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PIONEER Structural Design Group 1 LESSON: STD- 01 Problem Description: A simple frame model Figure:

Basic Data: Attribute Section Properties Material Properties Supports

Loads

Analysis Option

Data All 24’ span members: 12” x 24” All 20’ span members: 12” x 20” All 18’ span members: 12” x 18” All vertical members : 12” x 12” CONCRETE Base of all columns: Pinned Load Case 1: Primary, Title: DL, Loading Type: Dead + Selfweight / Selfweight Load (Factor: -1) + Member Load / Uniform Force (W1: -0.6 kip/ft) on all horizontal members Load Case 2: Primary, Title: LL, Loading Type: Live + Member Load / Uniform Force (W1: -0.24 kip/ft) on all horizontal members Load Case 3: Combination, Name: 1.4DL + 1.7LL + (1.4) x DL + (1.7) x LL Print Option: Static Check

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PIONEER Structural Design Group 2 LESSON: STD- 02 Problem Description: A framed structure with an octagonal plan Figure:

(14.4853, 0, 6)

Basic Data: Attribute Section Properties Material Properties Supports Loads

Analysis Option

Data All 12’ span members: 9” x 12” All vertical members: 12” x 12” CONCRETE Base of all columns: Footing 5’ x 5’ Direction: Y Sub-grade Modulus: 120 kip/ft2/ ft Load Case 1: Primary, Title: DL, Loading Type: Dead + Selfweight / Selfweight Load (Factor: -1) + Member Load / Uniform Force (W1: -0.6 kip/ft) on all horizontal members Load Case 2: Primary, Title: LL, Loading Type: Live + Member Load / Uniform Force (W1: -0.24 kip/ft) on all horizontal members Load Case 3: Combination, Name: 1.4DL + 1.7LL + (1.4) x DL + (1.7) x LL Print Option: Static Check

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PIONEER Structural Design Group 3 LESSON: STD-003 Problem Description: Another example of using “Circular Repeat” command Figure:

(40, 0, 0)

Basic Data: Attribute Section Properties Material Properties Supports Loads

Analysis Option

Data All’ horizontal members : 9” x 16” All vertical members : 10” x 10” Name : CON3000 Young’s Modulus (E) : 449568 kip/ft2 Poisson (nu) : 0.17 Density : 0.15 kip/ft3 Base of all columns : Fixed Load Case 1: Primary, Title: DL, Loading Type: Dead +Selfweight / Selfweight Load (Factor: -1) +Member Load / Uniform Force (W1: -0.6 kip/ft) on all horizontal members +Floor Load (YRANGE), Pressure: -0.12 kip/ft2, Define Y-Range (Minimum: 14 ft., Maximum: 16 ft.) Load Case 2: Primary, Title: LL, Loading Type: Live +Member Load / Uniform Force (W1: -0.24 kip/ft) on all horizontal members +Floor Load (YRANGE), Pressure: -0.05 kip/ft2, Define Y-Range (Minimum: 14 ft., Maximum: 16 ft.) Load Case 3: Combination, Name: UNFACTORED +(1.0) x DL + (1.0) x LL Load Case 4: Combination, Name: 1.4DL + 1.7LL +(1.4) x DL + (1.7) x LL Print Option: Static Check

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PIONEER Structural Design Group 4 LESSON: STD- 01 – RC Design Problem Description: A framed structure with floor plates Figure:

Basic Data: Parameter Name Clb

Clear cover for outermost bottom reinforcement

Cls

Clear cover for outermost side reinforcement

Clt

Clear cover for outermost top reinforcement

Depth

Depth of cross section to be used in beam design

Description

(All values are in the units of ft.) Default Defined Selected Value Value 0.125 0.125 Yes 0.125

0.125

Yes

0.125 As defined in analysis

0.125 As defined in analysis

Yes No

0

0.5

Yes

Fymain

Distance form end node of beam to face of support for shear design Yield strength of main reinforcement steel

8640

7200

Yes

Fysec

Yield strength of secondary steel

8640

7200

Yes

Maxmain

Maximum main reinforcement bar size

No Limit

8

Yes

Minmain

Minimum main reinforcement bar size

No Limit

4

Yes

Minsec

No Limit

3

Yes

1

1

No

Nsection

Minimum secondary reinforcement bar size Factor by which column design moments to be magnified No of section at which design calculations were made

12

12

Yes

Reinf

Tied or Spiral action of ties of columns

Tied

Tied

No

Rhomin

No Limit

No Limit

No

0

0.5

Yes

Track

Minimum rebar percentage of steel in columns Distance form start node of beam to face of support for shear design Degree of detailness in design report Width of cross section to be used in beam design

1 As defined in analysis

Yes

Width

0 As defined in analysis

Eface

Mmag

Sface

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No