REVIEWED RESUB 1 BLD2023-0343+Structural_Analysis_or_Calculations+4.7.2023_11.27.54_AM+3469922Project: BAUDER REMODEL BLD2023-0343
Location: C 2(Pipe coolumn 2 inch dia)
Column
Column [2015 International Building Code(AISC 9th Ed ASD - ACI 318-14)]
Pipe 2 Std. x 7.1 FT /ASTM A53-GR.B
Section Adequate By: 40.2%
VERTICAL REACTIONS
Live Load: Vert-LL-Rxn = 4337 lb
Dead Load: Vert-DL-Rxn = 2579 lb
Total Load: Vert-TL-Rxn = 6916 lb
COLUMN DATA
Total Column Length: 7.1 ft
Unbraced Length (X-Axis) Lx: 7.1 ft
Unbraced Length (Y-Axis) Ly: 7.1 ft
Column End Condition-K (e): 1
COLUMN PROPERTIES
Pipe 2 Std. -Round
Steel Yield Strength:
Fy =
35 ksi
Modulus of Elasticity:
E =
29000 ksi
Column Section:
dx =
2.38 in
Column Wall Thickness:
t =
0.143 in
Area:
A =
1 in
Moment of Inertia (deflection):
Ix =
0.63 in4
Section Modulus:
Sx =
0.53 in'
Plastic Section Modulus:
Zx =
0.71 in-
Rad. of Gyration:
rx =
0.79 in
Column Compression Calculations:
KL/r Ratio:
KLx/rx = 107.71
Controlling Direction for Compr. Calcs: (Y-Y
Axis)
Flexural Buckling Stress:
Fcr =
19.33 ksi
Controlling Equation
F8-1
Nominal Compressive Strength:
Pc =
12 kip
Combined Stress Calculations:
H1-1a Controls : 0.60
Controlling Combined Stress Factor:
0.6
dy = 2.38 in
ly = 0.63 in4
Sy = 0.53 in3
Zy = 0.71 in3
ry = 0.79 in
KLy/ry = 107.71
1 of 3
BASRI BASRI
B2 ENGINEERS
of
StruCalc Version 11.1.2.0 3/16/2023 12:28:50 PM
LOADING DIAGRAM
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REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT;
7.1 ft
A
AXIAL LOADING
Live Load:
PL =
4337 lb *
Dead Load:
PD =
2553 lb *
Column Self Weight:
CSW
= 26 lb
Total Axial Load:
PT =
6916 lb
* Load obtained from
Load Tracker. See Summary Report for details.
.................................................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
RESUB
Apr 07 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project: BAUDER REMODEL
Location: FTG1
Footing
Footing [2015 International Building Code(2015 NDS)]
Footing Size: 2.5 FT x 2.5 FT x 10.00 IN
Reinforcement: #5 Bars @ 11.00 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 =
2.5 ft
Length:
L =
2.5 ft
Depth:
Depth = 10 in
Effective Depth to Top Layer of Steel:
d =
6.06 in
COLUMN AND BASEPLATE SIZE
Column Type:
Steel
Column Width:
m =
2 in
Column Depth:
n =
2 in
Baseplate Width:
bsw = 5 in
Baseplate Length:
bsl =
5 in
FOOTING CALCULATIONS
Bearing Calculations:
Ultimate Bearing Pressure:
Qu =
1107 psf
Effective Allowable Soil Bearing Pressure:
Qe =
1375 psf
Required Footing Area:
Areq =
5.03 sf
Area Provided:
A =
6.25 sf
Baseplate Bearing:
Bearing Required:
Bear =
10034 lb
Allowable Bearing:
Bear -A =
69063 lb
Beam Shear Calculations (One Way Shear):
Beam Shear:
Vu1 =
2404 lb
Allowable Beam Shear:
Vc1 =
13641 lb
Punching Shear Calculations (Two Way Shear):
Critical Perimeter:
Bo =
38.25 in
Punching Shear:
Vu2 =
9015 lb
Allowable Punching Shear (ACI 11-35):
vc2-a =
52175 lb
Allowable Punching Shear (ACI 11-36):
vc2-b =
72523 lb
Allowable Punching Shear (ACI 11-37):
vc2-c =
34784 lb
Controlling Allowable Punching Shear:
vc2 =
34784 lb
Bending Calculations:
Factored Moment:
Mu =
29360 in -lb
Nominal Moment Strength:
Mn =
191215 in -lb
Reinforcement Calculations:
Concrete Compressive Block Depth:
a =
0.58 in
Steel Required Based on Moment:
As(1) =
0.14 in2
Min. Code Req'd Reinf. Flex. Members (ACI-150.1):
As(2) =
0.91 in2
Controlling Reinforcing Steel:
As-reqd =
0.91 in2
Selected Reinforcement: #5's @ 11.0 in. o.c. e/w (3) Min.
Reinforcement Area Provided:
As =
0.92 in2
Development Length Calculations:
Development Length Required:
Ld =
15 in
Development Length Supplied:
Ld-sup =
10.25 in
Note: Plain concrete adequate for bending,
therefore adequate development length not required
2of3
BASRI BASRI
B2 ENGINEERS
of
StruCalc Version 11.1.2.0 3/16/2023 12:28:51 PM
LOADING DIAGRAM
F2 in
10 in
n n n
3 in
t —L
2.s ft
FOOTING LOADING
Live Load:
PL =
4337 lb'
Dead Load:
PD =
2579 lb
Total Load:
PT =
6916 lb
Ultimate Factored Load:
Pu =
10034 lb
Footing plus soil above footing weight:
Wt =
503 lb
Load obtained from Load Tracker. See Summary
Report for details.
RESUB
Apr 07 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Project: BAUDER REMODEL I 3 of 3
BASRI BASRI /
Location: B-1(floor Beam check channel section) B2 ENGINEERS
Multi -Span Floor Beam of
Multi -Span Floor Beam [2015 International Building Code(AISC 9th Ed ASD - A
A36 C8x11.5 x 10.6 FT
Section Adequate By: 21.4%
Controlling Factor: Moment StruCalc Version 11.1.2.0 3/16/2023 12:28:51 PM
DEFLECTIONS Center
Live Load 0.18 IN L/699
Dead Load 0.10 in
Total Load 0.29 IN L/445
Live Load Deflection Criteria: L/480
Total Load Deflection Criteria: L/360
REACTIONS A
B
Live Load 2845 lb
2851
lb
Dead Load 1629 lb
1632
lb
Total Load 4474 lb
4483
lb
Bearing Length 0.94 in
0.94
in
BEAM DATA
Center
Span Length
10.6
ft
Unbraced Length -Top
0
ft
Unbraced Length -Bottom
10.6
ft
STEEL PROPERTIES
C8x11.5 - A36
Properties:
Yield Stress:
Fy =
36 ksi
Modulus of Elasticity:
E =
29000 ksi
Depth:
d =
8 in
Web Thickness:
tw =
0.22 in
Flange Width:
bf =
2.26 in
Flange Thickness:
tf =
0.39 in
Distance to Web Toe of Fillet:
k =
0.94 in
Moment of Inertia About X-X Axis:
Ix =
32.5 in4
Section Modulus About X-X Axis:
Sx =
8.14 in3
Plastic Section Modulus About X-X Axis:
Zx =
9.63 in3
Design Properties per AISC 14th Edition Steel Manual:ACI 318-19
Flange Buckling Ratio:
FBR =
2.9
Allowable Flange Buckling Ratio:
AFBR =
10.79
Web Buckling Ratio:
WBR =
27.84
Allowable Web Buckling Ratio:
AWBR =
106.72
Controlling Unbraced Length:
Lb =
0 ft
Limiting Unbraced Length -
for lateral -torsional buckling:
Lp =
2.59 ft
Nominal Flexural Strength w/ safety factor:
Mn =
17299 ft-lb
Controlling Equation:
F2-1
Web height to thickness ratio:
h/tw =
27.84
Limiting height to thickness ratio for eqn. G2-2: h/tw-limit =
63.58
Cv Factor:
Cv =
1
Controlling Equation:
G2-3
Nominal Shear Strength w/ safety factor:
Vn =
22764 lb
Controlling Moment: 14249 ft-lb
5.3 Ft from left support of span 2 (Center Span)
Created by combining all dead loads and live loads on span(s) 2
Controlling Shear: -4484 lb
11.0 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):
26.27 in4
32.5 in4
Moment:
14249 ft-lb
17299 ft-lb
Shear:
-4484lb
22764lb
LOADING DIAGRAM
10.6 ft
FLOOR LOADING
Center
Floor Live Load
FILL =
40
psf
Floor Dead Load
FDL =
15
psf
Floor Tributary Width Side One
TW 1 =
8.8
ft
Floor Tributary Width Side Two
TW2 =
1.9
ft
Wall Load
WALL =
75
plf
POINT LOADS - CENTER SPAN
Load Number
One
Live Load
1170 lb
Dead Load
647 lb
Location
5.33 ft
BEAM LOADING
Center
Reduced Floor Live Load
40
psf
Total Live Load
427
plf
Total Dead Load
235
plf
Beam Self Weight
12
plf
Total Load
674
plf
RESUB
Apr 07 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT