HomeMy WebLinkAboutPermit File BLD-2018-0695 4113 R Avenue (6)C �
ENGINEERING
250 4th Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
civil & structural
engineering & planning
Lee Residence
4113 R Avenue
Anacortes, WA 98221
11 /30/2021
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6x6 DF
POST
EXISTING
2x10 JOISTS
I
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LANDING
BEAMS (2)-2x10
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PROVIDE HANGERS AT
RIM PER PLAN NOTES
NEW 2x10 DF #2 @ 16" EXISTING FOR BEAM &JOISTS
OC SISTERED TO EACH 2x10 JOISTS
EXISTJDIST W/ 10d @ 6"
OC T&B, SISTER A MIN
OF 4'-0" IN LENGTH —�
EACH
END
4x10 DF #2
2x6 HE
@ 16" 4x10 DF #2(4) 2x STUDS
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TYP UNO
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ALL SLOPED
STRINGERS (2)-2x PER
STAIR DETAILS, TYP
L
COMPANY PROJECT
WoodWorks®
SOFIIVARE FOR IYODD DESfGN Nov. 18, 2021 17:25 Typ Deck Joists
Design Check Calculation SheeE
Woodworks Sizer 2019 (Update 3)
Loads:
Load
Type
Distribution
Pat-
Location [ftj
2dagnitude
Unit
tern
Start End
Start End
Loadl
Dead
Full Area
10.00(16.0")
psf
Load2
Live
I Full Area
60.00(16.0")
sf
Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in)
Unfactored:
Dead
Live
63
377
63
377
Factored:
Total
440
440
Bearing:
Capacity
940
Joist
440
848
Support
848
Des ratio
1.00
Joist
1.00
0.52
support
0.52
62
Load comb
62
1.08
Length
1.08
1.08
Min req'd
1.08
1.00
Cb
1.00
1.00
Cb min
1.00
1.25
Cb support
1.25
625
EcP sup
625
Typ Deck Joists
Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2"x7-1/4")
Supports: All -Timber-soft Beam, D.FIr-L No.2
Floor joist spaced at 16.0" c1c; Total length: 9'-5.06"; Clear span: 9-2.94"; Volume = 0.7 cu.ft.
Wet service; Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor. applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using Nos 2018
Criterion
Anal sis Value
Desi n Value
Unit
Anal sis/Desi n
Shear
fv = 52
fb' = 116
psi
Bending(+)
fb = 928
Fb' = 938
psi
Live Defl'n
0.26 = L/434
0.31 = L/360
in
0.83
Total Defl'n
0.34 = L/325
0.47 = L/240
in
0.74
Additional Data:
FACTORS: F/E (psi) CD CM Ct CL CF Cfu
EV' 150 1.00 0.97 1.00 - -
-
Fb1+ 850 1.00 1.00 1.00 1.000 1.200 -
Fcp' 405 - 0.67 1.00 - -
E' 1.3 million 0.90 1.00 - -
Emin' 0.47 million 0.90 1.00 - -
CRITICAL LOAD COMBINATIONS:
Shear LC 82 = D + L
Bending(+): LC 62 = D + L
Deflection: LC 62 = D + L (live)
LC 62 = D + L (total)
Bearing Support i - LC 62 = D + L
Support 2 - LC 62 = D + L
D=dead L=live
All LC's are listed in the Analysis output
Load combinations:
CALCULATIONS:
V max = 436, V design = 375 lbs; t4(+) = 1016 lbs-ft
EIy = 61.92 lb-in^2
"Live" deflection is due to all non -dead loads (live,
Total deflection = 2.0 dead + "live"
Cr Cfrt
CS
Cn LCN
wind,
Design Notes:
t. Analysis and design are In accordance with the ICC International Building Code (IBC 2016) and the National Design Specification (NDS 2018), using Allowable Stress Oesign (ASD). Design
values are from the NDS Supplement,
2. Please verify that the default detlecilon limits are appropriate for your applicaifon.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1.
COMPANY PROJECT
WoodWorks (9)
SOErIVAREEOR WOOD DESIGN Nov. 18, 2021 17:27 Long Span Deck Joists
Design Check Calculation Sheet
Wood Works Sizer 2019 (Update 3)
Loads:
as
Type
Distribution
Pat-
Location (ft]
ttagnitude
Unit
tern
Start End
Start EnIsf
Loadl
Dead
Fu 1 Area
20.00(8.0")sf
Load2
Live
Full Area
60.00(8.0"
Maximum Reactions fibs), Bearing Capacities (Ibs) and Bearing Lengths (in)
T 12'-6.72"
Unfactored:
Dead
Live
92
251
92
251
Factored:
Total
293
293
Bearing:
Capacity
Joist
293
293
Support
565
565
Des ratio
1.00
Joist
1.00
Support
0,52
0.52
Load comb
02
02
Length
0.72
0'72
Min reg'd
0.72
0.72
Cb
1.00
1.00
Cb min
1.00
1.00
1.25
Cb support
1.21
Fc sup
625
625
Long Span Deck Joists
Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2"x7-1/4")
Supports: All -Tmber-soft Beam, D.Fir-L No.2
Floor)oist spaced at 8.0" c1c; Total length: 12'-6.75"; Clear span: 12'-5.25"; Volume = 0.9 cWt.
Wet service; Incised; Lateral support: lop = continuous, bottom = at supports; Repetitive factor. applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using Nos 201e
Criterion
Anal sis Value
Desi n value
Unit
Anal sis/Desl n
Shear
fv = 36
Fv 116
psi
fv Fv' = 0.31
Bending(+)
fb = 832
Fb' = 938
psi
fb/Fb' = 0.89
Live Defl'n
0.42 = L/361
0.92 L/360
in
1000
Total Defl'n
0.55 = L/271
0.63 L/290
in
0.89
Additional Data:
FACTORS: E/E(psi) CD
Ctd
Ct
CL CF Cfu
Cr Cfrt
Ci
Cn LC8
Fv' 150 1.00
0.97
1.00
- - -
- 1.00
0.80
1.00 2
Fb1+ 850 1.00
1.00
1.00
1.000 1.200 -
1.15 1.00
0.80
- 2
Fcp' 405 -
0.67
1.00
- - -
- 1.00
1,00
- -
E' 1.3 million
0.90
1.00
- - -
- 1900
0.95
- 2
Emin' 0.47 million
0.90
1.00
- - -
- 1.00
0.95
- 2
CRITICAL LOAD COMBINATIONS:
Shear LC N2 = D
+ L
Bending(+): LC H2 = D
+ L
Deflection: LC *2 = D
+ L
(live)
LC 82 = D
+ L
(total)
Bearing Support 1 -
LC
#2 = D +
L
Support 2 -
LC
#2 = D +
L
D--dead L=live
All LC's are listed in
the
Analysis
output
Load combinations:
CALCULATIONS:
V max = 292, V design 262 lbsr t4 (+) = 911 Ibs-ft
EIy = 61.92 lb-in^2
"Live" deflection is due to all non -dead loads (live, wind, snow...)
Total deflection = 2.0 dead + "live"
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design
values are from the NDS Supplement.
2. Please verify that the default de8ect(on lim(Is are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: Martin & Sarah Lee.ec6
LIC# : KW-06015244, Build:20.21.9.26 CG ENGINEERING (c) ENERCALC INC 1983-2021
DESCRIPTION: North Beam 1
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
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
D(0.170) L(0.20)
D(0.140) L(0.40)
D(0.1150) S(0.20)
D(0.170) S(020)
Span = 11.0 ft Span = 5.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 001150, S = 0.20 k/ft, Extent = 0.0 --» 2050 ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.140, L = 0.40 k/ft, Extent = 2.50 --» 8.50 ft, Tributary Width = 1.0 ft
Uniform Load : D = 0.170, L = 0.20 k/ft, Extent = 8.50 --» 11.0 ft, Tributary Width = 1.0 ft
Load for Span Number 2
Uniform Load : D = 0.170, S = 0.20 k/ft, Extent = 0.0 --» 5.50 ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio = 0.141 : 1
Section used for this span W8x18
Ma : Applied 5.976 k-ft
Mn / Omega: Allowable 42.415 k-ft
Load Combination +D+L
Location of maximum on span 5.192ft
Span # where maximum occurs Span # 1
Maximum Deflection
Maximum Shear Stress Ratio =
Section used for this span
Va : Applied
Vn/Omega : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Max Downward Transient Deflection 0.075 in Ratio=360 Span: 2: L Only
Max Upward Transient Deflection -0.096 in Ratio = 1,373 >=360 Span: 2 : S Only
Max Downward Total Deflection 0.102 in Ratio = 1300 >=180 Span: 2 : +D+S
Max Upward Total Deflection -0.069 in Ratio = 1904 >=180 Span: 2 : +D+L
Maximum Forces &Stresses for Load Combinations
0.072
W8x18
: 1
2.706
k
37.444
k
+)+L
11.000
ft
Span # 1
Load Combination ax ress Ratios Summary of Moment values summary or snear values
Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega
D Only
Dsgn. L = 11.00 ft 1 0.061 0.028 1,01 -2.57 2.57 70.83 42.42 1,00 1,00 1.06 56.17 37.44
Dsgn. L = 5.50 ft 2 0.061 0.025 -2.57 2.57 70.83 42.42 1.00 1.00 0.94 56.17 37.44
+D+L
Dsgn. L = 11.00 ft 1 0.141 0.072 5.98 -2.57 5,98 70,83 42.42 1.00 1.00 2.71 56,17 37.44
Dsgn. L = 5.50 ft 2 0.061 0.025 -2.57 2,57 70.83 42,42 1.00 1.00 0,94 56.17 37.44
+D+S
Dsgn. L = 11.00 ft 1 0.132 0.054 0.69 -5.60 5.60 70.83 42,42 1.00 1.00 2,04 56.17 37.44
Dsgn. L = 5.50 ft 2 0.132 0.054 -5.60 5.60 70.83 42.42 1.00 1,00 2,04 56.17 37.44
+D+0.750L
Dsgn. L = 11$00 ft 1 0.111 0,061 4,71 -2.57 4.71 70.83 42.42 1,00 1.00 2.30 56.17 37,44
Dsgn. L = 5.50 ft 2 0.061 0.025 -2.57 2.57 70.83 42.42 1.00 1.00 0.94 56.17 37,44
Project Title:
Engineer:
Project ID:
Project Descr:
Steed Beam Project File: Martin &Sarah Lee.ec6
.IC# : KW-06015244, BuiId:20.21.9.26
DESCRIPTION: North Beam 1
Maximum Forces &Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of Moment values Summary or near values
Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega
+D+0.750L+0.750S
Dsgn. L = 11.00 ft 1 0.114 0.068 3.98 -4.84 4.84 70.83 42.42 1.00 1.00 2.54 56.17 37.44
Dsgn. L = 5.50 ft 2 0.114 0.047 -4.84 4.84 70.83 42.42 1.00 1.00 1.76 56.17 37.44
+D+0.750S
Dsgn. L = 11.00 ft 1 0.114 0.047 0.71 -4.84 4.84 70.83 42.42 1.00 1.00 1.76 56.17 37.44
Dsgn. L = 5.50 ft 2 0.114 0.047 -4.84 4.84 70.83 42.42 1.00 1.00 1.76 56.17 37.44
+0.60D
Dsgn. L = 11.00 ft 1 0.036 0.017 0.61 -1.54 1.54 70.83 42.42 1.00 1.00 0.64 56.17 37.44
Dsgn. L = 5.50 ft 2 0.036 0.015 -1.54 1.54 70.83 42.42 1.00 1.00 0.56 56.17 37.44
Overall Maximum Deflections
Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L 1 0.0678 5.368 0.0000 0.000
+D+S 2 0.1016 5.500 L Only-0.0680 3.894
Vertical Reactions Support notation :Far left is #� Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 1.746 4.304
Overall MlNimum -0.168 -1.199
D Only 0.489 1.998
+D+L 1.746 3.641
+D+S 0.658 3.430
+D+0.750L 1.432 3.231
+D+0.750L+0.750S 1.558 4.304
+D+0.750S 0.616 3.072
+0.60D 0.294 1.199
L Only 1.257 1.643
S Only 0.168 1.432
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: Martin & Sarah Lee.ec6
LIC#: KW-06015244, Build:20.21.9.26 CG ENGINEERING (c) ENERCALC INC 1983-2021
DESCRIPTION: North Beam 2
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
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
Span = 15.0 ft Span = 3.0 ft
lied Loads
Beam self weight NOT internally calculated and added
Loads on all spans...
Uniform Load on ALL spans : D = 0.150, L = 0.20 k/ft
Loads) for Span Number 2
Point Load : D = 0.050,
DESIGN SUMMARY
� Maximum Bending Stress Ratio = 0.201 : 1
Section used for this span W8x18
Ma: Applied 8.540 k-ft
Mn / Omega: Allowable 42.415 k-ft
Load Combination +D+L
Location of maximum on span 6.960ft
Span # where maximum occurs Span # 1
Maximum Deflection
Service loads entered. Load Factors will be applied for calculations.
am Shear Stress Ratio =
Section used for this span
Va : Applied
Vn/Omega : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Max Downward Transient Deflection 0.101 in Ratio = 1,776 >=360 Span: 2 : L Only
Max Upward Transient Deflection -0.049 in Ratio = 1,462 >=360 Span: 2 : L Only
Max Downward Total Deflection 0.187 in Ratio = 963 >=180 Span: 2 : +D+L
Max Upward Total Deflection -0.098 in Ratio = 737 >=180 Span: 2: +D+L
Maximum Forces &Stresses for Load Combinations
W8x18
2.805 k
37.444 k
+D+L
15.000 ft
Span # 1
Load Combination Max Stress Ratios Summary of Moment values summary of snear values
Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega
D Only
Dsgn. L = 15.00 ft 1 0.091 0.031 3.85 -0.75 3.85 70.83 42.42 1.00 1.00 1.18 56.17 37.44
Dsgn. L = 3.00 ft 2 0.018 0.013 -0.75 0.75 70.83 42A2 1.00 1.00 0.50 56.17 37.44
+D+L
Dsgn. L = 15.00 ft 1 0.201 0.075 8.54 -2.70 8.54 70.83 42.42 1.00 1.00 2.80 56.17 37.44
Dsgn. L = 3.00 ft 2 0.064 0.048 -2.70 2.70 70.83 42.42 1.00 1.00 1.80 56.17 37.44
+D+0.750L
Dsgn. L = 15.00 ft 1 0.174 0.064 7.37 -2.21 7.37 70.83 42.42 1.00 1.00 2.40 56.17 37.44
Dsgn. L = 3.00 ft 2 0.052 0.039 -2.21 2.21 70.83 42.42 1.00 1.00 1.48 56.17 37.44
+0.60D
Dsgn. L = 15.00 ft 1 0.054 0.019 2.31 -0.45 2,31 70.83 42.42 1.00 1.00 0.70 56.17 37.44
Dsgn. L = 3.00 ft 2 0.011 0.008 445 0.45 70.83 42.42 1.00 1.00 0.30 56.17 37.44
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L 1 0.1869 7.320 0.0000 0.000
2 0.0000 7.320 +D+L 40977 3.000 Lo
Steel Beam
LIC# : KW-06015244, Bt
DESCRIPTION:
�:20.21.9.26
North Beam 2
Project Title:
Engineer:
Project ID:
Project Descr:
Project File: Martin &Sarah Lee.ec6
Vertical Reactions Support notation :Far left is #� Values in KIPS
Load Combination Support 1 Support 2 Support 3
Overall MAXimum 2.445 4.605
Overall MlNimum -0.645 -1.005
D Only 1.075 1.675
+D+L 2.445 4.605
+D+0.750L 2.103 3.873
+0.60D 0.645 1.005
L Only 1.370 2.930
1983-2021
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: Martin & Sarah Lee,ec6
LIC#: KW-06015244, Build:20.21.9.26 CG ENGINEERING (c) ENERCALC INC 1983-2021
DESCRIPTION: West Beam 1
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
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
D(0.10) L(0.40) D(0.10) L(0.40)
Span = 15.0 ft Span = 7.0 ft
lied Loads
Beam self weight NOT internally calculated and added
Load for Span Number 1
Uniform Load : D = 0.10, L = 0.40 k/ft, Tributary Width = 1.0 ft
Load for Span Number 2
Uniform Load : D = 0.10, L = 0.40 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
f Maximum Bending Stress Ratio = 0.289: 1
Section used for this span W8x18
Ma : Applied 12.250 k-ft
Mn / Omega: Allowable 42.415 k-ft
Load Combination +D+L
Location of maximum on span 15,000ft
Span # where maximum occurs Span # 1
Service loads entered. Load Factors will be applied for calculations.
Maximum Shear Stress Ratio =
Section used for this span
Va : Applied
Vn/Omega : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection 0.125 in Ratio = 1,441 >=360 Span: 2 : L Only
Max Upward Transient Deflection -0.003 in Ratio = 58,117 >=360 Span: 2 : L Only
Max Downward Total Deflection 0.156 in Ratio = 1153 >=180 Span: 2 : +D+L
Max Upward Total Deflection -0.004 in Ratio = 46494 >=180 Span: 2: +D+L
Maximum Forces &Stresses for Load Combinations
0.122
: 1
W8x18
4.567
k
37.444
k
+D+L
15.000
ft
Span # 1
Load Combination ax ress Ratios Summary of Moment values summary or spear values
Segment Length Span # IV]V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega
D Only
Dsgn. L = 15.00 ft 1 0.058 0.024 1.72 -2.45 2.45 70.83 42.42 1.00 1.00 0.91 56.17 37.44
Dsgn. L = 7.00 ft 2 0.058 0.019 -2.45 2.45 70.83 42.42 1.00 1.00 0.70 56.17 37.44
+D+L
Dsgn. L = 15.00 ft 1 0.289 0.122 8.60 -12.25 12.25 70.83 42.42 1.00 1.00 4.57 56.17 37.44
Dsgn. L = 7.00 ft 2 0.289 0.093 -12.25 12.25 70.83 42.42 1.00 1.00 3.50 56.17 37.44
+D+0.750L
Dsgn. L = 15.00 ft 1 0.231 0.098 6.88 -9.80 9.80 70.83 42.42 1.00 1.00 3.65 56.17 37.44
Dsgn. L = 7.00 ft 2 0.231 0.075 -9.80 9.80 70.83 42.42 1.00 1.00 2.80 56.17 37.44
+0.60D
Dsgn. L = 15.00 ft 1 0.035 0.015 1.03 A $47 1.47 70.83 42.42 1.00 1.00 0.55 56.17 37.44
Dsgn. L = 7.00 ft 2 0.035 0.011 -1.47 1.47 70.83 42.42 1.00 1.00 0.42 56.17 37.44
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. 'Y' Defl Location in Span
+D+L 1 0.1561 6.600 0.0000 0.000
+D+L 2 0.0830 7.000 +D+L-0.0036 0.840
Steel Beam
DESCRIPTION: West Beam 1
Vertical Reactions
Project Title:
Engineer:
ProjectID:
Project Descr:
Support notation :Far left is #
Project File: Martin & Sarah Lee.ec6
Values in KIPS
Load Combination
Support 1
Support 2 Support 3
Overall MAXimum
2.933
8.067
Overall MINimum
-0.352
-0.968
D Only
0.587
1.613
+D+L
2.933
8.067
+D+0.750L
2.347
6.453
+0.60D
0.352
0.968
L Only
2.347
6.453
c#�
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Beam Project File: Martin & Sarah Lee.ec6
DESCRIPTION: West Beam 2
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method Allowable Strength Design
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
Bending Axis : Major Axis Bending
Span = '14.0 ft
lied Loads
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.10, L = 0.40 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Fy
:Steel Yield:
50.0
ksi
Service loads entered. Load Factors will be applied for calculations.
aximum Bending Stress Ratio = 0.289 : 1 Maximum Shear Stress Ratio = 0.093 : 1
Section used for this span W8x18 Section used for this span W8x18
Ma: Applied 12.250 k-ft Va : Applied 3.50 k
Mn / Omega: Allowable 42.415 k-ft Vn/Omega : Allowable 37.444 k
Load Combination +D+L Load Combination +D+L
Location of maximum on span 7,000ft Location of maximum on span 0.000 ft
Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1
Maximum Deflection t
Max Downward Transient Deflection 0.193 in Ratio = 868 >=360
Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Span: 1 : L Only
Max Downward Total Deflection 0.242 in Ratio = 695 >=180 Span: 1 : +D+L
Max Upward Total Deflection 0.000 in Ratio = 0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios Summary of M6m_enTVaIue§ Summary of Shear a ues
Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega
D Only
Dsgn. L = 14.00 ft 1 0.058 0.019 2.45 2045 70.83 42.42 1.00 1.00 0.70 56.17 37.44
+D+L
Dsgn. L = 14.00 ft 1 0.289 0.093 12.25 12.25 70.83 42.42 1.00 1.00 3.50 56.17 37.44
+D+0.750L
Dsgn. L = 14.00 ft 1 0.231 0.075 9.80 9.80 70.83 42A2 1.00 1.00 2.80 56.17 37.44
+0.60D
Dsgn. L = 14.00 ft 1 0.035 0.011 1.47 1.47 70.83 42.42 1.00 1.00 0.42 56.17 37.44
Overall Maximum Deflections
Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+L 1 0.2419 7.040 0.0000 0.000
Vertical Reactions Support notation : Far left is #' Values in KIPS
Load Combination
Support 1
Support 2
Overall
MAXimum
3.500
3.500
Overall MlNimum
-0.420
-0.420
D Only
0.700
0.700
+D+L
3.500
3.500
+D+0.750L
2.800
2.800
+0.60D
0.420
0.420
L Only
2.800
2.800
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Column 0 Project File: Martin & Sarah Lee.ec6
DESCRIPTION: Deck Post
Code References
Calculations per AlSC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Steel Section Name : H420axax3/19
Analysis Method : Allowable Strength
Steel Stress Grade
Fy : Steel Yield 46.0 ksi
E : Elastic Bending Modulus 29,000.0 ksi
d Loads
Overall Column Height 13.0 ft
Top & Bottom Fixity Top & Bottom Pinned
Brace condition for deflection (buckling) along columns
X-X (width) axis:
Fully braced against buckling ABOUT Y-Y Axis
Y-Y (depth) axis :
Fully braced against buckling ABOUT X-X Axis
Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 122.460 Ibs *Dead Load Factor
AXIAL LOADS .. .
Axial Load at 13.0 ft, D = 1.0, L = 6.0 k
DESIGN SUMMARY
Bending & Shear Check Results
PASS Max. Axial+Bending Stress Ratio = 0.1002 : 1 Maximum Load Reactions . .
Load Combination +D+L Top along X-X
Location of max.above base 0.0 ft Bottom along X-X
At maximum location values are ... Top along Y-Y
Pa: Axial 7.122 k Bottom along Y-Y
Pn / Omega: Allowabli 71.066 k
Ma-x :Applied 0.0 k-ft Maximum Load Deflections .. .
Mn-x / Omega: Allowable 8.424 k-ft for loaAlong Yd 0.0 in at
d combination
Ma-y : Applied 0.0 k-ft
Mn-y / Omega: Allowable 8.424 k-ft Along X-X 0.0 in at
for load combination :
PASS Maximum Shear Stress Ratit o.o : 1
Load Combination 0.0
Location of max.above base 0.0 ft
At maximum location values are .. .
Va : Applied 0.0 k
Vn / Omega: Allowable 0.0 k
Maximum Reactions
Load Combination
+D+L
+D+0.750L
+0.60D
L Only
Extreme Reactions
Axial Reaction X-X Axis Reaction k Y-Y Axis Reaction
@ Base @Base @Top @Base @Top
1.122
7.122
5.622
0.673
6.000
Axial Reaction
X-X Axis
Reaction
k Y-Y Axis
Reaction
Item Extreme Value @Base
@Base
@Top
@Base
@Top
Axial @Base
Maximum
7.122
"
Minimum
0.673
Reaction,
X-X
Axis
Base
Maximum
1.122
of
Minimum
1.122
Reaction,
Y-Y
Axis
Base
Maximum
1.122
If
Minimum
1.122
Reaction,
X-X
Axis
Top
Maximum
1.122
"
Minimum
1.122
Reaction,
Y-Y
Axis
Top
Maximum
1.122
It
Minimum
1.122
Moment,
X-X Axis Base
Maximum
1.122
0.0 k
0.0 k
0.0 k
0.0 k
O.Oft above base
Note:
Only non -zero
Mx -End
Moments k-ft
My
-End
Moments
@
Base
@Top
@Base
@Top
Project Title:
Engineer:
Project ID:
Project Descr:
Steel Column Project File: Martin & Sarah Lee.ec6
i icat • Kw-nFnia944 Ruild*9n 21 926 CG ENGINEERING (c) ENERCALC INC 1983-2021
DESCRIPTION: Deck Post
Extreme Reactions
Axial Reaction
Item Extreme Value @ Base
Tf Minimum 1.122
Moment, Y-Y Axis Base Maximum 1.122
ff Minimum 1.122
Moment, X-X Axis Top Maximum 1.122
it Minimum 1.122
Moment, Y-Y Axis Top Maximum 1.122
it Minimum 1.122
Steel Section Properties : HSS4x4x3/l6
X-X Axis
Reaction
k Y-Y Axis
Reaction
Mx -End
Moments k-ft
My -End
Moments
@ Base
@ Top
@ Base
@ Top
@
Base @ Top
@ Base
@ Top
Depth
= 4.000
in
I xx
Design Thick
= 0.174
in
S xx
= 3.10
in13
Width
= 4.000
in
R xx
= 1.550
in
Wall Thick
= 0.187
in
Zx
= 3.670
in^3
Area
= 2.580
in^2
1 yy
= 6.210
in^4 C =
Weight
= 9.420
plf
S yy
= 3.100
in^3
R yy
= 1.550
in
Ycg
Sketches
= 0.000 in
+y
+X
5.070 in^3
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing _ Rroject File: skip.ec6 `I
DESCRIPTION: Typ Deck Footing
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used: ASCE 7-16
General Information
Material Properties Soil Design Values
fc : Concrete 28 day strength = 2.50 ksi Allowable Sod Bearing = 2.0 ksf
fy : Rebar Yield = 60.0 ksi Soil Density = 110.0 pcf
Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No
Concrete Density = 145.0 pcf Soil Passive Resistance (for Sliding) = 250.0 pcf
(P Values Flexure = 0.90 Soil/Concrete Friction Coeff, = 0.30
Shear = 0350 Increases based on footing Depth
Analysis Settings Footing base depth below soil surface = ft
Min Steel % Bending Reinf. = Allow press, increase per foot of depth = ksf
Min Allow % Temp Reinf. = 0,00180 when footing base is below = ft
Min. Overturning Safety Factor = 1.0 : 1
Min. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth
Use fIg wt for stability, moments & shears Yes = ksf
when max. length or width is greater than
Add Pedestal Wt for Soil Pressure No
ft
Use Pedestal wt for stability, mom & shear No
Dimensions
Width parallel to X-X Axis = 2.0 ft
Length parallel to Z-Z Axis = 2,0 fl
Footing Thickness = 10.0 in
Pedestal dimensions...
px :parallel to X-X Axis = in
pz :parallel to Z-Z Axis = in
Height in
Rebar Centerline to Edge of Concrete...
at Bottom of footing = 3.0 in
Reinforcing
Bars parallel to X-X Axis
Number of Bars = 3
Reinforcing Bar Size = # 4
Bars parallel to Z-Z Axis
Number of Bars = 3
Reinforcing Bar Size = # 4
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
x
b
z
l
OHM xuWit Iil 0M
s
0
w
n/a
Project Title:
Engineer:
Project ID:
Project Descr:
General FO.Ot(tl,g Project File: skip.ec6
DESCRIPTION: Y p Deck Footing
DESIGN SUMMARY W of •
Min. Ratio Item Applied Capacity Governing Load Combination
PASS
0.9355
Soil Bearing
1.871
ksf
2.0
ksf
+D+L about Z-Z axis
PASS
n/a
Overturning - X-X
0.0
k-ft
0.0
k-ft
No Overturning
PASS
n/a
Overturning - Z-Z
0.0
k-ft
040
k-ft
No Overturning
PASS
n/a
Sliding - X-X
0.0
k
0.0
k
No Sliding
PASS
n/a
Sliding - Z-Z
0.0
k
0.0
k
No Sliding
PASS
n/a
Uplift
0.0
k
0.0
k
No Uplift
PASS
041504
Z Flexure (+X)
14350
k-ft/ft
8.974
k-ft/ft
+1.20D+1.60L
PASS
0.1604
Z Flexure (-X)
10350
k-ft/ft
8.974
k-ft/ft
+1.20D+1,60L
PASS
0.1504
X Flexure (+Z)
1.350
k-ft/ft
8.974
k-ft/ft
+1.2013+1.60L
PASS
0.1504
X Flexure (-Z)
1.350
k-ft/ft
8.974
k-ft/ft
+1.2013+1.60L
PASS
0.180
1-way Shear (+X)
13.50
psi
75.0
psi
+1.20D+1.60L
PASS
0.180
1-way Shear (-X)
13.50
psi
75.0
psi
+1.20D+1.60L
PASS
0.180
1-way Shear (+Z)
1150
psi
75.0
psi
+1.201)+1.601.
PASS
0A80
1-way Shear (-Z)
13.50
psi
75.0
psi
+1.20D+1.60L
PASS
0,3343
2-way Punching
50.143
psi
15040
psi
+1.20D+1.60L
Detailed Results
Soil Bearing
Rotation Axis & Xecc ecc Actual Soit Bearing Stress @Location Actual / Atlow
Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio
X-X, D Only 2.0 n/a 0.0 0.3708 0.3708 n/a n/a 0.185
X-X, +D+L 2.0 n/a 060 1.871 1.871 n/a n/a 0.936
X-X, +D+0.750L 2.0 n/a 0.0 i A96 1.496 n/a n/a 0,748
X-X, +0.60D 2.0 n/a 0.0 0.2225 0.2225 n/a n/a 0.111
Z-Z, D Only 2.0 0.0 n/a n/a n/a 0,3708 0.3708 0.185
Z-Z, +D+L 2.0 0.0 n/a n/a n/a 1,871 1.871 0.936
Z-Z, +D+0.750L 2.0 0.0 n/a n/a n/a 1.496 10496 0.748
Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.2225 0.2225 0.111
Overturning Stability
Rotation Axis &
Load Combination... Overturning Moment Resisting Moment Stability Ratio Status
Footing Has NO Overturning
Sliding Stability All units k
Force Application Axis
Load Combination... Sliding Force Resisting Force Stability Ratio Status
Footing Has NO Sliding