HomeMy WebLinkAboutX2022-0071 - CalcsLEO BURKE ENGINEERING, ING
Structural Calculations X202.044
Remodel JWJ q0f-(AWW F j
O'Rourke Residence
1806 Port Carlow Pl,
Newport Beach, CA 92660
BUILDING DIVISION
F
41
p J
Leo Burke Engineering, I p.
a 34167 Pacific Coast Highway, ite D r
Dana Point, CA 92629; <.
(949) 226-7130
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Leo Burke Engineering
34167 Pacific Coast Highway, Suite D
Project: 0 ROU RKE
Date: 11/2/2021
Dana Point, CA. 92629 Designed By: LB
(949) 226-7130 Sheet: V-1
Design Loads
Roof Dead Load
roofing 10.00 psf
1/2" Plywood 2.30 psf
Framing 2.80 psf
Drywall 2.80 psf
Miscellaneous 2.10 psf
Total Roof D. L. 20.00 psf
Roof Live Load
20.00 psf
Exterior Walls
Wood Siding 8.00 psf
Stone Veneer 16.00 psf
Windows 8.00 psf
Interior Walls
Drywall 8.00 psf
CODE REFtKtrv� ca
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
ateriat Trope-Mv�
Analysis Method: Allowable Strength Design
Beam Bracing: Completely Unbraced
Bending Axis: Major Axis Bending
Printed' 2 NOV 2021; 5:11PM
ry : bteel nem
E: Modulus . 29 000.0 ksi
applied for calculations.
Service loads entered. Load Factors will be app
Applied Loads
Beam self weight NOT Internally calculated and added
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 4.50 ft, (ROOF)
Uniform Load : D = 0.050 ksf, Tributary Width =1.0 it, (DOOR) ie -
DESIGN SUMMARY
Project Title:
Title Black Line 1
Engineer:
You cyan change this area
Protect ID:
Project Descr:
using the "Settings" menu item
2,271 k
and then using the "Printing &
11.214 k -ft
Title Block" selection.
73.872 k
Title Block Line 6
softwecocyr.
Steel Beam
+D+Lr
CODE REFtKtrv� ca
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: IBC 2018
ateriat Trope-Mv�
Analysis Method: Allowable Strength Design
Beam Bracing: Completely Unbraced
Bending Axis: Major Axis Bending
Printed' 2 NOV 2021; 5:11PM
ry : bteel nem
E: Modulus . 29 000.0 ksi
applied for calculations.
Service loads entered. Load Factors will be app
Applied Loads
Beam self weight NOT Internally calculated and added
Uniform Load : D = 0.020, Lr = 0.020 ksf, Tributary Width = 4.50 ft, (ROOF)
Uniform Load : D = 0.050 ksf, Tributary Width =1.0 it, (DOOR) ie -
DESIGN SUMMARY
0.089:1
Maximum Shear tress a i -
W8x67
Maximum Bending Stress Ratio =
W8x67
Section used for this span
2,271 k
'.. Section used for this span
11.214 k -ft
Va :Applied
Allowable
73.872 k
Me: Applied
Allowable
125.928 k -ft
Vn/Omega :
+D+Lr
Mn / omega:
p+Lr
Load Combination
0.000 ft
Load Combination
g 875ft
Location of maximum on span
Span # 1
Location of maximum on span
Span # 1
Span #where maximum occurs
Span # where maximum occurs
+D+Lr1
Maximum Deflection
Transient Deflection
0.039 in
Ratio = 6.040>=240.
= 0 <240.0
Max Downward
Max Upward Transient Deflection
0.000 in
0.100 in
Ratio
Ratio = 2364 >=360.
1
Max Downward Total Deflection
0.000 in
Ratio = 0 <360.0
--
Max Upward Total Deflection
Support1
Support2
rambination
d Co
& StresS Combinat
2'271
Maximum Forces
'271
0.830
Ms
Overall MlNimum
1.383
1.383
os
Stress RaU'd
2.271
Load Combination
Span#
M V
Mmax+
Segment Length
125.93
1.14 1.00
0.83
D Only1
73.87
0.054 0.019
6.83
Dsgn. L = 19.75 It
+D+Lr1
0.089 0.031
11.21
Dsgn. L = 19.75 ft
+D+0.750Lr
1
0.080 0.028
10.12
Dsgn. L= 19.75 It
+0.60D1
0.033 0.011
4.10
Dsgn. L= 19.75 ft
Load Combination
Mmax- Me
6.83 210.30
11.21 210.30
10.12 210.30
4.10 210.30
Soan Max. `2 Dell Location in Span Load Combination
ert car Keacuan
Support1
Support2
rambination
d Co
125.93
2'271
Overall MAX,,,,
'271
0.830
0.830
Overall MlNimum
1.383
1.383
D Only
2.271
2.271
+D+Lr
2.049
2.049
+D+0.750Lr
125.93
1.14 1.00
x/Omega Cb Rm
Va Max
V
125.93
1.14 1.00
1.38
110.81
73.87
125.93
1.14 1.00
2.27
110.81
73.87
125.93
1.14 1.00
2.05
110.81
73.87
125.93
1.14 1.00
0.83
110.81
73.87
Max. "+ Deft
Location in Span
Values in KIPS
notation : Far left is #1
Pdn..—�7
Values in KIPS
5:11 PM
Project Title:
Title Block Line 1
Engineer:
Project ID:
You`can change this area
Project Descr:
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6 _
<Steel Beam
DESCRIPTION: RB -1
Support notation :Far left is #1
Vertical Reactions Suppott Support 2
Load Combination 0.830 0.—
+0.60D 0.889 0.889
Lr Only
Pdn..—�7
Values in KIPS
5:11 PM
Leo Burke Engineering Project: OROURKEDate: 11/2/2021
34167 Pacific Coast Highway, Suite D
Designed By: LB
Dana Point, CA. 92629 Sheet: V-
,nnnN ^ nr-- 1 Rn
FOUNDATION DESIGN
SOIL BEARING PRESSURE, Q = 1500 PSF
Soil Bearing Area, A
Allowable Point Load, P = (Q)(A)
Allowable Point Load C& Continuous Footing
Min. Reinforcement = (2) #4 Top and Bottom
Footing Size (IN. A (SQ FT)
@ Cont.
@ Corner
P (LBS
@ Cont.
@ Corner
Width Depth
12 18 3.00
1.50
4500
2250
12 24 4.00
2.00
6000
3000
12 30 5.00
2.50
7500
3750
15 18 3.75
1.88
5625
2812.5
15 24 5.00
2.50
7500
3750
15 30 6.25
3.13
9375
4688
Allowable Point Load (la PAD Footings
Min. Reinforcement = (3) #4 Each Way @ 12" o.c. max