structural design calculations
TRANSCRIPT
![Page 1: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/1.jpg)
Team 5 Kendra Altena
Mitchell Feria
Bethany Goodrich
Joel Smit
These are the structural calculations for the expansion to Calvin College’s Engineering Building. These calculations have been verified and are correct. For further commentary on the calculations, see the design report located at: http://www.calvin.edu/academic/engineering/2013-14-team5/Resources/Final_Design_Report.pdf If you have any questions, please contact us.
Bethany Goodrich
Joel Smit
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Team 5 Kendra Altena
Mitchell Feria
Bethany Goodrich
Joel Smit
Load Calculations
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Team 5 Kendra Altena
Mitchell Feria
Bethany Goodrich
Joel Smit
Roof Beam Design
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Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 1 1
Engineering Building Expansion
Calvin College
JPS 10-Mar-14 BLG
08-Apr-2014 18:11EB Truss [65 ft span].std
Print Time/Date: 08/04/2014 19:01 Print Run 1 of 8STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Job Information Engineer Checked Approved
Name: JPS BLG
Date: 10-Mar-14 8-April-14
Comments
This is the STAAD MODEL for the 65 foot truss.
Structure Type SPACE FRAME
Number of Nodes 15 Highest Node 19
Number of Elements 27 Highest Beam 27
Number of Basic Load Cases 5
Number of Combination Load Cases 3
Included in this printout are data for:All The Whole Structure
Included in this printout are results for load cases:Type L/C Name
Combination 7 1.2DL + 1.6LL+0.5SL
![Page 27: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/27.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 2 1
Engineering Building Expansion
Calvin College
JPS 10-Mar-14 BLG
08-Apr-2014 18:11EB Truss [65 ft span].std
Print Time/Date: 08/04/2014 19:01 Print Run 2 of 8STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
208
1527
9
16
1
17
10
18
2
19
14
3 7
2122
4
13
23
5
241225
626 11
X = -0.000 kipY = 38.604 kipZ = 0.000 kipMX = FREEMY = FREEMZ = FREE
X = FREEY = 36.468 kipZ = 0.000 kipMX = 0.000 kip-inMY = 0.000 kip-inMZ = FREE
Load 7X
Y
Z
Whole Structure (Input data was modified after picture taken)
![Page 28: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/28.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 3 1
Engineering Building Expansion
Calvin College
JPS 10-Mar-14 BLG
08-Apr-2014 18:11EB Truss [65 ft span].std
Print Time/Date: 08/04/2014 19:01 Print Run 3 of 8STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
L35304LDWT6X32.5
WT6X32.5L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35304LD
WT6X32.5
WT6X32.5 WT6X32.5
L35304LD
L35304LD
WT6X32.5
WT6X32.5
L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35304LDWT6X32.5
Bending ZLoad 7 : X
Y
Z
Whole Structure 2 (Input data was modified after picture taken)
BeamsBeam Node A Node B Length
(ft)
Property ββββ
(degrees)
1 1 18 5.000 1 0
2 18 5 10.000 1 0
3 5 7 10.000 1 0
4 7 8 10.000 1 0
5 8 10 10.000 1 0
6 10 12 10.000 1 0
7 12 2 10.000 1 0
8 19 4 5.270 1 0
9 14 19 10.541 1 0
10 13 14 10.541 1 0
11 2 17 10.541 1 0
12 17 16 10.541 1 0
13 16 15 10.541 1 0
14 15 13 10.541 1 0
![Page 29: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/29.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 4 1
Engineering Building Expansion
Calvin College
JPS 10-Mar-14 BLG
08-Apr-2014 18:11EB Truss [65 ft span].std
Print Time/Date: 08/04/2014 19:01 Print Run 4 of 8STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beams Cont...Beam Node A Node B Length
(ft)
Property ββββ
(degrees)
15 1 4 5.000 1 0
16 18 19 6.667 2 0
17 18 14 14.142 2 0
18 5 14 10.000 2 0
19 5 13 16.666 2 0
20 7 13 13.333 2 0
21 8 13 16.666 2 0
22 8 15 10.000 2 0
23 10 15 14.142 2 0
24 10 16 6.666 2 0
25 12 16 12.018 2 0
26 12 17 3.333 2 0
27 1 19 8.333 2 0
Basic Load CasesNumber Name
1 ROOF DEAD LOAD
2 MECHANICAL DUCT
3 SNOW LOAD
4 SNOW DRIFT
5 CRANE LOAD
Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor
6 1.4DL 1 ROOF DEAD LOAD 1.40
7 1.2DL + 1.6LL+0.5SL 1 ROOF DEAD LOAD 1.20
2 MECHANICAL DUCT 1.60
5 CRANE LOAD 1.60
3 SNOW LOAD 0.50
4 SNOW DRIFT 0.50
8 1.2DL + 1.6SL + 0.5LL 1 ROOF DEAD LOAD 1.20
3 SNOW LOAD 1.60
4 SNOW DRIFT 1.60
2 MECHANICAL DUCT 0.50
5 CRANE LOAD 0.50
![Page 30: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/30.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 5 1
Engineering Building Expansion
Calvin College
JPS 10-Mar-14 BLG
08-Apr-2014 18:11EB Truss [65 ft span].std
Print Time/Date: 08/04/2014 19:01 Print Run 5 of 8STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beam Loads : 1 ROOF DEAD LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
8 UNI lbf/ft GY -220.000 - - - -
9 UNI lbf/ft GY -220.000 - - - -
10 UNI lbf/ft GY -220.000 - - - -
11 UNI lbf/ft GY -220.000 - - - -
12 UNI lbf/ft GY -220.000 - - - -
13 UNI lbf/ft GY -220.000 - - - -
14 UNI lbf/ft GY -220.000 - - - -
Beam Loads : 2 MECHANICAL DUCTBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
1 UNI lbf/ft GY -400.000 - - - -
2 UNI lbf/ft GY -400.000 - - - -
3 UNI lbf/ft GY -400.000 - - - -
4 UNI lbf/ft GY -400.000 - - - -
5 UNI lbf/ft GY -400.000 - - - -
6 UNI lbf/ft GY -400.000 - - - -
7 UNI lbf/ft GY -400.000 - - - -
Beam Loads : 3 SNOW LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
8 UNI lbf/ft GY -221.000 - - - -
9 UNI lbf/ft GY -221.000 - - - -
10 UNI lbf/ft GY -221.000 - - - -
11 UNI lbf/ft GY -221.000 - - - -
12 UNI lbf/ft GY -221.000 - - - -
13 UNI lbf/ft GY -221.000 - - - -
14 UNI lbf/ft GY -221.000 - - - -
Beam Loads : 4 SNOW DRIFTBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
13 UNI lbf/ft GY -268.000 - - - -
Beam Loads : 5 CRANE LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
3 CON kip GY -4.000 5.000 - - -
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Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 6 1
Engineering Building Expansion
Calvin College
JPS 10-Mar-14 BLG
08-Apr-2014 18:11EB Truss [65 ft span].std
Print Time/Date: 08/04/2014 19:01 Print Run 6 of 8STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Reactions Horizontal Vertical Horizontal Moment
Node L/C FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip-in)
MY
(kip-in)
MZ
(kip-in)
1 7:1.2DL + 1.6LL+0.5SL-0.000 38.604 0.000 0.000 0.000 0.000
2 7:1.2DL + 1.6LL+0.5SL 0.000 36.468 0.000 0.000 0.000 0.000
Beam End ForcesSign convention is as the action of the joint on the beam.
Axial Shear Torsion BendingBeam Node L/C Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip-in)
My
(kip-in)
Mz
(kip-in)
1 1 7:1.2DL + 1.6LL+0.5SL-27.606 1.912 0.000 0.000 0.000 38.595
18 7:1.2DL + 1.6LL+0.5SL 27.606 1.288 0.000 0.000 0.000 -19.854
2 18 7:1.2DL + 1.6LL+0.5SL-47.578 2.331 0.000 0.000 0.000 19.854
5 7:1.2DL + 1.6LL+0.5SL 47.578 4.069 0.000 0.000 0.000 -124.112
3 5 7:1.2DL + 1.6LL+0.5SL-46.801 6.383 0.000 0.000 0.000 124.112
7 7:1.2DL + 1.6LL+0.5SL 46.801 6.417 0.000 0.000 0.000 -126.141
4 7 7:1.2DL + 1.6LL+0.5SL-46.801 3.875 0.000 0.000 0.000 126.141
8 7:1.2DL + 1.6LL+0.5SL 46.801 2.525 0.000 0.000 0.000 -45.092
5 8 7:1.2DL + 1.6LL+0.5SL-62.852 3.050 0.000 0.000 0.000 45.092
10 7:1.2DL + 1.6LL+0.5SL 62.852 3.350 0.000 0.000 0.000 -63.038
6 10 7:1.2DL + 1.6LL+0.5SL-79.716 3.357 0.000 0.000 0.000 63.038
12 7:1.2DL + 1.6LL+0.5SL 79.716 3.043 0.000 0.000 0.000 -44.219
7 12 7:1.2DL + 1.6LL+0.5SL-95.484 3.473 0.000 0.000 0.000 44.219
2 7:1.2DL + 1.6LL+0.5SL 95.484 2.927 0.000 0.000 0.000 -11.419
8 19 7:1.2DL + 1.6LL+0.5SL 0.876 0.919 0.000 0.000 0.000 27.617
4 7:1.2DL + 1.6LL+0.5SL-1.500 0.953 0.000 0.000 0.000 -28.691
9 14 7:1.2DL + 1.6LL+0.5SL 28.460 1.918 0.000 0.000 0.000 33.330
19 7:1.2DL + 1.6LL+0.5SL-29.709 1.827 0.000 0.000 0.000 -27.617
10 13 7:1.2DL + 1.6LL+0.5SL 49.497 1.964 0.000 0.000 0.000 44.908
14 7:1.2DL + 1.6LL+0.5SL-50.745 1.781 0.000 0.000 0.000 -33.330
11 2 7:1.2DL + 1.6LL+0.5SL 101.191 1.627 0.000 0.000 0.000 -11.419
17 7:1.2DL + 1.6LL+0.5SL-99.943 2.118 0.000 0.000 0.000 -19.685
12 17 7:1.2DL + 1.6LL+0.5SL 101.206 1.672 0.000 0.000 0.000 19.685
16 7:1.2DL + 1.6LL+0.5SL-99.958 2.073 0.000 0.000 0.000 -45.042
13 16 7:1.2DL + 1.6LL+0.5SL 84.886 2.576 0.000 0.000 0.000 45.042
15 7:1.2DL + 1.6LL+0.5SL-83.191 2.509 0.000 0.000 0.000 -40.800
14 15 7:1.2DL + 1.6LL+0.5SL 66.865 1.840 0.000 0.000 0.000 40.800
13 7:1.2DL + 1.6LL+0.5SL-65.617 1.905 0.000 0.000 0.000 -44.908
15 1 7:1.2DL + 1.6LL+0.5SL 1.379 -1.121 0.000 0.000 0.000 -38.595
4 7:1.2DL + 1.6LL+0.5SL-1.379 1.121 0.000 0.000 0.000 -28.691
16 18 7:1.2DL + 1.6LL+0.5SL-23.590 -0.000 0.000 0.000 0.000 0.000
19 7:1.2DL + 1.6LL+0.5SL 23.590 0.000 0.000 0.000 0.000 0.000
17 18 7:1.2DL + 1.6LL+0.5SL 28.244 0.000 0.000 0.000 0.000 0.000
14 7:1.2DL + 1.6LL+0.5SL-28.244 -0.000 0.000 0.000 0.000 0.000
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Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 7 1
Engineering Building Expansion
Calvin College
JPS 10-Mar-14 BLG
08-Apr-2014 18:11EB Truss [65 ft span].std
Print Time/Date: 08/04/2014 19:01 Print Run 7 of 8STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beam End Forces Cont... Axial Shear Torsion Bending
Beam Node L/C Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip-in)
My
(kip-in)
Mz
(kip-in)
18 5 7:1.2DL + 1.6LL+0.5SL-9.415 0.000 0.000 0.000 0.000 0.000
14 7:1.2DL + 1.6LL+0.5SL 9.415 -0.000 0.000 0.000 0.000 0.000
19 5 7:1.2DL + 1.6LL+0.5SL-1.296 -0.000 0.000 0.000 0.000 0.000
13 7:1.2DL + 1.6LL+0.5SL 1.296 0.000 0.000 0.000 0.000 0.000
20 7 7:1.2DL + 1.6LL+0.5SL-10.292 0.000 0.000 0.000 0.000 0.000
13 7:1.2DL + 1.6LL+0.5SL 10.292 0.000 0.000 0.000 0.000 0.000
21 8 7:1.2DL + 1.6LL+0.5SL-26.752 0.000 0.000 0.000 0.000 0.000
13 7:1.2DL + 1.6LL+0.5SL 26.752 -0.000 0.000 0.000 0.000 0.000
22 8 7:1.2DL + 1.6LL+0.5SL 15.826 0.000 0.000 0.000 0.000 0.000
15 7:1.2DL + 1.6LL+0.5SL-15.826 -0.000 0.000 0.000 0.000 0.000
23 10 7:1.2DL + 1.6LL+0.5SL-23.848 -0.000 0.000 0.000 0.000 0.000
15 7:1.2DL + 1.6LL+0.5SL 23.848 0.000 0.000 0.000 0.000 0.000
24 10 7:1.2DL + 1.6LL+0.5SL 10.156 -0.000 0.000 0.000 0.000 0.000
16 7:1.2DL + 1.6LL+0.5SL-10.156 0.000 0.000 0.000 0.000 0.000
25 12 7:1.2DL + 1.6LL+0.5SL-18.951 -0.000 0.000 0.000 0.000 0.000
16 7:1.2DL + 1.6LL+0.5SL 18.951 0.000 0.000 0.000 0.000 0.000
26 12 7:1.2DL + 1.6LL+0.5SL 3.995 0.000 0.000 0.000 0.000 0.000
17 7:1.2DL + 1.6LL+0.5SL-3.995 -0.000 0.000 0.000 0.000 0.000
27 1 7:1.2DL + 1.6LL+0.5SL 44.141 -0.000 0.000 0.000 0.000 0.000
19 7:1.2DL + 1.6LL+0.5SL-44.141 0.000 0.000 0.000 0.000 0.000
Utilization RatioBeam Analysis
Property
Design
Property
Actual
Ratio
Allowable
Ratio
Ratio
(Act./Allow.)
Clause L/C Ax
(in2)
Iz
(in4)
Iy
(in4)
Ix
(in4)
1 WT6X32.5 WT6X32.5 0.247 1.000 0.247 Eq. H1-1b 7 9.550 20.602 87.000 1.090
2 WT6X32.5 WT6X32.5 0.747 1.000 0.747 Eq. H1-1b 7 9.550 20.602 87.000 1.090
3 WT6X32.5 WT6X32.5 0.757 1.000 0.757 Eq. H1-1b 7 9.550 20.602 87.000 1.090
4 WT6X32.5 WT6X32.5 0.757 1.000 0.757 Eq. H1-1b 7 9.550 20.602 87.000 1.090
5 WT6X32.5 WT6X32.5 0.424 1.000 0.424 Eq. H1-1b 7 9.550 20.602 87.000 1.090
6 WT6X32.5 WT6X32.5 0.444 1.000 0.444 Eq. H1-1b 7 9.550 20.602 87.000 1.090
7 WT6X32.5 WT6X32.5 0.441 1.000 0.441 Eq. H1-1a 7 9.550 20.602 87.000 1.090
8 WT6X32.5 WT6X32.5 0.261 1.000 0.261 Eq. H1-1b 8 9.550 20.602 87.000 1.090
9 WT6X32.5 WT6X32.5 0.399 1.000 0.399 Eq. H1-1b 8 9.550 20.602 87.000 1.090
10 WT6X32.5 WT6X32.5 0.439 1.000 0.439 Eq. H1-1b 8 9.550 20.602 87.000 1.090
11 WT6X32.5 WT6X32.5 0.574 1.000 0.574 Eq. H1-1a 7 9.550 20.602 87.000 1.090
12 WT6X32.5 WT6X32.5 0.786 1.000 0.786 Eq. H1-1a 8 9.550 20.602 87.000 1.090
13 WT6X32.5 WT6X32.5 0.744 1.000 0.744 Eq. H1-1a 8 9.550 20.602 87.000 1.090
14 WT6X32.5 WT6X32.5 0.657 1.000 0.657 Eq. H1-1a 8 9.550 20.602 87.000 1.090
15 WT6X32.5 WT6X32.5 0.162 1.000 0.162 Eq. H1-1b 7 9.550 20.602 87.000 1.090
16 L35304 L35304LD 0.233 1.000 0.233 Eq. D2-1 7 3.126 3.827 4.533 0.065
17 L35304 L35304LD 0.941 1.000 0.941 Sec. E1 7 3.126 3.827 4.533 0.065
18 L35304 L35304LD 0.093 1.000 0.093 Eq. D2-1 7 3.126 3.827 4.533 0.065
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Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 8 1
Engineering Building Expansion
Calvin College
JPS 10-Mar-14 BLG
08-Apr-2014 18:11EB Truss [65 ft span].std
Print Time/Date: 08/04/2014 19:01 Print Run 8 of 8STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Utilization Ratio Cont...Beam Analysis
Property
Design
Property
Actual
Ratio
Allowable
Ratio
Ratio
(Act./Allow.)
Clause L/C Ax
(in2)
Iz
(in4)
Iy
(in4)
Ix
(in4)
19 L35304 L35304LD 0.029 1.000 0.029 Sec. E1 4 3.126 3.827 4.533 0.065
20 L35304 L35304LD 0.102 1.000 0.102 Eq. D2-1 7 3.126 3.827 4.533 0.065
21 L35304 L35304LD 0.264 1.000 0.264 Eq. D2-1 7 3.126 3.827 4.533 0.065
22 L35304 L35304LD 0.354 1.000 0.354 Sec. E1 8 3.126 3.827 4.533 0.065
23 L35304 L35304LD 0.235 1.000 0.235 Eq. D2-1 7 3.126 3.827 4.533 0.065
24 L35304 L35304LD 0.187 1.000 0.187 Sec. E4 8 3.126 3.827 4.533 0.065
25 L35304 L35304LD 0.187 1.000 0.187 Eq. D2-1 7 3.126 3.827 4.533 0.065
26 L35304 L35304LD 0.079 1.000 0.079 Sec. E4 8 3.126 3.827 4.533 0.065
27 L35304 L35304LD 0.689 1.000 0.689 Sec. E4 7 3.126 3.827 4.533 0.065
![Page 34: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/34.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 1 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:27EB Truss [55 ft span].std
Print Time/Date: 08/04/2014 19:24 Print Run 1 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Job Information Engineer Checked Approved
Name: JPS BLG
Date: 16-Mar-14 8-April-14
Comments
This is the model for the 55 foot truss.
Structure Type SPACE FRAME
Number of Nodes 14 Highest Node 14
Number of Elements 25 Highest Beam 25
Number of Basic Load Cases 5
Number of Combination Load Cases 3
Included in this printout are data for:All The Whole Structure
Included in this printout are results for load cases:Type L/C Name
Combination 7 1.2DL + 1.6LL + O.5SL
![Page 35: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/35.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 2 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:27EB Truss [55 ft span].std
Print Time/Date: 08/04/2014 19:24 Print Run 2 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
2
1
510
8
12
11
13
9
15
14
16 18
3
17
20
21
19
6
23
22
24
7
25
411
3
8
5
X = -0.000 kipY = 6.377 kipZ = 0.000 kipMX = FREEMY = FREEMZ = FREE
9
10
2
6
1
X = FREEY = 6.377 kipZ = 0.000 kipMX = 0.000 kip-inMY = 0.000 kip-inMZ = FREE
12 13
7
14
4
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
![Page 36: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/36.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 3 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:27EB Truss [55 ft span].std
Print Time/Date: 08/04/2014 19:24 Print Run 3 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
WT6X32.5
WT6X32.5
WT6X32.5L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35304LD L35304LD
WT6X32.5
WT6X32.5
L35304LD
L35304LD
WT6X32.5
WT6X32.5
L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35356LD
WT6X32.5
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
BeamsBeam Node A Node B Length
(ft)
Property ββββ
(degrees)
1 3 8 5.270 1 0
2 2 6 10.541 1 0
3 4 1 3.330 1 0
4 1 14 10.000 1 0
5 5 3 5.000 1 0
6 6 7 10.541 1 0
7 7 4 10.541 1 0
8 8 9 10.541 1 0
9 9 2 10.541 1 0
10 5 8 8.333 2 0
11 10 5 5.000 1 0
12 8 10 6.666 2 0
13 10 9 14.142 2 0
14 11 10 10.000 1 0
15 9 11 10.000 2 0
16 11 2 16.666 2 0
17 12 11 10.000 1 0
18 2 12 13.333 2 0
19 13 12 10.000 1 0
20 2 13 16.666 2 0
21 13 6 9.999 2 0
22 14 13 10.000 1 0
![Page 37: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/37.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 4 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:27EB Truss [55 ft span].std
Print Time/Date: 08/04/2014 19:24 Print Run 4 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beams Cont...Beam Node A Node B Length
(ft)
Property ββββ
(degrees)
23 6 14 14.141 2 0
24 14 7 6.664 2 0
25 7 1 12.017 3 0
Basic Load CasesNumber Name
1 ROOF DEAD LOAD
2 MECHANICAL DUCT
3 SNOW LOAD
4 SNOW DRIFT
5 CRANE LOAD
Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor
6 1.4DL 1 ROOF DEAD LOAD 1.40
7 1.2DL + 1.6LL + O.5SL 1 ROOF DEAD LOAD 1.20
2 MECHANICAL DUCT 1.60
5 CRANE LOAD 1.60
3 SNOW LOAD 0.50
4 SNOW DRIFT 0.50
8 1.2DL + 1.6SL + 0.5LL 1 ROOF DEAD LOAD 1.20
3 SNOW LOAD 1.60
4 SNOW DRIFT 1.60
2 MECHANICAL DUCT 0.50
5 CRANE LOAD 0.50
Beam Loads : 1 ROOF DEAD LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
1 UNI lbf/ft GY -220.000 - - - -
2 UNI lbf/ft GY -220.000 - - - -
6 UNI lbf/ft GY -220.000 - - - -
7 UNI lbf/ft GY -220.000 - - - -
8 UNI lbf/ft GY -220.000 - - - -
9 UNI lbf/ft GY -220.000 - - - -
![Page 38: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/38.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 5 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:27EB Truss [55 ft span].std
Print Time/Date: 08/04/2014 19:24 Print Run 5 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beam Loads : 2 MECHANICAL DUCTBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
4 UNI lbf/ft GY -400.000 - - - -
11 UNI lbf/ft GY -400.000 - - - -
14 UNI lbf/ft GY -400.000 - - - -
17 UNI lbf/ft GY -400.000 - - - -
19 UNI lbf/ft GY -400.000 - - - -
22 UNI lbf/ft GY -400.000 - - - -
Beam Loads : 3 SNOW LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
1 UNI lbf/ft GY -221.000 - - - -
2 UNI lbf/ft GY -221.000 - - - -
6 UNI lbf/ft GY -221.000 - - - -
7 UNI lbf/ft GY -221.000 - - - -
8 UNI lbf/ft GY -221.000 - - - -
9 UNI lbf/ft GY -221.000 - - - -
Beam Loads : 4 SNOW DRIFTBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
2 UNI lbf/ft GY -268.000 - - - -
Beam Loads : 5 CRANE LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
17 CON kip GY -4.000 5.000 - - -
Reactions Horizontal Vertical Horizontal Moment
Node L/C FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip-in)
MY
(kip-in)
MZ
(kip-in)
1 7:1.2DL + 1.6LL + O.5SL 0.000 31.554 0.000 0.000 0.000 0.000
5 7:1.2DL + 1.6LL + O.5SL-0.000 33.171 0.000 0.000 0.000 0.000
![Page 39: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/39.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 6 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:27EB Truss [55 ft span].std
Print Time/Date: 08/04/2014 19:24 Print Run 6 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beam End ForcesSign convention is as the action of the joint on the beam.
Axial Shear Torsion BendingBeam Node L/C Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip-in)
My
(kip-in)
Mz
(kip-in)
1 3 7:1.2DL + 1.6LL + O.5SL 1.317 0.877 0.000 0.000 0.000 24.589
8 7:1.2DL + 1.6LL + O.5SL-0.693 0.995 0.000 0.000 0.000 -28.316
2 2 7:1.2DL + 1.6LL + O.5SL 44.634 2.611 0.000 0.000 0.000 52.409
6 7:1.2DL + 1.6LL + O.5SL-46.330 2.474 0.000 0.000 0.000 -43.687
3 4 7:1.2DL + 1.6LL + O.5SL 3.262 3.165 0.000 0.000 0.000 55.544
1 7:1.2DL + 1.6LL + O.5SL-3.262 -3.165 0.000 0.000 0.000 70.922
4 1 7:1.2DL + 1.6LL + O.5SL-40.659 3.304 0.000 0.000 0.000 70.922
14 7:1.2DL + 1.6LL + O.5SL 40.659 3.096 0.000 0.000 0.000 -58.429
5 5 7:1.2DL + 1.6LL + O.5SL 1.249 -0.972 0.000 0.000 0.000 -33.753
3 7:1.2DL + 1.6LL + O.5SL-1.249 0.972 0.000 0.000 0.000 -24.589
6 6 7:1.2DL + 1.6LL + O.5SL 42.193 2.000 0.000 0.000 0.000 43.687
7 7:1.2DL + 1.6LL + O.5SL-43.441 1.745 0.000 0.000 0.000 -27.543
7 7 7:1.2DL + 1.6LL + O.5SL 2.786 1.651 0.000 0.000 0.000 27.543
4 7:1.2DL + 1.6LL + O.5SL-4.034 2.094 0.000 0.000 0.000 -55.544
8 8 7:1.2DL + 1.6LL + O.5SL 25.434 1.844 0.000 0.000 0.000 28.316
9 7:1.2DL + 1.6LL + O.5SL-24.186 1.901 0.000 0.000 0.000 -31.913
9 9 7:1.2DL + 1.6LL + O.5SL 42.129 1.711 0.000 0.000 0.000 31.913
2 7:1.2DL + 1.6LL + O.5SL-40.881 2.035 0.000 0.000 0.000 -52.409
10 5 7:1.2DL + 1.6LL + O.5SL 37.622 -0.000 0.000 0.000 0.000 0.000
8 7:1.2DL + 1.6LL + O.5SL-37.622 0.000 0.000 0.000 0.000 0.000
11 10 7:1.2DL + 1.6LL + O.5SL-23.545 1.376 0.000 0.000 0.000 20.307
5 7:1.2DL + 1.6LL + O.5SL 23.545 1.824 0.000 0.000 0.000 -33.753
12 8 7:1.2DL + 1.6LL + O.5SL-19.581 -0.000 0.000 0.000 0.000 0.000
10 7:1.2DL + 1.6LL + O.5SL 19.581 0.000 0.000 0.000 0.000 0.000
13 10 7:1.2DL + 1.6LL + O.5SL 22.459 0.000 0.000 0.000 0.000 0.000
9 7:1.2DL + 1.6LL + O.5SL-22.459 -0.000 0.000 0.000 0.000 0.000
14 11 7:1.2DL + 1.6LL + O.5SL-39.426 4.076 0.000 0.000 0.000 125.378
10 7:1.2DL + 1.6LL + O.5SL 39.426 2.324 0.000 0.000 0.000 -20.307
15 9 7:1.2DL + 1.6LL + O.5SL-6.780 -0.000 0.000 0.000 0.000 0.000
11 7:1.2DL + 1.6LL + O.5SL 6.780 0.000 0.000 0.000 0.000 0.000
16 11 7:1.2DL + 1.6LL + O.5SL-4.636 -0.000 0.000 0.000 0.000 0.000
2 7:1.2DL + 1.6LL + O.5SL 4.636 0.000 0.000 0.000 0.000 0.000
17 12 7:1.2DL + 1.6LL + O.5SL-36.645 6.387 0.000 0.000 0.000 123.796
11 7:1.2DL + 1.6LL + O.5SL 36.645 6.413 0.000 0.000 0.000 -125.378
18 2 7:1.2DL + 1.6LL + O.5SL-10.232 0.000 0.000 0.000 0.000 0.000
12 7:1.2DL + 1.6LL + O.5SL 10.232 -0.000 0.000 0.000 0.000 0.000
19 13 7:1.2DL + 1.6LL + O.5SL-36.645 2.555 0.000 0.000 0.000 46.369
12 7:1.2DL + 1.6LL + O.5SL 36.645 3.845 0.000 0.000 0.000 -123.796
20 2 7:1.2DL + 1.6LL + O.5SL-10.872 -0.000 0.000 0.000 0.000 0.000
13 7:1.2DL + 1.6LL + O.5SL 10.872 0.000 0.000 0.000 0.000 0.000
21 13 7:1.2DL + 1.6LL + O.5SL 3.043 0.000 0.000 0.000 0.000 0.000
6 7:1.2DL + 1.6LL + O.5SL-3.043 0.000 0.000 0.000 0.000 0.000
22 14 7:1.2DL + 1.6LL + O.5SL-43.168 3.300 0.000 0.000 0.000 58.429
![Page 40: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/40.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 7 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:27EB Truss [55 ft span].std
Print Time/Date: 08/04/2014 19:24 Print Run 7 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beam End Forces Cont... Axial Shear Torsion Bending
Beam Node L/C Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip-in)
My
(kip-in)
Mz
(kip-in)
13 7:1.2DL + 1.6LL + O.5SL 43.168 3.100 0.000 0.000 0.000 -46.369
23 6 7:1.2DL + 1.6LL + O.5SL 3.549 0.000 0.000 0.000 0.000 0.000
14 7:1.2DL + 1.6LL + O.5SL-3.549 0.000 0.000 0.000 0.000 0.000
24 14 7:1.2DL + 1.6LL + O.5SL-8.906 0.000 0.000 0.000 0.000 0.000
7 7:1.2DL + 1.6LL + O.5SL 8.906 -0.000 0.000 0.000 0.000 0.000
25 7 7:1.2DL + 1.6LL + O.5SL 45.057 -0.000 0.000 0.000 0.000 0.000
1 7:1.2DL + 1.6LL + O.5SL-45.057 0.000 0.000 0.000 0.000 0.000
Utilization RatioBeam Analysis
Property
Design
Property
Actual
Ratio
Allowable
Ratio
Ratio
(Act./Allow.)
Clause L/C Ax
(in2)
Iz
(in4)
Iy
(in4)
Ix
(in4)
1 WT6X32.5 WT6X32.5 0.277 1.000 0.277 Eq. H1-1b 8 9.550 20.602 87.000 1.090
2 WT6X32.5 WT6X32.5 0.618 1.000 0.618 Eq. H1-1b 8 9.550 20.602 87.000 1.090
3 WT6X32.5 WT6X32.5 0.392 1.000 0.392 Eq. H1-1b 8 9.550 20.602 87.000 1.090
4 WT6X32.5 WT6X32.5 0.443 1.000 0.443 Eq. H1-1b 7 9.550 20.602 87.000 1.090
5 WT6X32.5 WT6X32.5 0.139 1.000 0.139 Eq. H1-1b 7 9.550 20.602 87.000 1.090
6 WT6X32.5 WT6X32.5 0.560 1.000 0.560 Eq. H1-1b 8 9.550 20.602 87.000 1.090
7 WT6X32.5 WT6X32.5 0.395 1.000 0.395 Eq. H1-1b 8 9.550 20.602 87.000 1.090
8 WT6X32.5 WT6X32.5 0.348 1.000 0.348 Eq. H1-1b 8 9.550 20.602 87.000 1.090
9 WT6X32.5 WT6X32.5 0.607 1.000 0.607 Eq. H1-1b 8 9.550 20.602 87.000 1.090
10 L35304 L35304LD 0.587 1.000 0.587 Sec. E4 7 3.126 3.827 4.533 0.065
11 WT6X32.5 WT6X32.5 0.216 1.000 0.216 Eq. H1-1b 7 9.550 20.602 87.000 1.090
12 L35304 L35304LD 0.193 1.000 0.193 Eq. D2-1 7 3.126 3.827 4.533 0.065
13 L35304 L35304LD 0.748 1.000 0.748 Sec. E1 7 3.126 3.827 4.533 0.065
14 WT6X32.5 WT6X32.5 0.745 1.000 0.745 Eq. H1-1b 7 9.550 20.602 87.000 1.090
15 L35304 L35304LD 0.067 1.000 0.067 Eq. D2-1 7 3.126 3.827 4.533 0.065
16 L35304 L35304LD 0.049 1.000 0.049 Sec. E1 4 3.126 3.827 4.533 0.065
17 WT6X32.5 WT6X32.5 0.741 1.000 0.741 Eq. H1-1b 7 9.550 20.602 87.000 1.090
18 L35304 L35304LD 0.101 1.000 0.101 Eq. D2-1 7 3.126 3.827 4.533 0.065
19 WT6X32.5 WT6X32.5 0.733 1.000 0.733 Eq. H1-1b 7 9.550 20.602 87.000 1.090
20 L35304 L35304LD 0.111 1.000 0.111 Eq. D2-1 8 3.126 3.827 4.533 0.065
21 L35304 L35304LD 0.132 1.000 0.132 Sec. E1 8 3.126 3.827 4.533 0.065
22 WT6X32.5 WT6X32.5 0.376 1.000 0.376 Eq. H1-1b 7 9.550 20.602 87.000 1.090
23 L35304 L35304LD 0.128 1.000 0.128 Sec. E1 8 3.126 3.827 4.533 0.065
24 L35304 L35304LD 0.088 1.000 0.088 Eq. D2-1 7 3.126 3.827 4.533 0.065
25 L35356 L35356LD 0.724 1.000 0.724 Sec. E1 7 4.968 5.730 10.829 0.233
![Page 41: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/41.jpg)
![Page 42: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/42.jpg)
![Page 43: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/43.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 1 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:39EB Truss [45 ft Span].std
Print Time/Date: 08/04/2014 19:27 Print Run 1 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Job Information Engineer Checked Approved
Name: JPS BLG
Date: 16-Mar-14 8-April-14
Comments
This is the model for the 45 foot truss.
Structure Type SPACE FRAME
Number of Nodes 12 Highest Node 12
Number of Elements 21 Highest Beam 21
Number of Basic Load Cases 5
Number of Combination Load Cases 3
Included in this printout are data for:All The Whole Structure
Included in this printout are results for load cases:Type L/C Name
Combination 7 1.2DL + 1.6LL+0.5SL
![Page 44: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/44.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 2 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:39EB Truss [45 ft Span].std
Print Time/Date: 08/04/2014 19:27 Print Run 2 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
10
8
59
7
11
1
12
4
14
15
2
6
17
13
21
20
16
3
18
19 5
X = FREEY = 5.218 kipZ = 0.000 kipMX = 0.000 kip-inMY = 0.000 kip-inMZ = FREE
3
1211
6
10
1
9
7
4
X = -0.000 kipY = 5.218 kipZ = 0.000 kipMX = FREEMY = FREEMZ = FREE
8
2
Load 1X
Y
Z
Whole Structure
WT6X32.5
WT6X32.5
WT6X32.5L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35304LD
L35304LD
WT6X32.5
WT6X32.5
L35304LD
WT6X32.5
L35304LD
L35304LD
WT6X32.5
WT6X32.5
L35356LD
WT6X32.5
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
![Page 45: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/45.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 3 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:39EB Truss [45 ft Span].std
Print Time/Date: 08/04/2014 19:27 Print Run 3 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
BeamsBeam Node A Node B Length
(ft)
Property ββββ
(degrees)
1 4 9 5.000 1 0
2 5 3 6.666 1 0
3 3 6 10.541 1 0
4 1 7 10.541 1 0
5 2 4 5.000 1 0
6 6 1 10.541 1 0
7 7 8 10.540 1 0
8 8 2 5.270 1 0
9 4 8 8.333 2 0
10 9 10 10.000 1 0
11 8 9 6.666 2 0
12 9 7 14.141 2 0
13 10 11 10.000 1 0
14 7 10 9.998 2 0
15 10 1 16.664 2 0
16 11 12 10.000 1 0
17 1 11 13.330 2 0
18 5 6 14.141 3 0
19 12 5 10.000 1 0
20 6 12 9.998 2 0
21 12 1 16.664 2 0
Basic Load CasesNumber Name
1 ROOF DEAD LOAD
2 MECHANICAL DUCT
3 SNOW LOAD
4 SNOW DRIFT
5 CRANE LOAD
![Page 46: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/46.jpg)
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2013.01 4 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:39EB Truss [45 ft Span].std
Print Time/Date: 08/04/2014 19:27 Print Run 4 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor
6 1.4DL 1 ROOF DEAD LOAD 1.40
7 1.2DL + 1.6LL+0.5SL 1 ROOF DEAD LOAD 1.20
2 MECHANICAL DUCT 1.60
5 CRANE LOAD 1.60
3 SNOW LOAD 0.50
4 SNOW DRIFT 0.50
8 1.2DL + 1.6SL + 0.5LL 1 ROOF DEAD LOAD 1.20
3 SNOW LOAD 1.60
4 SNOW DRIFT 1.60
2 MECHANICAL DUCT 0.50
5 CRANE LOAD 0.50
Beam Loads : 1 ROOF DEAD LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
3 UNI lbf/ft GY -220.000 - - - -
4 UNI lbf/ft GY -220.000 - - - -
6 UNI lbf/ft GY -220.000 - - - -
7 UNI lbf/ft GY -220.000 - - - -
8 UNI lbf/ft GY -220.000 - - - -
Beam Loads : 2 MECHANICAL DUCTBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
1 UNI lbf/ft GY -400.000 - - - -
10 UNI lbf/ft GY -400.000 - - - -
13 UNI lbf/ft GY -400.000 - - - -
16 UNI lbf/ft GY -400.000 - - - -
19 UNI lbf/ft GY -400.000 - - - -
Beam Loads : 3 SNOW LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
3 UNI lbf/ft GY -221.000 - - - -
4 UNI lbf/ft GY -221.000 - - - -
6 UNI lbf/ft GY -221.000 - - - -
7 UNI lbf/ft GY -221.000 - - - -
8 UNI lbf/ft GY -221.000 - - - -
![Page 47: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/47.jpg)
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2013.01 5 1
Engineering Building Expansion
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JPS 16-Mar-14 BLG
21-Mar-2014 12:39EB Truss [45 ft Span].std
Print Time/Date: 08/04/2014 19:27 Print Run 5 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beam Loads : 4 SNOW DRIFTBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
6 UNI lbf/ft GY -268.000 - - - -
Beam Loads : 5 CRANE LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
13 CON kip GY -4.000 5.000 - - -
Reactions Horizontal Vertical Horizontal Moment
Node L/C FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip-in)
MY
(kip-in)
MZ
(kip-in)
4 7:1.2DL + 1.6LL+0.5SL-0.000 27.308 0.000 0.000 0.000 0.000
5 7:1.2DL + 1.6LL+0.5SL 0.000 27.068 0.000 0.000 0.000 0.000
Beam End ForcesSign convention is as the action of the joint on the beam.
Axial Shear Torsion BendingBeam Node L/C Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip-in)
My
(kip-in)
Mz
(kip-in)
1 4 7:1.2DL + 1.6LL+0.5SL-19.154 1.729 0.000 0.000 0.000 28.578
9 7:1.2DL + 1.6LL+0.5SL 19.154 1.471 0.000 0.000 0.000 -20.808
2 5 7:1.2DL + 1.6LL+0.5SL 2.306 1.185 0.000 0.000 0.000 56.612
3 7:1.2DL + 1.6LL+0.5SL-2.306 -1.185 0.000 0.000 0.000 38.188
3 3 7:1.2DL + 1.6LL+0.5SL 1.853 1.813 0.000 0.000 0.000 38.188
6 7:1.2DL + 1.6LL+0.5SL-0.606 1.932 0.000 0.000 0.000 -45.656
4 1 7:1.2DL + 1.6LL+0.5SL 31.654 1.996 0.000 0.000 0.000 49.013
7 7:1.2DL + 1.6LL+0.5SL-32.902 1.749 0.000 0.000 0.000 -33.392
5 2 7:1.2DL + 1.6LL+0.5SL 1.131 -0.816 0.000 0.000 0.000 -20.400
4 7:1.2DL + 1.6LL+0.5SL-1.131 0.816 0.000 0.000 0.000 -28.578
6 6 7:1.2DL + 1.6LL+0.5SL 24.752 2.516 0.000 0.000 0.000 45.656
1 7:1.2DL + 1.6LL+0.5SL-23.057 2.569 0.000 0.000 0.000 -49.013
7 7 7:1.2DL + 1.6LL+0.5SL 19.551 1.915 0.000 0.000 0.000 33.392
8 7:1.2DL + 1.6LL+0.5SL-20.799 1.830 0.000 0.000 0.000 -28.073
8 8 7:1.2DL + 1.6LL+0.5SL 0.508 1.058 0.000 0.000 0.000 28.073
2 7:1.2DL + 1.6LL+0.5SL-1.132 0.815 0.000 0.000 0.000 -20.400
9 4 7:1.2DL + 1.6LL+0.5SL 30.561 0.000 0.000 0.000 0.000 0.000
8 7:1.2DL + 1.6LL+0.5SL-30.561 -0.000 0.000 0.000 0.000 0.000
10 9 7:1.2DL + 1.6LL+0.5SL-30.662 2.318 0.000 0.000 0.000 20.808
10 7:1.2DL + 1.6LL+0.5SL 30.662 4.082 0.000 0.000 0.000 -126.705
11 8 7:1.2DL + 1.6LL+0.5SL-15.293 -0.000 0.000 0.000 0.000 0.000
![Page 48: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/48.jpg)
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2013.01 6 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:39EB Truss [45 ft Span].std
Print Time/Date: 08/04/2014 19:27 Print Run 6 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beam End Forces Cont... Axial Shear Torsion Bending
Beam Node L/C Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip-in)
My
(kip-in)
Mz
(kip-in)
9 7:1.2DL + 1.6LL+0.5SL 15.293 0.000 0.000 0.000 0.000 0.000
12 9 7:1.2DL + 1.6LL+0.5SL 16.273 -0.000 0.000 0.000 0.000 0.000
7 7:1.2DL + 1.6LL+0.5SL-16.273 0.000 0.000 0.000 0.000 0.000
13 10 7:1.2DL + 1.6LL+0.5SL-25.621 6.446 0.000 0.000 0.000 126.705
11 7:1.2DL + 1.6LL+0.5SL 25.621 6.354 0.000 0.000 0.000 -121.241
14 7 7:1.2DL + 1.6LL+0.5SL-3.809 0.000 0.000 0.000 0.000 0.000
10 7:1.2DL + 1.6LL+0.5SL 3.809 -0.000 0.000 0.000 0.000 0.000
15 10 7:1.2DL + 1.6LL+0.5SL-8.399 -0.000 0.000 0.000 0.000 0.000
1 7:1.2DL + 1.6LL+0.5SL 8.399 0.000 0.000 0.000 0.000 0.000
16 11 7:1.2DL + 1.6LL+0.5SL-25.621 3.802 0.000 0.000 0.000 121.241
12 7:1.2DL + 1.6LL+0.5SL 25.621 2.598 0.000 0.000 0.000 -48.970
17 1 7:1.2DL + 1.6LL+0.5SL-10.157 0.000 0.000 0.000 0.000 0.000
11 7:1.2DL + 1.6LL+0.5SL 10.157 -0.000 0.000 0.000 0.000 0.000
18 5 7:1.2DL + 1.6LL+0.5SL 30.405 -0.000 0.000 0.000 0.000 0.000
6 7:1.2DL + 1.6LL+0.5SL-30.405 0.000 0.000 0.000 0.000 0.000
19 12 7:1.2DL + 1.6LL+0.5SL-22.687 3.136 0.000 0.000 0.000 48.970
5 7:1.2DL + 1.6LL+0.5SL 22.687 3.264 0.000 0.000 0.000 -56.612
20 6 7:1.2DL + 1.6LL+0.5SL-9.645 -0.000 0.000 0.000 0.000 0.000
12 7:1.2DL + 1.6LL+0.5SL 9.645 0.000 0.000 0.000 0.000 0.000
21 12 7:1.2DL + 1.6LL+0.5SL 4.890 0.000 0.000 0.000 0.000 0.000
1 7:1.2DL + 1.6LL+0.5SL-4.890 -0.000 0.000 0.000 0.000 0.000
Utilization RatioBeam Analysis
Property
Design
Property
Actual
Ratio
Allowable
Ratio
Ratio
(Act./Allow.)
Clause L/C Ax
(in2)
Iz
(in4)
Iy
(in4)
Ix
(in4)
1 WT6X32.5 WT6X32.5 0.182 1.000 0.182 Eq. H1-1b 7 9.550 20.602 87.000 1.090
2 WT6X32.5 WT6X32.5 0.319 1.000 0.319 Eq. H1-1b 7 9.550 20.602 87.000 1.090
3 WT6X32.5 WT6X32.5 0.529 1.000 0.529 Eq. H1-1b 8 9.550 20.602 87.000 1.090
4 WT6X32.5 WT6X32.5 0.568 1.000 0.568 Eq. H1-1b 8 9.550 20.602 87.000 1.090
5 WT6X32.5 WT6X32.5 0.161 1.000 0.161 Eq. H1-1b 7 9.550 20.602 87.000 1.090
6 WT6X32.5 WT6X32.5 0.574 1.000 0.574 Eq. H1-1b 8 9.550 20.602 87.000 1.090
7 WT6X32.5 WT6X32.5 0.349 1.000 0.349 Eq. H1-1b 8 9.550 20.602 87.000 1.090
8 WT6X32.5 WT6X32.5 0.275 1.000 0.275 Eq. H1-1b 8 9.550 20.602 87.000 1.090
9 L35304 L35304LD 0.477 1.000 0.477 Sec. E4 7 3.126 3.827 4.533 0.065
10 WT6X32.5 WT6X32.5 0.742 1.000 0.742 Eq. H1-1b 7 9.550 20.602 87.000 1.090
11 L35304 L35304LD 0.151 1.000 0.151 Eq. D2-1 7 3.126 3.827 4.533 0.065
12 L35304 L35304LD 0.542 1.000 0.542 Sec. E1 7 3.126 3.827 4.533 0.065
13 WT6X32.5 WT6X32.5 0.736 1.000 0.736 Eq. H1-1b 7 9.550 20.602 87.000 1.090
14 L35304 L35304LD 0.038 1.000 0.038 Eq. D2-1 7 3.126 3.827 4.533 0.065
15 L35304 L35304LD 0.083 1.000 0.083 Eq. D2-1 7 3.126 3.827 4.533 0.065
16 WT6X32.5 WT6X32.5 0.706 1.000 0.706 Eq. H1-1b 7 9.550 20.602 87.000 1.090
17 L35304 L35304LD 0.100 1.000 0.100 Eq. D2-1 7 3.126 3.827 4.533 0.065
![Page 49: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/49.jpg)
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Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 7 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
21-Mar-2014 12:39EB Truss [45 ft Span].std
Print Time/Date: 08/04/2014 19:27 Print Run 7 of 7STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Utilization Ratio Cont...Beam Analysis
Property
Design
Property
Actual
Ratio
Allowable
Ratio
Ratio
(Act./Allow.)
Clause L/C Ax
(in2)
Iz
(in4)
Iy
(in4)
Ix
(in4)
18 L35356 L35356LD 0.676 1.000 0.676 Sec. E1 7 4.968 5.730 10.829 0.233
19 WT6X32.5 WT6X32.5 0.342 1.000 0.342 Eq. H1-1b 7 9.550 20.602 87.000 1.090
20 L35304 L35304LD 0.095 1.000 0.095 Eq. D2-1 7 3.126 3.827 4.533 0.065
21 L35304 L35304LD 0.226 1.000 0.226 Sec. E1 7 3.126 3.827 4.533 0.065
![Page 50: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/50.jpg)
![Page 51: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/51.jpg)
![Page 52: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/52.jpg)
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File Date/Time
2013.01 1 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
08-Apr-2014 19:12EB Truss [30 ft Span].std
Print Time/Date: 08/04/2014 19:13 Print Run 1 of 6STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Job Information Engineer Checked Approved
Name: JPS BLG
Date: 16-Mar-14 8-April-14
Comments
This is the model for the 30 foot truss.
Structure Type SPACE FRAME
Number of Nodes 8 Highest Node 8
Number of Elements 13 Highest Beam 13
Number of Basic Load Cases 6
Number of Combination Load Cases 3
Included in this printout are data for:All The Whole Structure
Included in this printout are results for load cases:Type L/C Name
Combination 8 1.2DL + 1.6LL+0.5SL
2
11
10
3
7
12
13
1
8
9
6
5
4
2
X = FREEY = 3.479 kipZ = 0.000 kipMX = 0.000 kip-inMY = 0.000 kip-inMZ = FREE
3
86
7
1
X = -0.000 kipY = 3.478 kipZ = 0.000 kipMX = FREEMY = FREEMZ = FREE
4
5
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
![Page 53: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/53.jpg)
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Job Title
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Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 2 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
08-Apr-2014 19:12EB Truss [30 ft Span].std
Print Time/Date: 08/04/2014 19:13 Print Run 2 of 6STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
WT6X32.5
WT6X32.5
L35304LD
WT6X32.5
WT6X32.5
L35304LD
L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35356LD
WT6X32.5
WT6X32.5
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
BeamsBeam Node A Node B Length
(ft)
Property ββββ
(degrees)
1 1 6 10.000 1 0
2 2 3 6.660 1 0
3 3 7 10.541 1 0
4 4 5 10.540 1 0
5 5 1 10.000 1 0
6 1 4 16.664 3 0
7 6 8 10.000 1 0
8 4 6 13.330 2 0
9 7 4 10.541 1 0
10 2 7 14.139 2 0
11 8 2 10.000 1 0
12 7 8 9.995 2 0
13 8 4 16.664 2 0
![Page 54: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/54.jpg)
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By Date Chd
File Date/Time
2013.01 3 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
08-Apr-2014 19:12EB Truss [30 ft Span].std
Print Time/Date: 08/04/2014 19:13 Print Run 3 of 6STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Basic Load CasesNumber Name
1 ROOF DEAD LOAD
2 MECHANICAL DUCT
3 SNOW LOAD
4 SNOW DRIFT
5 CRANE LOAD
6 CROSS BEAM
Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor
7 1.4DL 1 ROOF DEAD LOAD 1.40
6 CROSS BEAM 1.40
8 1.2DL + 1.6LL+0.5SL 1 ROOF DEAD LOAD 1.20
6 CROSS BEAM 1.20
2 MECHANICAL DUCT 1.60
5 CRANE LOAD 1.60
3 SNOW LOAD 0.50
4 SNOW DRIFT 0.50
9 1.2DL + 1.6SL + 0.5LL 1 ROOF DEAD LOAD 1.20
6 CROSS BEAM 1.20
3 SNOW LOAD 1.60
4 SNOW DRIFT 1.60
2 MECHANICAL DUCT 0.50
5 CRANE LOAD 0.50
Beam Loads : 1 ROOF DEAD LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
3 UNI lbf/ft GY -220.000 - - - -
4 UNI lbf/ft GY -220.000 - - - -
9 UNI lbf/ft GY -220.000 - - - -
Beam Loads : 2 MECHANICAL DUCTBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
1 UNI lbf/ft GY -400.000 - - - -
7 UNI lbf/ft GY -400.000 - - - -
11 UNI lbf/ft GY -400.000 - - - -
![Page 55: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/55.jpg)
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File Date/Time
2013.01 4 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
08-Apr-2014 19:12EB Truss [30 ft Span].std
Print Time/Date: 08/04/2014 19:13 Print Run 4 of 6STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beam Loads : 3 SNOW LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
3 UNI lbf/ft GY -221.000 - - - -
4 UNI lbf/ft GY -221.000 - - - -
9 UNI lbf/ft GY -221.000 - - - -
Beam Loads : 4 SNOW DRIFTBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
9 UNI lbf/ft GY -268.000 - - - -
Beam Loads : 5 CRANE LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
1 CON kip GY -4.000 5.000 - - -
Node Loads : 6 CROSS BEAMNode FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip-in)
MY
(kip-in)
MZ
(kip-in)
4 - -7.600 - - - -
Reactions Horizontal Vertical Horizontal Moment
Node L/C FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip-in)
MY
(kip-in)
MZ
(kip-in)
1 8:1.2DL + 1.6LL+0.5SL-0.000 27.641 0.000 0.000 0.000 0.000
2 8:1.2DL + 1.6LL+0.5SL 0.000 20.335 0.000 0.000 0.000 0.000
![Page 56: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/56.jpg)
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2013.01 5 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
08-Apr-2014 19:12EB Truss [30 ft Span].std
Print Time/Date: 08/04/2014 19:13 Print Run 5 of 6STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beam End ForcesSign convention is as the action of the joint on the beam.
Axial Shear Torsion BendingBeam Node L/C Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip-in)
My
(kip-in)
Mz
(kip-in)
1 1 8:1.2DL + 1.6LL+0.5SL-15.504 6.238 0.000 0.000 0.000 104.938
6 8:1.2DL + 1.6LL+0.5SL 15.504 6.562 0.000 0.000 0.000 -124.382
2 2 8:1.2DL + 1.6LL+0.5SL 2.322 1.205 0.000 0.000 0.000 57.367
3 8:1.2DL + 1.6LL+0.5SL-2.322 -1.205 0.000 0.000 0.000 38.924
3 3 8:1.2DL + 1.6LL+0.5SL 1.878 1.822 0.000 0.000 0.000 38.924
7 8:1.2DL + 1.6LL+0.5SL-0.629 1.923 0.000 0.000 0.000 -45.319
4 4 8:1.2DL + 1.6LL+0.5SL 0.726 1.841 0.000 0.000 0.000 43.516
5 8:1.2DL + 1.6LL+0.5SL-1.974 1.904 0.000 0.000 0.000 -47.551
5 5 8:1.2DL + 1.6LL+0.5SL 2.430 -1.271 0.000 0.000 0.000 -47.551
1 8:1.2DL + 1.6LL+0.5SL-2.430 1.271 0.000 0.000 0.000 -104.938
6 1 8:1.2DL + 1.6LL+0.5SL 23.718 -0.000 0.000 0.000 0.000 0.000
4 8:1.2DL + 1.6LL+0.5SL-23.718 0.000 0.000 0.000 0.000 0.000
7 6 8:1.2DL + 1.6LL+0.5SL-15.504 3.844 0.000 0.000 0.000 124.382
8 8:1.2DL + 1.6LL+0.5SL 15.504 2.556 0.000 0.000 0.000 -47.123
8 4 8:1.2DL + 1.6LL+0.5SL-10.406 -0.000 0.000 0.000 0.000 0.000
6 8:1.2DL + 1.6LL+0.5SL 10.406 0.000 0.000 0.000 0.000 0.000
9 7 8:1.2DL + 1.6LL+0.5SL 17.655 2.557 0.000 0.000 0.000 45.319
4 8:1.2DL + 1.6LL+0.5SL-15.959 2.528 0.000 0.000 0.000 -43.516
10 2 8:1.2DL + 1.6LL+0.5SL 20.832 0.000 0.000 0.000 0.000 0.000
7 8:1.2DL + 1.6LL+0.5SL-20.832 -0.000 0.000 0.000 0.000 0.000
11 8 8:1.2DL + 1.6LL+0.5SL-15.939 3.115 0.000 0.000 0.000 47.123
2 8:1.2DL + 1.6LL+0.5SL 15.939 3.285 0.000 0.000 0.000 -57.367
12 7 8:1.2DL + 1.6LL+0.5SL-5.091 -0.000 0.000 0.000 0.000 0.000
8 8:1.2DL + 1.6LL+0.5SL 5.091 0.000 0.000 0.000 0.000 0.000
13 8 8:1.2DL + 1.6LL+0.5SL-0.725 -0.000 0.000 0.000 0.000 0.000
4 8:1.2DL + 1.6LL+0.5SL 0.725 0.000 0.000 0.000 0.000 0.000
Utilization RatioBeam Analysis
Property
Design
Property
Actual
Ratio
Allowable
Ratio
Ratio
(Act./Allow.)
Clause L/C Ax
(in2)
Iz
(in4)
Iy
(in4)
Ix
(in4)
1 WT6X32.5 WT6X32.5 0.711 1.000 0.711 Eq. H1-1b 8 9.550 20.602 87.000 1.090
2 WT6X32.5 WT6X32.5 0.323 1.000 0.323 Eq. H1-1b 8 9.550 20.602 87.000 1.090
3 WT6X32.5 WT6X32.5 0.515 1.000 0.515 Eq. H1-1b 9 9.550 20.602 87.000 1.090
4 WT6X32.5 WT6X32.5 0.538 1.000 0.538 Eq. H1-1b 9 9.550 20.602 87.000 1.090
5 WT6X32.5 WT6X32.5 0.589 1.000 0.589 Eq. H1-1b 8 9.550 20.602 87.000 1.090
6 L35356 L35356LD 0.733 1.000 0.733 Sec. E1 8 4.968 5.730 10.829 0.233
7 WT6X32.5 WT6X32.5 0.711 1.000 0.711 Eq. H1-1b 8 9.550 20.602 87.000 1.090
8 L35304 L35304LD 0.103 1.000 0.103 Eq. D2-1 8 3.126 3.827 4.533 0.065
9 WT6X32.5 WT6X32.5 0.565 1.000 0.565 Eq. H1-1b 9 9.550 20.602 87.000 1.090
10 L35304 L35304LD 0.694 1.000 0.694 Sec. E1 8 3.126 3.827 4.533 0.065
11 WT6X32.5 WT6X32.5 0.338 1.000 0.338 Eq. H1-1b 8 9.550 20.602 87.000 1.090
![Page 57: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/57.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 6 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
08-Apr-2014 19:12EB Truss [30 ft Span].std
Print Time/Date: 08/04/2014 19:13 Print Run 6 of 6STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Utilization Ratio Cont...Beam Analysis
Property
Design
Property
Actual
Ratio
Allowable
Ratio
Ratio
(Act./Allow.)
Clause L/C Ax
(in2)
Iz
(in4)
Iy
(in4)
Ix
(in4)
12 L35304 L35304LD 0.050 1.000 0.050 Eq. D2-1 8 3.126 3.827 4.533 0.065
13 L35304 L35304LD 0.096 1.000 0.096 Sec. E1 6 3.126 3.827 4.533 0.065
![Page 58: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/58.jpg)
![Page 59: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/59.jpg)
![Page 60: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/60.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 1 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
08-Apr-2014 19:14EB Truss [25 ft Span].std
Print Time/Date: 08/04/2014 19:17 Print Run 1 of 6STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Job Information Engineer Checked Approved
Name: JPS BLG
Date: 16-Mar-14 8-April-14
Comments
This is the model for the 25 foot truss.
Structure Type SPACE FRAME
Number of Nodes 8 Highest Node 8
Number of Elements 13 Highest Beam 13
Number of Basic Load Cases 6
Number of Combination Load Cases 3
Included in this printout are data for:All The Whole Structure
Included in this printout are results for load cases:Type L/C Name
Combination 8 1.2DL + 1.6LL+0.5SL
BeamsBeam Node A Node B Length
(ft)
Property ββββ
(degrees)
1 1 7 10.000 1 0
2 2 3 8.330 1 0
3 3 4 5.272 1 0
4 4 6 10.541 1 0
5 5 1 3.330 1 0
6 6 5 10.541 1 0
7 1 6 12.018 2 0
8 7 8 10.000 1 0
9 6 7 6.665 2 0
10 7 4 14.142 2 0
11 8 2 5.000 1 0
12 4 8 10.000 2 0
13 4 2 11.180 2 0
![Page 61: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/61.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 2 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
08-Apr-2014 19:14EB Truss [25 ft Span].std
Print Time/Date: 08/04/2014 19:17 Print Run 2 of 6STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
11
2
13
8
12
3
10
9
4
1
7
6
5
2X = FREEY = 28.163 kipZ = 0.000 kipMX = 0.000 kip-inMY = 0.000 kip-inMZ = FREE
8
3
7
4
6
1X = -0.000 kipY = 28.893 kipZ = 0.000 kipMX = FREEMY = FREEMZ = FREE
5
Load 8X
Y
Z
Whole Structure (Input data was modified after picture taken)
![Page 62: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/62.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 3 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
08-Apr-2014 19:14EB Truss [25 ft Span].std
Print Time/Date: 08/04/2014 19:17 Print Run 3 of 6STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
WT6X32.5
WT6X32.5
L35304LD
WT6X32.5
L35304LD
WT6X32.5
L35304LD
L35304LD
WT6X32.5
WT6X32.5
L35304LD
WT6X32.5
WT6X32.5
Load 1X
Y
Z
Whole Structure (Input data was modified after picture taken)
Basic Load CasesNumber Name
1 ROOF DEAD LOAD
2 MECHANICAL DUCT
3 SNOW LOAD
4 SNOW DRIFT
5 BEAM BEARING
6 TRUSS BEARING
Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor
7 1.4DL 1 ROOF DEAD LOAD 1.40
5 BEAM BEARING 1.40
6 TRUSS BEARING 1.40
8 1.2DL + 1.6LL+0.5SL 1 ROOF DEAD LOAD 1.20
5 BEAM BEARING 1.20
6 TRUSS BEARING 1.20
2 MECHANICAL DUCT 1.60
3 SNOW LOAD 0.50
4 SNOW DRIFT 0.50
9 1.2DL + 1.6SL + 0.5LL 1 ROOF DEAD LOAD 1.20
5 BEAM BEARING 1.20
![Page 63: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/63.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 4 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
08-Apr-2014 19:14EB Truss [25 ft Span].std
Print Time/Date: 08/04/2014 19:17 Print Run 4 of 6STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Combination Load Cases Cont...Comb. Combination L/C Name Primary Primary L/C Name Factor
6 TRUSS BEARING 1.20
3 SNOW LOAD 1.60
4 SNOW DRIFT 1.60
2 MECHANICAL DUCT 0.50
Beam Loads : 1 ROOF DEAD LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
3 UNI lbf/ft GY -220.000 - - - -
4 UNI lbf/ft GY -220.000 - - - -
6 UNI lbf/ft GY -220.000 - - - -
Beam Loads : 2 MECHANICAL DUCTBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
1 UNI lbf/ft GY -400.000 - - - -
8 UNI lbf/ft GY -400.000 - - - -
11 UNI lbf/ft GY -400.000 - - - -
Beam Loads : 3 SNOW LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
3 UNI lbf/ft GY -221.000 - - - -
4 UNI lbf/ft GY -221.000 - - - -
6 UNI lbf/ft GY -221.000 - - - -
Beam Loads : 4 SNOW DRIFTBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
3 UNI lbf/ft GY -268.000 - - - -
Node Loads : 5 BEAM BEARINGNode FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip-in)
MY
(kip-in)
MZ
(kip-in)
4 - -5.000 - - - -
![Page 64: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/64.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 5 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
08-Apr-2014 19:14EB Truss [25 ft Span].std
Print Time/Date: 08/04/2014 19:17 Print Run 5 of 6STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Node Loads : 6 TRUSS BEARINGNode FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip-in)
MY
(kip-in)
MZ
(kip-in)
6 - -20.400 - - - -
Reactions Horizontal Vertical Horizontal Moment
Node L/C FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip-in)
MY
(kip-in)
MZ
(kip-in)
1 8:1.2DL + 1.6LL+0.5SL-0.000 28.893 0.000 0.000 0.000 0.000
2 8:1.2DL + 1.6LL+0.5SL 0.000 28.163 0.000 0.000 0.000 0.000
Beam End ForcesSign convention is as the action of the joint on the beam.
Axial Shear Torsion BendingBeam Node L/C Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip-in)
My
(kip-in)
Mz
(kip-in)
1 1 8:1.2DL + 1.6LL+0.5SL-36.341 3.484 0.000 0.000 0.000 80.249
7 8:1.2DL + 1.6LL+0.5SL 36.341 2.916 0.000 0.000 0.000 -46.159
2 2 8:1.2DL + 1.6LL+0.5SL 1.069 0.327 0.000 0.000 0.000 16.787
3 8:1.2DL + 1.6LL+0.5SL-1.069 -0.327 0.000 0.000 0.000 15.928
3 3 8:1.2DL + 1.6LL+0.5SL 0.649 0.910 0.000 0.000 0.000 15.928
4 8:1.2DL + 1.6LL+0.5SL 0.200 1.633 0.000 0.000 0.000 -38.784
4 4 8:1.2DL + 1.6LL+0.5SL 37.619 2.068 0.000 0.000 0.000 38.784
6 8:1.2DL + 1.6LL+0.5SL-38.868 1.677 0.000 0.000 0.000 -14.083
5 5 8:1.2DL + 1.6LL+0.5SL 3.643 -3.684 0.000 0.000 0.000 -66.970
1 8:1.2DL + 1.6LL+0.5SL-3.643 3.684 0.000 0.000 0.000 -80.249
6 6 8:1.2DL + 1.6LL+0.5SL 3.399 1.454 0.000 0.000 0.000 14.083
5 8:1.2DL + 1.6LL+0.5SL-4.648 2.291 0.000 0.000 0.000 -66.970
7 1 8:1.2DL + 1.6LL+0.5SL 39.246 0.000 0.000 0.000 0.000 0.000
6 8:1.2DL + 1.6LL+0.5SL-39.246 -0.000 0.000 0.000 0.000 0.000
8 7 8:1.2DL + 1.6LL+0.5SL-13.353 3.166 0.000 0.000 0.000 46.159
8 8:1.2DL + 1.6LL+0.5SL 13.353 3.234 0.000 0.000 0.000 -50.215
9 6 8:1.2DL + 1.6LL+0.5SL 16.906 -0.000 0.000 0.000 0.000 0.000
7 8:1.2DL + 1.6LL+0.5SL-16.906 0.000 0.000 0.000 0.000 0.000
10 7 8:1.2DL + 1.6LL+0.5SL-32.511 0.000 0.000 0.000 0.000 0.000
4 8:1.2DL + 1.6LL+0.5SL 32.511 0.000 0.000 0.000 0.000 0.000
11 8 8:1.2DL + 1.6LL+0.5SL-13.353 2.157 0.000 0.000 0.000 50.215
2 8:1.2DL + 1.6LL+0.5SL 13.353 1.043 0.000 0.000 0.000 -16.787
12 4 8:1.2DL + 1.6LL+0.5SL-5.391 0.000 0.000 0.000 0.000 0.000
8 8:1.2DL + 1.6LL+0.5SL 5.391 -0.000 0.000 0.000 0.000 0.000
13 4 8:1.2DL + 1.6LL+0.5SL 29.126 0.000 0.000 0.000 0.000 0.000
2 8:1.2DL + 1.6LL+0.5SL-29.126 0.000 0.000 0.000 0.000 0.000
![Page 65: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/65.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 6 1
Engineering Building Expansion
Calvin College
JPS 16-Mar-14 BLG
08-Apr-2014 19:14EB Truss [25 ft Span].std
Print Time/Date: 08/04/2014 19:17 Print Run 6 of 6STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Utilization RatioBeam Analysis
Property
Design
Property
Actual
Ratio
Allowable
Ratio
Ratio
(Act./Allow.)
Clause L/C Ax
(in2)
Iz
(in4)
Iy
(in4)
Ix
(in4)
1 WT6X32.5 WT6X32.5 0.490 1.000 0.490 Eq. H1-1b 8 9.550 20.602 87.000 1.090
2 WT6X32.5 WT6X32.5 0.095 1.000 0.095 Eq. H1-1b 8 9.550 20.602 87.000 1.090
3 WT6X32.5 WT6X32.5 0.342 1.000 0.342 Eq. H1-1b 9 9.550 20.602 87.000 1.090
4 WT6X32.5 WT6X32.5 0.411 1.000 0.411 Eq. H1-1b 9 9.550 20.602 87.000 1.090
5 WT6X32.5 WT6X32.5 0.452 1.000 0.452 Eq. H1-1b 8 9.550 20.602 87.000 1.090
6 WT6X32.5 WT6X32.5 0.457 1.000 0.457 Eq. H1-1b 9 9.550 20.602 87.000 1.090
7 L35304 L35304LD 0.948 1.000 0.948 Sec. E1 8 3.126 3.827 4.533 0.065
8 WT6X32.5 WT6X32.5 0.295 1.000 0.295 Eq. H1-1b 8 9.550 20.602 87.000 1.090
9 L35304 L35304LD 0.301 1.000 0.301 Sec. E4 7 3.126 3.827 4.533 0.065
10 L35304 L35304LD 0.321 1.000 0.321 Eq. D2-1 8 3.126 3.827 4.533 0.065
11 WT6X32.5 WT6X32.5 0.295 1.000 0.295 Eq. H1-1b 8 9.550 20.602 87.000 1.090
12 L35304 L35304LD 0.053 1.000 0.053 Eq. D2-1 8 3.126 3.827 4.533 0.065
13 L35304 L35304LD 0.624 1.000 0.624 Sec. E1 8 3.126 3.827 4.533 0.065
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Team 5 Kendra Altena
Mitchell Feria
Bethany Goodrich
Joel Smit
North Wall Beam and Column Design
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Team 5 Kendra Altena
Mitchell Feria
Bethany Goodrich
Joel Smit
RAM Structural Beam Design
![Page 75: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/75.jpg)
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Team 5 Kendra Altena
Mitchell Feria
Bethany Goodrich
Joel Smit
Shear Wall Design
![Page 99: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/99.jpg)
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 1Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
Strength Design of a Reinforced Concrete Masonry ShearwallUsing the 2012 IBC Strength Design Code
P
MV
L
H
End Zone Middle Zone
CL
t
Rci
Material and Construction Data8 in. units, Partial grout, running bondWall Weight = 41.03 psfType S Masonry cement / Air-entrained PCL Mortar, Coarse GroutMasonry Density = 115.0 pcff'm = 2,000g psi (Specified)Em = 900f'm = 1,800,000 psiFy = 60,000 psiEs = 29,000,000 psi
Shear Wall Design DetailsThickness = 7.625 in.Height = 296.0 in. (24.67 ft)Length = 960.0 in. (80 ft)x = 3.813 in.Endzone Length: So = 0 in = 0 ft (1 #5 Bars in each cell)Middlezone Grouted Cell Spacing: 48 in OCMiddlezone Steel Spacing: 48 in OC (1 #5 Bars in each cell with reinforcement)This shear wall has an aspect ratio of 0.31 and may be a deep beam following the provisions of ACI 318.Ao = 162.6 sq.in.Io = 1,407 in4
ro = 2.858 in.Slenderness Reduction Factor = 0.396
Location of Reinforcing Bars
Bar Ri RCi As1 956 476 0.312 908 428 0.313 860 380 0.314 812 332 0.315 764 284 0.316 716 236 0.317 668 188 0.318 620 140 0.319 572 92 0.3110 524 44 0.3111 480 -0 0.3112 436 -44 0.3113 388 -92 0.31
![Page 104: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/104.jpg)
MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 1Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
14 340 -140 0.3115 292 -188 0.3116 244 -236 0.3117 196 -284 0.3118 148 -332 0.3119 100 -380 0.3120 52 -428 0.3121 4 -476 0.31
The Specified Loads Acting
P (k) M (k-in) V (k)Dead 236 0 0Live 92 0 0Soil 0 0 0Fluid 0 0 0Wind 0 0 17.5Seismic 0 0 8.6Roof 0 0 0Rain 0 0 0Snow 144 0 0
f1 = 0.500f2 = 0.200
f3 = 0.f4 = 0.
Controlling load case for bending moment: 0.9D + 1.6H + 1.0WControlling x/H ratio for bending moment: 0.Mu = 5,180.0 kip-in (431.7 kip-ft)Vu = 17.50 kipsPu = 285.3 kipsM = 1,336.4 kip-in (111.4 kip-ft)V = 4.514 kipsP = 386.0 kipsControlling bending moment capacity: 269340.75 kip-in (22445.06 kip-ft)
Controlling load case for shearing force: 0.9D + 1.6H + 1.0WControlling x/H ratio for shearing force: 0.Ratio of Vu to phi(Vnm): 0.0379Mu = 5,180.0 kip-in (431.7 kip-ft)Vu = 17.50 kips
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry Association
Western States Clay Product Association
Brick Industry Association
International Code Council
Masonry 6.0
(Release 6.0.1)
Prjct: Calvin Engineering Bldg Add
Topic: wall 1
Page:
Name: Joel Smit
Date: 4-4-14
Chkd: Bethany Goodrich
Pu = 285.3 kips
M = 1,336.4 kip-in (111.4 kip-ft)
V = 4.514 kips
P = 386.0 kips
The following design calculations are for the section with controlling bending moment
Section Design Forces Used
Pu = 285.3 kips
Mu = 5,180 kip-in
Vu = 17.50 kips
P = 386.0 kips
M = 1,336 kip-in
V = 4.514 kips
Wall Flexural Design Data
Maximum Pn = 1,651 kips based on slenderness (MSJC 3.3.4.1.1)
Maximum Pu = 0.9(1651) = 1,486 kips based on slenderness (MSJC 3.3.4.1.1)
Check Pu for the load condition D+0.75L+0.525Qe.
Pu max = 1,337 kips for normal reinforced shear walls (MSJC 3.3.3.5)
Pu for this load condition = 386.0 kips. This criteria is satisfied.
Mn = 299,300 kip-in (2.494e+004 kip-ft) for Design Pu
Mu available = 0.9(2.993e+005) = 269,300 kip-in (2.245e+004 kip-ft)
Wall Shear Design Data
Design as a normal shear wall
Vn max = 852.3 kips (Section 3.3.4.1.2)
Vnm = 576 kips (Section 3.3.4.1.2.1)
Vns = 0 kips
A v /s = 0 in.
Maximum available Vu is the lesser of:
Vu max = 0.8(852.3) = 681.9 kips
Vu max = 0.8(576 + 0) = 460.8 kips CONTROLS
Development and Splice Lengths for EndZone Longitudinal Reinforcement
K = 3.5000 in.
Required Development Length: ld = 19.47 in.
Required Lap Splice Length: = 19.47 in. (Cannot be reduced MSJC 2.1.7.7.1.2)
Development and Splice Lengths for MidZone Longitudinal Reinforcement
K = 3.5000 in.
Required Development Length: ld = 19.47 in.
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 1Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
Required Lap Splice Length: = 19.47 in. (Cannot be reduced MSJC 2.1.7.7.1.2)Some codes may require epoxy-coated reinforcement to have longer development and splice lengths.
![Page 107: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/107.jpg)
MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 1Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
Reinforced Masonry Shear Wall Interaction DiagramUsing the 2012 IBC Strength Design Code
Critical Section ForcesCMU Size = 8 in.fm' = 2,000 psiH = 296.0 in. (24.67 ft)Slenderness Reduction Factor = 0.396
0. 4,930 9,860 14,790 19,720 24,650 29,580 34,510 39,440 44,370 49,300-1,410
-940.0
-470.0
0.
470.0
940.0
1,410
1,880
2,350
2,820
3,290
3,760
4,230
4,700
Total Moment, Mu (kip-ft)
Axial Compression, Pu (kips) USE FOR PRELIMINARY DESIGN ONLY.
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 2Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
Strength Design of a Reinforced Concrete Masonry ShearwallUsing the 2012 IBC Strength Design Code
P
MV
L
H
End Zone Middle Zone
CL
t
Rci
Material and Construction Data8 in. units, Partial grout, running bondWall Weight = 41.03 psfType S Masonry cement / Air-entrained PCL Mortar, Coarse GroutMasonry Density = 115.0 pcff'm = 2,000g psi (Specified)Em = 900f'm = 1,800,000 psiFy = 60,000 psiEs = 29,000,000 psi
Shear Wall Design DetailsThickness = 7.625 in.Height = 296.0 in. (24.67 ft)Length = 180.0 in. (15 ft)x = 3.813 in.Endzone Length: So = 0 in = 0 ft (1 #5 Bars in each cell)Middlezone Grouted Cell Spacing: 48 in OCMiddlezone Steel Spacing: 48 in OC (1 #5 Bars in each cell with reinforcement)This shear wall has an aspect ratio of 1.64 and may be a deep beam following the provisions of ACI 318.Ao = 162.6 sq.in.Io = 1,407 in4
ro = 2.858 in.Slenderness Reduction Factor = 0.396
Location of Reinforcing Bars
Bar Ri RCi As1 176 86 0.312 128 38 0.313 90 -0 0.314 52 -38 0.315 4 -86 0.31
The Specified Loads Acting
P (k) M (k-in) V (k)Dead 3.3 0 0Live 0 0 0Soil 0 0 0Fluid 0 0 0
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 2Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
Wind 0 0 14.7Seismic 0 0 6Roof 0 0 0Rain 0 0 0Snow 3.3 0 0
f1 = 0.500f2 = 0.200
f3 = 0.f4 = 0.
Controlling load case for bending moment: 0.9D + 1.6H + 1.0WControlling x/H ratio for bending moment: 0.Mu = 4,351.1 kip-in (362.6 kip-ft)Vu = 14.70 kipsPu = 16.62 kipsM = 932.39 kip-in (77.7 kip-ft)V = 3.149 kipsP = 18.48 kipsControlling bending moment capacity: 8644.80 kip-in (720.40 kip-ft)
Controlling load case for shearing force: 0.9D + 1.6H + 1.0WControlling x/H ratio for shearing force: 0.390Ratio of Vu to phi(Vnm): 0.267Mu = 2,654.2 kip-in (221.2 kip-ft)Vu = 14.70 kipsPu = 11.30 kipsM = 568.75 kip-in (47.4 kip-ft)V = 3.149 kipsP = 12.56 kips
The following design calculations are for the section with controlling bending moment
Section Design Forces UsedPu = 16.62 kipsMu = 4,351 kip-inVu = 14.70 kipsP = 18.48 kipsM = 932.4 kip-inV = 3.149 kips
Wall Flexural Design Data
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 2Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
Maximum Pn = 331.5 kips based on slenderness (MSJC 3.3.4.1.1)Maximum Pu = 0.9(331.5) = 298.4 kips based on slenderness (MSJC 3.3.4.1.1)Check Pu for the load condition D+0.75L+0.525Qe.Pu max = 268.5 kips for normal reinforced shear walls (MSJC 3.3.3.5)Pu for this load condition = 18.48 kips. This criteria is satisfied.
Mn = 9,605 kip-in (800.4 kip-ft) for Design PuMu available = 0.9(9605) = 8,645 kip-in (720.4 kip-ft)
Wall Shear Design DataDesign as a normal shear wallVn max = 117.2 kips (Section 3.3.4.1.2)Vnm = 70.07 kips (Section 3.3.4.1.2.1)Vns = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(117.2) = 93.74 kipsVu max = 0.8(70.07 + 0) = 56.05 kips CONTROLS
Development and Splice Lengths for EndZone Longitudinal ReinforcementK = 3.5000 in.Required Development Length: ld = 19.47 in.Required Lap Splice Length: = 19.47 in. (Cannot be reduced MSJC 2.1.7.7.1.2)
Development and Splice Lengths for MidZone Longitudinal ReinforcementK = 3.5000 in.Required Development Length: ld = 19.47 in.Required Lap Splice Length: = 19.47 in. (Cannot be reduced MSJC 2.1.7.7.1.2)Some codes may require epoxy-coated reinforcement to have longer development and splice lengths.
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 2Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
Reinforced Masonry Shear Wall Interaction DiagramUsing the 2012 IBC Strength Design Code
Critical Section ForcesCMU Size = 8 in.fm' = 2,000 psiH = 296.0 in. (24.67 ft)Slenderness Reduction Factor = 0.396
0. 200.0 400.0 600.0 800.0 1,000 1,200 1,400 1,600 1,800 2,000-300.0
-200.0
-100.0
0.
100.0
200.0
300.0
400.0
500.0
600.0
700.0
800.0
900.0
1,000
Total Moment, Mu (kip-ft)
Axial Compression, Pu (kips) USE FOR PRELIMINARY DESIGN ONLY.
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry Association
Western States Clay Product Association
Brick Industry Association
International Code Council
Masonry 6.0
(Release 6.0.1)
Prjct: Calvin Engineering addition
Topic: wall 2 out of plane
Page:
Name: Joel Smit
Date: 4-4-14
Chkd: Bethany Goodrich
Design of a Reinforced Masonry Wall with Out-of-Plane Loads
Using the 2012 IBC Strength Design Code
Material and Construction Data
8 in. CMU, Partial grout, running bond
Wall Weight = 41.03 psf
Type S Masonry cement / Air-entrained PCL Mortar, Coarse Grout
CMU Density = 115.0 pcf
f'm = 2,000 psi (Specified)
Em = 900f'm = 1,800,000 psi
Wall Design Details
Thickness = 7.625 in.
Height = 296.0 in. (Simply Supported Wall, Effective height = H)
x = 3.813 in.
#6 Bars, Fy = 60,000
Reinforcement Spacing = 48.00 in. On-Center
Effective Width = 48.00 in.
Wall Design Section Properties
Ao = 40.64 in2 per foot width
So = 87.09 in3 per foot width
Io = 332.0 in4 per foot width
ro = 2.858 in
Wall Average Section Properties
Aavg = 49.62 in2 per foot width
Iavg = 351.7 in4 per foot width
ravg = 2.661 in
Wall Support: Simply Supported Wall
Specified Load Components
Load P (lb) e (in) W1(psf) W2 (psf) L (lb/ft) h1 (in) h2 (in)
Dead 220 0 0 0 0 0 24
Live 0 0 0 0 0 0 24
Soil 0 0 0 0 0 0 24
Fluid 0 0 0 0 0 0 24
Wind 0 0 20 20 0 0 296
Seismic 0 0 0 0 0 0 24
Roof 0 0 0 0 0 0 24
Rain 0 0 0 0 0 0 24
Snow 220 0 0 0 0 0 24
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry Association
Western States Clay Product Association
Brick Industry Association
International Code Council
Masonry 6.0
(Release 6.0.1)
Prjct: Calvin Engineering addition
Topic: wall 2 out of plane
Page:
Name: Joel Smit
Date: 4-4-14
Chkd: Bethany Goodrich
f1 = 1.000
f2 = 1.000
f3 = 0.
f4 = 0.
Controlling Load Cases
Section Forces at the Location of Controlling Flexure and Axial Load
Critical Load Combination: 57) 0.9D + 1.6H + 1.0W
x/H = 0.500 from bottom of wall
Moment utilization ratio = 0.846
Vu = 0. lb/ft
MLu = 18,250 lb-in./ft
Pu = 653.4 lb/ft at en = 0. in
Deltau = 3.008 in
MTu = MLu + Puen + Pu(Deltau) = 20,220 lb-in/ft
P = 0. lb/ft at en = 0. in
V = 0. lb/ft
ML = 0. lb-in/ft
Ultimate Moment Capacity = 23,880 lb-in/ft (1,990 lb-ft/ft) at this axial load
Ultimate Shear Capacity = 3,403 lb/ft at this location
The wall is adequate for these critical section forces.
Section Forces at the Location of Controlling Shearing Force
Critical Load Combination: 57) 0.9D + 1.6H + 1.0W
x/H = 0.970 from bottom of wall
Vu = -231.9 lb/ft
MLu = 2,125 lb-in./ft
Pu = 225.3 lb/ft at en = 0. in
Deltau = 0.266 in
MTu = MLu + Puen + Pu(Deltau) = 2,185 lb-in/ft
P = 0. lb/ft at en = 0. in
V = 0. lb/ft
ML = 0. lb-in/ft
Ultimate Moment Capacity = 22,410 lb-in/ft at this axial load
Ultimate Shear Capacity = 3,317 lb/ft at this location
The wall is adequate for these critical section forces.
These were found to be load cases that controlled the design.
The flexural, shear and axial forces shown are those occurring
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry Association
Western States Clay Product Association
Brick Industry Association
International Code Council
Masonry 6.0
(Release 6.0.1)
Prjct: Calvin Engineering addition
Topic: wall 2 out of plane
Page:
Name: Joel Smit
Date: 4-4-14
Chkd: Bethany Goodrich
at the critical section for the case controlled by flexure and
at the critical section for the case controlled by shear.
Design Calculations: Section with Controlling Bending Moment and Axial Load
Section Design Forces Used
Vu = 0. lb/ft (Computed from Loads)
MLu = 18,250 lb-in./ft (Computed from Loads)
Pu = 653.4 lb/ft at e = 0. in (Computed from Loads)
Wall Axial Design Data
Pu max = 18,560 lbs/ft (Code Equation 3-17 or 3-18)
Maximum Permitted Axial Load for Combination D+0.75L+0.525Qe = 15,990 lbs/ft (MSJC 3.3.3.5.1)
P at the bottom of the wall for this combination 1,232.1 lbs/ft
Wall Flexural Design Data
As Required = 0.361 sq.in. in each grouted cell
As Provided = 0.440 sq.in.
Rhomin = 0.
Wall Flexural Capacity with Specified Steel
a = 0.381 in.
d = 3.813 in.
Mn = 26,530 lb-in/ft
Mu available = 0.900(26,530) = 23,880 lb-in/ft (1,990 lb-ft/ft)
fr = 57.17 psi
Igr = 332.0 in4/ft
Shear Design Data
Vn max = 7,272 lbs/ft (Section 3.3.4.1.2)
Vnm = 4,254 lbs/ft (Section 3.3.4.1.2.1)
Maximum available Vu is the lesser of:
Vu max = 0.800(7,272) = 5,817 lbs/ft
Vu max = 0.800(4,254 + 0.) = 3,403 lbs/ft CONTROLS (Note: Vns = 0 for walls with out-of-plane loading.)
Service Load Deflection Limitations (MSJC 3.3.5.4)
Maximum permitted service load deflection = 0.007(H) = 0.007(296.0) = 2.072 in
Maximum service load deflection = 1.1794 in
Load combination with maximum deflection: 0.6D + H + 0.6W
Development and Splice Lengths for Longitudinal Reinforcement
![Page 116: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/116.jpg)
MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry Association
Western States Clay Product Association
Brick Industry Association
International Code Council
Masonry 6.0
(Release 6.0.1)
Prjct: Calvin Engineering addition
Topic: wall 2 out of plane
Page:
Name: Joel Smit
Date: 4-4-14
Chkd: Bethany Goodrich
K = 3.4375 in.
Required Development Length: ld = 37.10 in.
Required Lap Splice Length: = 37.10 in. (27.00 in. with Asc = 0.0577 in2 MSJC 2.1.7.7.1.2)
Lap Splice Length = 28.51 with #2 Bars
Some codes may require epoxy-coated reinforcement to have longer development and splice lengths.
![Page 117: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/117.jpg)
MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry Association
Western States Clay Product Association
Brick Industry Association
International Code Council
Masonry 6.0
(Release 6.0.1)
Prjct: Calvin Engineering addition
Topic: wall 2 out of plane
Page:
Name: Joel Smit
Date: 4-4-14
Chkd: Bethany Goodrich
Reinforced Wall Interaction Diagram
Using the 2012 IBC Strength Design Code
Critical Section ForcesMasonry Unit Size = 8 in. (Partially grouted)
Reinforcement Spacing = 48.00 in.
fy = 60.00 ksi f'm = 2,000 psi
As = 0.440 sq.in. x = 3.813 in. H = 296.0 in. (24.67 ft)
-7000 -5600 -4200 -2800 -1400 0 1400 2800 4200 5600 7000
-6000
-4000
-2000
0
2000
4000
6000
8000
10000
12000
14000
16000
18000
20000
Total Moment, Mu (lb-ft/ft)
Axial Compression, Pu (lbs/ft) USE FOR PRELIMINARY DESIGN ONLY.
![Page 118: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/118.jpg)
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 3Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
Strength Design of a Reinforced Concrete Masonry ShearwallUsing the 2012 IBC Strength Design Code
P
MV
L
H
End Zone Middle Zone
CL
t
Rci
Material and Construction Data8 in. units, Partial grout, running bondWall Weight = 41.03 psfType S Masonry cement / Air-entrained PCL Mortar, Coarse GroutMasonry Density = 115.0 pcff'm = 2,000g psi (Specified)Em = 900f'm = 1,800,000 psiFy = 60,000 psiEs = 29,000,000 psi
Shear Wall Design DetailsThickness = 7.625 in.Height = 296.0 in. (24.67 ft)Length = 360.0 in. (30 ft)x = 3.813 in.Endzone Length: So = 0 in = 0 ft (1 #5 Bars in each cell)Middlezone Grouted Cell Spacing: 48 in OCMiddlezone Steel Spacing: 48 in OC (1 #5 Bars in each cell with reinforcement)This shear wall has an aspect ratio of 0.82 and may be a deep beam following the provisions of ACI 318.Ao = 162.6 sq.in.Io = 1,407 in4
ro = 2.858 in.Slenderness Reduction Factor = 0.396
Location of Reinforcing Bars
Bar Ri RCi As1 356 176 0.312 308 128 0.313 260 80 0.314 212 32 0.315 180 -0 0.316 148 -32 0.317 100 -80 0.318 52 -128 0.319 4 -176 0.31
The Specified Loads Acting
P (k) M (k-in) V (k)
![Page 120: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/120.jpg)
MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 3Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
Dead 6.6 0 0Live 0 0 0Soil 0 0 0Fluid 0 0 0Wind 0 0 6.5Seismic 0 0 2.6Roof 0 0 0Rain 0 0 0Snow 6.6 0 0
f1 = 0.500f2 = 0.200
f3 = 0.f4 = 0.
Controlling load case for bending moment: 0.9D + 1.6H + 1.0WControlling x/H ratio for bending moment: 0.Mu = 1,924.0 kip-in (160.3 kip-ft)Vu = 6.500 kipsPu = 33.27 kipsM = 404.04 kip-in (33.67 kip-ft)V = 1.364 kipsP = 36.96 kipsControlling bending moment capacity: 31018.32 kip-in (2584.86 kip-ft)
Controlling load case for shearing force: 0.9D + 1.6H + 1.0WControlling x/H ratio for shearing force: 0.Ratio of Vu to phi(Vnm): 0.0529Mu = 1,924.0 kip-in (160.3 kip-ft)Vu = 6.500 kipsPu = 33.27 kipsM = 404.04 kip-in (33.67 kip-ft)V = 1.364 kipsP = 36.96 kips
The following design calculations are for the section with controlling bending moment
Section Design Forces UsedPu = 33.27 kipsMu = 1,924 kip-inVu = 6.500 kipsP = 36.96 kips
![Page 121: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/121.jpg)
MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 3Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
M = 404.0 kip-inV = 1.364 kips
Wall Flexural Design DataMaximum Pn = 642.4 kips based on slenderness (MSJC 3.3.4.1.1)Maximum Pu = 0.9(642.4) = 578.1 kips based on slenderness (MSJC 3.3.4.1.1)Check Pu for the load condition D+0.75L+0.525Qe.Pu max = 520.3 kips for normal reinforced shear walls (MSJC 3.3.3.5)Pu for this load condition = 36.96 kips. This criteria is satisfied.
Mn = 34,460 kip-in (2872 kip-ft) for Design PuMu available = 0.9(3.446e+004) = 31,020 kip-in (2585 kip-ft)
Wall Shear Design DataDesign as a normal shear wallVn max = 253.9 kips (Section 3.3.4.1.2)Vnm = 153.7 kips (Section 3.3.4.1.2.1)Vns = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(253.9) = 203.1 kipsVu max = 0.8(153.7 + 0) = 122.9 kips CONTROLS
Development and Splice Lengths for EndZone Longitudinal ReinforcementK = 3.5000 in.Required Development Length: ld = 19.47 in.Required Lap Splice Length: = 19.47 in. (Cannot be reduced MSJC 2.1.7.7.1.2)
Development and Splice Lengths for MidZone Longitudinal ReinforcementK = 3.5000 in.Required Development Length: ld = 19.47 in.Required Lap Splice Length: = 19.47 in. (Cannot be reduced MSJC 2.1.7.7.1.2)Some codes may require epoxy-coated reinforcement to have longer development and splice lengths.
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 3Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
Reinforced Masonry Shear Wall Interaction DiagramUsing the 2012 IBC Strength Design Code
Critical Section ForcesCMU Size = 8 in.fm' = 2,000 psiH = 296.0 in. (24.67 ft)Slenderness Reduction Factor = 0.396
0. 730.0 1,460 2,190 2,920 3,650 4,380 5,110 5,840 6,570 7,300-570.0
-380.0
-190.0
0.
190.0
380.0
570.0
760.0
950.0
1,140
1,330
1,520
1,710
1,900
Total Moment, Mu (kip-ft)
Axial Compression, Pu (kips) USE FOR PRELIMINARY DESIGN ONLY.
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MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 4Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
Strength Design of a Reinforced Concrete Masonry ShearwallUsing the 2012 IBC Strength Design Code
P
MV
L
H
End Zone Middle Zone
CL
t
Rci
Material and Construction Data8 in. units, Partial grout, running bondWall Weight = 41.03 psfType S Masonry cement / Air-entrained PCL Mortar, Coarse GroutMasonry Density = 115.0 pcff'm = 2,000g psi (Specified)Em = 900f'm = 1,800,000 psiFy = 60,000 psiEs = 29,000,000 psi
Shear Wall Design DetailsThickness = 7.625 in.Height = 296.0 in. (24.67 ft)Length = 960.0 in. (80 ft)x = 3.813 in.Endzone Length: So = 0 in = 0 ft (1 #5 Bars in each cell)Middlezone Grouted Cell Spacing: 48 in OCMiddlezone Steel Spacing: 48 in OC (1 #5 Bars in each cell with reinforcement)This shear wall has an aspect ratio of 0.31 and may be a deep beam following the provisions of ACI 318.Ao = 162.6 sq.in.Io = 1,407 in4
ro = 2.858 in.Slenderness Reduction Factor = 0.396
Location of Reinforcing Bars
Bar Ri RCi As1 956 476 0.312 908 428 0.313 860 380 0.314 812 332 0.315 764 284 0.316 716 236 0.317 668 188 0.318 620 140 0.319 572 92 0.3110 524 44 0.3111 480 -0 0.3112 436 -44 0.3113 388 -92 0.31
![Page 125: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/125.jpg)
MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 4Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
14 340 -140 0.3115 292 -188 0.3116 244 -236 0.3117 196 -284 0.3118 148 -332 0.3119 100 -380 0.3120 52 -428 0.3121 4 -476 0.31
The Specified Loads Acting
P (k) M (k-in) V (k)Dead 162 0 0Live 80 0 0Soil 0 0 0Fluid 0 0 0Wind 0 0 21.3Seismic 0 0 8.6Roof 0 0 0Rain 0 0 0Snow 144 0 0
f1 = 0.500f2 = 0.200
f3 = 0.f4 = 0.
Controlling load case for bending moment: 0.9D + 1.6H + 1.0WControlling x/H ratio for bending moment: 0.Mu = 6,304.8 kip-in (525.4 kip-ft)Vu = 21.30 kipsPu = 218.7 kipsM = 1,336.4 kip-in (111.4 kip-ft)V = 4.514 kipsP = 303.0 kipsControlling bending moment capacity: 244541.90 kip-in (20378.49 kip-ft)
Controlling load case for shearing force: 0.9D + 1.6H + 1.0WControlling x/H ratio for shearing force: 0.Ratio of Vu to phi(Vnm): 0.0476Mu = 6,304.8 kip-in (525.4 kip-ft)Vu = 21.30 kips
![Page 126: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/126.jpg)
MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry Association
Western States Clay Product Association
Brick Industry Association
International Code Council
Masonry 6.0
(Release 6.0.1)
Prjct: Calvin Engineering Bldg Add
Topic: wall 4
Page:
Name: Joel Smit
Date: 4-4-14
Chkd: Bethany Goodrich
Pu = 218.7 kips
M = 1,336.4 kip-in (111.4 kip-ft)
V = 4.514 kips
P = 303.0 kips
The following design calculations are for the section with controlling bending moment
Section Design Forces Used
Pu = 218.7 kips
Mu = 6,305 kip-in
Vu = 21.30 kips
P = 303.0 kips
M = 1,336 kip-in
V = 4.514 kips
Wall Flexural Design Data
Maximum Pn = 1,651 kips based on slenderness (MSJC 3.3.4.1.1)
Maximum Pu = 0.9(1651) = 1,486 kips based on slenderness (MSJC 3.3.4.1.1)
Check Pu for the load condition D+0.75L+0.525Qe.
Pu max = 1,337 kips for normal reinforced shear walls (MSJC 3.3.3.5)
Pu for this load condition = 303.0 kips. This criteria is satisfied.
Mn = 271,700 kip-in (2.264e+004 kip-ft) for Design Pu
Mu available = 0.9(2.717e+005) = 244,500 kip-in (2.038e+004 kip-ft)
Wall Shear Design Data
Design as a normal shear wall
Vn max = 852.3 kips (Section 3.3.4.1.2)
Vnm = 559.3 kips (Section 3.3.4.1.2.1)
Vns = 0 kips
A v /s = 0 in.
Maximum available Vu is the lesser of:
Vu max = 0.8(852.3) = 681.9 kips
Vu max = 0.8(559.3 + 0) = 447.5 kips CONTROLS
Development and Splice Lengths for EndZone Longitudinal Reinforcement
K = 3.5000 in.
Required Development Length: ld = 19.47 in.
Required Lap Splice Length: = 19.47 in. (Cannot be reduced MSJC 2.1.7.7.1.2)
Development and Splice Lengths for MidZone Longitudinal Reinforcement
K = 3.5000 in.
Required Development Length: ld = 19.47 in.
![Page 127: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/127.jpg)
MASONRY DESIGN SYSTEM FOR CONCRETE AND CLAY MASONRYThe National Concrete Masonry AssociationWestern States Clay Product Association
Brick Industry AssociationInternational Code Council
Masonry 6.0 (Release 6.0.1)
Prjct: Calvin Engineering Bldg AddTopic: wall 4Page:
Name: Joel SmitDate: 4-4-14Chkd: Bethany Goodrich
Reinforced Masonry Shear Wall Interaction DiagramUsing the 2012 IBC Strength Design Code
Critical Section ForcesCMU Size = 8 in.fm' = 2,000 psiH = 296.0 in. (24.67 ft)Slenderness Reduction Factor = 0.396
0. 4,930 9,860 14,790 19,720 24,650 29,580 34,510 39,440 44,370 49,300-1,410
-940.0
-470.0
0.
470.0
940.0
1,410
1,880
2,350
2,820
3,290
3,760
4,230
4,700
Total Moment, Mu (kip-ft)
Axial Compression, Pu (kips) USE FOR PRELIMINARY DESIGN ONLY.
![Page 128: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/128.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 1 1
Engineering Building Expansion
Calvin College
JPS 08-Apr-14 BLG
08-Apr-2014 15:52Steel Shear Wall System.std
Print Time/Date: 09/04/2014 15:45 Print Run 1 of 5STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Job Information Engineer Checked Approved
Name: JPS BLG
Date: 08-Apr-14
Comments
This is the model for the steel shear wall system for the north face of the expansion.
Structure Type SPACE FRAME
Number of Nodes 12 Highest Node 12
Number of Elements 17 Highest Beam 17
Number of Basic Load Cases 2
Number of Combination Load Cases 1
Included in this printout are data for:All The Whole Structure
Included in this printout are results for load cases:Type L/C Name
Combination 3 1.2DL + 1.0WL
3
17
1 78
16
2
15
9 610
14
4
13
5 1211
1210
11
8
9
6
7
4
5
2
31
Load 1X
Y
Z
Whole Structure
![Page 129: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/129.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 2 1
Engineering Building Expansion
Calvin College
JPS 08-Apr-14 BLG
08-Apr-2014 15:52Steel Shear Wall System.std
Print Time/Date: 09/04/2014 15:45 Print Run 2 of 5STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
HSST9X9X0.188
W16X57
HSST9X9X0.188 HSSP6.625X0.5HSSP6.625X0.5
W16X57
HSST9X9X0.188
W16X57
HSSP6.625X0.5 HSST9X9X0.188HSSP6.625X0.5
W16X57
HSST9X9X0.188
W16X57
HSST9X9X0.188 HSSP6.625X0.5HSSP6.625X0.5
Load 1X
Y
Z
Whole Structure
3
17
1 78
16
2
15
9 610
14
4
13
5 1211
1210
11
8
9
6
7
4
5
2
31
Load 3X
Y
Z
Loads
![Page 130: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/130.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 3 1
Engineering Building Expansion
Calvin College
JPS 08-Apr-14 BLG
08-Apr-2014 15:52Steel Shear Wall System.std
Print Time/Date: 09/04/2014 15:45 Print Run 3 of 5STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
BeamsBeam Node A Node B Length
(ft)
Property ββββ
(degrees)
1 1 2 25.000 2 0
2 3 4 25.000 2 0
3 5 6 25.000 2 0
4 7 8 25.000 2 0
5 9 10 25.000 2 0
6 11 12 25.000 2 0
7 2 3 32.016 3 0
8 4 1 32.016 3 0
9 5 8 32.016 3 0
10 7 6 32.016 3 0
11 9 12 32.016 3 0
12 11 10 32.016 3 0
13 11 9 20.000 1 0
14 9 7 20.000 1 0
15 7 5 20.000 1 0
16 5 3 20.000 1 0
17 3 1 20.000 1 0
Basic Load CasesNumber Name
1 ROOF DEAD LOAD
2 WIND LOAD
Combination Load CasesComb. Combination L/C Name Primary Primary L/C Name Factor
3 1.2DL + 1.0WL 1 ROOF DEAD LOAD 1.20
2 WIND LOAD 1.00
Beam Loads : 1 ROOF DEAD LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
13 UNI lbf/ft GY -3.86 E +3 - - - -
14 UNI lbf/ft GY -3.86 E +3 - - - -
15 UNI lbf/ft GY -3.86 E +3 - - - -
16 UNI lbf/ft GY -3.86 E +3 - - - -
17 UNI lbf/ft GY -3.86 E +3 - - - -
![Page 131: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/131.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 4 1
Engineering Building Expansion
Calvin College
JPS 08-Apr-14 BLG
08-Apr-2014 15:52Steel Shear Wall System.std
Print Time/Date: 09/04/2014 15:45 Print Run 4 of 5STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beam Loads : 2 WIND LOADBeam Type Direction Fa Da
(ft)
Fb Db Ecc.
(ft)
6 CON kip GX -17.500 0.000 - - -
Reactions Horizontal Vertical Horizontal Moment
Node L/C FX
(kip)
FY
(kip)
FZ
(kip)
MX
(kip-in)
MY
(kip-in)
MZ
(kip-in)
2 3:1.2DL + 1.0WL 35.833 67.668 0.000 0.000 0.000 -87.125
4 3:1.2DL + 1.0WL -11.122 73.189 0.000 0.000 0.000 17.529
6 3:1.2DL + 1.0WL 32.758 97.239 0.000 0.000 0.000 -7.071
8 3:1.2DL + 1.0WL -27.394 84.599 0.000 0.000 0.000 2.252
10 3:1.2DL + 1.0WL 17.567 87.803 0.000 0.000 0.000 -23.195
12 3:1.2DL + 1.0WL -30.142 52.702 0.000 0.000 0.000 83.470
Beam End ForcesSign convention is as the action of the joint on the beam.
Axial Shear Torsion BendingBeam Node L/C Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip-in)
My
(kip-in)
Mz
(kip-in)
1 1 3:1.2DL + 1.0WL 23.964 -0.870 0.000 0.000 0.000 -173.889
2 3:1.2DL + 1.0WL -23.964 0.870 0.000 0.000 0.000 -87.125
2 3 3:1.2DL + 1.0WL 59.510 0.179 0.000 0.000 0.000 36.031
4 3:1.2DL + 1.0WL -59.510 -0.179 0.000 0.000 0.000 17.529
3 5 3:1.2DL + 1.0WL 56.370 -0.062 0.000 0.000 0.000 -11.642
6 3:1.2DL + 1.0WL -56.370 0.062 0.000 0.000 0.000 -7.071
4 7 3:1.2DL + 1.0WL 50.395 0.031 0.000 0.000 0.000 6.932
8 3:1.2DL + 1.0WL -50.395 -0.031 0.000 0.000 0.000 2.252
5 9 3:1.2DL + 1.0WL 66.116 -0.217 0.000 0.000 0.000 -42.044
10 3:1.2DL + 1.0WL -66.116 0.217 0.000 0.000 0.000 -23.195
6 11 3:1.2DL + 1.0WL 16.092 18.354 0.000 0.000 0.000 172.754
12 3:1.2DL + 1.0WL -16.092 -0.854 0.000 0.000 0.000 83.470
7 2 3:1.2DL + 1.0WL 55.968 -0.000 0.000 0.000 0.000 0.000
3 3:1.2DL + 1.0WL -55.968 0.000 0.000 0.000 0.000 0.000
8 4 3:1.2DL + 1.0WL 17.518 -0.000 0.000 0.000 0.000 0.000
1 3:1.2DL + 1.0WL -17.518 0.000 0.000 0.000 0.000 0.000
9 5 3:1.2DL + 1.0WL 43.803 0.000 0.000 0.000 0.000 0.000
8 3:1.2DL + 1.0WL -43.803 -0.000 0.000 0.000 0.000 0.000
10 7 3:1.2DL + 1.0WL 52.339 0.000 0.000 0.000 0.000 0.000
6 3:1.2DL + 1.0WL -52.339 -0.000 0.000 0.000 0.000 0.000
11 9 3:1.2DL + 1.0WL 46.883 0.000 0.000 0.000 0.000 0.000
12 3:1.2DL + 1.0WL -46.883 -0.000 0.000 0.000 0.000 0.000
12 11 3:1.2DL + 1.0WL 27.772 -0.000 0.000 0.000 0.000 0.000
10 3:1.2DL + 1.0WL -27.772 0.000 0.000 0.000 0.000 0.000
![Page 132: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/132.jpg)
Academic license user Calvin College
Job Title
Client
Job No Sheet No Rev
Part
Ref
By Date Chd
File Date/Time
2013.01 5 1
Engineering Building Expansion
Calvin College
JPS 08-Apr-14 BLG
08-Apr-2014 15:52Steel Shear Wall System.std
Print Time/Date: 09/04/2014 15:45 Print Run 5 of 5STAAD.Pro V8i (SELECTseries 4)/Academic 20.07.09.31
Beam End Forces Cont... Axial Shear Torsion Bending
Beam Node L/C Fx
(kip)
Fy
(kip)
Fz
(kip)
Mx
(kip-in)
My
(kip-in)
Mz
(kip-in)
13 11 3:1.2DL + 1.0WL 1.005 37.779 0.000 0.000 0.000 172.754
9 3:1.2DL + 1.0WL -1.005 54.861 0.000 0.000 0.000 -2.22 E +3
14 9 3:1.2DL + 1.0WL 30.075 47.864 0.000 0.000 0.000 2.18 E +3
7 3:1.2DL + 1.0WL -30.075 44.776 0.000 0.000 0.000 -1.81 E +3
15 7 3:1.2DL + 1.0WL -2.590 46.488 0.000 0.000 0.000 1.82 E +3
5 3:1.2DL + 1.0WL 2.590 46.152 0.000 0.000 0.000 -1.78 E +3
16 5 3:1.2DL + 1.0WL 24.711 44.423 0.000 0.000 0.000 1.76 E +3
3 3:1.2DL + 1.0WL -24.711 48.217 0.000 0.000 0.000 -2.22 E +3
17 3 3:1.2DL + 1.0WL -10.073 54.997 0.000 0.000 0.000 2.26 E +3
1 3:1.2DL + 1.0WL 10.073 37.643 0.000 0.000 0.000 -173.889
Utilization RatioBeam Analysis
Property
Design
Property
Actual
Ratio
Allowable
Ratio
Ratio
(Act./Allow.)
Clause L/C Ax
(in2)
Iz
(in4)
Iy
(in4)
Ix
(in4)
1 HSST9X9X0.188HSST9X9X0.188 0.351 1.000 0.351 Eq. H1-1b 3 6.060 78.200 78.200 121.000
2 HSST9X9X0.188HSST9X9X0.188 0.467 1.000 0.467 Eq. H1-1a 3 6.060 78.200 78.200 121.000
3 HSST9X9X0.188HSST9X9X0.188 0.411 1.000 0.411 Eq. H1-1a 3 6.060 78.200 78.200 121.000
4 HSST9X9X0.188HSST9X9X0.188 0.363 1.000 0.363 Eq. H1-1a 3 6.060 78.200 78.200 121.000
5 HSST9X9X0.188HSST9X9X0.188 0.521 1.000 0.521 Eq. H1-1a 3 6.060 78.200 78.200 121.000
6 HSST9X9X0.188HSST9X9X0.188 0.322 1.000 0.322 Eq. H1-1b 3 6.060 78.200 78.200 121.000
7 HSSP6.625X0.5HSSP6.625X0.5 0.852 1.000 0.852 Sec. E1 3 9.000 42.900 42.900 85.800
8 HSSP6.625X0.5HSSP6.625X0.5 0.267 1.000 0.267 Sec. E1 3 9.000 42.900 42.900 85.800
9 HSSP6.625X0.5HSSP6.625X0.5 0.667 1.000 0.667 Sec. E1 3 9.000 42.900 42.900 85.800
10 HSSP6.625X0.5HSSP6.625X0.5 0.797 1.000 0.797 Sec. E1 3 9.000 42.900 42.900 85.800
11 HSSP6.625X0.5HSSP6.625X0.5 0.714 1.000 0.714 Sec. E1 3 9.000 42.900 42.900 85.800
12 HSSP6.625X0.5HSSP6.625X0.5 0.423 1.000 0.423 Sec. E1 3 9.000 42.900 42.900 85.800
13 W16X57 W16X57 0.866 1.000 0.866 Eq. H1-1b 3 16.800 758.000 43.100 2.220
14 W16X57 W16X57 0.938 1.000 0.938 Eq. H1-1b 3 16.800 758.000 43.100 2.220
15 W16X57 W16X57 0.709 1.000 0.709 Eq. H1-1b 3 16.800 758.000 43.100 2.220
16 W16X57 W16X57 0.938 1.000 0.938 Eq. H1-1b 3 16.800 758.000 43.100 2.220
17 W16X57 W16X57 0.885 1.000 0.885 Eq. H1-1b 3 16.800 758.000 43.100 2.220
![Page 133: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/133.jpg)
![Page 134: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/134.jpg)
Team 5 Kendra Altena
Mitchell Feria
Bethany Goodrich
Joel Smit
Interior Masonry Wall Design
![Page 135: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/135.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Strength Design of a Reinforced Masonry ShearwallUsing the 2000 IBC Strength Design Code
Material and Construction Data8 in. CMU, Partial grout, running bondWall Weight = 41 psf (From Tables)Type S mortar Masonry cement / Air-entrained PCL Mortar, Coarse GroutCMU Concrete Density = 115 pcfUnit Compressive Strength = 2800 psif'm = 2000 psi (From Tables)Em = 900f'm = 1800000 psi
Wall Design DetailsThickness = 7.625 in.Height = 180 in. (15 ft)Length = 360 in. (30 ft)x = 3.813 in.Endzone Length: So = 0 in = 0 ft (#5 Bars)Middlezone Grouted Cell Spacing: 48 in OCMiddlezone Steel Spacing: 48 in OC (#5 Bars)
Location of Reinforcing Bars
Bar Ri RCi As1 356 176 0.312 308 128 0.313 260 80 0.314 212 32 0.315 148 -32 0.316 100 -80 0.317 52 -128 0.318 4 -176 0.31
The Specified Loads Acting
P (k) M (k-in) V (k)Dead 16.92 0 0Live 0 0 0Soil 0 0 0Fluid 0 0 0Wind 0 0 0Seismic 0 0 0
![Page 136: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/136.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Roof 0 0 0Rain 0 0 0Snow 0 0 0
f1 = 0.5f2 = 0.2
Controlling load case for bending moment: 1.4DControlling x/H ratio for bending moment: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 49.518 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 35.37 kipsControlling bending moment capacity: 0.00 kip-in (0.00 kip-ft)
Controlling load case for shearing force: 1.4DControlling x/H ratio for shearing force: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 49.518 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 35.37 kips
The following design calculations are for the section with controlling bending moment
Section Design Forces UsedPu = 49.518 kipsMu = 0 kip-inVu = 0 kipsP = 35.37 kipsM = 0 kip-inV = 0 kips
Wall Flexural Design DataPb = 992.775 kips (Cb = 194.792 in)Maximum Pn = 1785.75 kips (Section 2108.9.5.4)Maximum Available Pu = 0.65(1785.75) = 1160.74 kips (Section 2108.9.5.4)Maximum Pu = 232.965 kips (Section 2108.9.2.13.1)Mn = 36113.1 kip-in (3009.43 kip-ft) for Design Pu
![Page 137: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/137.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
n uMu available = 0.809676(36113.133) = 29239.9 kip-in (2436.66 kip-ft)
Wall Shear Design DataVn max = 219.7 kips (Section 2108.9.3.5.2)Vm = 132.4 kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(219.7) = 175.7 kipsVu max = 0.8(132.4 + 0) = 105.9 kips CONTROLS
Wall Shear Design Data--At 1.25MnVn max = 219.7 kips (Section 2108.9.3.5.2)Vm = 1.#IO kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(219.7) = 175.7 kips CONTROLSVu max = 0.8(1.#IO + 0) = 1.#IO kips
![Page 138: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/138.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Reinforced Masonry Shear Wall Interaction DiagramUsing the 2000 IBC Strength Design Code
Critical Section ForcesCMU Size = 8 in.fm' = 2000 psiH = 180 in. (15 ft)
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000-450
-300
-150
0
150
300
450
600
750
900
1050
1200
1350
1500
Total Moment, Mu (kip-ft)
Axial Compression, Pu (kips) USE FOR PRELIMINARY DESIGN ONLY.
![Page 139: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/139.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Strength Design of a Reinforced Masonry ShearwallUsing the 2000 IBC Strength Design Code
Material and Construction Data8 in. CMU, Partial grout, running bondWall Weight = 41 psf (From Tables)Type S mortar Masonry cement / Air-entrained PCL Mortar, Coarse GroutCMU Concrete Density = 115 pcfUnit Compressive Strength = 2800 psif'm = 2000 psi (From Tables)Em = 900f'm = 1800000 psi
Wall Design DetailsThickness = 7.625 in.Height = 180 in. (15 ft)Length = 660 in. (55 ft)x = 3.813 in.Endzone Length: So = 0 in = 0 ft (#5 Bars)Middlezone Grouted Cell Spacing: 48 in OCMiddlezone Steel Spacing: 48 in OC (#5 Bars)
Location of Reinforcing Bars
Bar Ri RCi As1 656 326 0.312 608 278 0.313 560 230 0.314 512 182 0.315 464 134 0.316 416 86 0.317 368 38 0.318 292 -38 0.319 244 -86 0.3110 196 -134 0.3111 148 -182 0.3112 100 -230 0.3113 52 -278 0.3114 4 -326 0.31
The Specified Loads Acting
P (k) M (k-in) V (k)
![Page 140: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/140.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Dead 194.92 0 0Live 0 0 0Soil 0 0 0Fluid 0 0 0Wind 0 0 0Seismic 0 0 0Roof 0 0 0Rain 0 0 0Snow 0 0 0
f1 = 0.5f2 = 0.2
Controlling load case for bending moment: 1.4DControlling x/H ratio for bending moment: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 320.243 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 228.745 kipsControlling bending moment capacity: 0.00 kip-in (0.00 kip-ft)
Controlling load case for shearing force: 1.4DControlling x/H ratio for shearing force: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 320.243 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 228.745 kips
The following design calculations are for the section with controlling bending moment
Section Design Forces UsedPu = 320.243 kipsMu = 0 kip-inVu = 0 kipsP = 228.745 kipsM = 0 kip-inV = 0 kips
![Page 141: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/141.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Wall Flexural Design DataPb = 1805.76 kips (Cb = 358.943 in)Maximum Pn = 3227.06 kips (Section 2108.9.5.4)Maximum Available Pu = 0.65(3227.06) = 2097.59 kips (Section 2108.9.5.4)Maximum Pu = 371.179 kips (Section 2108.9.2.13.1)Mn = 199651 kip-in (16637.6 kip-ft) for Design PuMu available = 0.706006(199650.91) = 140955 kip-in (11746.2 kip-ft)
Wall Shear Design DataVn max = 397.8 kips (Section 2108.9.3.5.2)Vm = 281 kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(397.8) = 318.3 kipsVu max = 0.8(281 + 0) = 224.8 kips CONTROLS
Wall Shear Design Data--At 1.25MnVn max = 397.8 kips (Section 2108.9.3.5.2)Vm = 1.#IO kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(397.8) = 318.3 kips CONTROLSVu max = 0.8(1.#IO + 0) = 1.#IO kips
![Page 142: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/142.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Reinforced Masonry Shear Wall Interaction DiagramUsing the 2000 IBC Strength Design Code
Critical Section ForcesCMU Size = 8 in.fm' = 2000 psiH = 180 in. (15 ft)
0 1930 3860 5790 7720 9650 11580 13510 15440 17370 19300-810
-540
-270
0
270
540
810
1080
1350
1620
1890
2160
2430
2700
Total Moment, Mu (kip-ft)
Axial Compression, Pu (kips) USE FOR PRELIMINARY DESIGN ONLY.
![Page 143: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/143.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Strength Design of a Reinforced Masonry ShearwallUsing the 2000 IBC Strength Design Code
Material and Construction Data8 in. CMU, Partial grout, running bondWall Weight = 41 psf (From Tables)Type S mortar Masonry cement / Air-entrained PCL Mortar, Coarse GroutCMU Concrete Density = 115 pcfUnit Compressive Strength = 2800 psif'm = 2000 psi (From Tables)Em = 900f'm = 1800000 psi
Wall Design DetailsThickness = 7.625 in.Height = 180 in. (15 ft)Length = 180 in. (15 ft)x = 3.813 in.Endzone Length: So = 0 in = 0 ft (#5 Bars)Middlezone Grouted Cell Spacing: 48 in OCMiddlezone Steel Spacing: 48 in OC (#5 Bars)
Location of Reinforcing Bars
Bar Ri RCi As1 176 86 0.312 128 38 0.313 52 -38 0.314 4 -86 0.31
The Specified Loads Acting
P (k) M (k-in) V (k)Dead 67.5 0 0Live 0 0 0Soil 0 0 0Fluid 0 0 0Wind 0 0 0Seismic 0 0 0Roof 0 0 0Rain 0 0 0Snow 0 0 0
![Page 144: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/144.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
f1 = 0.5f2 = 0.2
Controlling load case for bending moment: 1.4DControlling x/H ratio for bending moment: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 107.415 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 76.725 kipsControlling bending moment capacity: 0.00 kip-in (0.00 kip-ft)
Controlling load case for shearing force: 1.4DControlling x/H ratio for shearing force: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 107.415 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 76.725 kips
The following design calculations are for the section with controlling bending moment
Section Design Forces UsedPu = 107.415 kipsMu = 0 kip-inVu = 0 kipsP = 76.725 kipsM = 0 kip-inV = 0 kips
Wall Flexural Design DataPb = 490.28 kips (Cb = 96.3019 in)Maximum Pn = 892.874 kips (Section 2108.9.5.4)Maximum Available Pu = 0.65(892.874) = 580.368 kips (Section 2108.9.5.4)Maximum Pu = 124.066 kips (Section 2108.9.2.13.1)Mn = 18568.5 kip-in (1547.38 kip-ft) for Design PuMu available = 0.674729(18568.537) = 12528.7 kip-in (1044.06 kip-ft)
Wall Shear Design DataVn max = 109.8 kips (Section 2108.9.3.5.2)
![Page 145: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/145.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
n maxVm = 80.96 kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(109.8) = 87.87 kipsVu max = 0.8(80.96 + 0) = 64.77 kips CONTROLS
Wall Shear Design Data--At 1.25MnVn max = 109.8 kips (Section 2108.9.3.5.2)Vm = 1.#IO kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(109.8) = 87.87 kips CONTROLSVu max = 0.8(1.#IO + 0) = 1.#IO kips
![Page 146: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/146.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Reinforced Masonry Shear Wall Interaction DiagramUsing the 2000 IBC Strength Design Code
Critical Section ForcesCMU Size = 8 in.fm' = 2000 psiH = 180 in. (15 ft)
0 170 340 510 680 850 1020 1190 1360 1530 1700-240
-160
-80
0
80
160
240
320
400
480
560
640
720
800
Total Moment, Mu (kip-ft)
Axial Compression, Pu (kips) USE FOR PRELIMINARY DESIGN ONLY.
![Page 147: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/147.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Strength Design of a Reinforced Masonry ShearwallUsing the 2000 IBC Strength Design Code
Material and Construction Data8 in. CMU, Partial grout, running bondWall Weight = 41 psf (From Tables)Type S mortar Masonry cement / Air-entrained PCL Mortar, Coarse GroutCMU Concrete Density = 115 pcfUnit Compressive Strength = 2800 psif'm = 2000 psi (From Tables)Em = 900f'm = 1800000 psi
Wall Design DetailsThickness = 7.625 in.Height = 180 in. (15 ft)Length = 360 in. (30 ft)x = 3.813 in.Endzone Length: So = 0 in = 0 ft (#5 Bars)Middlezone Grouted Cell Spacing: 48 in OCMiddlezone Steel Spacing: 48 in OC (#5 Bars)
Location of Reinforcing Bars
Bar Ri RCi As1 356 176 0.312 308 128 0.313 260 80 0.314 212 32 0.315 148 -32 0.316 100 -80 0.317 52 -128 0.318 4 -176 0.31
The Specified Loads Acting
P (k) M (k-in) V (k)Dead 129.3 0 0Live 0 0 0Soil 0 0 0Fluid 0 0 0Wind 0 0 0Seismic 0 0 0
![Page 148: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/148.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Roof 0 0 0Rain 0 0 0Snow 0 0 0
f1 = 0.5f2 = 0.2
Controlling load case for bending moment: 1.4DControlling x/H ratio for bending moment: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 206.85 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 147.75 kipsControlling bending moment capacity: 0.00 kip-in (0.00 kip-ft)
Controlling load case for shearing force: 1.4DControlling x/H ratio for shearing force: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 206.85 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 147.75 kips
The following design calculations are for the section with controlling bending moment
Section Design Forces UsedPu = 206.85 kipsMu = 0 kip-inVu = 0 kipsP = 147.75 kipsM = 0 kip-inV = 0 kips
Wall Flexural Design DataPb = 992.775 kips (Cb = 194.792 in)Maximum Pn = 1785.75 kips (Section 2108.9.5.4)Maximum Available Pu = 0.65(1785.75) = 1160.74 kips (Section 2108.9.5.4)Maximum Pu = 232.965 kips (Section 2108.9.2.13.1)Mn = 68333.3 kip-in (5694.44 kip-ft) for Design Pu
![Page 149: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/149.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
n uMu available = 0.681555(68333.293) = 46572.9 kip-in (3881.08 kip-ft)
Wall Shear Design DataVn max = 219.7 kips (Section 2108.9.3.5.2)Vm = 160.5 kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(219.7) = 175.7 kipsVu max = 0.8(160.5 + 0) = 128.4 kips CONTROLS
Wall Shear Design Data--At 1.25MnVn max = 219.7 kips (Section 2108.9.3.5.2)Vm = 1.#IO kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(219.7) = 175.7 kips CONTROLSVu max = 0.8(1.#IO + 0) = 1.#IO kips
![Page 150: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/150.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Reinforced Masonry Shear Wall Interaction DiagramUsing the 2000 IBC Strength Design Code
Critical Section ForcesCMU Size = 8 in.fm' = 2000 psiH = 180 in. (15 ft)
0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000-450
-300
-150
0
150
300
450
600
750
900
1050
1200
1350
1500
Total Moment, Mu (kip-ft)
Axial Compression, Pu (kips) USE FOR PRELIMINARY DESIGN ONLY.
![Page 151: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/151.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Strength Design of a Reinforced Masonry ShearwallUsing the 2000 IBC Strength Design Code
Material and Construction Data8 in. CMU, Partial grout, running bondWall Weight = 41 psf (From Tables)Type S mortar Masonry cement / Air-entrained PCL Mortar, Coarse GroutCMU Concrete Density = 115 pcfUnit Compressive Strength = 2800 psif'm = 2000 psi (From Tables)Em = 900f'm = 1800000 psi
Wall Design DetailsThickness = 7.625 in.Height = 180 in. (15 ft)Length = 180 in. (15 ft)x = 3.813 in.Endzone Length: So = 0 in = 0 ft (#5 Bars)Middlezone Grouted Cell Spacing: 48 in OCMiddlezone Steel Spacing: 48 in OC (#5 Bars)
Location of Reinforcing Bars
Bar Ri RCi As1 176 86 0.312 128 38 0.313 52 -38 0.314 4 -86 0.31
The Specified Loads Acting
P (k) M (k-in) V (k)Dead 42.45 0 0Live 0 0 0Soil 0 0 0Fluid 0 0 0Wind 0 0 0Seismic 0 0 0Roof 0 0 0Rain 0 0 0Snow 0 0 0
![Page 152: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/152.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
f1 = 0.5f2 = 0.2
Controlling load case for bending moment: 1.4DControlling x/H ratio for bending moment: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 72.345 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 51.675 kipsControlling bending moment capacity: 0.00 kip-in (0.00 kip-ft)
Controlling load case for shearing force: 1.4DControlling x/H ratio for shearing force: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 72.345 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 51.675 kips
The following design calculations are for the section with controlling bending moment
Section Design Forces UsedPu = 72.345 kipsMu = 0 kip-inVu = 0 kipsP = 51.675 kipsM = 0 kip-inV = 0 kips
Wall Flexural Design DataPb = 490.28 kips (Cb = 96.3019 in)Maximum Pn = 892.874 kips (Section 2108.9.5.4)Maximum Available Pu = 0.65(892.874) = 580.368 kips (Section 2108.9.5.4)Maximum Pu = 124.066 kips (Section 2108.9.2.13.1)Mn = 14635 kip-in (1219.58 kip-ft) for Design PuMu available = 0.731953(14634.957) = 10712.1 kip-in (892.675 kip-ft)
Wall Shear Design DataVn max = 109.8 kips (Section 2108.9.3.5.2)
![Page 153: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/153.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
n maxVm = 74.7 kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(109.8) = 87.87 kipsVu max = 0.8(74.7 + 0) = 59.76 kips CONTROLS
Wall Shear Design Data--At 1.25MnVn max = 109.8 kips (Section 2108.9.3.5.2)Vm = 1.#IO kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(109.8) = 87.87 kips CONTROLSVu max = 0.8(1.#IO + 0) = 1.#IO kips
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MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Reinforced Masonry Shear Wall Interaction DiagramUsing the 2000 IBC Strength Design Code
Critical Section ForcesCMU Size = 8 in.fm' = 2000 psiH = 180 in. (15 ft)
0 170 340 510 680 850 1020 1190 1360 1530 1700-240
-160
-80
0
80
160
240
320
400
480
560
640
720
800
Total Moment, Mu (kip-ft)
Axial Compression, Pu (kips) USE FOR PRELIMINARY DESIGN ONLY.
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MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Strength Design of a Reinforced Masonry ShearwallUsing the 2000 IBC Strength Design Code
Material and Construction Data8 in. CMU, Partial grout, running bondWall Weight = 41 psf (From Tables)Type S mortar Masonry cement / Air-entrained PCL Mortar, Coarse GroutCMU Concrete Density = 115 pcfUnit Compressive Strength = 2800 psif'm = 2000 psi (From Tables)Em = 900f'm = 1800000 psi
Wall Design DetailsThickness = 7.625 in.Height = 180 in. (15 ft)Length = 120 in. (10 ft)x = 3.813 in.Endzone Length: So = 0 in = 0 ft (#5 Bars)Middlezone Grouted Cell Spacing: 48 in OCMiddlezone Steel Spacing: 48 in OC (#5 Bars)
Location of Reinforcing Bars
Bar Ri RCi As1 116 56 0.312 68 8 0.313 52 -8 0.314 4 -56 0.31
The Specified Loads Acting
P (k) M (k-in) V (k)Dead 21.2 0 0Live 0 0 0Soil 0 0 0Fluid 0 0 0Wind 0 0 0Seismic 0 0 0Roof 0 0 0Rain 0 0 0Snow 0 0 0
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MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
f1 = 0.5f2 = 0.2
Controlling load case for bending moment: 1.4DControlling x/H ratio for bending moment: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 38.29 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 27.35 kipsControlling bending moment capacity: 0.00 kip-in (0.00 kip-ft)
Controlling load case for shearing force: 1.4DControlling x/H ratio for shearing force: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 38.29 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 27.35 kips
The following design calculations are for the section with controlling bending moment
Section Design Forces UsedPu = 38.29 kipsMu = 0 kip-inVu = 0 kipsP = 27.35 kipsM = 0 kip-inV = 0 kips
Wall Flexural Design DataPb = 353.346 kips (Cb = 63.4717 in)Maximum Pn = 688.874 kips (Section 2108.9.5.4)Maximum Available Pu = 0.65(688.874) = 447.768 kips (Section 2108.9.5.4)Maximum Pu = 86.5901 kips (Section 2108.9.2.13.1)Mn = 7010.63 kip-in (584.219 kip-ft) for Design PuMu available = 0.763309(7010.6337) = 5351.28 kip-in (445.94 kip-ft)
Wall Shear Design DataVn max = 83 kips (Section 2108.9.3.5.2)
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MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
n maxVm = 53.53 kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(83) = 66.4 kipsVu max = 0.8(53.53 + 0) = 42.82 kips CONTROLS
Wall Shear Design Data--At 1.25MnVn max = 83 kips (Section 2108.9.3.5.2)Vm = 1.#IO kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(83) = 66.4 kips CONTROLSVu max = 0.8(1.#IO + 0) = 1.#IO kips
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MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Reinforced Masonry Shear Wall Interaction DiagramUsing the 2000 IBC Strength Design Code
Critical Section ForcesCMU Size = 8 in.fm' = 2000 psiH = 180 in. (15 ft)
0 80 160 240 320 400 480 560 640 720 800-180
-120
-60
0
60
120
180
240
300
360
420
480
540
600
Total Moment, Mu (kip-ft)
Axial Compression, Pu (kips) USE FOR PRELIMINARY DESIGN ONLY.
![Page 159: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/159.jpg)
MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Strength Design of a Reinforced Masonry ShearwallUsing the 2000 IBC Strength Design Code
Material and Construction Data8 in. CMU, Partial grout, running bondWall Weight = 41 psf (From Tables)Type S mortar Masonry cement / Air-entrained PCL Mortar, Coarse GroutCMU Concrete Density = 115 pcfUnit Compressive Strength = 2800 psif'm = 2000 psi (From Tables)Em = 900f'm = 1800000 psi
Wall Design DetailsThickness = 7.625 in.Height = 180 in. (15 ft)Length = 120 in. (10 ft)x = 3.813 in.Endzone Length: So = 0 in = 0 ft (#5 Bars)Middlezone Grouted Cell Spacing: 48 in OCMiddlezone Steel Spacing: 48 in OC (#5 Bars)
Location of Reinforcing Bars
Bar Ri RCi As1 116 56 0.312 68 8 0.313 52 -8 0.314 4 -56 0.31
The Specified Loads Acting
P (k) M (k-in) V (k)Dead 2.5 0 0Live 0 0 0Soil 0 0 0Fluid 0 0 0Wind 0 0 0Seismic 0 0 0Roof 0 0 0Rain 0 0 0Snow 0 0 0
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MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
f1 = 0.5f2 = 0.2
Controlling load case for bending moment: 1.4DControlling x/H ratio for bending moment: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 12.11 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 8.65 kipsControlling bending moment capacity: 0.00 kip-in (0.00 kip-ft)
Controlling load case for shearing force: 1.4DControlling x/H ratio for shearing force: 0Mu = 0 kip-in (0 kip-ft)Vu = 0 kipsPu = 12.11 kipsM = 0 kip-in (0 kip-ft)V = 0 kipsP = 8.65 kips
The following design calculations are for the section with controlling bending moment
Section Design Forces UsedPu = 12.11 kipsMu = 0 kip-inVu = 0 kipsP = 8.65 kipsM = 0 kip-inV = 0 kips
Wall Flexural Design DataPb = 353.346 kips (Cb = 63.4717 in)Maximum Pn = 688.874 kips (Section 2108.9.5.4)Maximum Available Pu = 0.65(688.874) = 447.768 kips (Section 2108.9.5.4)Maximum Pu = 86.5901 kips (Section 2108.9.2.13.1)Mn = 5089.19 kip-in (424.099 kip-ft) for Design PuMu available = 0.822582(5089.1873) = 4186.27 kip-in (348.856 kip-ft)
Wall Shear Design DataVn max = 83 kips (Section 2108.9.3.5.2)
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MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
n maxVm = 48.85 kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(83) = 66.4 kipsVu max = 0.8(48.85 + 0) = 39.08 kips CONTROLS
Wall Shear Design Data--At 1.25MnVn max = 83 kips (Section 2108.9.3.5.2)Vm = 1.#IO kips (Section 2108.9.3.5.2.1)Vs = 0 kipsA v /s = 0 in.Maximum available Vu is the lesser of:
Vu max = 0.8(83) = 66.4 kips CONTROLSVu max = 0.8(1.#IO + 0) = 1.#IO kips
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MASONRY -- Concrete Masonry Design SystemNational Concrete Masonry Association
Prjct: Engineering Building ExpansionTopic: Page:
Name: Joel SmitDate: 4/28/14Chkd: Bethany Goodrich
Reinforced Masonry Shear Wall Interaction DiagramUsing the 2000 IBC Strength Design Code
Critical Section ForcesCMU Size = 8 in.fm' = 2000 psiH = 180 in. (15 ft)
0 80 160 240 320 400 480 560 640 720 800-180
-120
-60
0
60
120
180
240
300
360
420
480
540
600
Total Moment, Mu (kip-ft)
Axial Compression, Pu (kips) USE FOR PRELIMINARY DESIGN ONLY.
![Page 163: Structural Design Calculations](https://reader030.vdocuments.mx/reader030/viewer/2022013104/5852f63a1a28abfa398e50f0/html5/thumbnails/163.jpg)
Team 5 Kendra Altena
Mitchell Feria
Bethany Goodrich
Joel Smit
Foundation Design
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