HomeMy WebLinkAboutX2020-1608 - CalcsAOX ENGINEERING
1520 Brookhollow, Suite #45, Santa Ana, CA 92705
Tel: (714) 662 0510 Fax: (714) 662 0559 a „/)0 -1 o y
MCI w Oal Ave%
STRUCTURAL CALCULATIONS
for
Marvin Residence
1209 W. Bay Ave.
NEWPORT BEACH CA ,92661
o�
5�
MK20-29 �s��
9-Jul-20 S�Q
QROFESS/pN
NG X/ �yc
C.; N0.
a S. 5289
EXP. 6/30/il42 �„
tial
AQX ENGINEERING
Residential Roof Design Loads
Description
Comp. sh
5.0 psf
1/2" plywood sheathing
1.5 psf
Gyp Board Ceiling
3.0 psf
Roof Framing
2.5 psf
Ceiling framing
2.0 psf
Insul. Misc.
1.0 psf
15.0 psf
15.0 psf
Slope: 4 :12
Adjustment: 1.054
USE: 15.8 psf
Say 16.0
psf
Live Load: (Method 11
0 to 200sgt
USE Flat or rise < =4:12
20
Rise = 6:12
18
Rise >12:12
16
Wall weight breakdown
Description
with Plaster
gypsum board 1/2"
2.2 psf
2x6 studs@16"o.c.- 2 walls
3.4 psf
Insulation
0.5 psf
8.0 psf
stucco
Mechanical/Electrical
0.5 psf
Subtotal
14.6 psf
Use Ext. with stucco
15.0 psf
201 to 600 act Over 600 act
16 12 psf
16 12 psf
12 12 psf
Int. 9 psf
261
USE
USE
AQX ENGINEERING
suite
Residential Floor Design Loads
Description Living Spaces
Carpet
1.5 psf
Plywood sheathing
3.8 psf
Framing
4.0 psf
MEP
1.0 psf
5/8 gyp Bid ceiling(2)
2.8 psf
Insulation & Misc
1.0 psf
Total
14.1 psf
USE
14.0 psf
Live load 40 psf
Deck 60 psf
Calculation Sheet
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
Project Descr
and then using the "Printing &
Max fb/Fb Ratio
Title Block" selection.
Title Block Line 6 Printed: 23 SEP 2020, 8:32AM
File: MARVIN-MK20-29.ec6
Multiple Simple Beam - Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17
Description: THE MAIN HOUSE
Wood Beam Design: BM1
Calculations per NDS 2018, IBC 2016, CBC 2019, ASCE 7-16
BEAM Size: 8.75x10.5, GLB, Fully Unbraced
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Species: DF/DF Wood Grade: 24F -V4
Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.21 pct
Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi
Applied Loads
5112
Unit Load: D = 0.0140, L = 0.040 k/ft, Trib= 1.330 fi
Unit Load: D = 0.0140, L = 0.040 k/ft, Trib=1.330 IN
= 1.60, L = 2.50 k @ 0.50 ft
Design Summary
Point: D=1.40, Lr=2.10k@14.0ft
Max fb/Fb Ratio
= 0.194: 1
Design Summary
552.68 psi at 0.500 ft in Span # 1
Fb: Allowable:
Max fb/Fb Ratio = 0.261 : 1
D(o.o1862)- .(0.053zo)-
fb : Actual : 765.48 psi at 14.000 ft in Span # 1
Max fv/FvRatio =
0.090: 1
Fb: Allowable: 2,934.99 psi
8.75x10.5
Fv: Allowable:
Load Comb: +D+Lr+H
Load Comb:
+D+L+H
Max fv/FvRatio = 0.145: 1
17.50 e
Left Support
fv : Actual : 48.13 psi at 16.683 ft in Span # 1
Right Support
0.25 0.37 0.13
Fv: Allowable: 331.25 psi
Load Comb: +D+Lr+H
Max Deflections
Max Reactions (k) D L Lr S W E
H Transient Downward 0.155 in
Total Downward 0.300 in
Left Support 0.44 0.47 0.42
Ratio 1353
Ratio 699
Right Support 1.28 0.47 1.68
LC: Lr Only
C: +D+0.750Lr+0.750L+H
Transient Upward 0.000 in
Total Upward 0.000 in
Ratio 9999
Ratio 9999
LC:
LC:
Wood Beam Design: BM2
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 3.5x9.25, Parallam PSL, Fully Unbraced
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Species : il-evel Truss Joist Wood Grade : Parallam PSL 2.0E
Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 pcf
Fb - Compr 2,900.0 psi Fc- Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi
Applied Loads
5112
Unit Load: D = 0.0140, L = 0.040 k/ft, Trib= 1.330 fi
Point: D = 2.30, Lr
= 1.60, L = 2.50 k @ 0.50 ft
Design Summary
Transient Upward
Max fb/Fb Ratio
= 0.194: 1
fb : Actual :
552.68 psi at 0.500 ft in Span # 1
Fb: Allowable:
2,850.93 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.090: 1
fv : Actual :
25.99 psi at 5.240 ft in Span # 1
Fv: Allowable:
290.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr 8 W E
Left Support
2.16 2.45 1.47
Right Support
0.25 0.37 0.13
D(0_018) L(o.05320)
y 3.5xe25 !w
e.0 tt
Max Transient
Ds
H Transient Downward 0.014 in Total Downward 0.027 in
Ratio
5112
Ratio 2687
LC: L Only
C: +D+0.750Lr+0.750L+H
Transient Upward
0.000 in
Total Upward 0.000 in
Ratio
9999
Ratio 9999
LC:
LC:
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block' selection.
Title Block Line 6
Multiple Simple Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Software
Printed: 23 SEP 2020, 8:32AM
INC. 1
Wood Beam Design : BM3
Total Downward 0.557 in
Unif Load: D = 0.0140,
L = 0.040 k/ft, Trib= 9.0 ft
Point: D = 1.40, Lr = 2.10 k @ 14.0 ft
Design Summary
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size:
10.50 X 9.50, Parallam PSL,
Fully Unbraced
1,250.00 psf at 8.216 ft in Span # 1
Fb: Allowable:
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Species:
DF/DF
Max fv/FvRatio =
Wood Grade: 24F -V4
Fb - Tension
2400 psi Fc - Prll
1650 psi Fv
265 psi Ebend- xx 1800 ksi Density 31.21 pcf
Fb - Compr
1850 psi Fc - Perp
650 psi Ft
1100 psi Eminbend - xx 950 ksi
Applied Loads
Total Downward 0.557 in
Unif Load: D = 0.0140,
L = 0.040 k/ft, Trib= 9.0 ft
Point: D = 1.40, Lr = 2.10 k @ 14.0 ft
Design Summary
555
Max fb/Fb Ratio
= 0.521- 1
Po : Actual :
1,250.00 psf at 8.216 ft in Span # 1
Fb: Allowable:
2,400.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.266: 1
fv : Actual :
70.62 psi at 15.010 ft in Span # 1
Fv: Allowable:
265.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr 5 W E
Left Support
1.15 2.84 0.24
Right Support
2.24 2.84 1.86
Wood Beam Design : BM4
Using Allowable Stress Design
Wood Species : Douglas Fir -Larch
Fb - Tension 1350 psi Fc - Prll
Fb - Compr 1350 psi Fc - Perp
Applied Loads
Unif Load: D=0.0160, Lr = 0.020 k/ft, Trib= 6.0 fl
Design Summary
Max fb/Fb Ratio = 0.416. 1
D(0.1260) L(p-360)
Jima
10.50X9.50
15.60 ft
H Transient Downward 0.376 in
Total Downward 0.557 in
Ratio
504
Ratio
340
555
LC: L Only
Load Comb:
LC: +D+L+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
at
LC:
Fv : Allowable:
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16
IBC 2018 Load Combinations, Major Axis Bending
Wood Grade : No.1
925 psi Fv 170 psi Ebend-xx
625 psi Ft 675 psi Eminbend - xx
Po : Actual :
899.70 psi
at
3.500 ft in Span # 1
Fb : Allowable :
2,164.11 psi
555
Load Comb:
+D+Lr+H
Transient Upward
Max fv/FvRatio =
0.242:
1
Ratio
fv : Actual :
51.45 psi
at
6.557 ft in Span # 1
Fv : Allowable:
212.50 psi
LC:
Load Comb:
+D+Lr+H
Max Reactions (k)
D L
Lr
S W E
Left Support
0.34
0.42
Right Support
0.34
0.42
1600 ksi Density 31.21 pcf
580 ksi
O(0.0960) Lr(0.120)
4x6 4
7.0 ft
H Transient Downward 0.084 in
Total Downward
0.151 in
Ratio
1000
Ratio
555
LC: Lr Only
LC: +D+Lr+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC:
AQX ENGINEERING
1520 Brookhollow, Suite #45, Santa Ana, CA 92705
Tel: (714) 662 0510 Fax: (714) 662 0559
—:4z
STRUCTURAL CALCULATIONS
for
Marvin Residence
1209 W. Bay Ave.
NEWPORT BEACH CA ,92661
MK20-29
9 -Jul -20
No.
S. 5289
EXP. 6130/}62
AQX ENGINEERING
Tel: (9491261 7740 1520 Brookhollow. suite #45. Santa Ana. CA 92705 Fax: (9491 261 7760
JOB NAME
I
JOB NG
SHEET N0:
ADDRESS:
I
ENGINEER: Mandl
DATE:
Residential Roof Design Loads
Description
Comp. sh
5.0 psf
1/2" plywood sheathing
1.5 psf
Gyp Board Ceiling
3.0 psf
Roof Framing
2.5 psf
Ceiling framing
2.0 psf
Insul. Misc.
1.0 psf
15.0 psf
15.0 psf
Slope: 4 :12
Adjustment: 1.054
USE: 15.8 psf Say 16.0 psf
Live Load: (Method 1)
with Plaster
gypsum board 1/2"
2.2 psf
2x6 studs@16"o.c.- 2 walls
3.4 psf
Insulation
0.5 psf
stucco
0 to 200sgt
201 to 600 sot
Over 600 sot
USE Flat or rise <=4:12
20
16
12 psf
Rise = 6:12
18
16
12 psf
Rise > 12:12
16
12
12 psf
Wall weight breakdown
Descriotion
with Plaster
gypsum board 1/2"
2.2 psf
2x6 studs@16"o.c.- 2 walls
3.4 psf
Insulation
0.5 psf
stucco
8.0 psf
Mechanical/Electrical
0.5 psf
Subtotal
14.6 psf
Use Ext. with stucco
15.0 psf Int. 9 psf
AQX ENGINEERING
Tel: (9491261 7740 1520 Brookhollow. suite 1145. Santa Ana. CA 92705
Fax: (949)261 7760
JOB NAME:
I
JOB NO:
SHEET NO:
ADDRESS:
I
ENGINEER: Mandi
DATE:
Residential Floor Design Loads
Dead Loads:
Description
Carpet
Plywood sheathing
Framing
MEP
5/8 gyp. Bd ceiling(2)
Insulation & Misc
Total
USE
Live Load:
Living Spaces
1.5 psf
3.8 psf
4.0 psf
1.0 psf
2.8 psf
1.0 psf
14.1 psf
14.0 psi
USE Live load 40 psf
USE Deck 60 psf
AQX ENGINEERING PROJECT: SHEET NO.:
1520 Brookholiow, Suite #45, Santa Ana DESIGNED BY:Mand1 I
CHECKED BY: JOB NO.:
Tei: (714) 662 0510 DATE: DATE:
Fax: (714) 662 0559 Description:
[moi t rdX_I .. P �Z •
PA
waV"q
e
7ft- tFm)SM
Jim f—r-t 35LIZ+!2 m5
W1
CelrulnFlnn c6ed
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Multiple Simple Beam
Project Title:
Engineer:
Project ID:
Project Descr:
Printed: 23 SEP 2020, 8:32AM
File: MARVIN-MK20-29,ec6
INC. 1983-2020, Build:12.20.8.17
Description: THE MAIN HOUSE
Wood Beam Design: BM1
Calculations per Nos 2018, IBC 2018, CBC 2019, ASCE 7-16
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Species: DF/DF Wood Grade : 24F -V4
Fb - Tension 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.21 pcf
Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi
Applied Loads
Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 1.330 fl
Point: D=1.40, Lr=2.10k@14.0fi
Design Summary
Max fb/Fb Ratio
= 0.261 ; 1
fb : Actual :
765.48 psi at 14.000 ft in Span # 1
Fb : Allowable:
2,934.99 psi
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.145: 1
fv : Actual :
48.13 psi at 16.683 ft in Span # 1
Fv: Allowable:
331.25 psi
Load Comb:
+D+Lr+H
Max Reactions (k)
D L Lr S W E
LeftSupport
0.44 0.47 0.42
Right Support
1.28 0.47 1.68
INEW 0--
8.75x1p.5 A,
17.50 It
Transient Downward 0.155 in
Ratio 1353
LC: Lr Only
Transient Upward 0.000 in
Ratio 9999
LC:
Total Downward 0.300 in
Ratio 699
C: +D+0.750Lr+0.750L+H
Total Upward 0.000 in
Ratio 9999
LC:
Wood Beam Design: BM2
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 3.5x9.25, Parallam PSL, Fully Unbraced
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Species : Level Truss Joist Wood Grade: Parallam PSL 2.0E
Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 pcf
Fb-Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi
Applied Loads
Total Downward
Unif Load: D = 0.0140,
L = 0.040 k/ft, Trib=1.330 fi
Point: D = 2.30, Lr
=1.60, L = 2.50 k @ 0.50 fi
Design Summary
Max fb/Fb Ratio
= 0.194: 1
fb : Actual :
552.68 psi at 0.500 ft
Fb : Allowable:
2,850.93 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.090: 1
fv : Actual :
25.99 psi at 5.240 ft
Fv: Allowable :
290.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr 8
Left Support
2.16 2.45 1.47
Right Support
0.25 0.37 0.13
in Span # 1 D(D.01862) t._tD.053201__,.
3.5x9.25 e;
in Span # 1 _ ..6.0 It
W_ E H Transient Downward 0.014 in
Total Downward
0.027 in
Ratio
5112
Ratio
2687
LC: L Only
C: +D+0.750Lr+0.750L+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC:
- Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project Descr:
Title Block" selection.
fb : Actual :
Title Block Line 6
Printed: 23 SEP 2020, 8:32AM
MUltl le Simple Beam
p p
File: MARVIN-MK20-29.ec6
+D+L+H
Software copyright ENERCALC, INC. 1983-2020, Build;12.20.8.17
.11. 1
P
Wood Beam Design: BM3
Fv: Allowable:
265.00 psi
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 10.50 X 9.50, Parallarn PSL, Fully Unbraced
Transient Upward 0.000 in
Using Allowable Stress Design with IBC 2018 Load Combinations,
Major Axis Bending
Wood Species: DF/DF
Wood Grade: 24F -V4
Fb - Tension 2400 psi Fc - Prll 1650 psi Fv
265 psi Ebend- xx 1800 ksi Density 31.21 pcf
Fb - Compr 1850 psi Fc - Perp 650 psi Ft
1100 psi Eminbend - xx 950 ksi
Aoolied Loads
L
Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 9.0 fl
Point: D=1.40, Lr=2.10k@14.0ft
Total Downward 0.557 in
Design Summary
2.84
Max fb/Fb Ratio =
0.521 • 1
fb : Actual :
1,250.00 psi at 8.216 ft in Span # 1
Fb : Allowable:
2,400.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.266: 1
fv : Actual :
70.62 psi at 15.010 ft in Span # 1
Fv: Allowable:
265.00 psi
Load Comb:
+D+L+H
D(0.1260) L(0.360)
10.50 x 9.50
15.80 ft
Max Reactions (k) D
L
Lr S W E H
Transient Downward 0.376 in
Total Downward 0.557 in
Left Support 1.15
2.84
0.24
Ratio 504
Ratio 340
Right Support 2.24
2.84
1.86
0.242:
1
9999
fv : Actual :
51.45 psi
LC: L Only
LC: +D+L+H
Fv: Allowable:
212.50 psi
Transient Upward 0.000 in
Total Upward 0.000 in
+D+Lr+H
Ratio 9999
Ratio 9999
Lr
S W E
Left Support
LC:
LC:
Wood Beam Design: BM4
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16
BEAM Size: 4x6, Sawn, Fully Unbraced
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir -Larch Wood Grade: No.1
Fb - Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.21 pcf
Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi
Applied Loads
Unif Load: D = 0.0160, Lr = 0.020 k/ft, Trib= 6.0 fl
Design Summary
Max fb/Fb Ratio = 0.416. 1
fb : Actual :
899.70 psi'
at
3.500 ft in Span # 1
Fb : Allowable :
2,164.11 psi
LC: Lr Only
Load Comb:
+D+Lr+H
Transient Upward
0.000 in
Max fv/FvRatio =
0.242:
1
9999
fv : Actual :
51.45 psi
at
6.557 ft in Span # 1
Fv: Allowable:
212.50 psi
Load Comb:
+D+Lr+H
Max Reactions (k)
D L
Lr
S W E
Left Support
0.34
0.42
Right Support
0.34
0.42
1)(0.0960) Lr(0.120)_
A, 4x6
7.0 ft
H Transient Downward 0.084 in
Total Downward 0.151 in
Ratio
1000
Ratio
555
LC: Lr Only
LC: +D+Lr+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC:
�= O ENGINE �Z y
1520 el: 1 olloW suite 45 ERjNG
Tel: (714) 662 0510 Fax Santa An 9
(714) 662 C 2705
0559
STRUCTURAL
CAL
for CULATIONS
Marvin Residence
IVEWPO 09 W. BV A ve.
ET BEACH CA ,92661
MK20.29
9 -Jul -20
BWL°tN° olwalom
JUL 7 2020
ft,v
AQX ENGINEERING
Residential Roof Design Loads
Dead Loads
Description
with plaster
gypsum board
2.2 psf
Comp. sh
5.0 psf
Insulation
0.5 psf
8.0 psf
1/2" plywood sheathing
1.5 psf
Subtotal
14.6 psf
Gyp Board Ceiling
3.0 psf
Use Ext. with stucco
0
Roof Framing
2.5 psf
Ceiling framing
2.0 psf
Insul. Misc.
1.0 psf
15.0 psf
15.0 psf
Slope: 4 :12
Adjustment: 1.054
15.8 psfSa_�f
USE:
Live Load: Method 1
0 to 200sgt
201 to 600 sot
Over 600 sqt
16
12 psf
USE Flat or rise < =4:12
20
16
12 psf
Rise = 6:12
18
12
12 psf
Rise> 12:12
16
Wall weight breakdown
Description
with plaster
gypsum board
2.2 psf
o.c.
2x6 studs@16"o.c: 2 walls
3.4 psf
Insulation
0.5 psf
8.0 psf
stucco
Mechanical/Electrical
0.5 psf
Subtotal
14.6 psf
15.0 psf Int. g psf
Use Ext. with stucco
0
i I
T01: '9
'4 261 7740
.JOB NAI ME: I
USE
USE
AQX ENGINEERING
Residential Floor Design Loads
Description Living Spaces
Carpet
1.5 psf
Plywood sheathing
3.8 psf
Framing
4.0 psf
MEP
1.0 psi
5/8 gyp.Bd ceiling(2)
2.8 psf
Insulation & Misc
1.0 psf
Total
14.1 psf
USE
14.0 psf
Live load 40 psf
Deck 60 psf
TE:
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project ID:
and then using the "Printing &
Project DeSCC
Title Block" selection.
45.070 pcf
Title Block Line 6
Printed: 9 JUL 2020, 10 15A
Multiple Simple Beam
FIM- 120-29..36
Applied Loads
-20, Bu d:1220.5.31 .Software copyright ENERCALC, INC. 190
(tion: THE MAIN HOUSE
Beam Design: BM1
Calculations per NDS
IBC 2016, CBC 2019, ASCE 7-16
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
552.68 psi
Wood Species : iLevel Truss Joist
0.500 It in Span # 1
Wood Grade: Parallam PSL 2.0E
2,850.93 psi
Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi
Fv
290.0 psi Ebend- m 2,000.0 ksi Density
45.070 pcf
Fb -Compr 2,900.0 psi Fc - Perp 750.0 psi
Ft
2,025.0 psi Eminbend-xx 1,016.54ksi
0.090:
Applied Loads
fv : Actual :
25.99 psi
Unif Load: D = 0.0140, L = 0.040 k/ft, Trib=10.0 ft
5.240 ft in Span # 1
Fv: Allowable:
290.00 psi
Point: D=1.80, Lr = 2.0 k @ 7.0 It
Ratio
Load Comb:
+D+L+H
Point: D=0.40, Lr = 0.40 k @ 12.50 ft
Max Reactions (k)
D L
Design Summary
S W E
-
2.16 2.45
Max fb/Fb Ratio = 0.665. 1
gto.140f L(o:ao)
0.25 0.37
fb : Actual: 1,916.08 psf at 7.000 ft in Span # 1
Fb : Allowable : 2,879.80 psi
Load Comb: +D+L+H
7x9.25
Max fv/FvRatio = 0.318: 1
12.50 ft
fv : Actual: 92.15 psi at 11.750 ft in Span # 1
Fv: Allowable: 290.00 psi
Load Comb: +D+L+H
Max Deflections
Max Reactions (k) D L Lr s w E
H
Transient Downward 0.239 in Total Downward
0.511 in
Left Support 1.67 2.50 0.88
Ratio 627 Ratio
293
Right Support 2.28 2.50 1.52
LC: L Only C: +D+0.750Lr+0.750L+H
Transient Upward 0.000 in Total Upward
0.000 in
Ratio 9999 Ratio
9999
LC:
LC:
Wood Beam Design: BM2
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Wood Species : iLevel Truss Joist
Fb- Tension 2,900.0 psi Fc -Prll
Fb - Compr 2,900.0 psi Fc - Perp
Applied Loads
Unif Load: D = 0.0140, L = 0.040 k/ft, Trib=1.330 fl
Point: D=2.30, Lr 1.60, L = 2.50 k @ 0.50 fl
Design Summary
Max fb/Fb Ratio = 0.194; 1
h IBC 2018 Load Combinations, Major Axis Bending
Wood Grade: Parallam PSL 2.0E
2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 pcf
750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi
fb : Actual:
552.68 psi
at
0.500 It in Span # 1
Fb: Allowable:
2,850.93 psi
Load Comb:
+D+L+H
0.027 in
Ratio
Max fv/FvRatio =
0.090:
1
fv : Actual :
25.99 psi
at
5.240 ft in Span # 1
Fv: Allowable:
290.00 psi
0.000 in
Ratio
Load Comb:
+D+L+H
9999
Max Reactions (k)
D L
Lr
S W E
Left Support
2.16 2.45
1.47
Right Support
0.25 0.37
0.13
010.01962/. L(p.05320)
3.5x9.25
6.0 it
Max Deflections
H Transient Downward 0.014 in
Total Downward
0.027 in
Ratio
5112
Ratio
2687
LC: L Only
C: +D+0.750Lr+0.750L+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LG
LC:
Title Block Line 1
Project Title:
You can change this area
Engineer:
using the "Settings" menu item
Project escr:
Project D
and then using the "Printing 8
2,900.0 psi Fc - Perp 750.0 psi
Title Block" selection.
Printed: 9 JUL 2020, 10 15A
Title Block Line 6
File: MARVIN-M 0-29.ec6
Multiple .Simple Beam
Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.5.31
Beam Design: BM3
BEAM Size:
10.50 X 9.250, Parallam PSL, cull Ur
Using Allowable Stress Design with IBC 22018
Wood Species:
iLevel Truss Joist
Fb- Tension
2,900.0 psi Fc -Prll 2,900.0 psi
Fb - Compr
2,900.0 psi Fc - Perp 750.0 psi
Applied Loads
Design Summary
Unif Load: D = 0.0140, L = 0.040 k/ft, Trib=10.0 It
Point: D=1.80,
Lr=2.0k@7.0It
Point: D=0.30,
L=0.50k@12.50ft
Design Summary
fv : Actual:
Max fb/Fb Ratio = 0.593; 1
fid : Actual:
1,719.80 psi at 7.008 ft in Span # 1
Fb: Allowable:
2,900.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio
= 0.271; 1
fv : Actual:
78.49 psi at 13.775 ft in Span # 1
Fv: Allowable:
290.00 psi
Load Comb:
+D+L+H
Max Reactions
(k) D L Lr S W E
Left Support
1.99 2.97 1.03
Right Support
2.14 3.33 0.97
Beam Design' BM4
Wood Species : Douglas Fir -Larch
Fb- Tension
1350 psi Fc-Prll
Fb - Compr
1350 psi Fc - Perp
Applied Loads
9999
Unif Load: D=0.0160,
Lr= 0.020 k/ft, Trib= 6.0 fi
Design Summary
Max fb/Fb Ratio =
0 416 1
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
rwu
d Combinations, Major Axis Bending
Wood Grade: Parallam PSL 2.0E
Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 pcf
Ft 2,025.0 psi Eminbend -xx 1,016.54ksi
D(0.140j L(O 40).
10.50 X 9.250 Ilk
14.50 ft
Max De actions
11 Transient Downward 0.305 in Total Downward 0.602 in
Ratio 570
LC: L Only
Transient Upward 0.000 in
Ratio 9999
LC:
Calculations per NDS
as
with IBC 2018 Load Combinations, Major Axis Bending
Wood Grade: No.1
925 psi Fv 170 psi Ebend- xx
625 psi Ft 675 psi Eminbend - xx
fb : Actual:
899.70 psi
at
3.500 ft in Span # 1
Fb : Allowable:
2,164.11 psi
9999
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.242:
1
fv : Actual:
51.45 psi
at
6.557 ft in Span # 1
Fv: Allowable:
212.50 psi
Load Comb:
+D+Lr+H
Max Reactions (k)
D L
Lr
a W E
Left Support
0.34
0.42
Right Support
0.34
0.42
Ratio
289
C: +D+0.750Lr+0.750L+H
Total Upward
0.000 in
Ratio
9999
LC:
IBC 2018, CBC 2019, ASCE 7-16
1600 ksi Density 31.21 pcf
580 ksi
Ratio 1000 Ratio 555
LC: Lr Only LC: +D+Lr+H
Transient Upward 0.000 in Total Upward 0.000 in
Ratio 9999 Ratio 9999
LC: LC:
I . - 4
AQX ENGINEERING k2
1520 Brookhollow, Suite #45, Santa Ana, CA 92705
Tel: (714) 662 0510 Fax: (714) 662 0559
STRUCTURAL CALCULATIONS
for
Marvin Residence
1209 W. Bay Ave.
NEWPORT BEACH CA ,92661
MK20-29
9 -Jul -20
N0.
S. 5289
EXP. 6/30/18
. Z
AOX ENGINEERING
1520 Brookhollow, Suite #45, Santa Ana, CA 92705
Tel: (714) 662 0510 Fax: (714) 662 0559
STRUCTURAL CALCULATIONS
for
Marvin Residence
1209 W. Bay Ave.
NEWPORT BEACH CA ,92661
MK20-29
9 -Jul -20
AQX ENGINEERING
Residential Roof Design Loads
Description
Comp. sh
5.0 psf
1.5 psf
1/2" plywood sheathing
3.0 psf
Gyp Board Ceiling
2.5 psf
Roof Framing
2.0 psf
Ceiling framing
1.0 psf
Insul. Misc.
8.0 psf
stucco
15.0 psf
16
15.0 psf
Slope: 4 :12
Adjustment: 1.054 Say 16.0 psf
USE: 15.8 psf
Live Load: Method 1
with plaster
Description
Over 600 sqt
2.2 psf
201 to 600 sqt
3.4 psf
2x6 sluds@J611o.c: 2 walls
0 to 200sg1
Insulation
8.0 psf
stucco
0.5 psf
16
12 psf
USE Flat or rise < =4:12
20
Subtotal
12 psf
15.0 psf
16
Rise = 6:12
18
12 psf
12
Rise> 12:12
16
Wall weight breakdown
with plaster
Description
2.2 psf
gypsum board 112"
3.4 psf
2x6 sluds@J611o.c: 2 walls
0.5 psf
Insulation
8.0 psf
stucco
0.5 psf
Mechanical/Electrical
14.6 psf
Subtotal
Int. 9 psf
15.0 psf
Use Ext. with stucco
261
USE
USE
AQX ENGINEERING
Residential Floor Design Loads
Dead Loads:
Description
Living Spaces
Live load
40 psf
Deck 60 psf
1.5 psi
Carpet
3.8 psf
Plywood sheathing
4.0 psf
Framing
1.0 psf
MEP
518 gyp. Bd ceiling(2)
2.8 psf
Insulation & Misc
psi
1.0p—
1�.1 psf
Total
140 psi
USE
Live load
40 psf
Deck 60 psf
Title Flpck Line d
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Multiple Simple Beam
(tion: THE MAIN HOi
Beam Design: BM1
Project Title:
Engineer:
Project ID:
Project Descr:
Printed9 JUL 2020, 10 15A
Calculations per NDS 2016, IBC 2018, CBC 2019, ASCE 7-16
BEAM size: 7x9.zo, raranam row,r...y
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Species : iLevel Truss Joist Wood Grade : Parallam PSL 2.0E
Fb- Tension 2, 900.0 psi Fc - Pill 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf
Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi
Applied Loads
Unit Load: D = 0.0140, L = 0.040 Kitt, Trib=10.0 ft
Point: D=1.80, Lr=2.0k@7.0ft
Point: D=0.40, Lr = 0.40 k @ 12.50 ft
Design Summary
Max fb/Fb Ratio = 0.665; 1
fb : Actual: 1,916.08 psi at 7.000 ft
Fb: Allowable: 2,879.80 psi
Load Comb: +D+L+H
Max fv/FVRatlO = 0.318: 1
fv : Actual : 92.15 psi at 11.750 ft in Span # 1
Fv : Allowable : 290.00
psi
Load Comb +
Max Reactions (k) D LLr s_ IN g
Left Support 1.67 2.50 0.88
Right Support 2.28 2.50 1.52
D(O.140) L(0.40)
in Span # 1
7x9.25 19,
12.50 h
IVIax ueuewvna
H Transient Downward
0.239 in
Total Downward
0.5111 in
Ratio
627
Ratio
293
LC:
L Only
C: +D+0.75OLr+0.750L+H
Transient Upward
0.000 in
Total Upward
0000000 in
Ratio
9999
Ratio
LC:
LC:
Rightt Support
LC:
Wood Beam Design: BM2 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 3.5x9.zo, raranarnl row, ""
Using Allowable Stress Design wit IBC 2018 Load Combinations.
GraBending
: Pa allamPSL 2.0E
Wood Species: iLevel Truss Joist
FFb -b - Comprn 2,900.0 psi Fc - Perp 2750.0 00.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 0si Density 45.070 p
Applied Loads
Unif Load: D=0.0140, L = 0.040 k/ft, Trib=1.330 ft
Point: D=2.30, Lr =1.60, L = 2.50 k @ 0.50 ft
Design Summary
Max fb/Fb Ratio = 0.194; 1
fb :Actual ' 552.68 psi at 0.500 ft in Span # 1
Fb: Allowable:
2,850.93 psi
0200287 in
Load Comb:
+D+L+H
Ratio
Max fv/FvRatio =
fv : Actual :
0.090:1
25.99 psi
at 5.240 ft
Fv : Allowable:
290.00 psi
0.000 in
Load Comb:
+D+L+H
Ratio
Max Reactions (k)
D L
Lr S
LC:
Rightt Support
0.25 0.37
0.13
in Span # 1
z0)
n. ( ..3.5x9.25
D 0.01662 L(0 0
6.0 n
ax Deflections
H Transient Downward 0.014 in
Total Downward
0200287 in
W E
Ratio
5112
Ratio
LC: L Only
C: +D+0.750Lr+0.750L+H
Transient Upward
0.000 in
Total Upward
0000000 in
Ratio
9999
Ratio
LC:
LC:
Title Flock Line .1 Project Title:
You can change this area Engineer:
using the "Settings" menu item Project ID:
and then using the "Printing & Project Descr:
Title Block" selection.
Title Block Line 6 Printed: 9 JUL 2020, 10 15A
MAR N -M0-29..36
Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020,
BuiId:12.20.5.31
Wood Beam Design: BM3
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
BEAM Size: 10.50 X 9.250, Parallam PSL, Fully Unbraced
Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Species : il-evel Truss Joist Wood Grade: Parallam PSL 2.0E
Fb - Tension 2,900.0 psi Fc - Pill 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 pcf
Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi
Applied Loads
Total Downward
Unif Load: D=0.0140,
L = 0.040 k/ft, Trib=10.0 ft
Point: D=1.80. Lr
= 2.0 k @ 7.O ft
Point: D=0.30, L=0.50k@12.50ft
2,164.11 psi
Design Summary
C: +D+0.75OLr+0.750L+H
Max fb/Fb Ratio
= 0.593. 1
fb : Actual :
1,719.80 psi at 7.008 f
Fb: Allowable:
2,900.00 psi
Load Comb:
+D+L+H
Max fv/FvRatio =
0.271 :1
fv : Actual:
78.49 psi at 13.775 f
Fv: Allowable:
290.00 psi
Load Comb:
+D+L+H
Max Reactions (k)
D L Lr 8
Left Support
1.99 2.97 1.03
Right Support
2.14 3.33 0.97
Wood Beam Design : BM4
in Span # 1
in Span # 1
0
10.50 X 9.250
1450 ft
H Transient Downward 0.305 in
Total Downward
0.602 in
Ratio
570
Ratio
289
2,164.11 psi
LC: L Only
C: +D+0.75OLr+0.750L+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC:
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Using Allowable Stiess Design with IBC 2018 Load Combinations, Major Axis Bending
Wood Species: Douglas Fir -Larch Wood Grade: No.1
Fb- Tension 1350 psi Fc - Pill 925 psi Fv 170 psi Ebend-xx
Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx
Applied Loads
Unif Load: D=0.0160, Lr = 0.020 k9t, Trib= 6.0 fl
Design Summary
Total Downward
Max fb/Fb Ratio =
0.416
fb : Actual :
899.70 psi
Fb: Allowable:
2,164.11 psi
Load Comb:
+D+Lr+H
Max fv/FvRatio =
0.242:
fv : Actual:
51.45 psi
Fv: Allowable:
212.50 psi
Load Comb:
+D+Lr+H
Max Reactions (k) D L
Left Support 0.34
Right Support 0.34
I
at 3.500 ft in Span # 1
1
at 6.557 ft in Span # 1
Lr S IN E
0.42
0.42
1600 ksi Density 31.21 pcf
580 ksi
H Transient Downward 0.084 in
Total Downward
0.151 in
Ratio
1000
Ratio
555
LC: Lr Only
LC: +D+Lr+H
Transient Upward
0.000 in
Total Upward
0.000 in
Ratio
9999
Ratio
9999
LC:
LC: