REV1 Deck Structural Calcs 7.2.20REVISION 1 of
m _ _ • Jul 02 2020
CITY OF EDMONDS
www.b2engineers.com DEVELOPMENT SERVICES
7516 NE 153rd Place NE DEPARTMENT
Kenmore, WA 98028
(425) 296-2993
KILLIN RESIDENCE bld2019-0817
EXTERIOR DECK DESIGN
543 3RD AVE SOUTH, EDMONDS, WA 98020
PROJECT NO: 17045 DATE:07/01/20
PREPARED BY: BASRI BASRI PE, SE
Design Criteria
International Building Code (IBC) 2015
American Society of Civil Engineers (ASCE) 7-10
Project Description
STRUCTURAL DESIGN OF LOW EXTERIOR OPEN DECK (LESS THAN 30 INCH ABOVE GRADE),
UTILIZING CONVENTIONAL FRAMING ON SHALLOW CONCRETE FOUNDATION. PLEASE SEE
ATTACHED CALCULATIONS.
LL= 60 PSF
DL = 5 PSF (EXCLUDING SELF WEIGHT)
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STHD10RJ
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JON KILLIN DECK FRAMING 2 of 5
FOUNDATION PLAN
I
0
zo LSTHD8 STHD14
2 r
S-5 10
S-5
i
F-1
T POST WITH 18" DIAMETER X
-EP FOOTING WITH 6 - #4
ICAL BARS AND 2 - #3 ROUND TIE
i
2
3
FOOTING LOAD = 2700 LBS
FOOTING ALLOWABLE PRESSURE = 1500 PSF
REQUIRED FOOTING AREA = 2700/1500=1.80 SF
USE 18" ROUND FTG, AREA = 3.14X1.512/4 = 1.8 SF
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7/;
VI E U B A HA G v
3 of 5
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SW4
2
/SW6\
(3)2X6 THD14
10 JON KILLIN DECK FRAMING
s 5 FRAMING PLAN
PLEASE SEE ATTACHED
CALCULATIONS FOR DJ-1
AND DB-1
DB-1 DECK LL = 60 PLF
DECK DL = 5 PLF
4X8 PT BEAM (EXCLUDING SELF WEIGHT)
TYP. (DB-1)
I
1
S-5
- 6" OVERHANG
- -
LSTHD8
sw
0
o
�®
6° (J1-2) °
DJ-1
2X8 PT CANTILEVER
JOISTS AT 16" (DJ-1)
0
�
SW6
0
S
H
ORJ (2)2X8 PT
9' - 6"
/��2'
/
/6�, STHDI
-r
4of5
BeamChek v2019 licensed to: B2 ENGINEERS Reg # 5508-68754
JON KILLIN DB-1
Prepared by: AL Date: 6/29/20
Selection 4x 8 HF #2 Lu = 0.0 Ft
Conditions NDS 2015, Wet Use
Min Bearing Area R1= 5.3 in R2= 5.3 in (2.0) DL Defl= 0.02 in
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Loads
Beam Span
6.0 ft
Reaction 1 LL
1305 # Reaction 2 LL 1305 #
Beam Wt per ft
6.17 #
Reaction 1 TL
1432 # Reaction 2 TL 1432 #
Bm Wt Included
37 #
Maximum V
1432 #
Max Moment
2148'#
Max V (Reduced)
1144 #
TL Max DefI
L / 360
TL Actual Defl
L / 619
LL Max Defl
L / 480
LL Actual DefI
L / 739
Section in3
Shear (in 2)
TL Defl in
LL DefI
30.66
25.38
0.12
0.10
23.33
11.79
0.20
0.15
OK
OK
OK
OK
76%
46%
58%
65%
ro (psi)
ry (psi)
L (psi x mil)
rc! (psi)
Reference Values
850
150
1.3
405
Adjusted Values
1105
146
1.2
271
CIF Size Factor
1.300
Cd Duration
1.00
1.00
Cr Repetitive
1.00
Ch Shear Stress
N/A
Cm Wet Use
1.00
0.97
0.90
0.67
Cl Stability
1.0000 Rb
= 0.00 Le
= 0.00 Ft
Uniform LL: 435 Uniform TL: 471 = A
Uniform Load A
0
R1 = 1432 R2 = 1432
SPAN =6FT
Uniform and partial uniform loads are Ibs per lineal ft.
5 of 5
BeamChek v2019 licensed to: B2 ENGINEERS Reg # 5508-68754
JON KILLIN DJ-1
Prepared by: AL Date: 6/29/20
Selection 2x 8 HF #2 @ 16 in oc Lu = 0.0 Ft Lu @OH = 2.5 Ft
Conditions NDS 2015, Overhang, Repetitive Use, Wet Use
Min Bearing Area R1= 1.4 in R2= 2.4 in (2.0) DL Defl= 0.04 in.
Data
Attributes
Actual
Critical
Status
Ratio
Values
Adiustments
Beam Span
9.5 ft
Reaction 1 LL
354 #
Reaction 2 LL
606 #
Beam Wt per ft
0 #
Reaction 1 TL
383 #
Reaction 2 TL
657 #
Bm Wt Included
0 #
Maximum V
440 #
Overhang Length
2.5 ft
Max Moment
847'#
Max V (Reduced)
388 #
Total Beam Length
12.0 ft
TL Max DefI
L / 270
TL Actual Defl
L / 448
OH TL Actual Defl
L / 272
LL Max Defl
L / 290
LL Actual DefI
L / 522
OH LL Actual Defl
L / 317
Section in3
Shear (in 2)
TL Defl in
LL DefI
OH TL DefI
OH LL Defl
13.14
10.88
0.25
0.22
-0.22
-0.19
8.84
4.00
0.42
0.39
0.22
0.21
OK
OK
OK
OK
OK
OK
67%
37%
60%
56%
99%
91%
ro (psi)
ry (psi)
L (psi x mil)
rc!
Reference Values
850
150
1.3
405
Adjusted Values
1150
146
1.2
271
CIF Size Factor
1.200
Cd Duration
1.00
1.00
Cr Repetitive
1.15
Ch Shear Stress
N/A
Cm Wet Use
1.00
0.97
0.90
0.67
Cl Stability
1.0000 Rb
= 0.00 Le =
0.00 Ft
Cl Stability @ OH
0.9802 Rb
= 11.34 Le
= 3.33 Ft
Loads Uniform LL: 80 Uniform TL: 87 = A Uniform Ld on Backs an
Par Unif LL Par Unif TL Start End
80 K = 87 (OH) 0 2.5
Uniform Load A I K
R1 = 383 R2 = 657
BACKSPAN = 9.5 FT OH = 2.5 FT
Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2.