REVIEWED BLD2022-0349+Structural_Analysis_or_Calculations+3.21.2022_8.40.04_PM+2751849m` -*,
info(§ b2 a ng i neem. com
425-31 B-70t7 (0 )
425-318-0031 (C)
REVIEWED
CITY OF
EDMONDS
Design Criteria
RECEIVED
Mar 22 2022
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
11.14 il_S�ile•-u
CHATILA REMODEL
821 PUGET DR, EDMONDS, WA 98020
STRUCTURAL CALCULATIONS
PROJECT NO: 22011 DATE:03/16/22
PREPARED BY: BASRI BASRI PE, SE
International Building Code (IBC) 2018
American Society of Civil Engineers (ASCE) 7-16
3roject Description
Page 1 of 28
Q OF WAS/y/ S
2
Q-
�,Sj �G 43789
OTORALS
,SS/ONAL E
Structural design of deck addition, replacement of interior bearing walls with posts/beams/footings.
Please see attached calculations for your reference
Seismic Criteria
S5, %g
135
S,, %g
45
Risk Category
II
Site Class
D
Ductility Factor, R
6.5
Seismic Performance Category
D
Wind Criteria
Ultimate Wind Speed, mph
98
Building Classifications
II
Wind Exposure Category
C
Topographic Effect, Kzt
1.0
-0
6'-10"
- � (NkiX4 PT
6'-10" 3'-31/2- , T-61/2" T-2- <
Page 2 of 28
0 0
7'-2" 7'-2" 6•- 1" 6'- 1"
l PT (N)4X4 PT 3 (N)4X4 PT 3 (NklX4 PT 3 (N)4X4 PT
1 (N)i6"Xi6-X12"CONCRETE CURB
(FOR MPBZ EMBEDDED INTO
CONCRETE POST BASE) 8
FOOTING PER SCHEDULE
(6 PLACES)
2 (NkiX4 PT 2 (NklX4 PT g• 1'-2' MEW 6'
` ❑ 7
3
IMPORTANT NOTE FOR CRAWLSPACE:
- PROVIDE SIMPSON RPBZ - RETROFIT POST BASE
TO EXISTING POSTS WITHOUT BASE CONNECTION
- PROVIDE SIMPSON L50 ANGLE (2 SIDES) TO
EXISTING POSTS WITHOUT POST CAPS
3
S-5
P P
1 fiX6 1 6X6
P 1 4X6 P 1 4X6
1 /4" = 1'-0"
EA
APA PLYWOOD FLOOR
SHEATHING WITH 10d NAILS
AT 6" EDGE &BLOCKING
NAILING AND 10d AT 12"
FIELD NAILING
(N) 2X8 JOISTS
(N) 3-2X8
@ 16" O.C. (J 1-1)
11
N) OF
—
J
a]
(N)
g
PREFABRICATED STAIR
j1WITH LANDING BY OTHERS
I F
DJ-1 Page 3 of 28
(N)2X8 PT JOISTS
@ 16" 0.C.(DJ-1)
TYPICAL SLAB ON GRADE:
4" CONCRETE WITH #3 AT 18" E.W. -
(MID -DEPTH) OVER VAPOR
(N)6X6 BARRIER, & RIGID INSULATION PER
ARCHITECTURAL DRAWINGS, ON
4" COMPACTED CRUSHED ROCK,
PROVIDE 1" DEEP SAWCUT JOINT
AT 15' MAX SPACING E.W.
(N) OPENING
PT
JB-2
B-2
N 4X8 PT
7;7BEAM (DB-2)—
SEE DETAIL CIS-5 FOR
(N)2X8 PT JOIS
El
8
8
1/4" = 1'-0"
II II II II II II II II II II II II II II II II II II II
II II II II II II II II II II II II II II II II II II II
II II II II II II
A 3.5X10.5 GLB 24F-V4
DF/DF HEADER BELOW
II II II II II II II II II II II II II II II II II II II
(E) FLOOR
II II II II II II II II
II II II II II II REMAIN
TOR II II II
II II II II II II II II II II II II II II II II II II II
II II II II II II II II II II II II II II II II II II II
II II II II II II III II I II II II II
II II L
II II
E (E) FLOOR JOISTS
n TO REMAIN II h
II II II II II II II II I II II II II
(III II II II II II II II I II IIII II II
(N) Z2X10 JOISTS @
16" O.C. (J2-2) TO INFILL
(E) CHIMNEY OPENING
I II II I II II II II II II I II II II II
I II I II II II II II II II
(N) 2-2X10 JOISTS @
16" O.C. (J2-2) TO INFILL II II II II
SE) STAIR OPENING
y�2 II
I
I II I II II II II II II I II I II II
I II II I II II II II II II I II I II II
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
(E) ROOF TRUSS
TO REMAIN
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
II II II II II II II II II II
u
iX4> IFr-
---
N OPENING N) OPEN
II II II II II II
E (E) FLOOR JOISTS
TO REMAIN
II II II II II II II
II II II II II 15 I
II II II II II II II II II
-_(E) FLOOR JOISTS
TO REMAIN
- - - - - - - - -
3/4" APA PLYWOOD FLOOR
SHEATHING WITH 10d NAILS
AT 6" EDGE & BLOCKING
NAILING AND 10d AT 1:
FIELD NAILING
(N) 2-2X8
PREFABRICATED STAIR
WITH LANDING BY OTHERS
I FFC
REMOVE (E) FLOOR -
JOISTS TO ALLOW (N)
(STAIR --� OPENING
17B 1
ILl(N) 4XW BEAM
II II 11
(N)4X10 DF#1
1BEAM (B1-3)1 11
B i1 -3 1
(N)4X10
BEAM
Til
-_ REMOVE (E) FLOOR JOISTS
TO ALLOW (N) OPENING
(N) CANT. 3.5X9 GLIB
(DB-1)
HUC HANGER
(TYP. AT EDGES)
MTn/ CCQ HANGER
OR SIMILAR
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III (1/8- MAX DEFLECTION)
uH II II I
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III 1 II II II II II II II II I
11
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ul1 u u u u u6�1-�u u 1
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(N) W8X15 STEEL 11 I
..�...,... .,
P
l- - - - - - - - - - - - - - - -
-(E) FLOOR JOISTS
TO REMAIN
_ _ _ _ _ _ _ _ _ _ _ _ _ _
(N) 2-2X8
1/4" = 1'-0"
II II II II II II II II II II II II II II
II II II II II II II II II II II II II II
II II II II II II II II II II II II II II
II II II II II II II II II II II II II II
II II II II II II II II II II II II I
II II II II II II II II II II II II I
II II II II II II II II II II II II I
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II II II II II II II II II II II II I
II II II II II II II II II II II II I
II II II II II II II II II II II II I
II II II II II II II II II II II II I
II II TO REEMAINRUSS II II II
II II II II II II II II II II II II I
II II II II II II II II II II II II
II II II II II II II II II II II II III
II II II II II II II II II II II II III
II II II II II II II II II II II II III
II II II II II II II II II II II II r�1
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n ROOF PLAN
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BELOW (1/8" MAX DEFLECTION) (1-12-1)
n n n n n n
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rAT
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APA PLYWOOD FLOOR
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6" EDGE & BLOCKING
AILING AND 10d AT 12"
(N) 2X
0 (MIN) JOISTS
FIELD NAILING II
II II II II
@ 16"
.C. (RJ-1)
II II II II II
II II II II II II
II II II II
II II II II II II II II
(N) 3.5X13.5 GLB
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II II II II II
II II II II II II
11 11 1 11 1 11
II II II II II II II II
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I
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BOTTOM CHORD W/ (N) 2X6 MEMBER
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P
II II II II II
I
II II II II
II RB-1)
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II II II II II
II II II II
II II II II II II
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II I I
B-
II II II II II
II II II II II II II II
I
r (E) ROOF TRUSS
(E) ROOF TRUSS
TO REMAIN
II II II II II II
II II II II II II
II II II II II II
II II II II II II
II II II II II II
II II II II II II
II II
II II
II II
II II
II II
II II II
II II II
II II II
II II II
II II II
TO REMAIN
II II II II II II II II
II II II II II II II II
II II II II II II II II
II II II II II II II II
II II II II II II II II
II II II II II II II II
I
I
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I
I
Project: CHATILA REMODEL
Location: 131-1
Multi -Span Floor Beam
[2015 International Building Code(AISC 14th Ed ASD)]
A992-50 W8x15 x 16.75 FT
Section Adequate By: 17.8%
Controlling Factor: Deflection
DEFLECTIONS Center
Live Load 0.33
IN L/608
Dead Load 0.14
in
Total Load 0.47
IN L/424
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A
B
Live Load 2178
lb 2178
lb
Dead Load 942
lb 942
lb
Total Load 3120
lb 3120
lb
Bearing Length 0.62
in 0.62
in
BEAM DATA
Center
Span Length
16.75
ft
Unbraced Length -Top
0
ft
Unbraced Length -Bottom
16.75
ft
STEEL PROPERTIES
W8x15 - A992-50
Properties:
Yield Stress:
Fy =
50 ksi
Modulus of Elasticity:
E =
29000 ksi
Depth:
d =
8.11 in
Web Thickness:
tw =
0.25 in
Flange Width:
bf =
4.01 in
Flange Thickness:
tf =
0.32 in
Distance to Web Toe of Fillet:
k =
0.62 in
Moment of Inertia About X-X Axis:
Ix =
48 in4
Section Modulus About X-X Axis:
Sx =
11.8 in3
Plastic Section Modulus About X-X Axis:
Zx =
13.6 in3
Design Properties per AISC 14th Edition Steel Manual:
Flange Buckling Ratio:
FBR =
6.37
Allowable Flange Buckling Ratio:
AFBR =
9.15
Web Buckling Ratio:
WBR =
28.08
Allowable Web Buckling Ratio:
AWBR =
90.55
Controlling Unbraced Length:
Lb =
0 ft
Limiting Unbraced Length -
for lateral -torsional buckling:
Lp =
3.09 ft
Nominal Flexural Strength w/ safety factor:
Mn =
33932 ft-lb
Controlling Equation:
F2-1
Web height to thickness ratio:
h/tw =
28.08
Limiting height to thickness ratio for eqn. G2-2: h/tw-limit =
53.95
Cv Factor:
Cv =
1
Controlling Equation:
G2-2
Nominal Shear Strength w/ safety factor:
Vn =
39739 lb
Controlling Moment: 13064 ft-lb
8.38 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -3120 lb
17.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s
Comparisons with required sections:
Read
Provided
Moment of Inertia (deflection):
40.74 in4
48 in4
Moment:
13064 ft-lb
33932 ft-lb
Shear:
-3120 lb
39739lb
�8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:52 PM of
LOADING DIAGRAM
16.75 ft
FLOOR LOADING
Center
Floor Live Load
FLL =
40
psf
Floor Dead Load
FDL =
15
psf
Floor Tributary Width Side One
TW1 =
6.5
ft
Floor Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
0
plf
BEAM LOADING
Center
Reduced Floor Live Load
40
psf
Total Live Load
260
plf
Total Dead Load
98
plf
Beam Self Weight
15
plf
Total Load
373
plf
Project: CHATILA REMODEL
Location: B1-2
Multi -Span Floor Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.25 IN x 8.5 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 36.5%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.08
IN L/1234
Dead Load 0.03
in
Total Load 0.12
IN L/880
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A
B
Live Load 1105
lb 1105 lb
Dead Load 444
lb 444 lb
Total Load 1549
lb 1549 lb
Bearing Length 0.71
in 0.71 in
BEAM DATA
Center
Span Length
8.5 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
8.5 ft
Floor Duration Factor
1.00
Notch Depth
0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values
Adiusted
Bending Stress: Fb = 900 psi
Fb' = 1080 psi
Cd=1.00 CF=1.20
Shear Stress: Fv = 180 psi
Fv' = 180 psi
Cd=1.00
Modulus of Elasticity: E = 1600 ksi
E' = 1600 ksi
Comp. 1 to Grain: Fc -1= 625 psi
Fc -1' = 625 psi
Controlling Moment: 3292 ft-lb
4.25 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads
on span(s) 2
Controlling Shear: 1549 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads
on span(s) 2
Comparisons with required sections: Reg'd
Provided
Section Modulus: 36.58 in3
49.91 in3
Area (Shear): 12.91 in2
32.38 in2
Moment of Inertia (deflection): 94.43 in4
230.84 in4
Moment: 3292 ft-lb
4492 ft-lb
Shear: 1549 lb
3885lb
�8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:52 PM of
FLOOR LOADING
Center
Floor Live Load
FLL =
40
psf
Floor Dead Load
FDL =
15
psf
Floor Tributary Width Side One
TW1 =
6.5
ft
Floor Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
0
plf
BEAM LOADING Center
Reduced Floor Live Load 40 psf
Total Live Load 260 plf
Total Dead Load 98 plf
Beam Self Weight 7 plf
Total Load 365 plf
Project: CHATILA REMODEL
Location: 131-3
Multi -Span Floor Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.25 IN x 12.6 FT
#1 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 1.7%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.20 IN L/758
Dead Load 0.09 in
Total Load 0.29 IN L/522
Live Load Deflection Criteria: L/480
Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 614 lb 491
lb
Dead Load 291 lb 242
lb
Total Load 905 lb 733
lb
Bearing Length 0.41 in 0.33
in
BEAM DATA Center
Span Length 12.6
ft
Unbraced Length -Top 0
ft
Unbraced Length -Bottom 12.6
ft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
#1 - Douglas -Fir -Larch
Base Values Adiusted
Bending Stress: Fb = 1000 psi Fb' = 1200 psi
Cd=1.00 CF=1.20
Shear Stress: Fv = 180 psi Fv' = 180 psi
Cd=1.00
Modulus of Elasticity: E = 1700 ksi E' = 1700 ksi
Comp. -L to Grain: Fc -1= 625 psi Fc - -L = 625 psi
Controlling Moment: 4909 ft-lb
5.67 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 905 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections: Read Provided
Section Modulus: 49.09 in3 49.91 in3
Area (Shear): 7.54 in2 32.38 in2
Moment of Inertia (deflection): 159.22 in4 230.84 in4
Moment: 4909 ft-lb 4991 ft-lb
Shear: 905 lb 3885lb
�8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:52 PM of
12.6 ft
FLOOR LOADING
Center
Floor Live Load
FLL =
40
psf
Floor Dead Load
FDL =
15
psf
Floor Tributary Width Side One
TW1 =
0
ft
Floor Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
0
plf
POINT LOADS - CENTER SPAN
Load Number One
Live Load 1105 lb
Dead Load 444 lb
Location 5.6 ft
Load obtained from Load Tracker. See Summary Report for details.
BEAM LOADING Center
Reduced Floor Live Load 40 psf
Total Live Load 0 plf
Total Dead Load 0 plf
Beam Self Weight 7 plf
Total Load 7 plf
Project: CHATILA REMODEL
Location: J2-1
Floor Joist
[2015 International Building Code(2015 NDS)]
1.5 IN x 11.25 IN x 14.6 FT @16O.C.
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 6.7%
Controlling Factor: Moment
DEFLECTIONS
Center
Live Load
0.29 IN L/610
Dead Load
0.06 in
Total Load
0.34 IN L/508
Live Load Deflection Criteria: L/480
Total Load Deflection Criteria: L/360
REACTIONS
A B
Live Load
584 lb 584 lb
Dead Load
117 lb 117 lb
Total Load
701 lb 701 lb
Bearing Length
0.75 in 0.75 in
SUPPORT LOADS A B
Live Load
438 plf 438
plf
Dead Load
88 plf 88
plf
Total Load
526 plf 526
plf
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values Adiusted
Bending Stress: Fb = 900 psi Fb' = 1035
Cd=1.00 CF=1.00 Cr-1.15
Shear Stress: Fv = 180 psi Fv' = 180
Cd=1.00
Modulus of Elasticity: E = 1600 ksi E' = 1600
Comp. 1 to Grain: Fc -1= 625 psi Fc -1' = 625
Controlling Moment: 2558 ft-lb
7.3 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 701 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
29.66 in3
31.64 in3
Area (Shear):
5.84 in2
16.88 in2
Moment of Inertia (deflection):
140.02 in4
177.98 in4
Moment:
2558 ft-lb
2729 ft-lb
Shear:
701 lb
2025lb
psi
psi
ksi
psi
Page z
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:52 PM of
14.6 ft
JOIST DATA Center
Span Length 14.6 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Floor sheathing applied to top of joists -top of joists fully braced.
Floor Duration Factor 1.00
JOIST LOADING
Uniform Floor Loading
Center
Live Load ILL =
60
psf
Dead Load DL =
12
psf
Total Load TL =
72
psf
TL Adj. For Joist Spacing wT =
96
plf
Project: CHATILA REMODEL
Location: RR-1
Roof Rafter
[2015 International Building Code(2015 NDS)]
1.5 IN x 7.25 IN x 11.75 FT @24O.C.
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 20.4%
Controlling Factor: Moment
DEFLECTIONS
Center
Live Load
0.31 IN L/475
Dead Load
0.16 in
Total Load
0.47 IN L/316
Live Load Deflection Criteria: L/240
Total Load Deflection Criteria: L/180
REACTIONS
A B
Live Load
294 lb 294 lb
Dead Load
149 lb 149 lb
Total Load
443 lb 443 lb
Bearing Length
0.47 in 0.47 in
SUPPORT LOADS A B
Live Load
147 plf 147
plf
Dead Load
75 plf 75
plf
Total Load
222 plf 222
plf
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values
Adiusted
Bending Stress: Fb = 900 psi
Fb' = 1428 psi
Cd=1.15 CF=1.20 Cr-1.15
Shear Stress: Fv = 180 psi
Fv' = 207 psi
Cd=1.15
Modulus of Elasticity: E = 1600 ksi
E' = 1600 ksi
Comp. 1 to Grain: Fc -1= 625 psi
Fc -1' = 625 psi
Controlling Moment: 1299 ft-lb
5.872 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads
on span(s) 2
Controlling Shear: -420 lb
11.384 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads
on span(s) 2
Comparisons with required sections: Re;rd
Provided
Section Modulus: 10.92 in3
13.14 in3
Area (Shear): 3.04 in2
10.88 in2
Moment of Inertia (deflection): 27.16 in4
47.63 in4
Moment: 1299 ft-lb
1564 ft-lb
Shear: -420lb
1501 lb
Page -I
o2s
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:53 PM of
11.75 ft
RAFTER DATA Interior
Span Length 11.75 ft
Rafter Pitch 4 :12
Roof sheathing applied to top of joists -top of rafters fully braced.
Roof Duration Factor 1.15
Peak Notch Depth 0.00
Base Notch Depth 0.00
RAFTER LOADING
Uniform Roof Loading
Roof Live Load:
ILL =
25
psf
Roof Dead Load:
DL =
12
psf
Slope Adjusted Spans
And Loads
Interior Span:
L-adj =
12.39
ft
Eave Span:
L-Eave-adj =
0
ft
Interior Live Load:
wL-adj =
45
plf
Eave Live Load:
wL-Eave-adj =
NaN
plf
Interior Dead Load:
wD-adj =
23
plf
Eave Dead Load:
wD-Eave-adj =
NaN
plf
Interior Total Load:
wT-adj =
68
plf
Eave Total Load:
wT-Eave-adj =
NaN
plf
Project: CHATILA REMODEL
Location: J2-2
Floor Joist
[2015 International Building Code(2015 NDS)]
(2 ) 1.5 IN x 9.25 IN x 15.75 FT @16O.C.
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 22.8%
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:53 PM of
Controlling Factor: Deflection
CAUTIONS
* Properly connect sheathing to double joists/rafters or fully laminate to transfer diaphragm forces.
DEFLECTIONS
Center
Live Load
0.23 IN U810
Dead Load
0.09 in
Total Load
0.32 IN U589
Live Load Deflection Criteria: U480
Total Load Deflection Criteria: L/480
REACTIONS
A B
Live Load
420 lb 420 lb
Dead Load
158 lb 158 lb
Total Load
578 lb 578 lb
Bearing Length
0.31 in 0.31 in
SUPPORT LOADS A B
Live Load
315 plf 315
plf
Dead Load
119 plf 119
plf
Total Load
434 plf 434
plf
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values Adjusted
Bending Stress: Fb = 900 psi Fb' = 1139
Cd=1.00 CF=1.10 Cr-1.15
Shear Stress: Fv = 180 psi Fv' = 180
Cd=1.00
Modulus of Elasticity: E = 1600 ksi E' = 1600
Comp. -L to Grain: Fc -1= 625 psi Fc - -L' = 625
Controlling Moment: 2274 ft-lb
7.88 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 578 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
23.97 in3
42.78 in3
Area (Shear):
4.81 in2
27.75 in2
Moment of Inertia (deflection):
161.14 in4
197.86 in4
Moment:
2274 ft-lb
4059 ft-lb
Shear:
578 lb
3330lb
psi
psi
ksi
psi
LOADING DIAGRAM
15.75 ft
JOIST DATA Center
Span Length 15.75 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Floor sheathing applied to top of joists -top of joists fully braced.
Floor Duration Factor 1.00
JOIST LOADING
Uniform Floor Loading
Center
Live Load
LL = 40
psf
Dead Load
DL = 15
psf
Total Load
TL = 55
psf
TL Adj. For Joist Spacing wT = 73.3
plf
Project: CHATILA REMODEL
Location: J1-1
Floor Joist
[2015 International Building Code(2015 NDS)]
1.5 IN x 7.25 IN x 11.5 FT @16O.C.
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 1.3%
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0.28 IN L/501
Dead Load
0.10 in
Total Load
0.38 IN L/365
Live Load Deflection Criteria: L/480
Total Load Deflection Criteria: L/360
REACTIONS
A B
Live Load
307 lb 307 lb
Dead Load
115 lb 115 lb
Total Load
422 lb 422 lb
Bearing Length
0.45 in 0.45 in
SUPPORT LOADS A B
Live Load
230 plf 230
plf
Dead Load
86 plf 86
plf
Total Load
317 plf 317
plf
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values Adiusted
Bending Stress: Fb = 900 psi Fb' = 1242
Cd=1.00 CF=1.20 Cr-1.15
Shear Stress: Fv = 180 psi Fv' = 180
Cd=1.00
Modulus of Elasticity: E = 1600 ksi E' = 1600
Comp. 1 to Grain: Fc -1= 625 psi Fc -1' = 625
Controlling Moment: 1212 ft-lb
5.75 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 422 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Re;rd
Provided
Section Modulus:
11.71 in3
13.14 in3
Area (Shear):
3.51 in2
10.88 in2
Moment of Inertia (deflection):
47.04 in4
47.63 in4
Moment:
1212 ft-lb
1360 ft-lb
Shear:
422 lb
1305lb
psi
psi
ksi
psi
Page 12
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:53 PM of
11.5 ft
JOIST DATA Center
Span Length 11.5 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Floor sheathing applied to top of joists -top of joists fully braced.
Floor Duration Factor 1.00
JOIST LOADING
Uniform Floor Loading
Center
Live Load ILL =
40
psf
Dead Load DL =
15
psf
Total Load TL =
55
psf
TL Adj. For Joist Spacing wT =
73.3
plf
Project: CHATILA REMODEL
Location: F-1
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 2.0 FT x 2.0 FT x 10.00 IN
Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Qs = 1500 psf
Concrete Compressive Strength:
F'c = 2500 psi
Reinforcing Steel Yield Strength:
Fy = 40000 psi
Concrete Reinforcement Cover:
c = 3 in
FOOTING SIZE
Width:
W = 2 ft
Length:
L = 2 ft
Depth:
Depth = 10 in
Effective Depth to Top Layer of Steel:
d = 6.25 in
COLUMN AND BASEPLATE SIZE
Column Type:
Wood
Column Width:
m = 6 in
Column Depth:
n = 6 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1082 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1375 psf
Required Footing Area:
Areq =
3.15 sf
Area Provided:
A =
4.00 sf
Baseplate Bearing:
Bearing Required:
Bear =
6556 lb
Allowable Bearing:
Bear -A =
99450 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
1571 lb
Allowable Beam Shear:
Vc1 =
11250 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
49 in
Punching Shear:
Vu2 =
4848 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
68906 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
81563 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
45938 lb
Controlling Allowable Punching Shear:
vc2 =
45938 lb
Bending Calculations:
Factored Moment:
Mu =
19667 in -lb
Nominal Moment Strength:
Mn =
127575 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.46 in
Steel Required Based on Moment:
As(1) =
0.09 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.48 in2
Controlling Reinforcing Steel:
As-reqd =
0.48 in2
Selected Reinforcement: #4's @ 8.0
in. o.c. e/w (3) Min.
Reinforcement Area Provided:
As =
0.59 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
9 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:53 PM of
LOADING DIAGRAM
�6 in
10
in
n n n
T
3 in
T
2ft
FOOTING LOADING
Live Load: PL = 3411 lb
Dead Load: PD = 915 lb
Total Load: PT = 4326 lb
Ultimate Factored Load: Pu = 6556 lb
Footing plus soil above footing weight: Wt = 322 lb
* Load obtained from Load Tracker. See Summary Report for details.
Project: CHATILA REMODEL
Location: P-2
Column
[2015 International Building Code(2015 NDS)]
3.5 IN x 3.5 IN x 8.5 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 17.9%
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn = 3557 lb
Dead Load: Vert-DL-Rxn = 1582 lb
Total Load: Vert-TL-Rxn = 5139 lb
COLUMN DATA
Total Column Length: 8.5 ft
Unbraced Length (X-Axis) Lx: 8.5 ft
Unbraced Length (Y-Axis) Ly: 8.5 ft
Column End Condition-K (e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2 - Douglas -Fir -Larch
Compressive Stress:
Bending Stress (X-X Axis):
Bending Stress (Y-Y Axis):
Modulus of Elasticity:
Column Section (X-X Axis):
Column Section (Y-Y Axis):
Area:
Section Modulus (X-X Axis):
Section Modulus (Y-Y Axis):
Slenderness Ratio:
Base Values
Adjusted
Fc = 1350 psi
Fc' = 511 psi
Cd=1.00 Cf=1.15 Cp=0.33
Fbx = 900 psi
Fbx' = 1350 psi
Cd=1.00 CF=1.50
Fby = 900 psi
Fby' = 1350 psi
Cd=1.00 CF=1.50
E = 1600 ksi
E' = 1600 ksi
dx =
3.5
in
dy =
3.5
in
A =
12.25
in2
Sx =
7.15
in3
Sy =
7.15
in3
Lex/dx =
29.14
Ley/dy =
29.14
Column Calculations (Controlling Case Only):
Controlling Load Case: Axial Total Load Only (L + D)
Actual Compressive Stress:
Fc =
Allowable Compressive Stress:
Fc'_
Eccentricity Moment (X-X Axis):
Mx -ex =
Eccentricity Moment (Y-Y Axis):
My-ey =
Moment Due to Lateral Loads (X-X Axis):
Mx =
Moment Due to Lateral Loads (Y-Y Axis):
My =
Bending Stress Lateral Loads Only (X-X Axis):
Fbx =
Allowable Bending Stress (X-X Axis):
Fbx' _
Bending Stress Lateral Loads Only (Y-Y Axis):
Fby =
Allowable Bending Stress (Y-Y Axis):
Fby'_
Combined Stress Factor:
CSF =
419
511
0
0
0
0
0
1350
0
1350
0.82
psi
psi
ft-lb
ft-lb
ft-lb
ft-lb
psi
psi
psi
psi
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:53 PM of
LOADING DIAGRAM
W
B
A
AXIAL LOADING
Live Load:
PL =
3557 lb
Dead Load:
PD =
1559 lb
Column Self Weight:
CSW =
23 lb
Total Axial Load:
PT =
5139 lb
* Load obtained from
Load Tracker. See Summary Report for details.
Project: CHATILA REMODEL
Location: F-2
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 2.0 FT x 2.0 FT x 10.00 IN
Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Qs = 1500 psf
Concrete Compressive Strength:
F'c = 2500 psi
Reinforcing Steel Yield Strength:
Fy = 40000 psi
Concrete Reinforcement Cover:
c = 3 in
FOOTING SIZE
Width:
W = 2 ft
Length:
L = 2 ft
Depth:
Depth = 10 in
Effective Depth to Top Layer of Steel:
d = 6.25 in
COLUMN AND BASEPLATE SIZE
Column Type:
Wood
Column Width:
m = 4 in
Column Depth:
n = 4 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1285 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1375 psf
Required Footing Area:
Areq =
3.74 sf
Area Provided:
A =
4.00 sf
Baseplate Bearing:
Bearing Required:
Bear =
7590 lb
Allowable Bearing:
Bear -A =
44200 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
1818 lb
Allowable Beam Shear:
Vc1 =
11250 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
41 in
Punching Shear:
Vu2 =
6205 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
57656 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
77813 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
38438 lb
Controlling Allowable Punching Shear:
vc2 =
38438 lb
Bending Calculations:
Factored Moment:
Mu =
22769 in -lb
Nominal Moment Strength:
Mn =
127575 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.46 in
Steel Required Based on Moment:
As(1) =
0.10 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.48 in2
Controlling Reinforcing Steel:
As-reqd =
0.48 in2
Selected Reinforcement: #4's @ 8.0
in. o.c. e/w (3) Min.
Reinforcement Area Provided:
As =
0.59 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
9 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:53 PM of
LOADING DIAGRAM
�-4 in
10
in
n n n
T
3 in
T
2ft
FOOTING LOADING
Live Load:
PL = 3557 lb
Dead Load:
PD = 1582 lb
Total Load:
PT = 5139 lb
Ultimate Factored Load:
Pu = 7590 lb
Footing plus soil above footing weight:
Wt = 322 lb
* Load obtained from Load Tracker. See
Summary Report for details.
Project: CHATILA REMODEL
Location: DB-2
Multi -Span Floor Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.25 IN x 6.9 FT Pressure Treated
#2 - Hem -Fir - Wet Use
Section Adequate By: 0.8%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.10
IN L/868
Dead Load 0.02
in
Total Load 0.11
IN L/736
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A
B
Live Load 1656
lb 1656 lb
Dead Load 297
lb 297 lb
Total Load 1953
lb 1953 lb
Bearing Length 2.06
in 2.06 in
BEAM DATA
Center
Span Length
6.9 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
6.9 ft
Floor Duration Factor
1.00
Notch Depth
0.00
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values
Adiusted
Bending Stress:
Fb = 850 psi
Fb' =
816 psi
Cd=1.00 CF=1.20 Ci=0.80
Shear Stress:
Fv = 150 psi
Fv' =
116 psi
Cd=1.00 Cm=0.97 Ci=0.80
Modulus of Elasticity:
E = 1300 ksi
E' =
1112 ksi
Cm=0.90 Ci=0.95
Comp. 1 to Grain:
Fc -1= 405 psi
Fc -
271 psi
Cm=0. 67
Controlling Moment: 3369 ft-lb
3.45 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 1953 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
49.54 in3
49.91 in3
Area (Shear):
25.17 in2
32.38 in2
Moment of Inertia (deflection):
127.66 in4
230.84 in4
Moment:
3369 ft-lb
3394 ft-lb
Shear:
1953 lb
2512lb
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:54 PM of
FLOOR LOADING
Center
Floor Live Load
FLL =
60
psf
Floor Dead Load
FDL =
10
psf
Floor Tributary Width Side One
TW1 =
8
ft
Floor Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
0
plf
BEAM LOADING Center
Reduced Floor Live Load 60 psf
Total Live Load 480 plf
Total Dead Load 80 plf
Beam Self Weight 6 plf
Total Load 566 plf
Project: CHATILA REMODEL
Location: DB-3
Multi -Span Floor Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 7.25 IN x 6.9 FT Pressure Treated
#2 - Hem -Fir - Wet Use
Section Adequate By: 7.0%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.12
IN L/669
Dead Load 0.02
in
Total Load 0.15
IN L/566
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A
B
Live Load 1035
lb 1035 lb
Dead Load 189
lb 189 lb
Total Load 1224
lb 1224 lb
Bearing Length 1.29
in 1.29 in
BEAM DATA
Center
Span Length
6.9 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
6.9 ft
Floor Duration Factor
1.00
Notch Depth
0.00
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values
Adiusted
Bending Stress:
Fb = 850 psi
Fb' =
884 psi
Cd=1.00 CF=1.30 Ci=0.80
Shear Stress:
Fv = 150 psi
Fv' =
116 psi
Cd=1.00 Cm=0.97 Ci=0.80
Modulus of Elasticity:
E = 1300 ksi
E' =
1112 ksi
Cm=0.90 Ci=0.95
Comp. 1 to Grain:
Fc -1= 405 psi
Fc -
271 psi
Cm=0. 67
Controlling Moment: 2111 ft-lb
3.45 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 1224 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
28.66 in3
30.66 in3
Area (Shear):
15.77 in2
25.38 in2
Moment of Inertia (deflection):
79.79 in4
111.15 in4
Moment:
2111 ft-lb
2259 ft-lb
Shear:
1224 lb
1969lb
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:54 PM of
FLOOR LOADING
Center
Floor Live Load
FLL =
60
psf
Floor Dead Load
FDL =
10
psf
Floor Tributary Width Side One
TW1 =
5
ft
Floor Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
0
plf
BEAM LOADING Center
Reduced Floor Live Load 60 psf
Total Live Load 300 plf
Total Dead Load 50 plf
Beam Self Weight 5 plf
Total Load 355 plf
Project: CHATILA REMODEL
Location: DJ-1
Floor Joist
[2015 International Building Code(2015 NDS)]
1.5 IN x 7.25 IN x 9.0 FT Pressure Treated @ 16 O.C.
#2 - Hem -Fir - Wet Use
Section Adequate By: 0.9%
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0.22 IN L/484
Dead Load
0.04 in
Total Load
0.26 IN L/415
Live Load Deflection Criteria: L/480
Total Load Deflection Criteria: L/360
REACTIONS
A B
Live Load
360 lb 360 lb
Dead Load
60 lb 60 lb
Total Load
420 lb 420 lb
Bearing Length
1.03 in 1.03 in
SUPPORT LOADS A B
Live Load
270 plf 270
plf
Dead Load
45 plf 45
plf
Total Load
315 plf 315
plf
MATERIAL PROPERTIES
#2 - Hem -Fir
Bending Stress:
Shear Stress:
Modulus of Elasticity:
Comp. 1 to Grain:
Base Values
Adiusted
Fb = 850 psi
Fb' = 938
Cd=1.00 CF=1.20 Cr-1.15 Ci=0.80
Fv = 150 psi
Fv' = 116
Cd=1.00 Cm=0.97 Ci=0.80
E = 1300 ksi
E' = 1112
Cm=0.90 Ci=0.95
Fc -1= 405 psi
Fc -1' = 271
Cm=0. 67
Controlling Moment: 945 ft-lb
4.5 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 420 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Read
Provided
Section Modulus:
12.08 in3
13.14 in3
Area (Shear):
5.41 in2
10.88 in2
Moment of Inertia (deflection):
47.22 in4
47.63 in4
Moment:
945 ft-lb
1028 ft-lb
Shear:
420 lb
844lb
psi
psi
ksi
psi
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:54 PM of
JOIST DATA Center
Span Length 9 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Floor sheathing applied to top of joists -top of joists fully braced.
Floor Duration Factor 1.00
JOIST LOADING
Uniform Floor Loading
Center
Live Load ILL =
60
psf
Dead Load DL =
10
psf
Total Load TL =
70
psf
TL Adj. For Joist Spacing wT =
93.3
plf
Project: CHATILA REMODEL
Location: DF-2
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 2.0 FT Round Diameter X 18.00 IN Deep
Reinforcement: #4 Bars @ 4.92 IN. O.C. E/W / (4) min.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Qs = 1500 psf
Concrete Compressive Strength:
F'c = 2500 psi
Reinforcing Steel Yield Strength:
Fy = 40000 psi
Concrete Reinforcement Cover:
c = 3 in
FOOTING SIZE
Diameter:
Dia. = 2 ft
Effective Depth to Top Layer of Steel:
d = 14.25 in
COLUMN AND BASEPLATE SIZE
Column Type:
Wood
Column Width:
m = 4 in
Column Depth:
n = 4 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1243 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1275 psf
Required Footing Area:
Areq =
3.06 sf
Area Provided:
A =
3.14 sf
Baseplate Bearing:
Bearing Required:
Bear =
6012 lb
Allowable Bearing:
Bear -A =
44200 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
0 lb
Allowable Beam Shear:
Vol =
22732 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
73 in
Punching Shear:
Vu2 =
1586 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
234056 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
382613 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
156038 lb
Controlling Allowable Punching Shear:
vc2 =
156038 lb
Bending Calculations:
Factored Moment:
Mu =
15984 in -lb
Nominal Moment Strength:
Mn =
392889 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.69 in
Steel Required Based on Moment:
As(1) =
0.03 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.77 in2
Controlling Reinforcing Steel:
As-reqd =
0.77 in2
Selected Reinforcement: #4's @ 4.9
in. o.c. e/w (4) Min.
Reinforcement Area Provided:
As =
0.79 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
7.63 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
Page I
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:54 PM of
LOADING DIAGRAM
�--4 in
18in
n n n n
T
3 in
2ft
FOOTING LOADING
Live Load:
PL = 3312 lb
Dead Load:
PD = 594 lb'
Total Load:
PT = 3906 lb'
Ultimate Factored Load:
Pu = 6012 lb
Footing plus soil above footing weight:
Wt = 456 lb
. Load obtained from Load Tracker. See
Summary Report for details.
Project: CHATILA REMODEL
Location: DF-3
Footing
[2015 International Building Code(2015 NDS)]
Footing Size: 1.3 FT Round Diameter X 18.00 IN Deep
Reinforcement: #4 Bars @ 3.66 IN. O.C. E/W / (3) min.
Section Footing Design Adequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Qs = 1500 psf
Concrete Compressive Strength:
F'c = 2500 psi
Reinforcing Steel Yield Strength:
Fy = 40000 psi
Concrete Reinforcement Cover:
c = 3 in
FOOTING SIZE
Diameter:
Dia. = 1.3 ft
Effective Depth to Top Layer of Steel:
d = 14.25 in
COLUMN AND BASEPLATE SIZE
Column Type:
Wood
Column Width:
m = 4 in
Column Depth:
n = 4 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1254 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1275 psf
Required Footing Area:
Areq =
1.31 sf
Area Provided:
A =
1.33 sf
Baseplate Bearing:
Bearing Required:
Bear =
2550 lb
Allowable Bearing:
Bear -A =
44200 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
0 lb
Allowable Beam Shear:
Vol =
14776 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
0 in
Punching Shear:
Vu2 =
0 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
0 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
0 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
0 lb
Controlling Allowable Punching Shear:
vc2 =
0 lb
Bending Calculations:
Factored Moment:
Mu =
4407 in -lb
Nominal Moment Strength:
Mn =
293534 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.80 in
Steel Required Based on Moment:
As(1) =
0.01 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.50 in2
Controlling Reinforcing Steel:
As-reqd =
0.50 in2
Selected Reinforcement: #4's @ 3.7
in. o.c. e/w (3) Min.
Reinforcement Area Provided:
As =
0.59 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
3.91 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:54 PM of
LOADING DIAGRAM
�4 in�
18 in
T
3 in
T
1.3 ft
FOOTING LOADING
Live Load:
PL =
1384 lb
Dead Load:
PD =
280 lb
Total Load:
PT =
1664 lb
Ultimate Factored Load:
Pu =
2550 lb
Footing plus soil above footing weight:
Wt =
192 lb
Project: CHATILA REMODEL
Location: RJ-1
Floor Joist
[2015 International Building Code(2015 NDS)]
1.5 IN x 9.25 IN x 8.5 FT @16O.C.
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 140.8%
Controlling Factor: Moment
DEFLECTIONS
Center
Live Load
0.06 IN L/1719
Dead Load
0.01 in
Total Load
0.07 IN L/1473
Live Load Deflection Criteria: L/480
Total Load Deflection Criteria: L/480
REACTIONS
A B
Live Load
340 lb 340 lb
Dead Load
57 lb 57 lb
Total Load
397 lb 397 lb
Bearing Length
0.42 in 0.42 in
SUPPORT LOADS A B
Live Load
255 plf 255
plf
Dead Load
43 plf 43
plf
Total Load
298 plf 298
plf
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values Adiusted
Bending Stress: Fb = 900 psi Fb' = 1139
Cd=1.00 CF=1.10 Cr-1.15
Shear Stress: Fv = 180 psi Fv' = 180
Cd=1.00
Modulus of Elasticity: E = 1600 ksi E' = 1600
Comp. 1 to Grain: Fc -1= 625 psi Fc -1' = 625
Controlling Moment: 843 ft-lb
4.25 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 397 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Comparisons with required sections:
Rep'd
Provided
Section Modulus:
8.88 in3
21.39 in3
Area (Shear):
3.31 in2
13.88 in2
Moment of Inertia (deflection):
32.24 in4
98.93 in4
Moment:
843 ft-lb
2029 ft-lb
Shear:
397 lb
1665lb
psi
psi
ksi
psi
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:54 PM of
JOIST DATA Center
Span Length 8.5 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Floor sheathing applied to top of joists -top of joists fully braced.
Floor Duration Factor 1.00
JOIST LOADING
Uniform Floor Loading
Center
Live Load ILL =
60
psf
Dead Load DL =
10
psf
Total Load TL =
70
psf
TL Adj. For Joist Spacing wT =
93.3
plf
Project: CHATILA REMODEL
Location: RB-2
Multi -Span Floor Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 13.5 IN x 17.5 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 0.0%
Controlling Factor: Deflection
DEFLECTIONS Center
Live Load 0.45 IN L/470
Dead Load 0.10 in
Total Load 0.55 IN L/384
Live Load Deflection Criteria: L/470 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 2421 lb 2307 lb
Dead Load 553 lb 498 lb
Total Load 2974 lb 2805 lb
Bearing Length 1.31 in 1.23 in
Span Length 17.5 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 17.5 ft
Floor Duration Factor 1.00
Camber Adj. Factor 1.5
Camber Required 0.15
Notch Depth 0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress: Fb = 2400 psi
Controlled by:
Fb_cmpr = 1850 psi
Fb' = 2400 psi
Cd=1.00
Shear Stress: Fv = 265 psi
Fv' = 265 psi
Cd=1.00
Modulus of Elasticity: E = 1800 ksi
E' = 1800 ksi
Comp. -L to Grain: Fc -1= 650 psi
Fc - -L' = 650 psi
Controlling Moment: 12784 ft-lb
8.4 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on
span(s) 2
Controlling Shear: 2973 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on
span(s) 2
Comparisons with required sections: Read
Provided
Section Modulus: 63.92 in3
106.31 in3
Area (Shear): 16.83 in2
47.25 in2
Moment of Inertia (deflection): 717.53 in4
717.61 in4
Moment: 12784 ft-lb
21263 ft-lb
Shear: 2973lb
8348lb
Page 22
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:55 PM of
17.5 ft
FLOOR LOADING
Center
Floor Live Load
FLL =
60
psf
Floor Dead Load
FDL =
10
psf
Floor Tributary Width Side One
TW1 =
4.3
ft
Floor Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
0
plf
POINT LOADS - CENTER SPAN
Load Number
One
Live Load
265 lb
Dead Load
128 lb
Location
5 ft
BEAM LOADING
Center
Reduced Floor Live Load
60
psf
Total Live Load
255
plf
Total Dead Load
43
plf
Beam Self Weight
10
plf
Total Load
308
plf
Project: CHATILA REMODEL
Location: RB-1
Multi -Span Combination Roof And Floor Beam
[2015 International Building Code(2015 NDS)]
( 2 ) 1.5 IN x 9.25 IN x 8.5 FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 53.7%
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:55 PM of
Controlling Factor: Moment
CAUTIONS
. Laminations are to be fully connected to provide uniform transfer of loads to all members
DEFLECTIONS Center
Live Load 0.05 IN L/1913
Dead Load 0.06 in
Total Load 0.11 IN L/940
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/180
REACTIONS A
B
Live Load 611
lb 611 lb
Dead Load 632
lb 632 lb
Total Load 1243
lb 1243 lb
Bearing Length 0.66
in 0.66 in
BEAM DATA
Center
Span Length
8.5 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom
8.5 ft
Floor Duration Factor
1.00
Roof Duration Factor
1.15
Notch Depth
0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values
Adjusted
Bending Stress: Fb = 900 psi
Fb' = 1139 psi
Cd=1.15 CF=1.10
Shear Stress: Fv = 180 psi
Fv' = 207 psi
Cd=1.15
Modulus of Elasticity: E = 1600 ksi
E' = 1600 ksi
Comp. 1 to Grain: Fc -1= 625 psi
Fc -1' = 625 psi
Controlling Moment: 2642 ft-lb
4.25 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads
on span(s) 2
Controlling Shear: 1243 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads
on span(s) 2
Comparisons with required sections: Reg'd
Provided
Section Modulus: 27.84 in3
42.78 in3
Area (Shear): 9.01 in2
27.75 in2
Moment of Inertia (deflection): 37.88 in4
197.86 in4
Moment: 2642 ft-lb
4059 ft-lb
Shear: 1243 lb
3830lb
LOADING DIAGRAM
8.5 ft
ROOF LOADING
Center
Live Load
RILL =
25
psf
Dead Load
RDL =
12
psf
Tributary Width Side One
TW1 =
5.8
ft
Tributary Width Side Two
TW2 =
0
ft
FLOOR LOADING
Center
Live Load
FLL =
0
psf
Dead Load
FDL =
0
psf
Tributary Width Side One
TW1 =
0
ft
Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
70
plf
BEAM LOADING
Center
Roof Uniform Live Load:
144
plf
Roof Uniform Dead Load:
73
plf
Floor Uniform Live Load:
0
plf
Floor Uniform Dead Load:
0
plf
Beam Self Weight:
6
plf
Combined Uniform Live Load:
144
plf
Combined Uniform Dead Load:
149
plf
Combined Uniform Total Load:
292
plf
Project: CHATILA REMODEL
Location: H1-1
Uniformly Loaded Floor Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 13.5 IN x 9.5 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 36.8%
Controlling Factor: Deflection
DEFLECTIONS Center
Live Load 0.08
IN L/1509
Dead Load 0.04
in
Total Load 0.12
IN L/985
Live Load Deflection Criteria: L/720 Total Load Deflection Criteria: L/720
REACTIONS A
B
Live Load 2529
lb 2529 lb
Dead Load 1345
lb 1345 lb
Total Load 3874
lb 3874 lb
Bearing Length 1.70
in 1.70 in
BEAM DATA
Center
Span Length
9.5 ft
Unbraced Length -Top
0 ft
Floor Duration Factor
1.00
Camber Adj. Factor
1.5
Camber Required
0.06
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb_cmpr = 1850 psi
Fb' = 2400 psi
Cd=1.00
Shear Stress:
Fv = 265 psi
Fv' = 265 psi
Cd=1.00
Modulus of Elasticity:
E = 1800 ksi
E' = 1800 ksi
Comp. 1 to Grain:
Fc -1= 650 psi
Fc - -L' = 650 psi
Controlling Moment:
9203 ft-lb
4.75 ft from left support
Created by combining all dead
and live loads.
Controlling Shear:
-3875 lb
At support.
Created by combining all dead
and live loads.
Comparisons with required sections:
Read
Provided
Section Modulus:
46.01 in3
106.31 in3
Area (Shear):
21.93 in2
47.25 in2
Moment of Inertia (deflection):
524.46 in4
717.61 in4
Moment:
9203 ft-lb
21263 ft-lb
Shear:
-3875lb
8348lb
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:55 PM of
FLOOR LOADING
Side 1
Side 2
Floor Live Load
FLL =
30 psf
45 psf
Floor Dead Load
FDL =
17 psf
15 psf
Floor Tributary Width
FTW =
6.5 ft
7.5 ft
Wall Load
WALL =
50
plf
BEAM LOADING
Beam Total Live Load:
wL =
533
plf
Beam Total Dead Load:
wD =
273
plf
Beam Self Weight:
BSW =
10
plf
Total Maximum Load:
wT =
816
plf
Project: CHATILA REMODEL
Location: H2-1
Roof Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 12.0 IN x 9.5 FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 18.5%
Controlling Factor: Deflection
DEFLECTIONS
Center
Live Load
0.08
IN L/1411
Dead Load
0.05
in
Total Load
0.13
IN L/853
Live Load Deflection Criteria: L/720 Total Load Deflection Criteria: L/720
REACTIONS
A
B
Live Load
1900
lb 1900 lb
Dead Load
1242
lb 1242 lb
Total Load
3142
lb 3142 lb
Bearing Length
1.38
in 1.38 in
Span Length 9.5 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 0 ft
Roof Pitch 4 :12
Roof Duration Factor 1.15
Camber Adj. Factor 1.5
Camber Required 0.08
Notch Depth 0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western
Species
Base Values
Adjusted
Bending Stress:
Fb = 2400 psi
Controlled by:
Fb_cmpr = 1850 psi
Fb' = 2760 psi
Cd=1.15
Shear Stress:
Fv = 265 psi
Fv' = 305 psi
Cd=1.15
Modulus of Elasticity:
E = 1800 ksi
E' = 1800 ksi
Comp. 1 to Grain:
Fc -1= 650 psi
Fc - -L' = 650 psi
Controlling Moment:
7462 ft-lb
4.75 ft from left support
Created by combining all dead
and live loads.
Controlling Shear:
3142 lb
At support.
Created by combining all dead
and live loads.
Comparisons with required sections: Read
Provided
Section Modulus:
32.45 in3
84 in3
Area (Shear):
15.47 in2
42 in2
Moment of Inertia (deflection):
425.29 in4
504 in4
Moment:
7462 ft-lb
19320 ft-lb
Shear:
3142 lb
8533lb
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:55 PM of
LOADING DIAGRAM
9.5ft
ROOF LOADING
Side One:
Roof Live Load:
ILL =
25
psf
Roof Dead Load:
DL =
12
psf
Tributary Width:
TW =
16
ft
Side Two:
Roof Live Load:
ILL =
0
psf
Roof Dead Load:
DL =
0
psf
Tributary Width:
TW =
0
ft
Wall Load:
WALL =
50
plf
SLOPE/PITCH ADJUSTED LENGTHS AND LOADS
Adjusted Beam Length:
Ladj =
9.5
ft
Beam Self Weight:
BSW =
9
plf
Beam Uniform Live Load:
wL =
400
plf
Beam Uniform Dead Load:
wD_adj =
261
plf
Total Uniform Load:
wT =
661
plf
Project: CHATILA REMODEL
Location: MAIN HEADER
Combination Roof And Floor Beam
[2015 International Building Code(2015 NDS)]
3.5INx9.25INx7.0FT
#2 - Douglas -Fir -Larch - Dry Use
Section Adequate By: 3.0%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.07 IN L/1151
Dead Load 0.05 in
Total Load 0.12 IN L/701
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 1747 lb 1747 lb
Dead Load 1120 lb 1120 lb
Total Load 2867 lb 2867 lb
Bearing Length 1.31 in 1.31 in
BEAM DATA Center
Span Length 7 ft
Unbraced Length -Top 0 ft
Roof Pitch 4 :12
Floor Duration Factor 1.00
Roof Duration Factor 1.15
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Douglas -Fir -Larch
Base Values
Adjusted
Bending Stress:
Fb = 900 psi Fb' = 1242 psi
Cd=1.15 CF=1.20
Shear Stress:
Fv = 180 psi Fv' = 207 psi
Cd=1.15
Modulus of Elasticity:
E = 1600 ksi E' =
1600 ksi
Comp. 1 to Grain:
Fc -1= 625 psi Fc -1'
= 625 psi
Controlling Moment:
5016 ft-lb
3.5 ft from left support
Created by combining all dead
and live loads.
Controlling Shear:
2866 lb
At support.
Created by combining all dead
and live loads.
Comparisons with required sections: Read
Provided
Section Modulus:
48.46 in3
49.91 in3
Area (Shear):
20.77 in2
32.38 in2
Moment of Inertia (deflection):
118.48 in4
230.84 in4
Moment:
5016 ft-lb
5166 ft-lb
Shear:
2866lb
4468lb
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:55 PM of
ROOF LOADING
Side 1
Side 2
Roof Live Load
RLL =
19 psf
0 psf
Roof Dead Load
RDL =
12 psf
0 psf
Roof Tributary Width
RTW =
16 ft
0 ft
FLOOR LOADING
Side 1
Side 2
Floor Live Load
FLL =
30 psf
0 psf
Floor Dead Load
FDL =
17 psf
0 psf
Floor Tributary Width
FTW =
6.5 ft
0 ft
Wall Load
WALL =
0
plf
BEAM LOADING
Roof Uniform Live Load:
wL-roof =
304
plf
Roof Uniform Dead Load:
wD-roof =
202
plf
Floor Uniform Live Load:
wL-floor =
195
plf
Floor Uniform Dead Load:
wD-floor =
111
plf
Beam Self Weight:
BSW =
7
plf
Combined Uniform Live Load:
wL =
499
plf
Combined Uniform Dead Load:
wD =
320
plf
Combined Uniform Total Load:
wT =
819
plf
Project: CHATILA REMODEL
Location: DB-4
Multi -Span Floor Beam
[2015 International Building Code(2015 NDS)]
5.125INx10.5INx14.0FT
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 0.1%
Controlling Factor: Deflection
DEFLECTIONS Center
Live Load 0.35 IN L/481
Dead Load 0.07 in
Total Load 0.42 IN L/401
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 2520 lb 2520 lb
Dead Load 502 lb 502 lb
Total Load 3022 lb 3022 lb
Bearing Length 0.91 in 0.91 in
Span Length 14 ft
Unbraced Length -Top 0 ft
Unbraced Length -Bottom 14 ft
Floor Duration Factor 1.00
Camber Adj. Factor 1.5
Camber Required 0.1
Notch Depth 0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress: Fb = 2400 psi
Controlled by:
Fb_cmpr = 1850 psi
Fb' = 2400 psi
Cd=1.00
Shear Stress: Fv = 265 psi
Fv' = 265 psi
Cd=1.00
Modulus of Elasticity: E = 1800 ksi
E' = 1800 ksi
Comp. 1 to Grain: Fc -1= 650 psi
Fc - -L' = 650 psi
Controlling Moment: 10576 ft-lb
7.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on
span(s) 2
Controlling Shear: -3022 lb
At right support of span 2 (Center Span)
Created by combining all dead loads and live loads on
span(s) 2
Comparisons with required sections: Read
Provided
Section Modulus: 52.88 in3
94.17 in3
Area (Shear): 17.1 in2
53.81 in2
Moment of Inertia (deflection): 493.84 in4
494.4 in4
Moment: 10576 ft-lb
18834 ft-lb
Shear:-3022 lb
9507lb
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:56 PM of
4 ft
FLOOR LOADING
Center
Floor Live Load
FLL =
60
psf
Floor Dead Load
FDL =
10
psf
Floor Tributary Width Side One
TW1 =
6
ft
Floor Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
0
plf
BEAM LOADING
Center
Reduced Floor Live Load
60
psf
Total Live Load
360
plf
Total Dead Load
60
plf
Beam Self Weight
12
plf
Total Load
432
plf
Project: CHATILA REMODEL
Location: DB-1
Multi -Span Floor Beam
[2015 International Building Code(2015 NDS)]
3.5 IN x 9.0 IN x 14.5 FT (2.5 + 9.5 + 2.5)
24F-V4 - Visually Graded Western Species - Dry Use
Section Adequate By: 56.2%
Controlling Factor: Moment
DEFLECTIONS
Left
Center
Right
Live Load -0.18
IN 2L/330
0.22 IN L/529 -0.18
IN 2L/330
Dead Load -0.03
in
0.04 in -0.03
in
Total Load -0.21
IN 2L/290
0.25 IN L/450 -0.21
IN 2L/290
Live Load Deflection Criteria: L/120
Total Load Deflection
Criteria: L/120
REACTIONS A
B
Live Load 3411
lb 3411 lb
Dead Load 865
lb 865 lb
Total Load 4276
lb 4276 lb
Bearing Length 1.88
in 1.88 in
BEAM DATA
Left
Center Right
Span Length
2.5 ft
9.5 ft 2.5 ft
Unbraced Length -Top
0 ft
0 ft 0 ft
Unbraced Length -Bottom
0 ft
9.5 ft 0 ft
Floor Duration Factor
1.00
Notch Depth
0.00
MATERIAL PROPERTIES
24F-V4 - Visually Graded Western Species
Base Values
Adjusted
Bending Stress: Fb = 2400 psi
Controlled by:
Fb_cmpr = 1850 psi
Fb' = 2400 psi
Cd=1.00
Shear Stress: Fv = 265 psi
Fv' = 265 psi
Cd=1.00
Modulus of Elasticity: E = 1800 ksi
E' = 1800 ksi
Comp. 1 to Grain: Fc -1= 650 psi
Fc - -L' = 650 psi
Controlling Moment: 6050 ft-lb
4.75 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 2852 lb
At left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 1, 2
Comparisons with required sections: Read
Provided
Section Modulus: 30.25 in3
47.25 in3
Area (Shear): 16.15 in2
31.5 in2
Moment of Inertia (deflection): 87.99 in4
212.63 in4
Moment: 6050 ft-lb
9450 ft-lb
Shear: 2852lb
5565lb
Pa
8
Dennis
StruCalc 9.0
StruCalc Version 10.2.1.0 3/16/2022 5:28:56 PM of
2.5 ft 9.5 ft 2.5 ft
FLOOR LOADING
Left
Center
Right
Floor Live Load
FLL =
60
psf
60
psf
60
psf
Floor Dead Load
FDL =
15
psf
15
psf
15
psf
Floor Tributary Width Side One
TW1 =
7.5
ft
7.5
ft
7.5
ft
Floor Tributary Width Side Two
TW2 =
0
ft
0
ft
0
ft
Wall Load
WALL =
0
plf
0
plf
0
plf
BEAM LOADING
Left
Center
Right
Reduced Floor Live Load
60
psf
60
psf
60
psf
Total Live Load
450
plf
450
plf
450
plf
Total Dead Load
113
plf
113
plf
113
plf
Beam Self Weight
7
plf
7
plf
7
plf
Total Load
569
plf
569
plf
569
plf