structural design calculations

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


Mitchell Feria

Bethany Goodrich

Joel Smit

Load Calculations


Mitchell Feria

Bethany Goodrich

Joel Smit

Roof Beam Design

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


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2013.01 2 1


Calvin College

JPS 10-Mar-14 BLG



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)


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2013.01 3 1


Calvin College

JPS 10-Mar-14 BLG



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


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2013.01 4 1


Calvin College

JPS 10-Mar-14 BLG



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


5 CRANE LOAD 0.50


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2013.01 5 1


Calvin College

JPS 10-Mar-14 BLG



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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By Date Chd

File Date/Time

2013.01 6 1


Calvin College

JPS 10-Mar-14 BLG



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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Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 7 1


Calvin College

JPS 10-Mar-14 BLG



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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 8 1


Calvin College

JPS 10-Mar-14 BLG



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


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Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 1 1


Calvin College

JPS 16-Mar-14 BLG

21-Mar-2014 12:27EB Truss [55 ft span].std



Name: JPS BLG


Comments

This is the model for the 55 foot truss.








Combination 7 1.2DL + 1.6LL + O.5SL


Job Title

Client

Job No Sheet No Rev

Part

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By Date Chd

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2013.01 2 1


Calvin College

JPS 16-Mar-14 BLG



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


9

10

2

6

1


12 13

7

14

4

Load 1X

Y

Z



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Part

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By Date Chd

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2013.01 3 1


Calvin College

JPS 16-Mar-14 BLG



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



(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


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Ref

By Date Chd

File Date/Time

2013.01 4 1


Calvin College

JPS 16-Mar-14 BLG



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


1 ROOF DEAD LOAD

2 MECHANICAL DUCT

3 SNOW LOAD

4 SNOW DRIFT

5 CRANE LOAD



7 1.2DL + 1.6LL + O.5SL 1 ROOF DEAD LOAD 1.20


5 CRANE LOAD 1.60

3 SNOW LOAD 0.50

4 SNOW DRIFT 0.50


3 SNOW LOAD 1.60

4 SNOW DRIFT 1.60


5 CRANE LOAD 0.50


(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 - - - -


Job Title

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Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 5 1


Calvin College

JPS 16-Mar-14 BLG




(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 - - - -


(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 - - - -


(ft)

Fb Db Ecc.

(ft)

2 UNI lbf/ft GY -268.000 - - - -


(ft)

Fb Db Ecc.

(ft)

17 CON kip GY -4.000 5.000 - - -


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


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Part

Ref

By Date Chd

File Date/Time

2013.01 6 1


Calvin College

JPS 16-Mar-14 BLG





(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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 7 1


Calvin College

JPS 16-Mar-14 BLG




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


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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 1 1


Calvin College

JPS 16-Mar-14 BLG

21-Mar-2014 12:39EB Truss [45 ft Span].std



Name: JPS BLG


Comments











Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 2 1


Calvin College

JPS 16-Mar-14 BLG



10

8

59

7

11

1

12

4

14

15

2

6

17

13

21

20

16

3

18

19 5


3

1211

6

10

1

9

7

4


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



Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 3 1


Calvin College

JPS 16-Mar-14 BLG




(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


1 ROOF DEAD LOAD

2 MECHANICAL DUCT

3 SNOW LOAD

4 SNOW DRIFT

5 CRANE LOAD


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 4 1


Calvin College

JPS 16-Mar-14 BLG







5 CRANE LOAD 1.60

3 SNOW LOAD 0.50

4 SNOW DRIFT 0.50


3 SNOW LOAD 1.60

4 SNOW DRIFT 1.60


5 CRANE LOAD 0.50


(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 - - - -


(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 - - - -


(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 - - - -


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 5 1


Calvin College

JPS 16-Mar-14 BLG




(ft)

Fb Db Ecc.

(ft)

6 UNI lbf/ft GY -268.000 - - - -


(ft)

Fb Db Ecc.

(ft)

13 CON kip GY -4.000 5.000 - - -


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



(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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 6 1


Calvin College

JPS 16-Mar-14 BLG




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


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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 7 1


Calvin College

JPS 16-Mar-14 BLG




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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 1 1


Calvin College

JPS 16-Mar-14 BLG

08-Apr-2014 19:12EB Truss [30 ft Span].std



Name: JPS BLG


Comments










2

11

10

3

7

12

13

1

8

9

6

5

4

2


3

86

7

1


4

5

Load 1X

Y

Z



Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 2 1


Calvin College

JPS 16-Mar-14 BLG



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



(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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 3 1


Calvin College

JPS 16-Mar-14 BLG




1 ROOF DEAD LOAD

2 MECHANICAL DUCT

3 SNOW LOAD

4 SNOW DRIFT

5 CRANE LOAD

6 CROSS BEAM



6 CROSS BEAM 1.40


6 CROSS BEAM 1.20


5 CRANE LOAD 1.60

3 SNOW LOAD 0.50

4 SNOW DRIFT 0.50


6 CROSS BEAM 1.20

3 SNOW LOAD 1.60

4 SNOW DRIFT 1.60


5 CRANE LOAD 0.50


(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 - - - -


(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 - - - -


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 4 1


Calvin College

JPS 16-Mar-14 BLG




(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 - - - -


(ft)

Fb Db Ecc.

(ft)

9 UNI lbf/ft GY -268.000 - - - -


(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 - - - -


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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 5 1


Calvin College

JPS 16-Mar-14 BLG





(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


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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 6 1


Calvin College

JPS 16-Mar-14 BLG




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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 1 1


Calvin College

JPS 16-Mar-14 BLG




Name: JPS BLG


Comments











(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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 2 1


Calvin College

JPS 16-Mar-14 BLG



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



Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 3 1


Calvin College

JPS 16-Mar-14 BLG



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



1 ROOF DEAD LOAD

2 MECHANICAL DUCT

3 SNOW LOAD

4 SNOW DRIFT

5 BEAM BEARING

6 TRUSS BEARING



5 BEAM BEARING 1.40

6 TRUSS BEARING 1.40


5 BEAM BEARING 1.20



3 SNOW LOAD 0.50

4 SNOW DRIFT 0.50


5 BEAM BEARING 1.20


Job Title

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Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 4 1


Calvin College

JPS 16-Mar-14 BLG



Combination Load Cases Cont...Comb. Combination L/C Name Primary Primary L/C Name Factor


3 SNOW LOAD 1.60

4 SNOW DRIFT 1.60



(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 - - - -


(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 - - - -


(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 - - - -


(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 - - - -


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 5 1


Calvin College

JPS 16-Mar-14 BLG



Node Loads : 6 TRUSS BEARINGNode FX

(kip)

FY

(kip)

FZ

(kip)

MX

(kip-in)

MY

(kip-in)

MZ

(kip-in)

6 - -20.400 - - - -


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



(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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 6 1


Calvin College

JPS 16-Mar-14 BLG




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


Mitchell Feria

Bethany Goodrich

Joel Smit

North Wall Beam and Column Design


Mitchell Feria

Bethany Goodrich

Joel Smit

RAM Structural Beam Design

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Mitchell Feria

Bethany Goodrich

Joel Smit

Shear Wall Design

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






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

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 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.






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.







P

MV

L

H


CL

t

Rci





Bar Ri RCi As1 176 86 0.312 128 38 0.313 90 -0 0.314 52 -38 0.315 4 -86 0.31


P (k) M (k-in) V (k)Dead 3.3 0 0Live 0 0 0Soil 0 0 0Fluid 0 0 0






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


Section Design Forces UsedPu = 16.62 kipsMu = 4,351 kip-inVu = 14.70 kipsP = 18.48 kipsM = 932.4 kip-inV = 3.149 kips







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.








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







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


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





Masonry 6.0

(Release 6.0.1)



Page:

Name: Joel Smit

Date: 4-4-14


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





Masonry 6.0

(Release 6.0.1)



Page:

Name: Joel Smit

Date: 4-4-14


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


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


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)


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





Masonry 6.0

(Release 6.0.1)



Page:

Name: Joel Smit

Date: 4-4-14


K = 3.4375 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.





Masonry 6.0

(Release 6.0.1)



Page:

Name: Joel Smit

Date: 4-4-14


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.







P

MV

L

H


CL

t

Rci





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


P (k) M (k-in) V (k)






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


Section Design Forces UsedPu = 33.27 kipsMu = 1,924 kip-inVu = 6.500 kipsP = 36.96 kips






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:


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.








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









P

MV

L

H


CL

t

Rci





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






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


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





Masonry 6.0

(Release 6.0.1)

Prjct: Calvin Engineering Bldg Add

Topic: wall 4

Page:

Name: Joel Smit

Date: 4-4-14


Pu = 218.7 kips

M = 1,336.4 kip-in (111.4 kip-ft)

V = 4.514 kips

P = 303.0 kips



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


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.


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 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.









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




Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 1 1


Calvin College

JPS 08-Apr-14 BLG

08-Apr-2014 15:52Steel Shear Wall System.std



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.








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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 2 1


Calvin College

JPS 08-Apr-14 BLG



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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 3 1


Calvin College

JPS 08-Apr-14 BLG




(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


1 ROOF DEAD LOAD

2 WIND LOAD


3 1.2DL + 1.0WL 1 ROOF DEAD LOAD 1.20

2 WIND LOAD 1.00


(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 - - - -


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 4 1


Calvin College

JPS 08-Apr-14 BLG



Beam Loads : 2 WIND LOADBeam Type Direction Fa Da

(ft)

Fb Db Ecc.

(ft)

6 CON kip GX -17.500 0.000 - - -


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



(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


Job Title

Client

Job No Sheet No Rev

Part

Ref

By Date Chd

File Date/Time

2013.01 5 1


Calvin College

JPS 08-Apr-14 BLG




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


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




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


Mitchell Feria

Bethany Goodrich

Joel Smit

Interior Masonry Wall Design

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)


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


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




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


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




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:


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





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

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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


P (k) M (k-in) V (k)




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








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








0 1930 3860 5790 7720 9650 11580 13510 15440 17370 19300-810

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Bar Ri RCi As1 176 86 0.312 128 38 0.313 52 -38 0.314 4 -86 0.31


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




f1 = 0.5f2 = 0.2





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)




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:









0 170 340 510 680 850 1020 1190 1360 1530 1700-240

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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


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




Roof 0 0 0Rain 0 0 0Snow 0 0 0

f1 = 0.5f2 = 0.2





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




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:









0 600 1200 1800 2400 3000 3600 4200 4800 5400 6000-450

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Bar Ri RCi As1 176 86 0.312 128 38 0.313 52 -38 0.314 4 -86 0.31






f1 = 0.5f2 = 0.2





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)






0 170 340 510 680 850 1020 1190 1360 1530 1700-240

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Bar Ri RCi As1 116 56 0.312 68 8 0.313 52 -8 0.314 4 -56 0.31






f1 = 0.5f2 = 0.2






Wall Shear Design DataVn max = 83 kips (Section 2108.9.3.5.2)





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






0 80 160 240 320 400 480 560 640 720 800-180

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Bar Ri RCi As1 116 56 0.312 68 8 0.313 52 -8 0.314 4 -56 0.31






f1 = 0.5f2 = 0.2






Wall Shear Design DataVn max = 83 kips (Section 2108.9.3.5.2)





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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Mitchell Feria

Bethany Goodrich

Joel Smit

Foundation Design

structural design calculations

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