Job Information

EngineerCheckedApproved

Name:

Date:13-Aug-14

Structure TypeSPACE FRAME

Number of Nodes4Highest Node4

Number of Elements3Highest Element3

Number of Plates0Highest Plate0

Number of Design Groups1

Number of Design Slabs0

Number of Load Cases1

Number of Design Briefs1

Included in this printout are data for:Design GroupDesign BriefDesign CodeMembers

G1: Member Group 1B1: Member1BS8110 BeamM1

Design Group Summary - Member Group 1

MemberDesignSpanTypeMain BarsShearBarsSpanDepth

HogSag

M1Initial1BeamOkOkOkOk

2BeamOkOkOkOk

3BeamOkOkOkOk

Summary: the group is safe

Beam Spans

Cover

MemberSpanTypeLength(m)Top(cm)Btm(cm)Side(cm)Link Size

M11Beam 3.200 3.0 3.0 3.08

2Beam 4.200 3.0 3.0 3.08

3Beam 4.000 3.0 3.0 3.08

Beam Supports

MemberNodeLength(m)SupportTypeCol. Width(cm)

M1N1 3.200Simple 0.0

N2 4.200Simple 0.0

N3 4.000Simple 0.0

N4Simple 0.0

Member 1 - Main Steel Summary

Distance(m)SpanMoment(kNm)As Req.(mm2)As' Req.(mm2)Bottom LayersTop Layers

BarsAreaBarsArea

0.0001(s) 0.000 0 02H12 226 0

0.000 0 0

0.2671 0.000 0 02H12 226 0

-8.319 132 0

0.5331 0.000 0 02H12 226 0

-14.860 132 0

0.8001 0.000 0 02H12 226 0

-19.623 132 0

1.0671 0.000 0 02H12 226 0

-22.608 135 0

1.3331 0.000 0 02H12 226 0

-23.816 142 0

1.6001 0.000 0 02H12 226 0

-23.245 139 0

1.8671 0.000 0 02H12 226 0

-20.898 132 0

2.1331 0.000 0 02H12 226 0

-16.772 132 0

2.4001 0.000 0 02H12 226 0

-10.868 132 0

2.6671 0.000 0 02H12 2262H12 226

-3.187 132 0

2.9331 6.272 132 02H12 2262H12 226

0.000 0 0

3.2001(e) 17.509 132 0 02H12 226

0.000 0 0

3.2002(s) 17.509 132 0 02H12 226

0.000 0 0

3.5502 11.897 132 0 02H12 226

0.000 0 0

3.9002 7.510 132 0 02H12 226

0.000 0 0

4.2502 4.348 132 0 02H12 226

0.000 0 0

4.6002 2.411 132 0 02H12 226

0.000 0 0

4.9502 1.698 132 0 02H12 226

0.000 0 0

5.3002 2.211 132 0 02H12 226

0.000 0 0

5.6502 3.949 132 0 02H12 226

0.000 0 0

6.0002 6.912 132 0 02H12 226

0.000 0 0

6.3502 11.100 132 0 02H12 226

0.000 0 0

6.7002 16.513 132 0 02H12 226

0.000 0 0

7.0502 23.151 138 0 02H12 226

0.000 0 0

7.4002(e) 31.014 185 0 02H12 226

0.000 0 0

7.4003(s) 31.014 185 0 02H12 226

0.000 0 0

7.7333 13.151 132 02H12 2262H12 226

0.000 0 0

8.0673 0.000 0 02H12 2262H12 226

-1.933 132 0

8.4003 0.000 0 02H12 226 0

-14.240 132 0

8.7333 0.000 0 02H12 226 0

-23.769 142 0

9.0673 0.000 0 02H12 226 0

-30.520 182 0

9.4003 0.000 0 02H12 226 0

-34.493 206 0

9.7333 0.000 0 02H12 226 0

-35.689 213 0

10.0673 0.000 0 02H12 226 0

-34.107 203 0

10.4003 0.000 0 02H12 226 0

-29.747 177 0

10.7333 0.000 0 02H12 226 0

-22.609 135 0

11.0673 0.000 0 02H12 226 0

-12.693 132 0

11.4003(e) 0.000 0 02H12 226 0

0.000 0 0

Summary: the member is safe

Member 1 - Shear Results Summary

Distance(m)SpanShear Force(kN)Shear Stress(N/mm2)Asv Required(mm2)

0.0001(s) 34.528 0.372 62

0.2671 27.862 0.305 62

0.5331 21.195 0.232 62

0.8001 14.528 0.159 62

1.0671 7.862 0.086 62

1.3331 1.195 0.013 62

1.6001 5.472 0.060 62

1.8671 12.138 0.133 62

2.1331 18.805 0.206 62

2.4001 25.472 0.279 62

2.6671 32.138 0.352 62

2.9331 38.805 0.425 62

3.2001(e) 45.472 0.498 62

3.2002(s) 45.472 0.498 62

3.5502 14.285 0.156 62

3.9002 10.785 0.118 62

4.2502 7.285 0.080 62

4.6002 3.785 0.041 62

4.9502 0.285 0.003 62

5.3002 3.215 0.035 62

5.6502 6.715 0.074 62

6.0002 10.215 0.112 62

6.3502 13.715 0.150 62

6.7002 17.215 0.188 62

7.0502 20.715 0.227 62

7.4002(e) 24.215 0.265 62

7.4003(s) 57.753 0.632 62

7.7333 49.420 0.541 62

8.0673 41.087 0.450 62

8.4003 32.753 0.359 62

8.7333 24.420 0.267 62

9.0673 16.087 0.176 62

9.4003 7.753 0.085 62

9.7333 0.580 0.006 62

10.0673 8.913 0.098 62

10.4003 17.247 0.189 62

10.7333 25.580 0.280 62

11.0673 33.913 0.371 62

11.4003(e) 42.247 0.455 71

Summary: the member is safe

Member 1 - Shear Zones Summary

Range(m)Asv Provided(mm2)LegsSpacing(cm)

0.001 - 3.199 1012 30.0

3.199 - 7.399 1012 30.0

7.399 - 11.399 1012 30.0

Summary: the member is safe

Span / Effective Depth

MemberSpanLength(m)TypeBasicLimitModifiedLimitSpanDepth

M11 3.200Beam 20.0 40.0 7.9

2 4.200Beam 26.0 52.0 10.3

3 4.000Beam 20.0 26.8 9.9

Summary: the group is safe

Members

MemberElementNodeANodeBPropertyEmt Length(m)O. Length(m)

M1112224 x 449 3.200 11.400

223 4.200

334 4.000

Member 1 - Main Reinforcing Bars

Design Length

BarSizeStart(m)End(m)Anchorage(cm)

112 0.001 2.933 40.6

212 0.001 2.933 40.6

312 2.667 8.067 40.6

412 2.667 8.067 40.6

512 7.733 11.399 40.6

612 7.733 11.399 40.6

Member 1 - Scheduled Bars

BarMarkType andsizeNo. ofbarsBar Length(mm)ShapecodeA(mm)B(mm)C(mm)D(mm)E/R(mm)

01H122375000

02H122622500

03H122450000

04H837125051385160115

Member M1 Span 1

Detailed BS8110 Design Requirements

Section Property: 224 x 449Span Length= 3.200 mRectangular sectionWidth= 225 mmDepth= 450 mmCovers:Top = 30 mm Bottom = 30 mm Side = 30 mm

Member M1 Span 1

Detailed BS8110 Main Reinforcement

Sagging: at 1.333 m from the start of the memberMoment applied to section= 23.82 kNmEffective depth of tension reinforcementd= 406 mmDepth to compression reinforcementd'= 58 mmRedistribution < 10%, henceK'= 0.1563.4.4.4K= (M/bd2 fcu)= 0.026K K' hence compression steel not required.z= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d= 385.70 mmAsr= (M/0.87 fyz)= 142.02 mm2Tension Bars provided= 2H12 Actual area of tension reinforcement= 226.19 mm2Minimum area of tension reinforcement= 0.13 %3.12.5.3Maximum area of tension reinforcement= 4 %3.12.6.1Actual % of tension reinforcement= 0.22 %

Minimum horizontal distance between bars = hagg + 5mm= 25 mm3.12.11.1Smallest actual horizontal space between bars= 125 mm

Maximum spacing of tension bars= (47000/fs) 300= 225 mm3.12.11.2.4Largest actual space between tension bars= 125 mm

Maximum clear distance between beam face and nearest main bar in tension= max tension bar spacing / 2= 112 mm3.12.11.2.5Actual clear distance between beam face and nearest main bar in tension= 38 mm

Actual neutral axis depth of section= 43.17 mmMoment capacity of section= 38.02 kNm OK

Hogging: at 3.200 m from the start of the memberMoment applied to section= 17.51 kNmEffective depth of tension reinforcementd= 406 mmDepth to compression reinforcementd'= 58 mmRedistribution < 10%, henceK'= 0.1563.4.4.4K= (M/bd2 fcu)= 0.019K K' hence compression steel not required.z= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d= 385.70 mmAsr= (M/0.87 fyz)= 104.41 mm2Tension Bars provided= 2H12 Actual area of tension reinforcement= 226.19 mm2Minimum area of tension reinforcement= 0.13 %3.12.5.3Maximum area of tension reinforcement= 4 %3.12.6.1Actual % of tension reinforcement= 0.22 %

Minimum horizontal distance between bars = hagg + 5mm= 25 mm3.12.11.1Smallest actual horizontal space between bars= 125 mm

Maximum spacing of tension bars= (47000/fs) 300= 241 mm3.12.11.2.4Largest actual space between tension bars= 125 mm

Maximum clear distance between beam face and nearest main bar in tension= max tension bar spacing / 2= 121 mm3.12.11.2.5Actual clear distance between beam face and nearest main bar in tension= 38 mm

Actual neutral axis depth of section= 43.17 mmMoment capacity of section= 38.02 kNm OK

Member M1 Span 1

Detailed BS8110 Span / Effective Depth Check

Basic span / effective depth ratio = 20.03.4.6.3fs = (2fy As req/3As prov)b) = (2500138.6/3226.2)1= 204.27 N/mm23.4.6.5Mod. factor for tension rft.= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0= 2.003.4.6.5Mod. factor for compression rft.= 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5= 1.003.4.6.6Hence, modified span / effective depth ratio= 40.00Actual span / effective depth ratio= 7.88SAFE

Member M1 Span 1

Detailed BS8110 Shear Reinforcement

Minimum links zone: 0.001 m to 3.199 mMaximum shear force within zone, V= 45.47 kNv= (V/bvd)= 0.50 N/mm23.4.5.2 0.8 fcu and 5 N/mm2hence dimensions adequatevc= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m3.4.5.4= 0.79 0.25 0.33 1.000.25 / 1.25= 0.40 N/mm2

0.5vc < v < (vc + 0.4), hence provide nominal links3.4.5.3spacing provided, sv= 300 mmminimum area of links = 0.4 bv sv / 0.87 fyv= 62.10 mm2area of links provided (2H8), Asv= 100.53 mm2OK

Member M1 Span 2

Detailed BS8110 Design Requirements

Section Property: 224 x 449Span Length= 4.200 mRectangular sectionWidth= 225 mmDepth= 450 mmCovers:Top = 30 mm Bottom = 30 mm Side = 30 mm

Member M1 Span 2

Detailed BS8110 Main Reinforcement

Hogging: at 3.200 m from the start of the memberMoment applied to section= 17.51 kNmEffective depth of tension reinforcementd= 406 mmDepth to compression reinforcementd'= 58 mmRedistribution < 10%, henceK'= 0.1563.4.4.4K= (M/bd2 fcu)= 0.019K K' hence compression steel not required.z= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d= 385.70 mmAsr= (M/0.87 fyz)= 104.41 mm2Tension Bars provided= 2H12 Actual area of tension reinforcement= 226.19 mm2Minimum area of tension reinforcement= 0.13 %3.12.5.3Maximum area of tension reinforcement= 4 %3.12.6.1Actual % of tension reinforcement= 0.22 %

Minimum horizontal distance between bars = hagg + 5mm= 25 mm3.12.11.1Smallest actual horizontal space between bars= 125 mm

Maximum spacing of tension bars= (47000/fs) 300= 241 mm3.12.11.2.4Largest actual space between tension bars= 125 mm

Maximum clear distance between beam face and nearest main bar in tension= max tension bar spacing / 2= 121 mm3.12.11.2.5Actual clear distance between beam face and nearest main bar in tension= 38 mm

Actual neutral axis depth of section= 43.17 mmMoment capacity of section= 38.02 kNm OK

Hogging: at 7.400 m from the start of the memberMoment applied to section= 31.01 kNmEffective depth of tension reinforcementd= 406 mmDepth to compression reinforcementd'= 58 mmRedistribution < 10%, henceK'= 0.1563.4.4.4K= (M/bd2 fcu)= 0.033K K' hence compression steel not required.z= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d= 385.70 mmAsr= (M/0.87 fyz)= 184.94 mm2Tension Bars provided= 2H12 Actual area of tension reinforcement= 226.19 mm2Minimum area of tension reinforcement= 0.13 %3.12.5.3Maximum area of tension reinforcement= 4 %3.12.6.1Actual % of tension reinforcement= 0.22 %

Minimum horizontal distance between bars = hagg + 5mm= 25 mm3.12.11.1Smallest actual horizontal space between bars= 125 mm

Maximum spacing of tension bars= (47000/fs) 300= 172 mm3.12.11.2.4Largest actual space between tension bars= 125 mm

Maximum clear distance between beam face and nearest main bar in tension= max tension bar spacing / 2= 86 mm3.12.11.2.5Actual clear distance between beam face and nearest main bar in tension= 38 mm

Actual neutral axis depth of section= 43.17 mmMoment capacity of section= 38.02 kNm OK

Member M1 Span 2

Detailed BS8110 Span / Effective Depth Check

Basic span / effective depth ratio = 26.03.4.6.3fs = (2fy As req/3As prov)b) = (2500132.1/3226.2)1= 194.62 N/mm23.4.6.5Mod. factor for tension rft.= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0= 2.003.4.6.5Mod. factor for compression rft.= 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5= 1.003.4.6.6Hence, modified span / effective depth ratio= 52.00Actual span / effective depth ratio= 10.34SAFE

Member M1 Span 2

Detailed BS8110 Shear Reinforcement

Minimum links zone: 3.199 m to 7.399 mMaximum shear force within zone, V= 45.47 kNv= (V/bvd)= 0.50 N/mm23.4.5.2 0.8 fcu and 5 N/mm2hence dimensions adequatevc= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m3.4.5.4= 0.79 0.25 0.33 1.000.25 / 1.25= 0.40 N/mm2

0.5vc < v < (vc + 0.4), hence provide nominal links3.4.5.3spacing provided, sv= 300 mmminimum area of links = 0.4 bv sv / 0.87 fyv= 62.10 mm2area of links provided (2H8), Asv= 100.53 mm2OK

Member M1 Span 3

Detailed BS8110 Design Requirements

Section Property: 224 x 449Span Length= 4.000 mRectangular sectionWidth= 225 mmDepth= 450 mmCovers:Top = 30 mm Bottom = 30 mm Side = 30 mm

Member M1 Span 3

Detailed BS8110 Main Reinforcement

Hogging: at 7.400 m from the start of the memberMoment applied to section= 31.01 kNmEffective depth of tension reinforcementd= 406 mmDepth to compression reinforcementd'= 58 mmRedistribution < 10%, henceK'= 0.1563.4.4.4K= (M/bd2 fcu)= 0.033K K' hence compression steel not required.z= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d= 385.70 mmAsr= (M/0.87 fyz)= 184.94 mm2Tension Bars provided= 2H12 Actual area of tension reinforcement= 226.19 mm2Minimum area of tension reinforcement= 0.13 %3.12.5.3Maximum area of tension reinforcement= 4 %3.12.6.1Actual % of tension reinforcement= 0.22 %

Minimum horizontal distance between bars = hagg + 5mm= 25 mm3.12.11.1Smallest actual horizontal space between bars= 125 mm

Maximum spacing of tension bars= (47000/fs) 300= 172 mm3.12.11.2.4Largest actual space between tension bars= 125 mm

Maximum clear distance between beam face and nearest main bar in tension= max tension bar spacing / 2= 86 mm3.12.11.2.5Actual clear distance between beam face and nearest main bar in tension= 38 mm

Actual neutral axis depth of section= 43.17 mmMoment capacity of section= 38.02 kNm OK

Sagging: at 9.733 m from the start of the memberMoment applied to section= 35.69 kNmEffective depth of tension reinforcementd= 406 mmDepth to compression reinforcementd'= 58 mmRedistribution < 10%, henceK'= 0.1563.4.4.4K= (M/bd2 fcu)= 0.038K K' hence compression steel not required.z= d ( 0.5 + [ 0.25 - (K/0.9)]0.5) 0.95d= 385.70 mmAsr= (M/0.87 fyz)= 212.82 mm2Tension Bars provided= 2H12 Actual area of tension reinforcement= 226.19 mm2Minimum area of tension reinforcement= 0.13 %3.12.5.3Maximum area of tension reinforcement= 4 %3.12.6.1Actual % of tension reinforcement= 0.22 %

Minimum horizontal distance between bars = hagg + 5mm= 25 mm3.12.11.1Smallest actual horizontal space between bars= 125 mm

Maximum spacing of tension bars= (47000/fs) 300= 150 mm3.12.11.2.4Largest actual space between tension bars= 125 mm

Maximum clear distance between beam face and nearest main bar in tension= max tension bar spacing / 2= 75 mm3.12.11.2.5Actual clear distance between beam face and nearest main bar in tension= 38 mm

Actual neutral axis depth of section= 43.17 mmMoment capacity of section= 38.02 kNm OK

Member M1 Span 3

Detailed BS8110 Span / Effective Depth Check

Basic span / effective depth ratio = 20.03.4.6.3fs = (2fy As req/3As prov)b) = (2500205.7/3226.2)1= 303.12 N/mm23.4.6.5Mod. factor for tension rft.= 0.55 + ((477 - fs)/120(0.9 + M/bd2)) 2.0= 1.343.4.6.5Mod. factor for compression rft.= 1 + (100As'prov/bd) / [3 + (100As'prov/bd)] 1.5= 1.003.4.6.6Hence, modified span / effective depth ratio= 26.84Actual span / effective depth ratio= 9.85SAFE

Member M1 Span 3

Detailed BS8110 Shear Reinforcement

Minimum links zone: 7.399 m to 11.399 mMaximum shear force within zone, V= 57.75 kNv= (V/bvd)= 0.63 N/mm23.4.5.2 0.8 fcu and 5 N/mm2hence dimensions adequatevc= 0.79 [(100 As/bvd)]1/3[(400/d)]1/4 / m3.4.5.4= 0.79 0.25 0.33 1.000.25 / 1.25= 0.40 N/mm2

0.5vc < v < (vc + 0.4), hence provide nominal links3.4.5.3spacing provided, sv= 300 mmminimum area of links = 0.4 bv sv / 0.87 fyv= 62.10 mm2area of links provided (2H8), Asv= 100.53 mm2OK

Design Group: Member Group 1 - Brief Detail: Member1 BS8110 Beam

Group Data

Top cover30Aggregate size20

Bottom cover30Concrete strength classC20/25

Side cover30Bond coefficients:

EnvelopeoneTension0.50

Beam segments12Compression0.64

Main Reinforcement

Main bars:500.0 N/mm2Material Factor m:1.15

Bar SizeMin. Bend RadiusBar SizeMin. Bend Radius

612.02040.0

816.02550.0

1020.03264.0

1224.04080.0

1632.050100.0

Anchorage provided by a bend = 12.0 diameters

Main Bar Criteria

Top Bar CriteriaBottom Bar Criteria

Min. bar size1010

Max. bar size4040

Link hanger size88

Min. layer gap3232

Side bars controlled by minimum size of 12

Shear Reinforcement

Max. shear considered atCentre of supports

Enhanced shear at supportsExcluded

Axial load effectsExcluded

Shear Bar Criteria

Shear bars:500.0 N/mm2Material Factor m:1.15

Bar SizeMin. Bend RadiusBar SizeMin. Bend Radius

612.02040.0

816.02550.0

1020.03264.0

1224.04080.0

1632.050100.0

Anchorage provided by a bend = 12.0 diameters

Min. size8Min. spacing25 mm

Min. number of legs2Link styleClosed

List of Design Groups - Structure3

Design GroupBrief

G1Member Group 1Member1

List of Design Briefs - Structure3

BriefCode

1Member1BS8110 Beam

Brief Detail:

There is no data of this type.