Building 7 Tes

7/25/2019 Building 7 Tes

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Print Time/Date: 28/06/2016 11:22 Print Run 1 of 11STAAD.Pro - RC ACI 318-05 Version 1.0

Job InformationEngineer Checked Approved

Name:

Date: 24-Aug-15

Structure Type SPACE FRAME

Number of Nodes 873 Highest Node 873

Number of Elements 1760 Highest Element 2029

Number of Plates 820 Highest Plate 2685

Number of Design Groups 2

Number of Design Slabs 0

Number of Load Cases 69

Number of Design Briefs 1

Included in this printout are data for:Design Group Design Brief Design Code Members

G2: Beam B1: Beam ACI 318-05 Bea M1

Design Group Summary - BeamMember Design Span Type Main Bars

Hog Sag

Shear

Bars

Span

Depth

M1 Initial 1 Beam Ok Ok Ok Ok

Summary: the group issafe

Beam Spans

Cover

Member Span Type Length

(m)

Top

(cm)

Btm

(cm)

Side

(cm)

Link Size

M1 1 Beam 6.000 5.1 5.1 5.1 #3

Beam SupportsMember Node Length

(m)

Support

Type

Col. Width

(cm)

M1 N714 6.000 Fixed 60.0

N720 Fixed 60.0


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Member 1 - Main Steel SummaryDistance

(m)

Span Moment

(kNm)

As Req.

(mm2)

As' Req.

(mm2)

Bottom Layers

Bars Area

Top Layers

Bars Area

0.000 1(s) 194.532 0 0 0 0

0.000 0 0

0.300 1 158.077 848 0 2#9 1289 2#9 1289

0.000 0 0

0.500 1 133.986 714 0 2#9 1289 2#9 1289

0.000 0 0

1.000 1 74.713 525 0 2#9 1289 2#9 1289

0.000 0 0

1.500 1 16.712 525 0 2#9 1289 2#9 12890.000 0 0

2.000 1 0.000 0 0 2#9 1289 2#9 1289

-47.589 525 0

2.500 1 0.000 0 0 2#9 1289 2#9 1289

-99.773 526 0

3.000 1 0.000 0 0 2#9 1289 2#9 1289

-157.468 845 0

3.500 1 0.000 0 0 2#9 1289 0

-110.479 584 0

4.000 1 0.000 0 0 2#9 1289 0

-64.316 525 0

4.500 1 0.000 0 0 2#9 1289 2#9 1289

-16.880 525 0

5.000 1 43.208 525 0 2#9 1289 2#9 1289

-3.067 525 0

5.500 1 96.558 525 0 2#9 1289 2#9 1289

0.000 0 0

5.700 1 118.280 627 0 0 2#9 1289

0.000 0 0

6.000 1(e) 151.181 0 0 0 0

0.000 0 0

Summary: the member issafe

Member 1 - Shear Results SummaryDistance

(m)

Span Vu

(kN)

Vc

(kN)

Av Required

(mm2)

0.000 1(s) 122.363 0.000 0

0.300 1 120.836 107.123 35

0.500 1 119.818 106.897 35

1.000 1 117.274 106.334 35

1.500 1 114.729 105.770 35

2.000 1 112.185 105.206 35

2.500 1 109.640 104.643 35

3.000 1 107.095 62.736 41

3.500 1 97.794 62.172 65

4.000 1 100.338 61.608 68

4.500 1 102.883 61.045 72

5.000 1 105.428 60.481 76


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Member 1 - Shear Results Summary Cont...Distance

(m)

Span Vu

(kN)

Vc

(kN)

Av Required

(mm2)

5.500 1 107.972 59.918 80

5.700 1 108.990 59.692 82

6.000 1(e) 110.517 0.000 0


Member 1 - Shear Zones SummaryRange

(m)

At Provided

(mm2)

Legs Spacing

(cm)

0.300 - 3.589 142 2 14.0

3.589 - 5.700 142 2 26.0


Span / DepthMember Span Length

(m)

Type Basic

Limit

Modified

Limit

Span

Depth

M1 1 6.000 Beam 21.0 21.0 10.0

Summary: the group issafe

MembersMember Element Node

A

Node

B

Property Emt Length

(m)

O. Length

(m)

M1 1736 714 767 300 x 600 3.000 6.000

1747 767 720 3.000

Member 1 - Main Reinforcing Bars

Design Length

Bar Size Start

(m)

End

(m)

Anchorage

(cm)1 #9 0.300 5.500 2718.1

2 #9 0.300 5.500 2718.1

3 #9 0.300 3.000 2718.1

4 #9 0.300 3.000 2718.1

5 #9 4.500 5.700 2718.1

6 #9 4.500 5.700 2718.1


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Member 1 - Scheduled BarsBar

Mark

Type and

size

No. of

bars

Bar

Length

Shape

code

A B C D E G

01 #9 2 19-1 straight

02 #9 2 12-3 2 1-7 10-8

03 #9 2 9-9 2 1-7 8-1

04 #3 32 5-3 T1 4 8 1-7 8 1-7 4


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Member M1 Span 1

Detailed ACI Design Requirements

Section Property: 300 x 600

Span Length = 19.685 ft Rectangular section

Width = 11.81 in Depth = 23.62 in

Covers: Top = 2.00 in Bottom = 2.00 in Side = 2.00 in

Member M1 Span 1

Detailed ACI Main ReinforcementHogging: at 11.8 in from the start of the member

Moment applied to section = 1399.10 kip-in

Effective depth of tension reinforcement d = 20.68 in

Depth to compression reinforcement d = 2.94 in

Limit for compression steel Rnt = 911.0

Rn =Mu

bd2= 307.7

As =M

fyz= 1.315 in2

Tension Bars provided = 2#9

Actual area of tension reinforcement = 2.00 in2

Minimum area of tension reinforcement = 0.3 % 10.5

Actual % of tension reinforcement = 0.72 %

Minimum horizontal distance between top bars = 2.00 in 3.3.2(c)&7.6.1

Smallest actual horizontal space between top bars = 4.81 in

Minimum horizontal distance between bottom bars = 2.00 in 3.3.2(c)&7.6.1

Smallest actual horizontal space between bottom bars = 4.81 in

Maximum spacing of tension bars, s

= 1540000

fs- 2.5cc 12(40000/fs) = 10.00 in 10.6.4

Largest actual space between tension bars = 5.93 in

Actual neutral axis depth in section = 3.16 in

Moment capacity of section = 2069.36 kip-in

OK


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Member M1 Span 1

Detailed ACI Main Reinforcement Cont...

Sagging: at 118.1 in from the start of the member





Rn =Mu

bd2= 306.5

As =M

fyz= 1.310 in2







Minimum horizontal distance between bottom bars = 2.00 in 3.3.2(c)&7.6.1

Smallest actual horizontal space between bottom bars = 4.81 in


= 1540000

fs- 2.5c

c

12(40000/fs) = 10.00 in 10.6.4




OK

Hogging: at 224.4 in from the start of the member





Rn = Mubd2= 230.2

As =M

fyz= 0.971 in2






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Member M1 Span 1

Detailed ACI Main Reinforcement Cont...




= 1540000

fs- 2.5cc 12(40000/fs) = 10.00 in 10.6.4




OK

Member M1 Span 1

Detailed ACI Span / Depth Check

Basic span / depth ratio = 21.00 9.5.2.1

Strength modification factor = 0.4 + f y/ 100,000 = 1.00

Hence, modified span / depth ratio = 21.00

Actual span / depth ratio = 10.00

OK

Member M1 Span 1

Detailed ACI Shear Reinforcement

High shear zone: 11.8 in to 141.3 in

Actual spacing of ties, s = 5.50 in

Design torsion moment:, Tu = 240.49 kip-in

Threshold Torsion =fc

Acp2

pcp

1 +

Nu

4Agfc

0.5

= 44.34 kip-in 11.6.1 (c)

TuThreshold Torsion torsion effects need to be considered 11.6.1

requiredAt

s=

Tu

2Aofyt11.6.3.6

=240491.25

20.85143.1260000= 0.019 in2/in


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Member M1 Span 1

Detailed ACI Shear Reinforcement Cont...

Shear force, Vu = 27.17 kip

Vc= 2

1 +

Nu

500 Ag

fc bwd = 24.08 kip 11.2&11.3

Dimensions check, 11.6.3.1

Vu

Bwd

2

+

TuPh

1.7Aoh2

2

1/2

=

27165.1

11.8120.68

2

+

240491.353.37

1.7143.122

2

1/2

= 385.0

Vc

Bwd+ 8fc

=

24082.2

11.820.7+ 863.25

= 604.5

385.00.85604.5

Member dimensions sufficient for applied shear and/or torsion OK (11-18)

requiredAv

s=

Vu-Vcfytd

R11.5.7

=27165.09 - 0.8524082.17

0.856000020.7= 0.006 in2/in

Av+ 2At = 0.75fcbws

fyt= 0.051 in2 (11-23)

(50 bws) / fyt = 0.054 in2 11.6.5.2

area of links provided (2#3), Av = 0.220 in2

Maximum spacing of ties = 10.34 in 11.5.4.1&11.5.4.3

OK

High shear zone: 141.3 in to 224.4 in

Actual spacing of ties, s = 10.25 in

Design torsion moment:, Tu = 109.48 kip-in

Threshold Torsion =fc

Acp2

pcp

1 +

Nu

4Agfc

0.5

= -1.#J kip-in 11.6.1 (c)

Tu< Threshold Torsion torsion effects do not need to be considered 11.6.1

Shear force, Vu = 24.50 kip

Vc= 21 + Nu

500 Ag

fc bwd = 13.42 kip 11.2&11.3

Dimensions check, 11.6.3.1

Vu

Bwd

2

+

TuPh

1.7Aoh2

2

1/2

=

24501.9

11.8120.68

2

+

0.053.37

1.7143.122

2

1/2

= 100.3

Vc

Bwd+ 8fc

=

13419.3

11.820.7+ 863.25

= 560.9

100.30.85560.9

Member dimensions sufficient for applied shear and/or torsion OK (11-18)


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Member M1 Span 1

Detailed ACI Shear Reinforcement Cont...

requiredAv

s=

Vu-Vcfytd

R11.5.7

=24501.94 - 0.8513419.30

0.856000020.7= 0.012 in2/in

Av+ 2At = 0.75fcbws

fyt= 0.096 in2 (11-23)

(50 bws) / fyt = 0.101 in2 11.6.5.2

area of links provided (2#3), Av = 0.220 in2

Maximum spacing of ties = 10.34 in 11.5.4.1&11.5.4.3

OK


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Design Group: Beam - Brief Detail: Beam ACI 318-05 Beam

Group Data

Top cover 2.00 in Aggregate size 1.50 in

Bottom cover 2.00 in Concrete strength 4.0 ksi

Side cover 2.00 in Torsion effects Included

Support design moment Column face

Envelope ENVELOPE 2 Beam segments 12

Main Reinforcement

Main bars: 60.0 ksi

Bar Size Min. Bend Dia. Bar Size Min. Bend Dia.

#3 2 #9 9

#4 3 #10 11

#5 4 #11 1-0

#6 4 #14 1-6

#7 5 #18 2-0

#8 6

Development length to clause 12.2.2

Main Bar Criteria

Top Bar Criteria Bottom Bar Criteria

Min. bar size #3 #3Max. bar size #10 #10

Min. layer gap 1.50 in 1.50 in

Side bars controlled by minimum size of #3

Shear Reinforcement

Max. shear considered at Face of supports

Axial load effects Included

Shear Bar Criteria

Shear bars: 60.0 ksi

Bar Size Min. Bend Dia. Bar Size Min. Bend Dia.

#3 1 #6 4

#4 2 #7 5

#5 2 #8 6

Min. size #3 Min. spacing 0.0 in

Min. number of legs 2 Link style Closed

List of Design Groups - Building7tesDesign Group Brief

G1 Beam Beam

G2 Beam Beam


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List of Design Briefs - Building7tesBrief Code

1 Beam ACI 318-05 Beam

Brief Detail:

There is no data of this type.

Building 7 Tes

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