HomeMy WebLinkAboutX2019-1240 - Calcs,cructures
2880 S. Coast Highway
Laguna Beach, CA 92651
ph: 949 715 0775
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BULCANG
REMODEL
JOB ADDRESS:
2138 PORT DURNESS PLACE
NEWPORT BEACH, CA 92660
CLIENT:
KAWAGUCHI
CALCULATIONS PREPARED BY:
ARASH BORUJERDPUR EIT
NENO GRGURIC, PE
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FFF111
STRUCTURES,INC PROJECT: KAWAGUCHI
2880 SOUTH COAST HIGHWAY DATE: 4/22/2019
LAGUNA BEACH, CA BY: AB
structures 949-715-0775
SHEET:
FOOTING / PAD DESIGN
Given:
Soil Pressure, Q = 1,500 PSF
Footing Area, A = SQRT P
1,500 PSF
Footing Allowable:
Footing Size = 12" x 18" continuous assumed
Footing Area = 12" x (18" + 18" + 4") = 480 in' = 3.33 SF
Footing Allowable=Q x A= 4,995 LB
Footing Size = 15" x 18" continuous assumed
Footing Area = 15" x (18" + 18" + 4") = 600 in2 = 4.17 SF
Footing Allowable=Q x A= 6,255 LB
Pallowable for Given Pad Footing Sizes
CP -1
2'-0" SQ. Pad Footing 2 ft x 2 ft = 4.00 SF
W/ 3 #4 Each Way Pallow = 6,000 LB
CP -2
2'-6" SQ. Pad Footing
2.5 ft x 2.5 ft =
6.25 SF
w/ 3 #4 Each Way
Fallow =
9,375 LB
CP -3
3'-0" SQ. Pad Footing
3 ft x 3 ft =
9.00 SF
w/ 4 #4 Each Way
Fallow =
13,500 LB
CP -4
3'-6" SQ. Pad Footing
3.5 ft x 3.5 ft =
12.25 SF
w/ 5 #4 Each Way
Pallow =
18,375 LB
CP -5
4' SQ. Pad Footing
4 ft x 4 ft =
16.00 SF
w/ 7 #4 Each Way
Pallow =
24,000 LB
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STRUCTURAL._S=FDR
KAWAGUCH1—RE-SbDE N E --
REMODEL
JOB ADDRESS:
2138 PORT DURNESS PLACE
NEWPORT BEACH, CA 92660
CLIENT:
KAWAGUCHI
CALCULATIONS PREPARED BY:
ARASH BORUJERDPUR EIT
NENO GRGURIC, PE
C!3 dT
uj rr
2880S. Coast Highway
Laguna Beach, CA 92651
ph: 949 715 0775
STRUCTURES, INC PROJECT: KAWAGUCHI
2880 SOUTH COAST HIGHWAY
LAGUNA BEACH, CA DATE: 3/7/2019
structures 949-715-0775 SHEET:
l BY: AB
Design Loads
Roof Dead Load
Roof Live Load
Roof Finish -LIGHT WT. TILE
6.00 psf 20.00 psf
1xT&G
2.30 psf 20.00 psf
Framing - 2x8 @ 16
2.20 psf
Drywall
2.80 psf
Miscellaneous
1.70 psf
15.00 psf
Floor Dead Load
Floor Finish - CARPET/WOOD 5.00 psf
3/4" Plywood 2.30 psf
Framing 2.80 psf
Drywall 2.80 psf
Miscellaneous 2.10 psf
15.00 psf
Wall Dead Load
Exterior Walls (Stucco) 16.00 psf
Interior Walls 8.00 psf
16 or 8 psf
Floor Live Load
Floor Live Load
40_00 psf
40.00 psf
e 2 e
Project Title:
Engineer:
Project ID:
Project Descr:
CODE REFERENCES
Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-10
Material Properties'
Analysis Method: Allowable Strength Design Fy : Steel Yield : 50.0 ksi
Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi
Bending Axis: Major Axis Bending
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 15.420 ft, Tributary Width =11.0 it, (Floor)
Uniform Load : D = 0.0080 ksf, Tributary Width =12.0 ft, (WALL ABV)
Uniform Load : D=0.0150, Lr = 0.020 ksf, Tributary Width =13.330 ft, (ROOF ABOVE)
Point Load : D=0.60, L =1.80 k @ 15.0 ft, (FLOOR BM RXN)
Uniform Load : D=0.0150, L = 0.040 ksf, Extent =15.40 ->> 24.0 ft, Tributary Width =1.330 ft, (Floor)
DESIGN SUMMARY
5)
D(O.19Ms a D(0.0199L(0.0532) a a
Lr 0.2666 33
.oqD 0.6
0(0-1654 L 0.44
-
0.131 : 1
Section used for this span
W t Ox68
Span = 24.0 ft
Section used for this span
W10x68
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 15.420 ft, Tributary Width =11.0 it, (Floor)
Uniform Load : D = 0.0080 ksf, Tributary Width =12.0 ft, (WALL ABV)
Uniform Load : D=0.0150, Lr = 0.020 ksf, Tributary Width =13.330 ft, (ROOF ABOVE)
Point Load : D=0.60, L =1.80 k @ 15.0 ft, (FLOOR BM RXN)
Uniform Load : D=0.0150, L = 0.040 ksf, Extent =15.40 ->> 24.0 ft, Tributary Width =1.330 ft, (Floor)
DESIGN SUMMARY
Mallillill
Maximum Bending Stress Ratio =
0.362: 1 Maximum Shear Stress Ratio =
0.131 : 1
Section used for this span
W10x68
Section used for this span
W10x68
Me: Applied
77.014 k -ft
Va : Applied
12.771 k
Mn / Omega: Allowable
212.824 k -ft
Vn/Omega : Allowable
97.760 k
Load Combination
+D+0.750Lr+0.750L
Load Combination
+D+0.750Lr+0.750L
Location of maximum on span
12.069ft
Location of maximum on span
0.000 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.290 in Ratio=
994>=480.
0.065
Max Upward Transient Deflection
0.000 in Ratio =
0 <480.0
212.82
Max Downward Total Deflection
0.693 in Ratio=
416 >=360.
97.76
Max Upward Total Deflection
0.000 in Ratio=
0 <360.0
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress
Ratios
Summary of Moment Values
Summary of Shear Values
Segment Length
Span # M
V
Mmax+ Mmax-
Me Max
Mnx
Mnx/Omega Cb Rm
Va Max
Vnx
Vnx/Omega
D Only
Dsgn. L = 24.00 ft
1 0.179
0.065
38.12
38.12
355.42
212.82
1.00 1.00
6.35
146.64
97.76
+D+L
Dsgn. L = 24.0011
1 0.333
0.120
70.79
70.79
355.42
212.82
1.00 1.00
11.71
146.64
97.76
+D+Lr
Dsgn. L = 24.00 ft
1 0.269
0.098
57.31
57.31
355.42
212.82
1.00 1.00
9.55
146.64
97.76
+D+0.750Lr+0.750L
Dsgn. L = 24.00 ft
1 0.362
0.131
77.01
77.01
355.42
212.82
1.00 1.00
12.77
146.64
97.76
+D+0.750L
Dsgn. L = 24.00 It
1 0.294
0.106
62.62
62.62
355.42
212.82
1.00 1.00
10.37
146.64
97.76
+0.60D
3
Project Title:
Engineer:
Project ID:
Project Descr:
_...
Max Stress Ratios
Summary of Moment Values
MnxlOmega Cb
Rm Va Max V
Load Combination
Span #
M
V
Mmax+ Mmax- Ma Max Mn x
212.82 1.00
1.00 3.81 146.64 97.76
Segment Length
0.107
0 039
22 87 2P,87 355.42
Dsgn. L = 24.00 ft 1
Overall Maximum Deflections
Load Combination
Max. ^+" Defl Location in Span
Span
Max. -2 Dell
Location in Span
0 0000 0.000
Load Combination
1
0.6929
12.000
Values in KIPS
+D+O 750Lr+0.750L
:
Support notation Far left is #1
Vertical ReaCtionS
Load Combination
t
Support I
d
support
Overall MAXimum
12
10.rt
3.799
Overall MINimum
3.199
6.
5.701
D Only
11.71.71 2
9.381
+D+L
9.549
8.900
+D+Lr
+D+0.750Lr+0.750L
12.771
10.860
+ D+0.750L
10.372
8.461
3.420
+ 0D
3.810
3.199
3.199
Lr Only
5.362
3.680
L Only
Project Title:
Engineer:
Project ID:
Project Descr:
r 4 ,
Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10
Load Combination Set: ASCE 7-16
Analysis Method:
Allowable Stress Design
fb : Actual
.5x12
3SX12
-
FB: Allowable
Load Combination ASCE 7.16
Fb+
2,400.0 psi
E: Modulus of Elasticity
Wood Species
:DF/DF
Fb-
Fc -Prll
2,400.Opsi
1,650.0 psi
Ebend-xx 1,800.Oksi
Eminbend -xx 950.Oksi
Wood Grade
:24F -V8
Fc - Perp
Fv
650.0 psi
Ebend-ri 1,600.Oksi
Beam Bracing :Beam
is Fully Braced against lateral -torsional buckling
265.0 psi
p
1,100.Opsi
Eminbend-yy 850.Oksi
Density 31.210pcf
Span = 12.250 ft
Applied Loads
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 6.850 ft, (FLOOR)
Uniform Load: D = 0.0160 ksf, Tributary Width =12.ft, (WALL ABV)
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary W
i0dth = 3.0 ft, (ROOF)
Point Load : D=1.0, Lr =1.30 k @ 2.330 ft, (WALL ABV REACTION)
Load for Span Number 2
Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 6.850 it, (FLOOR)
Uniform Load: D = 0.0160 ksf, Tributary Width = 8.0 ft, (WALL ABV)
Uniform Load : D=0.0150, Lr = 0.020 ksf, TributaryWidth = 3.0 ft, (ROOF)
Point Load : D=0.750, Lr =1.0 k @ 2.50 ft, (EDGE BEAM)
DESIGN SUMMatav
Section used for this span �dLIo
1
fb : Actual
.5x12
3SX12
-
FB: Allowable
_ 1,657.79psi
Load Combination
Location of maximum on span
+D+L+H, LL Comb Run (L*) 2,400 (L-)
Span # where maximum occurs
- 5.475ft
M
- Span # 1
axlmum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max pward Total Deflection
Maximum Forces & Stresses for Load G
Load Combination Max Stress Ratios
Segment Length Span# M V Cd C
+D+H
Span = 2.50 it
Lr(1)
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.154 in
Ratio=
952>=480
-0.100in
Ratio=
600>=480
0.368 in
Ratio=
399>=301
-0.198 in
Ratio=
302>=301
Ci Cr Cm C t CL M
0.512 : 1
3.5x12
135.80 psi
265.00 psi
+D+L+H, LL Comb Run (L*)
0.000 ft
Span # 1
Values Shear Values
Po F b V fv FIV
0.00 0.00 0.00 0.0
Project Title:
Engineer:
Project ID:
Project Descr:
Load Combination Max Stress Ratios
Segment Length Span # M V
Length = 12.250 ft 1 0.245 0.201
h = 2 501t 2 0.103 0.201
.nip
+D+0.750L+0.7505+0.5250E+H,
LL
1.00
Length =12.250 ft
1
0.235
Length = 2.50 It
2
0.127
+D+0.750L+0.7505+0.5250E+H,
LL
1.00
Length =12.250 It
1
0.385
Length = 2.50 it
2
0.103
+D+0.750L+0.750S+0.5250E+H,
LL
5.999
Length =12.250 ft
1
0.374
Length = 2.50 It
2
0.127
+0.60D+0.70E+H
1.60
1.000
Length =12.250 ft
1
0.147
Length = 2.50 It
2
0.06E
Load
Load Combination
0.197
0.197
0.290
0.290
0.286
0.286
0.121
0.121
Dns
Span
Cd CFN Ci Cr
1.60
1.000
1.00
1.00
1.60
1.000
1.00
1.00
4.770
5.693
1.000
1.00
1.00
1.60
1.000
1.00
1.00
1.60
1.000
1.00
1.00
5.999
1.000
1.00
1.00
1.60
1.000
1.00
1.00
1.60
1.000
1.00
1.00
4.581
1.000
1.00
1.00
1.60
1.000
1.00
1.00
1.60
1.000
1.00
1.00
5.042
1.000
1.00
1.00
1.60
1.000
1.00
1.00
1.60
1.000
1.00
1.00
Max. --2' Dell Location in Spy
2 0.0000
Moment values ----
Cm C t CL M fb F'b V fv F'v
1.00 1.00 1.00 6.57 939.15 3840.00 2.39 85.23 424.00
1.00 1.00 1.00 2.77 395.02 38400.0000 1.18 0 00 85.23 0.00 424.00
0.00
1.00 1.00 1.00
1.00 1.00 1.00 6.32 902.78 3840.00 2.33 83.36 424.00
1.00 1.00 1.00 3.41 486.76 3840.00 1.49 0 00 0 00 83.36 0.00 424.00
0.00
1.00 1.00 1.00
1.00 1.00 1.00 10.34 1,476.66 3840.00 3.45 123.16 424.00
1.00 1.00 1.00 2.77 395.02 3840.00 1.18 0.00 0.00 123.16 0.00 424.00
0.00
1.00 1.00 1.00
1.00 1.00 1.00 10.06 1,436.80 3840.00 3.40 121.28 424.00
1.00 1.00 1.00 3.41 486.76 3840.00 1.49 0.00 0 00 121.28 0.00 424-00
0.00
1.00 1.00 1.00
1.00 1.00 1.00 3.94 563.49 3840.00 1.43 51.14 424.00
1.00 1.00 1.00 1.66 237.01 3840.00 0.71 51.14 424.00
5.885
5.885 +D+0.750Lr+0.750L+H, LL Comb Run -0.1979
Support notation: Far left is#1 Values in KIPS
Support
uveran rvwnn,mu,
1.608
2.433
Overall MINimum
2.721
4.015
+D+H
+D+L+H, LL Comb Run ('L)
2.651
4,399
4.770
5.693
+D+L+H, LL Comb Run (L*)
4,329
6.448
+D+L+H, LL Comb Run (LL)
2.501
5.384
+D+Lr+H, LL Comb Run ("L)
4.141
4.630
+D+Lr+H, LL Comb Run (L')
3,922
5.999
+D+Lr+H, LL Comb Run (LL)
2.721
4.015
+D+S+H
+D+0.750Lr+0.750L+H, LL Comb Run ("
2.504
5.608
+D+0.750Lr+0.750L+H, LL Comb Run (L
5.045
5.735
7 328
+D+0.750Lr+0.750L+H, LL Comb Run (L
4 828
4.581
+D+0.750L+0.750S+H, LL Comb Run ('L
2 868
3 979
5.273
+D+0.750L+0.750S+H, LL Comb Run (L*
3 927
5.840
+D+0.750L+0.750S+H, LL Comb Run (LL
2 727
4.015
+D+0.60W+H
+D+0.750Lr+0A50W+H, LL Comb Run ("
2.556
5.042
+D+0.750Lr+0.450W+H, LL Comb Run (L
3.786
4.476
+D+0.750Lr+0.450W+H, LL Comb Run (L
3.621
5.503
+D+0.750S+0.450W+H
2.72`1
1832
4.015
2.409
+0.60D+O.60W+0.60H
2.721
4.015
+D+0.70E+0.60H
+D+0.750L+0.750S+0.5250E+H, LL Comb
2.668
4.581
+D+0.750L+0.7505+0.5250E+H, LL Comb
3.979
5.273
5.840
+D+0.750L+0.7505+0.5250E+H, LL Comb
3.927
2.409
+O.600+0.70E+H
1.632
2.721
4.015
D Only
Lr Only, LL Comb Run ('L)
-0.219
1.420
1.369
0.615
Lr Only, LL Comb Run (L")
1201
1'984
Lr Only, LL Comb Run (LL)
-0.
0.755
L Only, LL Comb Run ('L)
1.6670 78
1.678
L Only, LL Comb Run (L*)
7.608
2.433
L Only, LL Comb Run (LL)
S Only
W Only
E Only
H Only
2.500
I