HomeMy WebLinkAboutSTRUCTURAL CALCS - 23-00277 - BYUI Romney - RemodelBE Structural Solutions PLLC BYUI Romney Remodel - Structural
Calculations BE23002.xmcd
Page 1 of 4
Printing Date: 4/28/2023
Structural Calculations
BYUI Romney Remodel 2023
Project: BE23002
Date:
By: DLB
BE Structural Solutions BYUI Romney Remodel - Structural Calculation BE23002 - Stamped.pdf 1 of 12
04/28/2023
BE Structural Solutions PLLC BYUI Romney Remodel - Structural
Calculations BE23002.xmcd
Page 2 of 4
Printing Date: 4/28/2023
Project #BE23002 BYUI Romney Remodel
Engineer - Notes
Scope: Most of the remodel is non-structural. There are a few structural items.
1. Door openings are being installed on a maonsry bearing wall in the basement of the 1987 Remodel.
2. A small segment of masonry bearing walll is being removed in the basement of the 1987 remodel.
3. A new hallway is being formed by removing a wall near the elevator in the basement of the 1987 remodel.
4. Penetrations (upto 14"x14") are being installed in the old-addition wall. Provide lintels for them.
Snippet of architectural demolition plan
BE Structural Solutions BYUI Romney Remodel - Structural Calculation BE23002 - Stamped.pdf 2 of 12
BE Structural Solutions PLLC BYUI Romney Remodel - Structural
Calculations BE23002.xmcd
Page 3 of 4
Printing Date: 4/28/2023
Load on Bearing wall (load will be similar above door openings and where wall is removed)
DL 80psf:=
LL 80psf:=
Trib 20ft
2
10.00ft=:=
wTL DL LL+( ) Trib1.60 klf=:=
Snippet from 1987 Remodel plan. Note that plan is rotated 180 deg from demo plan. Hence "L"
shaped wall removal is on the left below and on the right in the demo plan.
Section above masonry bearing wall
See enercalc for angle design. Brace angle to bend
in orthogonal direction (vertical, not diagonal).
BE Structural Solutions BYUI Romney Remodel - Structural Calculation BE23002 - Stamped.pdf 3 of 12
BE Structural Solutions PLLC BYUI Romney Remodel - Structural
Calculations BE23002.xmcd
Page 4 of 4
Printing Date: 4/28/2023
Bracing of Lintel Angle
Fy 36ksi:=Ω 1.67:=
Fb
Fy
Ω
21.56 ksi=:=
ybar 1.62in:=
A 6in ybar-( )
3
8
in 1.64 in
2=:=
C
Fb
2
A17.70 kip=:=
Brace force is 1%.
0.01 C0.18 kip=
Use (4) Titen Turbo screws spaced 8" o.c. at center
of span and (2) at each end.
BE Structural Solutions BYUI Romney Remodel - Structural Calculation BE23002 - Stamped.pdf 4 of 12
Steel Beam
LIC# : KW-06016364, Build:20.23.04.05 TBSE, INC (c) ENERCALC INC 1983-2023
DESCRIPTION:Lintel over Door Opening
BE Structural Solutions
137 W 1900 N
Layton, UT 84041
801 698 1806
Project File: BYUI Romney Remodel BE23002.ec6
Project Title:BYUI Romney Remodel 2023
Engineer:DLB
Project ID:BE23002
Printed: 28 APR 2023, 10:56AM
Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield :36.0 ksi
Beam Bracing :E: Modulus :29,000.0
Vertical Leg Up
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.080, L = 0.080 ksf, Tributary Width = 10.0 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.611 : 1
Load Combination +D+L
Span # where maximum occurs Span # 1
3.20 k
Mn / Omega : Allowable 5.240 k-ft Vn/Omega : Allowable
L6x6x5/16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
24.290 k
Section used for this span L6x6x5/16
Ma : Applied
Maximum Shear Stress Ratio =0.132 : 1
0.000 ft
3.200 k-ft Va : Applied
0 <600.0
1955
Ratio =0 <360.0
Maximum Deflection
Max Downward Transient Deflection 0.012 in 3,909Ratio =>=600.
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.025 in Ratio =>=360.
Max Upward Total Deflection 0.000 in
Span: 1 : L Only
Span: 1 : +D+L
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 4.00 ft 1 0.305 0.066 1.60 1.60 8.75 5.24 1.14 1.00 1.60 40.56 24.29
+D+L
Dsgn. L = 4.00 ft 1 0.611 0.132 3.20 3.20 8.75 5.24 1.14 1.00 3.20 40.56 24.29
+D+0.750L
Dsgn. L = 4.00 ft 1 0.534 0.115 2.80 2.80 8.75 5.24 1.14 1.00 2.80 40.56 24.29
+0.60D
Dsgn. L = 4.00 ft 1 0.183 0.040 0.96 0.96 8.75 5.24 1.14 1.00 0.96 40.56 24.29
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.0246 2.011 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.200 3.200
Max Upward from Load Combinations 3.200 3.200
Max Upward from Load Cases 1.600 1.600
D Only 1.600 1.600
+D+L 3.200 3.200
+D+0.750L 2.800 2.800
+0.60D 0.960 0.960
BE Structural Solutions BYUI Romney Remodel - Structural Calculation BE23002 - Stamped.pdf 5 of 12
Steel Beam
LIC# : KW-06016364, Build:20.23.04.05 TBSE, INC (c) ENERCALC INC 1983-2023
DESCRIPTION:Lintel over Door Opening
BE Structural Solutions
137 W 1900 N
Layton, UT 84041
801 698 1806
Project File: BYUI Romney Remodel BE23002.ec6
Project Title:BYUI Romney Remodel 2023
Engineer:DLB
Project ID:BE23002
Printed: 28 APR 2023, 10:56AM
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
L Only 1.600 1.600
BE Structural Solutions BYUI Romney Remodel - Structural Calculation BE23002 - Stamped.pdf 6 of 12
Steel Beam
LIC# : KW-06016364, Build:20.23.04.05 TBSE, INC (c) ENERCALC INC 1983-2023
DESCRIPTION:Wall Opening
BE Structural Solutions
137 W 1900 N
Layton, UT 84041
801 698 1806
Project File: BYUI Romney Remodel BE23002.ec6
Project Title:BYUI Romney Remodel 2023
Engineer:DLB
Project ID:BE23002
Printed: 28 APR 2023, 10:57AM
Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Beam is Fully Braced against lateral-torsional buckling
Allowable Strength Design Fy : Steel Yield :36.0 ksi
Beam Bracing :E: Modulus :29,000.0
Vertical Leg Up
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.080, L = 0.080 ksf, Tributary Width = 10.0 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.781 : 1
Load Combination +D+L
Span # where maximum occurs Span # 1
4.80 k
Mn / Omega : Allowable 9.224 k-ft Vn/Omega : Allowable
L6x6x3/8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
29.102 k
Section used for this span L6x6x3/8
Ma : Applied
Maximum Shear Stress Ratio =0.165 : 1
0.000 ft
7.200 k-ft Va : Applied
0 <600.0
686
Ratio =0 <360.0
Maximum Deflection
Max Downward Transient Deflection 0.052 in 1,372Ratio =>=600.
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.105 in Ratio =>=360.
Max Upward Total Deflection 0.000 in
Span: 1 : L Only
Span: 1 : +D+L
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 6.00 ft 1 0.390 0.082 3.60 3.60 15.40 9.22 1.00 1.00 2.40 48.60 29.10
+D+L
Dsgn. L = 6.00 ft 1 0.781 0.165 7.20 7.20 15.40 9.22 1.00 1.00 4.80 48.60 29.10
+D+0.750L
Dsgn. L = 6.00 ft 1 0.683 0.144 6.30 6.30 15.40 9.22 1.00 1.00 4.20 48.60 29.10
+0.60D
Dsgn. L = 6.00 ft 1 0.234 0.049 2.16 2.16 15.40 9.22 1.00 1.00 1.44 48.60 29.10
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.1049 3.017 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 4.800 4.800
Max Upward from Load Combinations 4.800 4.800
Max Upward from Load Cases 2.400 2.400
D Only 2.400 2.400
+D+L 4.800 4.800
+D+0.750L 4.200 4.200
+0.60D 1.440 1.440
BE Structural Solutions BYUI Romney Remodel - Structural Calculation BE23002 - Stamped.pdf 7 of 12
Steel Beam
LIC# : KW-06016364, Build:20.23.04.05 TBSE, INC (c) ENERCALC INC 1983-2023
DESCRIPTION:Wall Opening
BE Structural Solutions
137 W 1900 N
Layton, UT 84041
801 698 1806
Project File: BYUI Romney Remodel BE23002.ec6
Project Title:BYUI Romney Remodel 2023
Engineer:DLB
Project ID:BE23002
Printed: 28 APR 2023, 10:57AM
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
L Only 2.400 2.400
BE Structural Solutions BYUI Romney Remodel - Structural Calculation BE23002 - Stamped.pdf 8 of 12
Steel Beam
LIC# : KW-06016364, Build:20.23.04.05 TBSE, INC (c) ENERCALC INC 1983-2023
DESCRIPTION:Lintel over Hallway
BE Structural Solutions
137 W 1900 N
Layton, UT 84041
801 698 1806
Project File: BYUI Romney Remodel BE23002.ec6
Project Title:BYUI Romney Remodel 2023
Engineer:DLB
Project ID:BE23002
Printed: 28 APR 2023, 10:56AM
Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield :36.0 ksi
Beam Bracing :E: Modulus :29,000.0
Vertical Leg Up
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.080, L = 0.080 ksf, Tributary Width = 7.50 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.873 : 1
Load Combination +D+L
Span # where maximum occurs Span # 1
3.30 k
Mn / Omega : Allowable 5.197 k-ft Vn/Omega : Allowable
L6x6x5/16Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
24.290 k
Section used for this span L6x6x5/16
Ma : Applied
Maximum Shear Stress Ratio =0.136 : 1
0.000 ft
4.538 k-ft Va : Applied
0 <600.0
1003
Ratio =0 <360.0
Maximum Deflection
Max Downward Transient Deflection 0.033 in 2,005Ratio =>=600.
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.066 in Ratio =>=360.
Max Upward Total Deflection 0.000 in
Span: 1 : L Only
Span: 1 : +D+L
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 5.50 ft 1 0.437 0.068 2.27 2.27 8.68 5.20 1.14 1.00 1.65 40.56 24.29
+D+L
Dsgn. L = 5.50 ft 1 0.873 0.136 4.54 4.54 8.68 5.20 1.14 1.00 3.30 40.56 24.29
+D+0.750L
Dsgn. L = 5.50 ft 1 0.764 0.119 3.97 3.97 8.68 5.20 1.14 1.00 2.89 40.56 24.29
+0.60D
Dsgn. L = 5.50 ft 1 0.262 0.041 1.36 1.36 8.68 5.20 1.14 1.00 0.99 40.56 24.29
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.0658 2.766 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 3.300 3.300
Max Upward from Load Combinations 3.300 3.300
Max Upward from Load Cases 1.650 1.650
D Only 1.650 1.650
+D+L 3.300 3.300
+D+0.750L 2.888 2.888
+0.60D 0.990 0.990
BE Structural Solutions BYUI Romney Remodel - Structural Calculation BE23002 - Stamped.pdf 9 of 12
Steel Beam
LIC# : KW-06016364, Build:20.23.04.05 TBSE, INC (c) ENERCALC INC 1983-2023
DESCRIPTION:Lintel over Hallway
BE Structural Solutions
137 W 1900 N
Layton, UT 84041
801 698 1806
Project File: BYUI Romney Remodel BE23002.ec6
Project Title:BYUI Romney Remodel 2023
Engineer:DLB
Project ID:BE23002
Printed: 28 APR 2023, 10:56AM
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
L Only 1.650 1.650
BE Structural Solutions BYUI Romney Remodel - Structural Calculation BE23002 - Stamped.pdf 10 of 12
Steel Beam
LIC# : KW-06016364, Build:20.23.04.05 TBSE, INC (c) ENERCALC INC 1983-2023
DESCRIPTION:Lintel over Door Opening 5'
BE Structural Solutions
137 W 1900 N
Layton, UT 84041
801 698 1806
Project File: BYUI Romney Remodel BE23002.ec6
Project Title:BYUI Romney Remodel 2023
Engineer:DLB
Project ID:BE23002
Printed: 28 APR 2023, 10:55AM
Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :
ksi
Bending Axis :Major Axis Bending
Completely Unbraced
Allowable Strength Design Fy : Steel Yield :36.0 ksi
Beam Bracing :E: Modulus :29,000.0
Vertical Leg Up
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.080, L = 0.080 ksf, Tributary Width = 10.0 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.740 : 1
Load Combination +D+L
Span # where maximum occurs Span # 1
4.0 k
Mn / Omega : Allowable 6.757 k-ft Vn/Omega : Allowable
L6x6x3/8Section used for this span
Span # where maximum occurs
Location of maximum on span
Span # 1
Load Combination +D+L
29.102 k
Section used for this span L6x6x3/8
Ma : Applied
Maximum Shear Stress Ratio =0.137 : 1
0.000 ft
5.000 k-ft Va : Applied
0 <600.0
1186
Ratio =0 <360.0
Maximum Deflection
Max Downward Transient Deflection 0.025 in 2,371Ratio =>=600.
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.051 in Ratio =>=360.
Max Upward Total Deflection 0.000 in
Span: 1 : L Only
Span: 1 : +D+L
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
D Only
Dsgn. L = 5.00 ft 1 0.370 0.069 2.50 2.50 11.28 6.76 1.14 1.00 2.00 48.60 29.10
+D+L
Dsgn. L = 5.00 ft 1 0.740 0.137 5.00 5.00 11.28 6.76 1.14 1.00 4.00 48.60 29.10
+D+0.750L
Dsgn. L = 5.00 ft 1 0.647 0.120 4.38 4.38 11.28 6.76 1.14 1.00 3.50 48.60 29.10
+0.60D
Dsgn. L = 5.00 ft 1 0.222 0.041 1.50 1.50 11.28 6.76 1.14 1.00 1.20 48.60 29.10
.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
+D+L 1 0.0506 2.514 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 4.000 4.000
Max Upward from Load Combinations 4.000 4.000
Max Upward from Load Cases 2.000 2.000
D Only 2.000 2.000
+D+L 4.000 4.000
+D+0.750L 3.500 3.500
+0.60D 1.200 1.200
BE Structural Solutions BYUI Romney Remodel - Structural Calculation BE23002 - Stamped.pdf 11 of 12
Steel Beam
LIC# : KW-06016364, Build:20.23.04.05 TBSE, INC (c) ENERCALC INC 1983-2023
DESCRIPTION:Lintel over Door Opening 5'
BE Structural Solutions
137 W 1900 N
Layton, UT 84041
801 698 1806
Project File: BYUI Romney Remodel BE23002.ec6
Project Title:BYUI Romney Remodel 2023
Engineer:DLB
Project ID:BE23002
Printed: 28 APR 2023, 10:55AM
Project Descr:
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
L Only 2.000 2.000
BE Structural Solutions BYUI Romney Remodel - Structural Calculation BE23002 - Stamped.pdf 12 of 12