REVIEWED BLD BLD2021-1206+Calculations+8.30.2021_4.17.30_PM+2384105Q, OF WASy7 S'p
2
QL 43789
CT
URA L ENGNG\�
ONAL E
EXISTING BUILDING WALL
CONTRACTOR TO FIELD VERIFY
EXISTING FOOTING, THEY SHALL BE
18"X18"X8" MIN (EF-1) TYP.
EF-1
CHAMBERLAIN DECK
CALCULATIONS
05-13-19
..,.,.,.,.,.,.,.,...............................
REVIEWED
n FOUNDATION PLAN BY
CITY OF EDMONDS
BUILDING DEPARTMENT
NOTES:
1. ALL STEEL BOLTS AND LAG SCREWS SHALL BE
HOT -DIPPED GALVANIZED A-307 OR A-36
2. ALL EXPOSED LUMBERS SHALL BE PRESSURED
TREATED HF#2
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
EXISTING FLOOR JOISTS TO REMAIN
I J
1 4 31
S_1
I I I I I I I I I I I I I I I I I I I 5-11 I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I
1
DECK LEVEL
1/4" = 1'-0"
NEW PT 2X8 FLOOR JOISTS
16" O.C. CANTILEVER (DJ-1)
- Dill 11
NEW PT 6X12 BEAM CANT. (DB-1)
DB-1
(4
v
RECEIVeD
Aug 31 2021n
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project: CHAMBERLAIN FINLAYSON DECK
Location: DF-1
Footing
[2015 International Building Code(2012 NDS)]
Footing Size: 1.5 FT x 1.5 FT x 8.00 IN
Reinforcement: #4 Bars @ 11.00 IN. O.C. E/W / (2) min.
Section Adequacy N/A
CALCULATIONS WERE HALTED DUE TO
* Footing Design Inadequate
FOOTING PROPERTIES
Allowable Soil Bearing Pressure:
Os =
2000 psf
Concrete Compressive Strength:
F'c =
2500 psi
Reinforcing Steel Yield Strength:
Fy =
60000 psi
Concrete Reinforcement Cover:
c =
3 in
FOOTING SIZE
Width:
W =
1.5 ft
Length:
L =
1.5 ft
Depth:
Depth
= 8 in
Effective Depth to Top Layer of Steel:
d =
4.25 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 =
Effective Allowable Soil Bearing Pressure:
Qe =
Required Footing Area:
Areq =
Area Provided:
A =
Baseplate Bearing:
Bearing Required:
Bear =
Allowable Bearing:
Bear -A =
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
Allowable Beam Shear:
Vc1 =
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
Punching Shear:
Vu2 =
Allowable Punching Shear (ACI 11-35):
vc2-a =
Allowable Punching Shear (ACI 11-36):
vc2-b =
Allowable Punching Shear (ACI 11-37):
vc2-c =
Controlling Allowable Punching Shear:
vc2 =
Bending Calculations:
Factored Moment:
Mu =
Nominal Moment Strength:
Mn =
Reinforcement Calculations:
1818 psf
1900 psf
2.15 sf
2.25 sf
6276 lb
99450 lb
1656 lb
5738 lb
41 in
4241 lb
39206 lb
40163 lb
26138 lb
26138 lb
14121 in -lb
83554 in -lb
Concrete Compressive Block Depth:
a =
0.62 in
Steel Required Based on Moment:
As(1) =
0.06 in2
Min. Code Req'd Reinf. Flex. Members (ACI-10.5.1):
As(2) =
0.26 in2
Controlling Reinforcing Steel:
As-reqd =
0.26 in2
Selected Reinforcement: #4's @ 11.0
in. o.c. e/w (2)
Min.
Reinforcement Area Provided:
As =
0.39 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
6 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required.
Pa( e f2a 6
— -- b/
b2 Engineers
„ 15306 61 st Place NE of
xi_., Kenmore, WA 98028
StruCalc Version 9.0.3.0 5/13/2019 9:21:44 AM
LOADING DIAGRAM
�6 in
8 in n
T
3 in
I
1.5 ft
Live Load:
PL =
3420 lb
Dead Load:
PD =
670 lb
Total Load:
PT =
4090 lb
Ultimate Factored Load:
Pu =
6276 lb
Weiaht to resist uplift w/ 1.5 F.S.:
U.R. =
145 lb
Project: CHAMBERLAIN FINLAYSON DECK
Location: DP-1
Column
[2015 International Building Code(2012 NDS)]
5.5INx5.5INx10.0FT
#2 - Hem -Fir - Wet Use
Section Adequate By: 66.4%
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn = 3420 lb
Dead Load: Vert-DL-Rxn = 708 lb
Total Load: Vert-TL-Rxn = 4128 lb
COLUMN DATA
Total Column Length: 10 ft
Unbraced Length (X-Axis) Lx: 10 ft
Unbraced Length (Y-Axis) Ly: 10 ft
Column End Condtion-K (e): 1
Axial Load Duration Factor 1.00
COLUMN PROPERTIES
#2 - Hem -Fir
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 = 575 psi Fc' = 407 psi
Cm=0.91 Cp=0.78
Fbx = 575 psi Fbx' = 575 psi
Cd=1.00 CF=1.00
Fby = 575 psi Fby' = 575 psi
Cd=1.00 CF=1.00
E = 1100 ksi E' = 1100 ksi
dx =
5.5
in
dy =
5.5
in
A =
30.25
in2
Sx =
27.73
in3
Sy =
27.73
in3
Lex/dx =
21.82
Ley/dy =
21.82
Column Calculations (Controlling Case Only):
Controlling Load Case: Axial Total Load Only (L + D)
Actual Compressive Stress:
Fc =
136
psi
Allowable Compressive Stress:
Fc' =
407
psi
Eccentricity Moment (X-X Axis):
Mx -ex =
0
ft-lb
Eccentricity Moment (Y-Y Axis):
My-ey =
0
ft-lb
Moment Due to Lateral Loads (X-X Axis):
Mx =
0
ft-lb
Moment Due to Lateral Loads (Y-Y Axis):
My =
0
ft-lb
Bending Stress Lateral Loads Only (X-X Axis):
Fbx =
0
psi
Allowable Bending Stress (X-X Axis):
Fbx' =
575
psi
Bending Stress Lateral Loads Only (Y-Y Axis):
Fby =
0
psi
Allowable Bending Stress (Y-Y Axis):
Fby' =
575
psi
Combined Stress Factor:
CSF =
0.34
Pa( e 6
-- ' b/
�. b2 Engineers
15306 61 st Place NE of
.� Kenmore, WA 98028
StruCalc Version 9.0.3.0 5/13/2019 9:21:44 AM
B
A
AXIAL LOADING
Live Load:
PL =
3420 lb
Dead Load:
PD =
652 lb
Column Self Weight:
CSW
= 56 lb
Total Load:
PT =
4128 lb
Project: CHAMBERLAIN FINLAYSON DECK
Location: RAILING
Multi -Span Floor Beam
[2015 International Building Code(2012 NDS)]
1.5INx3.5INx4.0FT
#2 - Hem -Fir - Wet Use
Section Adequate By: 19.2%
Controlling Factor: Moment
DEFLECTIONS Center
Live Load 0.09
IN L/523
Dead Load 0.01
in
Total Load 0.11
IN L/451
Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240
REACTIONS A
B
Live Load 200
lb 200 lb
Dead Load 32
lb 32 lb
Total Load 232
lb 232 lb
Bearing Length 0.57
in 0.57 in
BEAM DATA
Center
Span Length
4 ft
Unbraced Length -Top
0 ft
Unbraced Length -Bottom 4 ft
Floor Duration Factor
1.00
Notch Depth
0.00
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values
Adjusted
Bending Stress:
Fb = 850 psi
Fb' = 1084 psi
Cm=0.85 CF=1.50
Shear Stress:
Fv = 150 psi
Fv' = 146 psi
Cd=1.00 Cm=0.97
Modulus of Elasticity:
E = 1300 ksi
E' = 1170 ksi
Cm=0.90
Comp. 1 to Grain:
Fc -1= 405 psi
Fc -1' = 271 psi
Cm=0.67
Controlling Moment: 232 ft-lb
2.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: 232 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:
2.57 in3
3.06 in3
Area (Shear):
2.39 in2
5.25 in2
Moment of Inertia (deflection):
3.69 in4
5.36 in4
Moment:
232 ft-lb
277 ft-lb
Shear:
232 lb
509lb
Pa( e6
— -- ' b/
b2 Engineers
„ 15306 61 st Place NE of
.� Kenmore, WA 98028
StruCalc Version 9.0.3.0 5/13/2019 9:21:45 AM
40
A aft B
FLOOR LOADING
Center
Floor Live Load
FLL =
50
psf
Floor Dead Load
FDL =
8
psf
Floor Tributary Width Side One
TW1 =
2
ft
Floor Tributary Width Side Two
TW2 =
0
ft
Wall Load
WALL =
0
plf
BEAM LOADING
Center
Reduced Floor Live Load
50
psf
Total Live Load
100
plf
Total Dead Load
15
plf
Beam Self Weight
1
plf
Total Load
116
plf
Project: CHAMBERLAIN FINLAYSON DECK
Location: DJ-1
Floor Joist
[2015 International Building Code(2012 NDS)]
1.5INx7.25INx9.8FT(7.8+2) g@716O.C.
#2 - Hem -Fir - Wet Use
Section Adequate By: 2.0%
Controlling Factor: Deflection
DEFLECTIONS
Center
Right
Live Load
0.12 IN L/783 -0.10
IN 2L/490
Dead Load
0.02 in -0.01
in
Total Load
0.14 IN L/670 -0.11
IN 2L/430
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS
A B
Live Load
312 lb 493 lb
Dead Load
58 lb 99 lb
Total Load
370 lb 592 lb
Bearing Length
0.91 in 1.45 in
SUPPORT LOADS A B
Live Load
234 plf 370 plf
Dead Load
44 plf 74 plf
Total Load
278 plf 444 plf
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values
Adjusted
Bending Stress:
Fb = 850 psi
Fb' =
1173 psi
Cd=1.00 CF=1.20 Cr=-1.15
Shear Stress:
Fv = 150 psi
Fv' =
146 psi
Cd=1.00 Cm=0.97
Modulus of Elasticity:
E = 1300 ksi
E' =
1170 ksi
Cm=0.90
Comp. 1 to Grain:
Fc -1= 405 psi
Fc -1' =
271 psi
Cm=0.67
Controlling Moment: 714 ft-lb
3.82 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -399 lb
8.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections:
Reg'd
Provided
Section Modulus:
7.31 in3
13.14 in3
Area (Shear):
4.11 in2
10.88 in2
Moment of Inertia (deflection):
46.72 in4
47.63 in4
Moment:
714 ft-lb
1284 ft-lb
Shear:
-399 lb
1055lb
Pa( e 6
— -- ' b/
b2 Engineers
„ 15306 61 st Place NE of
Kenmore, WA 98028
StruCalc Version 9.0.3.0 5/13/2019 9:21:45 AM
A 7.8 ft 2 ft
JOIST DATA Center Right
Span Length 7.8 ft 2 ft
Unbraced Length -Top 0 ft 0 ft
Unbraced Length -Bottom 0 ft 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 Right
Live Load LL = 60 psf 60 psf
Dead Load DL = 12 psf 12 psf
Total Load TL = 72 psf 72 psf
TL Adj. For Joist Spacing wT = 96 plf 96 plf
Project: CHAMBERLAIN FINLAYSON DECK
Location: DB-1
Multi -Span Floor Beam
[2015 International Building Code(2012 NDS)]
5.5INx11.5INx13.0FT(9.5+3.5)
#2 - Hem -Fir - Wet Use
Section Adequate By: 43.5%
Controlling Factor: Moment
DEFLECTIONS Center
Right
Live Load 0.09 IN L/1325 -0.10
IN 2L/828
Dead Load 0.01 in -0.01
in
Total Load 0.10 IN L/1145 -0.11
IN 2L/772
Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360
REACTIONS A B
Live Load 1710 lb 3202 lb
Dead Load 344 lb 745 lb
Total Load 2054 lb 3947 lb
Uplift (1.5 F.S) -3 lb 0 lb
Bearing Length 1.38 in 2.64 in
BEAM DATA Center Riaht
Span Length 9.5 ft 3.5
ft
Unbraced Length -Top 0 ft 0
ft
Unbraced Length -Bottom 9.5 ft 3.5
ft
Floor Duration Factor 1.00
Notch Depth 0.00
MATERIAL PROPERTIES
#2 - Hem -Fir
Base Values
Adjusted
Bending Stress:
Fb = 675 psi
Fb' = 675 psi
Cd=1.00 CF=1.00
Shear Stress:
Fv = 140 psi
Fv' = 140 psi
Cd=1.00
Modulus of Elasticity:
E = 1100 ksi
E' = 1100 ksi
Comp. 1 to Grain:
Fc -1= 405 psi
Fc -1' = 271 psi
Cm=0.67
Controlling Moment: 4753 ft-lb
4.66 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -2394 lb
10.0 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2, 3
Comparisons with required sections:
Read
Provided
Section Modulus:
84.5 in3
121.23 in3
Area (Shear):
25.65 in2
63.25 in2
Moment of Inertia (deflection):
404.02 in4
697.07 in4
Moment:
4753 ft-lb
6819 ft-lb
Shear:
-2394 lb
5903lb
Pa( e 6
— -- ' b/
b2 Engineers
„ 15306 61 st Place NE of
Kenmore, WA 98028
StruCalc Version 9.0.3.0 5/13/2019 9:21:45 AM
A 9.5 ft 3.5 ft
FLOOR LOADING
Center
Right
Floor Live Load
FLL =
60
psf
60
psf
Floor Dead Load
FDL =
12
psf
12
psf
Floor Tributary Width Side One
TW1 =
4
ft
4
ft
Floor Tributary Width Side Two
TW2 =
2
ft
2
ft
Wall Load
WALL =
0
plf
0
plf
BEAM LOADING
Center
Right
Reduced Floor Live Load
60
psf
60
psf
Total Live Load
360
plf
360
plf
Total Dead Load
72
plf
72
plf
Beam Self Weight
12
plf
12
plf
Total Load
444
plf
444
plf