OK
+0.90D
0 psi
0 psi
0 psi
75 psi
0
OK
Wood Beam
LIC# : KW-06014809, Build:20.22.8
DESCRIPTION: JD210
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
Load Combination ASCE 7-16
Wood Species Hem -Fir
Wood Grade No.2
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
Fb +
850.0 psi
E : Modulus of Elasticity
Fb -
850.0 psi
Ebend- xx 1,300.Oksi
Fc - Prll
1,300.0 psi
Eminbend - xx 470.Oksi
Fc - Perp
405.0 psi
Fv
150.0 psi
Ft
525.0 psi
Density 26.840 pcf
Repetitive Member Stress Increase
D(0.015) Lr(0.02) L(0.06) S(0.031) W(0.016)
2x10
Span = 13.0 ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated
and added
Uniform Load : D = 0.0150, Lr = 0.020,
L = 0.060, S = 0.0310,
W = 0.0160 ksf, Tributary Width
= 1.0 ft
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.972 1
Maximum Shear Stress Ratio
=
0.320 : 1
Section used for this span
2x10
Section
used for this span
2x10
fb: Actual =
888.82 psi
fv: Actual
=
46.55 psi
Fb: Allowable =
913.96 psi
Fv: Allowable
=
145.50 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span =
6.500ft
Location of maximum on span
=
12.241 ft
Span # where maximum occurs =
Span # 1
Span #
where maximum occurs
=
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.335 in Ratio =
465> 240
Span: 1 : L Only
Max Upward Transient Deflection
0 in Ratio =
0 <240
n/a
Max Downward Total Deflection
0.505 in Ratio =
308 -180
Span: 1 : +D+0.750L+0.750S+0.45OW
Max Upward Total Deflection
0 in Ratio =
0 <180
n/a
Maximum Forces & Stresses for Load Combinations
Load Combination Max S ress Ratios
Momenta
Shear Values -
Segment Length Span # M V
Cd CF/V C i Cr
Cm C t
CL M fb
F'b
V
fv F'v
D Only
0.00
0.00
0.00 0.00
Length = 13.0 ft 1 0.216 0.071
0.90 1.100 1.00 1.15
0.85 1.00
1.00 0.32 177.76
822.57
0.09
9.31 130.95
+D+L
1.100 1.00 1.15
0.85 1.00
1.00
0.00
0.00
0.00 0.00
Length = 13.0 ft 1 0.972 0.320
1.00 1.100 1.00 1.15
0.85 1.00
1.00 1.58 888.82
913.96
0.43
46.55 145.50
+D+Lr
1.100 1.00 1.15
0.85 1.00
1.00
0.00
0.00
0.00 0.00
Length = 13.0 ft 1 0.363 0.119
1.25 1.100 1.00 1.15
0.85 1.00
1.00 0.74 414.78
1142.45
0.20
21.72 181.88
+D+S
1.100 1.00 1.15
0.85 1.00
1.00
0.00
0.00
0.00 0.00
Length = 13.0 ft 1 0.519 0.171
1.15 1.100 1.00 1.15
0.85 1.00
1.00 0.97 545.15
1051.06
0.26
28.55 167.33
+D+0.750Lr+0.750L
1.100 1.00 1.15
0.85 1.00
1.00
0.00
0.00
0.00 0.00
Length = 13.0 ft 1 0.778 0.256
1.25 1.100 1.00 1.15
0.85 1.00
1.00 1.58 888.82
1142.45
0.43
46.55 181.88
+D+0.750L+0.750S
1.100 1.00 1.15
0.85 1.00
1.00
0.00
0.00
0.00 0.00
Length = 13.0 ft 1 0.939 0.309
1.15 1.100 1.00 1.15
0.85 1.00
1.00 1.76 986.59
1051.06
0.48
51.67 167.33
+D+0.60W
1.100 1.00 1.15
0.85 1.00
1.00
0.00
0.00
0.00 0.00
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Wood Beam Project File: ENERCALC.ec6
LIC# : KW-06014809, Build:20.22.8.17
Wilson & HAJ Consultant Engineers, LLC
(c) ENERCALC INC 1983-2022
DESCRIPTION: JD210
Maximum Forces & Stresses for
Load Combinations
Load Combination Max Stress Ratios
Moment Values
Shear Values
Segment Length Span # M V
Cd CFN Ci
Cr Cm
C t
CL M
fb
F'b V
fv
F'v
Length = 13.0 ft 1 0.199 0.066
1.60 1.100 1.00
1.15 0.85
1.00
1.00 0.52
291.53
1462.34 0.14
15.27
232.80
+D+0.750Lr+0.750L+0.45OW
1.100 1.00
1.15 0.85
1.00
1.00
0.00 0.00
0.00
0.00
Length = 13.0 ft 1 0.666 0.219
1.60 1.100 1.00
1.15 0.85
1.00
1.00 1.74
974.15
1462.34 0.47
51.02
232.80
+D+0.750L+0.750S+0.450W
1.100 1.00
1.15 0.85
1.00
1.00
0.00 0.00
0.00
0.00
Length = 13.0 ft 1 0.733 0.241
1.60 1.100 1.00
1.15 0.85
1.00
1.00 1.91
1,071.92
1462.34 0.52
56.14
232.80
+0.60D+0.60W
1.100 1.00
1.15 0.85
1.00
1.00
0.00 0.00
0.00
0.00
Length = 13.0 ft 1 0.151 0.050
1.60 1.100 1.00
1.15 0.85
1.00
1.00 0.39
220.43
1462.34 0.11
11.54
232.80
+0.60D
1.100 1.00
1.15 0.85
1.00
1.00
0.00 0.00
0.00
0.00
Length = 13.0 ft 1 0.073 0.024
1.60 1.100 1.00
1.15 0.85
1.00
1.00 0.19
106.66
1462.34 0.05
5.59
232.80
Overall Maximum Deflections
Load Combination Span
Max. "" Defl Location in Span Load Combination
Max. "+" Defl Location
in Span
+D+0.750L+0.750S+0.450W 1
0.5051
6.547
0.0000
0.000
Maximum Deflections for Load Combinations
Load Combination
Span Max. Downward Defl
Location in Span
Max.
Upward Defl Location in Span
D Only
1
0.0838 in
6.547 ft
0.0000 in
0.000
ft
+D+L
1
0.4188 in
6.547 ft
0.0000 in
0.000
ft
+D+Lr
1
0.1954 in
6.547 ft
0.0000 in
0.000
ft
+D+S
1
0.2569 in
6.547 ft
0.0000 in
0.000
ft
+D+0.750Lr+0.750L
1
0.4188 in
6.547 ft
0.0000 in
0.000
ft
+D+0.750L+0.750S
1
0.4649 in
6.547 ft
0.0000 in
0.000
ft
+D+0.60W
1
0.1374 in
6.547 ft
0.0000 in
0.000
ft
+D+0.750Lr+0.750L+0.45OW
1
0.4590 in
6.547 ft
0.0000 in
0.000
ft
+D+0.750L+0.750S+0.450W
1
0.5051 in
6.547 ft
0.0000 in
0.000
ft
+0.60D+0.60W
1
0.1039 in
6.547 ft
0.0000 in
0.000
ft
+0.60D
1
0.0503 in
6.547 ft
0.0000 in
0.000
ft
Lr Only
1
0.1117 in
6.547 ft
0.0000 in
0.000
ft
L Only
1
0.3351 in
6.547 ft
0.0000 in
0.000
ft
S Only
1
0.1731 in
6.547 ft
0.0000 in
0.000
ft
W Only
1
0.0893 in
6.547 ft
0.0000 in
0.000
ft
Vertical Reactions
Support notation
: Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
0.588
0.588
Overall MINimum
0.104
0.104
D Only
0.098
0.098
+D+L
0.488
0.488
+D+Lr
0.228
0.228
+D+S
0.299
0.299
+D+0.750Lr+0.750L
0.488
0.488
+D+0.750L+0.750S
0.541
0.541
+D+0.60W
0.160
0.160
+D+0.750Lr+0.750L+0.45OW
0.534
0.534
+D+0.750L+0.750S+0.450W
0.588
0.588
+0.60D+0.60W
0.121
0.121
+0.60D
0.059
0.059
Lr Only
0.130
0.130
L Only
0.390
0.390
S Only
0.202
0.202
W Only
0.104
0.104
Wood Beam
LIC# : KW-06014809, Build:20.22.8
DESCRIPTION: JD210
t
n
E
0
Project Title:
Engineer:
Project ID:
Project Descr:
HAZIM AL KHALAF, P.E., N/
Project File: ENERCALC.ec6
(c) ENERCALC INC 1983-2022
Ida 2151 A M1 li,N 40 IN RN 110 E16
Di ira(R)
11)01pIOft 1+D+I,I+D+S1+D+D,?S06i+D,1S661+D+11.75 ADSI+D+0,60WI047SH4,7SO6+6,4SOW1441SOI+ADS+D,4SOW14,60MAW1+0101)
123 M 320 Ull 636 7A ON 1020 1141 "6
Mira(R)
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Wood Beam
DESCRIPTION: JD210
Project Title:
Engineer: HAZIM AL KHALAF, P.E., fV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
(c) ENERCALC INC 1983-2022
I'D 251 3A SOB Q6 IM 1.2 NIN 11146 12A
Now
I D01161+D+61+D+b I+D+5 I+D+OdSDb+OdS661 +D+6.7S06+DJS0S I 0466W 1447SH147SOMASDW I447SMUSDS+OASOW 1+11.01)456W 14661) I bOoly 160oll I Noll Moll
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Wall Footing
LIC# : KW-06014809, Build:20.22.8.17 Wilson & HAJ Consultant Engineer
DESCRIPTION: CONCRETE FOOTING FOR SMALL NEW SOACE
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Project File: ENERCALC.ec6
Material Properties
Soil Design Values
Pc : Concrete 28 day strength
= 2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield
= 60.0 ksi
Increase Bearing By Footing Weight =
Yes
Ec : Concrete Elastic Modulus
= 3,122.0 ksi
Soil Passive Resistance (for Sliding) =
250.0 pcf
Concrete Density
= 145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
(P Values Flexure
= 0.90
Shear
= 0.750
Increases based on footing Depth
Analysis Settings
Reference Depth below Surface =
1.50 ft
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 =
1.597 ksf
Dimensions
Reinforcing
Footing Width =
1.60 ft Footing Thickness
= 8.0 in Bars along X-X Axis
Wall Thickness =
8.0 in Rebar Centerline
to Edge of Concrete... Bar spacing
= 9.00
Wall center offset
at Bottom of footing = 3.0 in Reinforcing Bar Size
= # 4
from center of footing =
0 in
Applied Loads
P : Column Load =
OB : Overburden =
V-x =
M-zz =
Vx applied =
D Lr
0.9920 0.240
in above top of footing
L S W E H
1.20 0.360 0.1920 k
ksf
k
k-ft
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Wall Footing
Project File: ENERCALC.ec6
LIC# : KW-06014809, Build:20.22.8.17
Wilson
& HAJ Consultant Engineers,
LLC
(c) ENERCALC
INC 1983-2022
DESCRIPTION: CONCRETE FOOTING FOR SMALL NEW SOACE
DESIGN SUMMARY
- •
Factor of Safety
Item
Applied
Capacity
Governing Load Combination
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
Uplift
0.0 k
0.0 k
No Uplift
Utilization Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.9407
Soil Bearing
1.502 ksf
1.597 ksf
+D+0.750L+0.750S+0.4
PASS 0.04207
Z Flexure (+X)
0.2366 k-ft
5.624 k-ft
+1.20D+1.60L+0.50S
PASS 0.01249
Z Flexure (-X)
0.07023 k-ft
5.624 k-ft
+0.90D
PASS 0.03090
1-way Shear (+X)
2.317 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS 0.03090
1-way Shear (-X)
2.317 psi
75.0 psi
+1.20D+1.60L+0.50S
Detailed Results
Soil Bearing
Rotation Axis &
Actual Soil Bearing Stress
Actual / Allowable
Load Combination...
Gross Allowable
Xecc
-X
+X
Ratio
D Only
1.597 ksf
0.0 in
0,7167 ksf
0.7167 ksf
0.449
+D+L
1.597 ksf
0.0 in
1.467 ksf
1.467 ksf
0.919
+D+Lr
1.597 ksf
0.0 in
0.8667 ksf
0.8667 ksf
0.543
+D+S
1.597 ksf
0.0 in
0.9417 ksf
0.9417 ksf
0.590
+D+0.750Lr+0.750L
1.597 ksf
0.0 in
1.392 ksf
1.392 ksf
0.872
+D+0.750L+0.750S
1.597 ksf
0.0 in
1.448 ksf
1.448 ksf
0.907
+D+0.60W
1.597 ksf
0.0 in
0.7887 ksf
0.7887 ksf
0.494
+D+0.750Lr+0.750L+0.45OW
1.597 ksf
0.0 in
1.446 ksf
1.446 ksf
0.905
+D+0.750L+0.750S+0.450W
1.597 ksf
0.0 in
1.502 ksf
1.502 ksf
0.941
, +0.60D+0.60W
1.597 ksf
0.0 in
0.5020 ksf
0.5020 ksf
0.314
, +0.60D
1.597 ksf
0.0 in
0.430 ksf
0.430 ksf
0.269
Overturning Stability
Units : k-ft
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio Status
Footing Has NO Overturning
Sliding Stability
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Sliding SafetyRatio Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination
Mu Which Tension @ Bot. As Req'd
Gvrn. As
Actual As
Phi"Mn
k-ft
Side ?
or Top ?
in"2
in12
inA2
k-ft Status
+1.40D
0.1093
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.40D
0.1093
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+0.50Lr+1.60L
0.2325
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+0.50Lr+1.60L
0.2325
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60L+0.50S
0.2366
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60L+0.50S
0.2366
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60Lr+L
0.2014
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60Lr+L
0.2014
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60Lr+0.50W
0.1263
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60Lr+0.50W
0.1263
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+L+1.60S
0.2145
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+L+1.60S
0.2145
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60S+0.50W
0.1394
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+1.60S+0.50W
0.1394
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+0.50Lr+L+W
0.1965
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+0.50Lr+L+W
0.1965
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+1.20D+L+0.50S+W
0.2006
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
, +1.20D+L+0.50S+W
0.2006
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
+0.90D+W
0.0833
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
, +0.90D+W
0.0833
+X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
, +1.20D+L+0.20S
0.1802
-X
Bottom
0.1728
Min Temp %
0.2667
5.624 OK
Project Title:
Engineer:
Project ID:
Project Descr:
HAZIM AL KHALAF, P.E., IV
Wall Footing Project File: ENERCALC.ec6 1
LIC#: KW-06014809, Build:20.22.8.17 Wilson & HAJ Consultant Engineers, LLC (c) ENERCALC INC 1983-2022
DESCRIPTION: CONCRETE FOOTING FOR SMALL NEW SOACE
Footing Flexure
Flexure Axis & Load Combination Mu Which Tension @ Bot.
As Req'd Gvrn. As
Actual As
Phi*Mn
k-ft Side ?
or Top ?
in12 in12
in12
k-ft
Status
+1.20D+L+0.20S
0.1802 +X
Bottom
0.1728 Min Temp
%
0.2667
5.624
OK
, +0.90D
0.07023 -X
Bottom
0.1728 Min Temp
%
0.2667
5.624
OK
, +0.90D
0.07023 +X
Bottom
0.1728 Min Temp
%
0.2667
5.624
OK
One Way Shear
Units : k
Load Combination...
Vu @ -X Vu @
+X
Vu:Max Phi Vn
Vu I Phi*Vn
Status
+1.40D
1.07 psi
1.07 psi
1.07 psi
75 psi
0.01427
OK
+1.20D+0.50Lr+1.60L
2.277 psi
2.277 psi
2.277 psi
75 psi
0.03036
OK
+1.20D+1.60L+0.50S
2.317 psi
2.317 psi
2.317 psi
75 psi
0.0309
OK
+1.20D+1.60Lr+L
1.973 psi
1.973 psi
1.973 psi
75 psi
0.02631
OK
+1.20D+1.60Lr+0.50W
1.237 psi
1.237 psi
1.237 psi
75 psi
0.0165
OK
+1.20D+L+1.60S
2.101 psi
2.101 psi
2.101 psi
75 psi
0.02802
OK
+1.20D+1.60S+0.50W
1.365 psi
1.365 psi
1.365 psi
75 psi
0.0182
OK
+1.20D+0.50Lr+L+W
1.925 psi
1.925 psi
1.925 psi
75 psi
0.02567
OK
+1.20D+L+0.50S+W
1.965 psi
1.965 psi
1.965 psi
75 psi
0.0262
OK
+0.90D+W
0.816 psi
0.816 psi
0.816 psi
75 psi
0.01088
OK
+1.20D+L+0.20S
1.765 psi
1.765 psi
1.765 psi
75 psi
0.02354
OK
+0.90D
0.688 psi
0.688 psi
0.688 psi
75 psi
0.009173
OK
General Footing
LIC# : KW-06014809, Build:20.22.8.17
DESCRIPTION: PATIO 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
fc : Concrete 28 day strength =
fy : Rebar Yield =
Ec : Concrete Elastic Modulus =
Concrete Density =
(P Values Flexure =
Shear =
Analysis Settings
Min Steel % Bending Reinf.
Min Allow % Temp Reinf.
Min. Overturning Safety Factor
Min. Sliding Safety Factor
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Dimensions
Width parallel to X-X Axis =
Length parallel to Z-Z Axis =
Footing Thickness =
Pedestal dimensions...
px : parallel to X-X Axis
pz : parallel to Z-Z Axis =_
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X-X Axis
Number of Bars -
Reinforcing Bar Size = #
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size = #
Bandwidth Distribution Check (AC I 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
Soil Design Values
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
60.0 ksi
Soil Density =
110.0 pcf
3,122.0 ksi
Increase Bearing By Footing Weight =
No
145.0 pcf
Soil Passive Resistance (for Sliding) =
250.0 pcf
0.90
Soil/Concrete Friction Coeff. =
0.30
0.750
Increases based on footing Depth
Footing base depth below soil surface =
1.50 ft
=
Allow press. increase per foot of depth =
ksf
= 0.00180
when footing base is below =
ft
= 1.0:1
= 1.0
: 1 Increases based on footing plan dimension
Yes
Allowable pressure increase per foot of depth
Yes
=
ksf
No
when max. length or width is greater than
-
-
ft
No
2.0 ft
2.0 ft
12.0 in
X
in o
in CV
in
3.0 in
3.0
4
3.0
4
3-#4Bars
n/a n/a X-X Section Looking to +Z
n/a
Z
3 - # 4 Bars
Z-Z Section Looking to +X
D Lr L S W E H
P : Column Load = 0.810 1.0 0.0 1.60 0.8640 k
OB : Overburden = ksf
M-xx = k-ft
M-zz = k-ft
V-x = k
V-z = k
General Footing
LIC# : KW-06014809, Build:20.22.8.17
DESCRIPTION: PATIO FOOTING
DESIGN SUMMARY
Min. Ratio
PASS 0.5350
PASS n/a
PASS n/a
PASS n/a
PASS n/a
PASS n/a
PASS 0.04245
PASS 0.04245
PASS 0.04245
PASS 0.04245
PASS 0.02936
PASS 0.02936
PASS 0.02936
PASS 0.02936
PASS 0.06979
Detailed Results
Soil Bearing
Rotation Axis &
Load Combination...
X-X, D Only
X-X, +D+Lr
X-X, +D+S
X-X, +D+0.750Lr
X-X, +D+0.750S
X-X, +D+0.60W
X-X, +D+0.750Lr+0.45OW
X-X, +D+0.750S+0.450W
X-X, +0.60D+0.60W
X-X, +0.60D
Z-Z, D Only
Z-Z, +D+Lr
Z-Z, +D+S
Z-Z, +D+0.750Lr
Z-Z, +D+0.750S
Z-Z, +D+0.60W
Z-Z, +D+0.750Lr+0.45OW
Z-Z, +D+0.750S+0.450W
Z-Z, +0.60D+0.60W
Z-Z, +0.60D
Overturning Stability
Rotation Axis &
Load Combination...
Footing Has NO Overturning
Sliding Stability
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
Item
Applied
Capacity
Governing Load Combination
Soil Bearing
0.8025 ksf
1.50 ksf
+D+S about Z-Z axis
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
Sliding - X-X
0.0 k
0.0 k
No Sliding
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
Uplift
0.0 k
0.0 k
No Uplift
Z Flexure (+X)
0.4955 k-ft/ft
11.674 k-ft/ft
+1.20D+1.60S+0.50W
Z Flexure (-X)
0.4955 k-ft/ft
11.674 k-ft/ft
+1.20D+1.60S+0.50W
X Flexure (+Z)
0.4955 k-ft/ft
11.674 k-ft/ft
+1.20D+1.60S+0.50W
X Flexure (-Z)
0.4955 k-ft/ft
11.674 k-ft/ft
+1.20D+1.60S+0.50W
1-way Shear (+X)
2.202 psi
75.0 psi
+1.20D+1.60S+0.50W
1-way Shear (-X)
2.202 psi
75.0 psi
+1.20D+1.60S+0.50W
1-way Shear (+Z)
2.202 psi
75.0 psi
+1.20D+1.60S+0.50W
1-way Shear (-Z)
2.202 psi
75.0 psi
+1.20D+1.60S+0.50W
2-way Punching
10.468
psi
150.0 psi
+1.20D+1.60S+0.50W
Xecc
Zecc
Actual
Soil Bearing Stress @ Location
Actual / Allow
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X Right, +X
Ratio
1.50
n/a
0.0
0.4025
0.4025
n/a n/a
0.268
1.50
n/a
0.0
0.6525
0.6525
n/a n/a
0.435
1.50
n/a
0.0
0.8025
0.8025
n/a n/a
0.535
1.50
n/a
0.0
0.590
0.590
n/a n/a
0.393
1.50
n/a
0.0
0.7025
0.7025
n/a n/a
0.468
1.50
n/a
0.0
0.5321
0.5321
n/a n/a
0.355
1.50
n/a
0.0
0.6872
0.6872
n/a n/a
0.458
1.50
n/a
0.0
0.7997
0.7997
n/a n/a
0.533
1.50
n/a
0.0
0.3711
0.3711
n/a n/a
0.247
1.50
n/a
0.0
0.2415
0.2415
n/a n/a
0.161
1.50
0.0
n/a
n/a
n/a
0.4025 0.4025
0.268
1.50
0.0
n/a
n/a
n/a
0.6525 0.6525
0.435
1.50
0.0
n/a
n/a
n/a
0.8025 0.8025
0.535
1.50
0.0
n/a
n/a
n/a
0.590 0.590
0.393
1.50
0.0
n/a
n/a
n/a
0.7025 0.7025
0.468
1.50
0.0
n/a
n/a
n/a
0.5321 0.5321
0.355
1.50
0.0
n/a
n/a
n/a
0.6872 0.6872
0.458
1.50
0.0
n/a
n/a
n/a
0.7997 0.7997
0.533
1.50
0.0
n/a
n/a
n/a
0.3711 0.3711
0.247
1.50
0.0
n/a
n/a
n/a
0.2415 0.2415
0.161
Overturning Moment
Resisting Moment
Stability Ratio
Status
All units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability
Ratio
Status
Footing Has NO Sliding
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
in12
k-ft
X-X, +1.40D
0.1418
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +1.40D
0.1418
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +1.20D+0.50Lr
0.1840
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +1.20D+0.50Lr
0.1840
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
X-X, +1.20D+0.50S
0.2215
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
General Footing
DESCRIPTION: PATIO FOOTING
Footing Flexure
Flexure Axis & Load Combination Mu Side
k-ft
X-X, +1.20D+0.50S
X-X, +1.20D+1.60Lr
X-X, +1.20D+1.60Lr
X-X, +1.20D+1.60Lr+0.50W
X-X, +1.20D+1.60Lr+0.50W
X-X, +1.20D+1.60S
X-X, +1.20D+1.60S
X-X, +1.20D+1.60S+0.50W
X-X, +1.20D+1.60S+0.50W
X-X, +1.20D+0.50Lr+W
X-X, +1.20D+0.50Lr+W
X-X, +1.20D+0.50S+W
X-X, +1.20D+0.50S+W
X-X, +0.90D+W
X-X, +0.90D+W
X-X, +1.20D+0.20S
X-X, +1.20D+0.20S
X-X, +0.90D
X-X, +0.90D
Z-Z, +1.40D
Z-Z, +1.40D
Z-Z, +1.20D+0.50Lr
Z-Z, +1.20D+0.50Lr
Z-Z, +1.20D+0.50S
Z-Z, +1.20D+0.50S
Z-Z, +1.20D+1.60Lr
Z-Z, +1.20D+1.60Lr
Z-Z, +1.20D+1.60Lr+0.50W
Z-Z, +1.20D+1.60Lr+0.50W
Z-Z, +1.20D+1.60S
Z-Z, +1.20D+1.60S
Z-Z, +1.20D+1.60S+0.50W
Z-Z, +1.20D+1.60S+0.50W
Z-Z, +1.20D+0.50Lr+W
Z-Z, +1.20D+0.50Lr+W
Z-Z, +1.20D+0.50S+W
Z-Z, +1.20D+0.50S+W
Z-Z, +0.90D+W
Z-Z, +0.90D+W
Z-Z, +1.20D+0.20S
Z-Z, +1.20D+0.20S
Z-Z, +0.90D
Z-Z, +0.90D
One Way Shear
Load Combination...
Project Title:
Engineer: HAZIM AL KHALAF, P.E., IV
Project ID:
Project Descr:
Project File: ENERCALC.ec6
)n & HIM Consultant Engineers, LLC (c) ENERCALC INC 1983-2022
Tension As Req'd Gvrn. As Actual As Phi*Mn Status
Surface inA2 inA2 inA2 k-ft
0.2215
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.3215
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.3215
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.3755
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.3755
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.4415
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.4415
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.4955
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.4955
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.2920
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.2920
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.3295
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.3295
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.1991
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.1991
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.1615
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.1615
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.09113
+Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.09113
-Z
Bottom
0.2592
AsMin
0.30
11.674
OK
0.1418
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.1418
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.1840
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.1840
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.2215
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.2215
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.3215
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.3215
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.3755
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.3755
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.4415
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.4415
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.4955
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.4955
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.2920
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.2920
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.3295
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.3295
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.1991
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.1991
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.1615
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.1615
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.09113
-X
Bottom
0.2592
AsMin
0.30
11.674
OK
0.09113
+X
Bottom
0.2592
AsMin
0.30
11.674
OK
Vu@-X Vu@+X
Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status
+1.40D
0.63 psi
0.63 psi
0.63 psi
0.63 psi
0.63 psi
75.00 psi
0.01
OK
+1.20D+0.50Lr
0.82 psi
0.82 psi
0.82 psi
0.82 psi
0.82 psi
75.00 psi
0.01
OK
+1.20D+0.50S
0.98 psi
0.98 psi
0.98 psi
0.98 psi
0.98 psi
75.00 psi
0.01
OK
+1.20D+1.60Lr
1.43 psi
1.43 psi
1.43 psi
1.43 psi
1.43 psi
75.00 psi
0.02
OK
+1.20D+1.60Lr+0.50W
1.67 psi
1.67 psi
1.67 psi
1.67 psi
1.67 psi
75.00 psi
0.02
OK
+1.20D+1.60S
1.96 psi
1.96 psi
1.96 psi
1.96 psi
1.96 psi
75.00 psi
0.03
OK
+1.20D+1.60S+0.50W
2.20 psi
2.20 psi
2.20 psi
2.20 psi
2.20 psi
75.00 psi
0.03
OK
+1.20D+0.50Lr+W
1.30 psi
1.30 psi
1.30 psi
1.30 psi
1.30 psi
75.00 psi
0.02
OK
+1.20D+0.50S+W
1.46 psi
1.46 psi
1.46 psi
1.46 psi
1.46 psi
75.00 psi
0.02
OK
+0.90D+W
0.89 psi
0.89 psi
0.89 psi
0.89 psi
0.89 psi
75.00 psi
0.01
OK
+1.20D+0.20S
0.72 psi
0.72 psi
0.72 psi
0.72 psi
0.72 psi
75.00 psi
0.01
OK
+0.90D
0.41 psi
0.41 psi
0.41 psi
0.41 psi
0.41 psi
75.00 psi
0.01
OK
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.40D
3.00 psi
150.00psi
0.01996
OK
+1.20D+0.50Lr
3.89 psi
150.00psi
0.02591
OK
Project Title:
Engineer: HAZIM AL KHALAF, P.E., fV
Project ID:
Project Descr:
General Footing
Project File: ENERCALC.ec6
LIC# : KW-06014809, Build:20.22.8.17
Wilson & HAJ Consultant Engineers, LLC
(c) ENERCALC INC 1983-2022
DESCRIPTION: PATIO FOOTING
Two -Way "Punching" Shear
All units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.20D+0.50S
4.68 psi
150.00psi
0.0312
OK
+1.20D+1.60Lr
6.79 psi
150.00psi
0.04528
OK
+1.20D+1.60Lr+0.50W
7.93 psi
150.00psi
0.05289
OK
+1.20D+1.60S
9.33 psi
150.00psi
0.06218
OK
+1.20D+1.60S+0.50W
10.47 psi
150.00psi
0.06979
OK
+1.20D+0.50Lr+W
6.17 psi
150.00psi
0.04113
OK
+1.20D+0.50S+W
6.96 psi
150.00psi
0.04641
OK
+0.90D+W
4.21 psi
150.00psi
0.02805
OK
+1.20D+0.20S
3.41 psi
150.00psi
0.02275
OK
+0.90D
1.93 psi
150.00psi
0.01283
OK
it FO R T E M M F B JOB SUMMARY REPORT
PAUL UFFORD-EDMONDS REMODEL
Level
Member Name
Results
Current Solution
Comments
Jot
Passed
1 piece(s) 11 7/8" TJI@ 210 @ 16" OC
Copy of 301
Passed
1 piece(s) 11 7/8" TJI@ 210 @ 16" OC
ForteWEB Software Operator
Job Notes
Hazim Al Khalaf
Wilson & HAI Consultant Engineers, LLC
(206)979-3819
hazim@wilsonhajengineers.com
A 8/31/2022 12:41:36 AM UTC
ForteWEB v3.4
Weyerhaeuser File Name: PAUL UFFORD-EDMONDS REMODEL
Page 1 / 3
2FORTEWEB"
Level, J01
1 piece(s) 11 7/8" THO 210 @ 16" OC
PASSED
2' 13' 3 L 1. 10' 7 3/4" 2'
o a a
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1283 @ 2' 1 3/4"
2467 (3.50")
Passed (52%)
1.15
1.0 D + 0.75 L + 0.75 S (Adj Spans)
Shear (Ibs)
774 @ 2'
1903
Passed (41%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
-1621 @ 2' 1 3/4"
4364
Passed (37%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.107 @ 8' 6 11/16"
0.341
Passed (L/999+)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.085 @ 0
0.215
Passed (2L/608)
1.0 D + 1.0 S (Alt Spans)
TJ-ProT" Rating
54
40
Passed
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProT" Rating include: None.
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Roof Live
Snow
Factored
1 - Stud wall - SPF
3.50"
3.50"
3.50"
463
497
394
596
1283
Blocking
2 - Stud wall - DF
5.50"
5.50"
3.50"
177
935
-157
-238
1112/-61
None
3 - Stud wall - DF
5.50"
5.50"
3.50"
442
449
403
610
1236
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' 11" o/c
Bottom Edge (Lu)
5' 10" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Spacing
Dead
(0.90)
Floor Live
(1.00)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 29' 1 1/4"
16"
15.0
45.0
-
-
Default Load
2 - Point (lb)
0
N/A
250
-
320
484
3 - Point (lb)
28' 9"
N/A
250
320
484
Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Hazim Al Khalaf
Wilson & HAI Consultant Engineers, LLC
(206) 979-3819
hazim@wilsonhajengineers.com
8/31/2022 12:41:36 AM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2
Weyerhaeuser File Name: PAUL UFFORD-EDMONDS REMODEL
Page 2/3
2FORTEWEB"
Level, Copy of 301
1 piece(s) 11 7/8" THO 210 @ 16" OC
PASSED
W_
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
1299 @ 2' 1 3/4"
2467 (3.50")
Passed (53%)
1.15
1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (Ibs)
774 @ 2'
1903
Passed (41%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
1537 @ 9' 5 1/8"
3795
Passed (41%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.140 @ 8' 10 5/8"
0.337
Passed (L/999+)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.090 @ 0
0.215
Passed (2L/570)
1.0 D + 1.0 S (All Spans)
TJ-ProT" Rating
53
40
Passed
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProT" Rating include: None.
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Roof Live
Snow
Factored
1 - Stud wall - SPF
3.50"
3.50"
3.50"
471
543
371
561
1299
Blocking
2 - Stud wall - DF
5.50"
5.50"
1.75"
99
427/-10
-51
-77
526
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' o/c
Bottom Edge (Lu)
5' 10" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location
Spacing
Dead
(0.90)
Floor Live
(1.00)
Roof Live
(non -snow: 1.25)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 16'
16"
15.0
45.0
-
-
Default Load
2 - Point (lb)
0
N/A
250
-
320
484
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Hazim Al Khalaf
Wilson & HAI Consultant Engineers, LLC
(206) 979-3819
hazim@wilsonhajengineers.com
8/31/2022 12:41:36 AM UTC
ForteWEB v3.4, Engine: V8.2.2.122, Data: V8.1.2.2
Weyerhaeuser File Name: PAUL UFFORD-EDMONDS REMODEL
Page 3/3