Roof Ids 65mpa 13 33m Ydir

C:\Users\Mitchell\Desktop\RC 65 MPa\ROOF_IDS_65MPA_13_33M_YDIR.rpf RAPT - Version: 6.3.2.0 Reinforced And Post-Tensioned Concrete Analysis & Design Package Copyright(C) 1988 - 2011 PCDC Pty. Ltd. All Rights Reserved Licensee Alliance Design Group Pty Ltd 3/22 Marine Parade Southport QLD, 4215 10155062180610WPN4

Input GeneralList Design Code Australia - AS3600-2009*SAVED* List Australia - Australian Materials - 2009*SAVED* Material List Reinforcement Type Reinforced List Member Type Slab List Panel Type Internal List Strip Type Two way List Column Stiffness Equivalent Column List Concrete - Spanning Members 65MPa List Concrete - Columns 40MPa mm Top Reinforcement Cover 46 mm Bottom Reinforcement Cover 41 mm Top Reinforcement Axis Depth Limit 20 Bottom Reinforcement Axis Depth Limit mm 20 kn/m3 Concrete Unit Weight 25 List Self Weight Definition Program Calculated Y/N Pattern Live Load Y List Earthquake Design None % Moment Redistribution 0 List Design Surface Levels Extreme Surfaces

SpanSpan Span Slab Panel Length Depth Width Left mm mm mm LE 250 1 13333 470 13333 2 13333 470 13333 3 13333 470 13333 RE 250 Panel Column Column Width Strip Width Strip Width Right Left Right mm mm mm 13333 13333 13333 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5

ColumnsColumn Column Support Column Column Column Column Column Column Transverse Capital Depth Pin Percentage Braced Column Grid Type Height Width Length Height Width Length Column below Base Column frame Shortening Reference Above Above Above below below below spacing deepest below Stiffness at this Restrained section column A List mm mm mm mm mm mm mm mm Y/N % Y/N Y/N 1 1 Column 3500 500 500 3500 500 500 13333 0 N 50 Y N 2 2 Column 3500 500 500 3500 500 500 13333 0 N 50 Y N 3 3 Column 3500 500 500 3500 500 500 13333 0 N 50 Y N 4 4 Column 3500 500 500 3500 500 500 13333 0 N 50 Y N Column Punching Transverse Transverse Shear effective prestress Check depth (P/A) required difference Y/N mm MPa 1 Y 0 0 2 Y 0 0 3 Y 0 0 4 Y 0 0

RAPT 6.3.2.0 Licensee: Alliance Design Group Pty Ltd

30/03/2012 10:35:24 AM

Page 2/26 License No.: 10155062180610WPN4

Load CasesLoad Load Type Load Definition Live Load Description Case Deflection Case List List Y/N A 1 Self Weight Applied Loads 2 Live Load Applied Loads Y

1. Self Weight - PanelLoad Left End reference column # 1 1 Left end of Load at Right End load from left end reference reference column column mm kN/m2 # -250 11.75 4 Right end of Load at Description load from right reference end column mm kN/m2 A 250 11.75

2. Live Load - PanelLoad Left End reference column # 1 1 Left end of Load at Right End load from left end reference reference column column mm kN/m2 # -250 0.25 4 Right end of Load at Live Load Description load from right reduction reference end column mm kN/m2 #.# A 250 0.25 1

Load Combinations : UltimateLoad Description 1. Self 2. Combination Weight Live Load A #.# #.# 1 Live Load 1.2 1.5 2 Live Load 0.9 1.5 3 Dead Load 1.35 0

Load Combinations : Short Term ServiceLoad Description 1. Self 2. Live Combination Weight Load A #.# #.# 1 Live Load 1 0.7

Load Combinations : Permanent ServiceLoad Description 1. Self 2. Live Combination Weight Load A #.# #.# 1 Live Load 1 0.4

Load Combinations : DeflectionLoad Combination 1 2 3 1. Self 2. Live Weight Load A #.# #.# Short Term - Deflection 1 0.7 Permanent - Deflection 1 0.4 Initial - Deflection 1 0 Description

Load Combinations : Transfer PrestressLoad Description 1. Self 2. Live Combination Weight Load A #.# #.# 1 Transfer 1 0

Load Combinations : Pre ExistingLoad Description 1. Self 2. Live Combination Weight Load A #.# #.# 1 Pre Existing 1 0


30/03/2012 10:35:25 AM


Load Combinations : ConstructionLoad Description 1. Self 2. Live Combination Weight Load A #.# #.# 1 Construction 1 0

Lateral DistributionSpans Column Column strip % Column % Column strip % at at maximum strip % at Strip moment left end midspan right end to parallel of span moment of span beam % % % % 1 100 60 75 0 2 75 60 75 0 3 75 60 75 0

Load Case 1 : 1. Self Weight1 kN/m 160 120 80 40 0 2 P1 3 4

0

13333

26666

39999mm

Load Case 2 : 2. Live Load1 kN/m 160 120 80 40 0 2 3 4

P1 0 13333 26666 39999mm

ReinforcementReinforcement Reinforcement Preferred Number Use Type Bar Size of Legs List List # Flexural Bar N 500MPa Flexural Mesh F 450MPa Shear Option 1 N 500MPa 10 2 Shear Option 2 N 500MPa 12 2 Shear Option 3 N 500MPa 16 2 Punching Shear N 500MPa 10 2

ReinforcementMaximum Minimum Minimum Minimum Span Minimum Span Infill Stagger Bar Bar Continuous Reinforcement Reinforcement Bars Bars Spacing Spacing Reinforcement into End into Internal Support Support mm mm #.# #.# #.# Y/N Y/N Support Reinforcement 300 99 0 N N Span Reinforcement 300 99 0 0 N N

Column Strip - Design Zones : TopLayer Steel Left End Distance to Bar stagger Top Right End Distance to Bar stagger Top Cover Maximum Minimum Preferred Number type Reference left end of length at left Cover at Reference right end of length at at Right Bar Size Bar Size bar size Column bar end left end Column bar right end end List # mm mm mm # mm mm mm List List List 1 Bar 1 -250 0 46 4 250 0 46 16 16 16 Layer Minimum Maximum Minimum Minimum % in Number Number of Spacing of Steel area as Reinforcement Flange Bars Bars % placed at # mm % List % 1 0 300 0 Tension Points 0


30/03/2012 10:35:26 AM


Column Strip - Design Zones : BottomLayer Steel Left End Distance to Bar stagger Bottom Right End Distance to Bar stagger Bottom Maximum Minimum Preferred Number type Reference left end of length at left Cover at left Reference right end of length at Cover at Bar Size Bar Size bar size Column bar end end Column bar right end Right End List # mm mm mm # mm mm mm List List List 1 Bar 1 -250 0 41 4 250 0 41 16 16 16 Layer Minimum Maximum Minimum Minimum % in Number Number of Spacing of Steel area as Reinforcement Flange Bars Bars % placed at # mm % List % 1 0 300 0 Tension Points 0

Middle Strip - Design Zones : TopLayer Steel Left End Distance to Bar stagger Top Right End Distance to Bar stagger Top Cover Maximum Minimum Preferred Number type Reference left end of length at left Cover at Reference right end of length at at Right Bar Size Bar Size bar size Column bar end left end Column bar right end end List # mm mm mm # mm mm mm List List List 1 Bar 1 -250 0 46 4 250 0 46 16 16 16 Layer Minimum Maximum Minimum Minimum % in Number Number of Spacing of Steel area as Reinforcement Flange Bars Bars % placed at # mm % List % 1 0 300 0 Tension Points 0

Middle Strip - Design Zones : BottomLayer Steel Left End Distance to Bar stagger Bottom Right End Distance to Bar stagger Bottom Maximum Minimum Preferred Number type Reference left end of length at left Cover at left Reference right end of length at Cover at Bar Size Bar Size bar size Column bar end end Column bar right end Right End List # mm mm mm # mm mm mm List List List 1 Bar 1 -250 0 41 4 250 0 41 16 16 16 Layer Minimum Maximum Minimum Minimum % in Number Number of Spacing of Steel area as Reinforcement Flange Bars Bars % placed at # mm % List % 1 0 300 0 Tension Points 0

Reinforcement Design Zones1 mm 0 -100 -200 -300 -400 -500 0 13333 #.# #.# #.# #.# #.# #.# #.# Y/N Y/N #.# Y/N #.# mm mm List Y/N List Y/N 0.8 0.7 1 1 1 0.36 0 Y Y 0 Y -1 25 50 Program Default N Calculated N 26666 39999mm 2 3 4

Design DataCapacity Reduction factor (phi) for Flexure Capacity Reduction factor (phi) for Shear Material Factor for Concrete in Flexure Material Factor for Concrete in Shear Material Factor for Reinforcement Maximum Ratio of Neutral Axis Depth for Ductility Ductility Limit - Strain Ductility Check at Left End Column Ductility Check at Right End Column Minimum Reinforcement Strength Limit - #.## x M* Flexural Critical Section - Consider Transverse Beams Flexural Critical Section - Distance from centre of Support Beam Left Sideface Cover (Internal) Beam Right Sideface cover Prestress Minimum Reinforcement Basis Shear Enhancement at Supports Ast Value in Shear Calculations Limit Reinforcement Strain

RAPT 6.3.2.0 Licensee: Alliance Design Group Pty Ltd Beam Shear Critical Section Location

30/03/2012 10:35:27 AM


List Code Critical Section

Maximum Service Stress Change - Prestressed Sections MPa 0 Maximum Service Stress Change - Reinforced Sections MPa 265 % Relative Humidity 50 C. Average Temperature 20 List Program Default Prestress Losses Calculations based on List Crack Width Calculations Code default List AS3600 Shrinkage and Temperature Reinforcement Moderate % Degree of Restraint in Primary Direction 0 % Degree of Restraint in Secondary Direction 0 List Concrete Strength Gain Rate N Concrete Tensile Strength for Deflection Calculations- #.## x (Fc)n #.# -1 #.# Maximum Value of Ieff/Igross for Deflection Calculations 0.6 #.# Total Deflection Warning Limit - Maximum Span/Deflection 250 mm Total Deflection Warning Limit - Maximum Deflection 25 #.# Incremental Deflection Warning Limit - Maximum Span/Deflection 500 mm Incremental Deflection Warning Limit - Maximum Deflection 25 #.# Time of Loading in days 10 #.# Age Adjustment Factor 0.76 MPa Concrete Strength at Time of Loading 54.93 #.# Loaded Period in years 30 List Modified Concrete Tensile Modulus Method Tension stiffening Approach Live Load Pattern Factor Pattern Live Load for Ultimate Strength Pattern Live Load for Crack Control Pattern Live Load For Deflections Pattern Live Load for Deflection Permanent Load Combination #.# Y/N Y/N Y/N Y/N 1 Y Y Y N

Material Properties ConcreteDescription Characteristic Compressive Strength Mean Compressive Strength Lower Characteristic Tensile Strength Upper Characteristic Tensile Strength Concrete Density Design Concrete Modulus Mean Concrete Modulus Basic Shrinkage Strain Shrinkage Multiplier Basic Creep Factor Concrete Strain at Peak Stress Squash Load Factor Concrete Strain Limit 40MPa 65MPa 40 65 48.51 75.78 3.79 4.84 6.83 8.71 2447 2447 31956.2 36745.3 33721.2 38517.8 1000 1000 1 1 2.8 2 0.002 0.003 0.9 0.9 0.004 0.003

Reinforcement BarDesignation Type Yield Elastic Ductility Peak Peak Design Material Material Stress Modulus Strain Stress Strain Factor Factor Limit Flexure Shear 500 2e5 N 0.05 540 90 -1 Material Material Capacity Include as Capacity Reduction Factor Flexural Reduction - Shear Reinforcement for Factor - Flexure Shear -1 -1 -1 Y

N Deformed Description

Nominal Bar Bar Bar Size Diameter Area A mm mm2 10 10 78.5 12 12 113 16 16 201 20 20 314 24 24 452

Bar Bar Inertia Weight mm4 kg/m 491.07 0.62 1018.29 0.89 3218.29 1.58 7857.14 2.47 16292.6 3.55

Stock Length mm 12000 12000 12000 12000 12000

RAPT 6.3.2.0 Licensee: Alliance Design Group Pty Ltd Nominal Bar Bar Size Diameter A mm 28 28 32 32 36 36 40 40 Bar Area mm2 616 804 1020 1260 Bar Bar Inertia Weight mm4 kg/m 30184 4.83 51492.6 6.31 82481.1 7.99 1.257e5 9.86 Stock Length mm 12000 12000 12000 12000

30/03/2012 10:35:27 AM


Elevation view1 mm 0 -100 -200 -300 -400 -500 0 13333 26666 39999mm 2 3 4

Plan viewmm -6000 -3000 0 3000 6000 0 13333 26666 39999mm 1 2 3 4

Full Elevation View1 mm 2000 0 -2000 0 13333 26666 39999mm 2 3 4

Warnings InputNo errors or warnings were found.

OutputWarning:SUPPORT Reinforcing Bar Spacing There have been problems in determining a bar size to satisfy the design spacing requirements. See Detailed Reinforcement Design Comments. Warning:Incremental Deflection span/deflection ratio in at least one span is less than defined limit. Warning:Incremental deflection in at least one span is greater than defined limit. Warning:Total deflection in at least one span is greater than defined limit.

Bending Moments Load Cases Column ActionsCol No. 1 Moment Above Moment Below Reaction Elastic Rotation Elastic Axial Shortening kNm kNm kN #.# mm Self Live Weight Load 104.07 2.21 125.71 2.67 893.3 19.01 1.9e-3 0 -0.3 -0

RAPT 6.3.2.0 Licensee: Alliance Design Group Pty Ltd Col No. 2 Moment Above Moment Below Reaction Elastic Rotation Elastic Axial Shortening Col No. 3 Moment Above Moment Below Reaction Elastic Rotation Elastic Axial Shortening Col No. 4 Moment Above Moment Below Reaction Elastic Rotation Elastic Axial Shortening Self Live Weight Load kNm -30.81 -0.66 kNm -37.22 -0.79 kN 2279.04 48.49 #.# -5.63e-4 0 mm -0.9 -0 Self Live Weight Load kNm 30.81 0.66 kNm 37.22 0.79 kN 2279.04 48.49 #.# 5.63e-4 0 mm -0.9 -0 Self Live Weight Load kNm -104.07 -2.21 kNm -125.71 -2.67 kN 893.3 19.01 #.# -1.9e-3 0 mm -0.3 -0

30/03/2012 10:35:28 AM


Load Combinations Column ActionsCol No. 1 Moment Above Moment Below Reaction Elastic Rotation Elastic Axial Shortening Col No. 2 Moment Above Moment Below Reaction Elastic Rotation Elastic Axial Shortening Col No. 3 Moment Above Moment Below Reaction Elastic Rotation Elastic Axial Shortening Col No. 4 Moment Above Moment Below Reaction Elastic Rotation Elastic Axial Shortening kNm kNm kN #.# mm kNm kNm kN #.# mm kNm kNm kN #.# mm kNm kNm kN #.# mm Service Service Ultimate Ultimate Ultimate Ultimate (Reversal) Flexure Flexure Shear Shear (Reversal) (Reversal) 103.62 105.99 92.7 140.49 92.7 140.49 125.17 128.03 111.98 169.71 111.98 169.71 891.78 907.28 800.7 1205.96 800.7 1205.96 1.89e-3 1.94e-3 1.69e-3 2.57e-3 1.69e-3 2.57e-3 -0.3 -0.4 -0.3 -0.5 -0.3 -0.5 Service Ultimate Ultimate (Reversal) Flexure Flexure (Reversal) -32.15 -29.75 -41.6 -25.46 -38.83 -35.94 -50.25 -30.76 2297.57 2296.12 3076.7 2087.74 -5.88e-4 -5.44e-4 -7.6e-4 -4.65e-4 -0.9 -0.9 -1.2 -0.8 Ultimate Shear Ultimate Shear (Reversal) -29.42 -41.6 -35.54 -50.25 2062.03 3076.7 -5.38e-4 -7.6e-4 -0.8 -1.2

Service

Service

Service Ultimate Ultimate Ultimate Ultimate (Reversal) Flexure Flexure Shear Shear (Reversal) (Reversal) 29.75 32.15 25.46 41.6 29.42 41.6 35.94 38.83 30.76 50.25 35.54 50.25 2296.12 2297.57 2087.74 3076.7 2062.03 3076.7 5.44e-4 5.88e-4 4.65e-4 7.6e-4 5.38e-4 7.6e-4 -0.9 -0.9 -0.8 -1.2 -0.8 -1.2 Service Ultimate (Reversal) Flexure -103.62 -125.17 891.78 -1.89e-3 -0.3 Ultimate Ultimate Ultimate Flexure Shear Shear (Reversal) (Reversal) -140.49 -92.7 -92.7 -140.49 -169.71 -111.98 -111.98 -169.71 1205.96 800.7 800.7 1205.96 -2.57e-3 -1.69e-3 -1.69e-3 -2.57e-3 -0.5 -0.3 -0.3 -0.5

Service -105.99 -128.03 907.28 -1.94e-3 -0.4


30/03/2012 10:35:29 AM


Ultimate Flexure1 kNm -3200 -2400 -1600 -800 -118 0 800 1600 2400 0 2 -2567 -2528 3 -2528 -2567 4

-87.6 630 1695 13333 26666 Moment : Column Strip 2 3 1115 4 1695 39999mm

Moment : Column Strip Moment : Column Strip 11 kN 1600 1200 934 800 400 0 -400 -800 -1200 -1600 0 2 924

-1115 13333 Shear : Column Strip 2

-924 26666

-733 39999mm

Shear : Column Strip Shear : Column Strip 11 kNm -3200 -2400 -1600 -800 0.038 0 800 1600 2400 0 2

3

4

-886 -878

-878 -886 -30.7 420

1130 13333 Moment : Middle Strip 2 3 26666

1130 39999mm

Moment : Middle Strip Moment : Middle Strip 11 kN 1600 1200 800 400 86.8 0 -400 -800 -1200 -1600 0 2

4

354

419

-419

-354

-288

13333 Shear : Middle Strip 2

26666

39999mm

Shear : Middle Strip Shear : Middle Strip 1


30/03/2012 10:35:30 AM


Flexural Design Column Strip Ultimatemm2 1 25000 6949 20000 15000 10000 5000 0 -5000 -10000 -15000 0 2 18925 3 18925 4 6949

12165 13333 Bottom Total 2

6864 26666 Top Ultimate Bottom Ultimate 3 Min Top

12165 39999mm Min Bot 4

Reinforcement Top TotalkNm 1 -4000 -3200 -2400 -1600 -800 0 800 1600 2400 0

13333 Ultimate Design 2 Initial Final

26666

39999mm

Capacity Minimum1 0.1 0.08 0.06 0.04 0.02 0 -0.02 -0.04 -0.06 -0.08 0.032

0.087

0.086

0.086

0.087

3

4 0.032

0.055

0.031

0.055

0

13333 Final

26666

39999mm

Neutral Axis Depth Initial

Service Maximum Moment Condition1 MPa -8 -4 0 4 8 12 16 0 Gross Stress Top -7.45 2 -7.35 3 -7.45 4 MPa -200 -100 0 100 200 300 400 39999mm Limits

7.71 13333 Gross Stress Bottom

7.6 26666 Cracked Compression Reinforcement Tension

7.71


30/03/2012 10:35:31 AM


Reversal Moment Condition1 MPa -8 -4 0 4 8 12 16 0 Gross Stress Top -7.26 2 -7.16 3 -7.26 4 MPa -200 -100 0 100 200 300 400 39999mm Limits



7.56

Span 1Design Comments:- Increase in stress from decompression to working exceeds 265MPa in at least one steel layer. Reinforcement has been added to reduce stress change below this maximum value. Refer RAPT manual Section T.7.6



Permanent Maximum Moment Condition1 MPa -8 -4 0 4 8 12 16 0 Gross Stress Top -7.32 2 -7.22 3 -7.32 4 MPa -200 -100 0 100 200 300 400 39999mm Limits



7.62

Reversal Moment Condition1 MPa -8 -4 0 4 8 12 16 0 Gross Stress Top -7.26 2 -7.16 3 -7.26 4 MPa -200 -100 0 100 200 300 400 39999mm Limits



7.56



30/03/2012 10:35:31 AM




Middle Strip Ultimate1 mm2 6949 8000 6000 4000 2000 0 -2000 -4000 -6000 -8000 -10000 0 2 6949 3 6949 4 6949

8034 13333 Bottom Total 2

6864 26666 Top Ultimate Bottom Ultimate 3 Min Top

8034 39999mm Min Bot 4

Reinforcement Top TotalkNm 1 -1600 -1200 -800 -400 0 400 800 1200 1600 0

13333 Ultimate Design 2 Initial Final

26666

39999mm

Capacity Minimum1 0.1 0.08 0.06 0.04 0.02 0 -0.02 -0.04 -0.06

0.08

3

4

0.032

0.032

0.032

0.032

0.037

0.031

0.037

0

13333 Final

26666

Neutral Axis Depth Initial Service1 MPa -4 -2 0 2 4 6 8 10 0 -3.38

2 -2.63

3 -3.38

3.44 13333

2.67 26666

3.44

39999mm

0.032 39999mm 4 MPa -200 -100 0 100 200 300 400 500


30/03/2012 10:35:32 AM


Reversal Moment Condition1 MPa -4 -2 0 2 4 6 8 10 0 Gross Stress Top -3.31 2 -2.59 3 -3.3 4 MPa -200 -100 0 100 200 300 400 500 39999mm Limits



3.36



Permanent Maximum Moment Condition1 MPa -4 -2 0 2 4 6 8 10 0 Gross Stress Top -3.34 2 -2.61 3 -3.34 4 MPa -200 -100 0 100 200 300 400 500 39999mm Limits



3.4

Reversal Moment Condition1 MPa -4 -2 0 2 4 6 8 10 0 Gross Stress Top -3.31 2 -2.59 3 -3.3 4 MPa -200 -100 0 100 200 300 400 500 39999mm Limits



3.36




30/03/2012 10:35:33 AM


Shear Design Beam Span 1Locat V* Mv* Mdec d Ast bv phi Vuc phi Vut phi Vu Phi Vumax Asv/s Spacing of Sets 2 legs 2 legs 2 legs N10 N12 N16 mm mm mm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

mm 250 626 1077 1528 1979 2430 2881 3333.3 4444.3 5555.3 6666.5 7777.5 8888.5 9999.8 10450.8 10901.8 11352.8 11803.8 12254.8 12707 13083

kN 1100.21 933.86 795.71 672.42 562.49 464.41 376.67 297.55 131.3 -16.94 -154.89 -301.11 -456.09 -624.19 -697.14 -773.24 -852.78 -936.06 -1023.36 -1115.22 -1195.11

kNm kNm mm mm2 mm kN kN kN -35.15 0 416 6948.89 6666.5 0 0 0 332.65 0 421 6864.14 6666.5 1380.25 99999 1380.25 690.02 0 421 6864.14 6666.5 1380.25 99999 1380.25 970.81 0 421 6893.63 6666.5 1382.22 99999 1382.22 1187.71 0 421 8438.43 6666.5 1478.6 99999 1478.6 1352.02 0 421 9624.56 6666.5 1544.86 99999 1544.86 1473.72 0 421 10518.5 6666.5 1591.28 99999 1591.28 1561.59 0 421 11166 6666.5 1623.28 99999 1623.28 1674.99 0 421 12008.2 6666.5 1663.11 99999 1663.11 1514.03 0 421 12165.1 6666.5 1670.32 99999 1670.32 1610.54 0 421 11548.4 6666.5 1641.61 99999 1641.61 1380.44 0 421 9868.74 6666.5 1557.82 99999 1557.82 990.14 0 421 7078.69 6666.5 1394.48 99999 1394.48 415.07 0 421 6864.14 6666.5 1380.25 99999 1380.25 121.52 0 421 6864.14 6666.5 1380.25 99999 1380.25 -210.67 0 416 6948.89 6666.5 1380.74 99999 1380.74 -584.49 0 416 6948.89 6666.5 1380.74 99999 1380.74 -1003.19 0 416 7232.35 6666.5 1399.27 99999 1399.27 -1470.27 0 416 10640 6666.5 1591.43 99999 1591.43 -1991.01 0 416 14541.2 6666.5 1766.07 99999 1766.07 -2466.8 0 416 18166.2 6666.5 0 0 0

kN mm2/mm 25236.7 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0

Minimum Legs Shear Comments

# 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

A No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel

Span 2Locat V* Mv* Mdec d Ast bv phi Vuc phi Vut phi Vu Phi Vumax Asv/s Spacing of Sets 2 legs 2 legs 2 legs N10 N12 N16 mm mm mm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

mm kN kNm kNm mm mm2 mm kN kN kN 250 1002.81 -2441.21 0 416 17973.5 6666.5 0 0 0 626 923.85 -2030.81 0 416 14837.5 6666.5 1777.99 99999 1777.99 1077 833.95 -1589.81 0 416 11520.7 6666.5 1634.18 99999 1634.18 1528 748.91 -1200.42 0 416 8644.22 6666.5 1484.96 99999 1484.96 1979 668.35 -858.44 0 416 6948.89 6666.5 1380.74 99999 1380.74 2430 591.88 -560 0 416 6948.89 6666.5 1380.74 99999 1380.74 2881 519.09 -301.59 0 416 6948.89 6666.5 1380.74 99999 1380.74 3333.3 449.42 -79.5 0 416 6948.89 6666.5 1380.74 99999 1380.74 4444.3 289.83 325.59 0 421 6864.14 6666.5 1380.25 99999 1380.25 5555.3 141.99 555.6 0 421 6864.14 6666.5 1380.25 99999 1380.25 6666.5 -7.59 567.56 0 421 6864.14 6666.5 1380.25 99999 1380.25 7777.5 -141.96 555.64 0 421 6864.14 6666.5 1380.25 99999 1380.25 8888.5 -289.8 325.66 0 421 6864.14 6666.5 1380.25 99999 1380.25

kN mm2/mm 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25540 0 25540 0 25540 0 25540 0 25540 0

RAPT 6.3.2.0 Licensee: Alliance Design Group Pty Ltd Locat V* Mv* Mdec d Ast bv

30/03/2012 10:35:34 AM

Page 14/26 License No.: 10155062180610WPN4 Asv/s Spacing of Sets 2 legs 2 legs 2 legs N10 N12 N16 mm mm mm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

phi Vuc phi Vut phi Vu Phi Vumax

mm kN 9999.8 -449.42 10450.8 -518.89 10901.8 -591.67 11352.8 -668.13 11803.8 -748.68 12254.8 -833.7 12707 -923.85 13083 -1002.81

kNm kNm mm mm2 mm kN kN kN -79.5 0 416 6948.89 6666.5 1380.74 99999 1380.74 -300.93 0 416 6948.89 6666.5 1380.74 99999 1380.74 -559.23 0 416 6948.89 6666.5 1380.74 99999 1380.74 -857.56 0 416 6948.89 6666.5 1380.74 99999 1380.74 -1199.41 0 416 8636.76 6666.5 1484.54 99999 1484.54 -1588.66 0 416 11512.1 6666.5 1633.78 99999 1633.78 -2030.81 0 416 14837.5 6666.5 1777.99 99999 1777.99 -2441.21 0 416 17973.5 6666.5 0 0 0

kN mm2/mm 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0


# 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

A No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel

Span 3Locat V* Mv* Mdec d Ast bv phi Vuc phi Vut phi Vu Phi Vumax Asv/s Spacing of Sets 2 legs 2 legs 2 legs N10 N12 N16 mm mm mm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

mm 250 626 1077 1528 1979 2430 2881 3333.3 4444.3 5555.3 6666.5 7777.5 8888.5 9999.8 10450.8 10901.8 11352.8 11803.8 12254.8 12707 13083

kN 1195.11 1115.22 1023.6 936.29 853.01 773.45 697.34 624.19 456.13 301.14 154.89 16.97 -129.14 -279.63 -344.98 -413.64 -486.18 -563.16 -645.15 -732.96 -810.64

kNm kNm mm mm2 mm kN kN kN -2466.8 0 416 18166.2 6666.5 0 0 0 -1991.01 0 416 14541.2 6666.5 1766.07 99999 1766.07 -1471.63 0 416 10650.1 6666.5 1591.94 99999 1591.94 -1004.41 0 416 7241.15 6666.5 1399.83 99999 1399.83 -585.59 0 416 6948.89 6666.5 1380.74 99999 1380.74 -211.65 0 416 6948.89 6666.5 1380.74 99999 1380.74 120.65 0 421 6864.14 6666.5 1380.25 99999 1380.25 415.07 0 421 6864.14 6666.5 1380.25 99999 1380.25 990.03 0 421 7077.9 6666.5 1394.43 99999 1394.43 1380.37 0 421 9868.21 6666.5 1557.79 99999 1557.79 1610.53 0 421 11548.4 6666.5 1641.61 99999 1641.61 1514.02 0 421 12165.1 6666.5 1670.32 99999 1670.32 1647.83 0 421 11807.4 6666.5 1653.79 99999 1653.79 1467.53 0 421 10474.6 6666.5 1589.06 99999 1589.06 1350.83 0 421 9617.25 6666.5 1544.47 99999 1544.47 1205.25 0 421 8567.21 6666.5 1486.08 99999 1486.08 1027.56 0 421 7293.21 6666.5 1408.43 99999 1408.43 814.03 0 421 6864.14 6666.5 1380.25 99999 1380.25 560.42 0 421 6864.14 6666.5 1380.25 99999 1380.25 261.09 0 421 6864.14 6666.5 1380.25 99999 1380.25 -25.9 0 416 6948.89 6666.5 0 0 0

kN mm2/mm 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25236.7 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25540 0 25236.7 0


# 0 0

A No shear steel

RAPT 6.3.2.0 Licensee: Alliance Design Group Pty Ltd Minimum Legs Shear Comments

30/03/2012 10:35:35 AM


# 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

A No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel No shear steel

Punching Column Head Critical SectionColumn Bh a No. A #.# mm 1 1 710.5 2 1 916 3 1 916 4 1 710.5 Asw/s reqd at mm 470 470 470 470 u mm 2342 3664 3664 2342 d mm 421 416 416 421 fcv P/A Asw/s min V* Mv* phi Vuo phi Vu phi Vumin MPa MPa mm2/mm kN kNm kN kN kN 2.74 0 0.26 1205.96 310.2 1891.92 1511.42 1421.89 2.74 0 0.34 3076.7 91.84 2924.71 2823.41 3294.9 2.74 0 0.34 3076.7 91.84 2924.71 2823.41 3294.9 2.74 0 0.26 1205.96 310.2 1891.92 1511.42 1421.89 phi side Moment Vumax beam Transfer kN A A 3469.4 No Yes 7080.51 No Yes 7080.51 No Yes 3469.4 No Yes

result

mm2/mm A 0 OK 0.34 O K with Ties 0.34 O K with Ties 0 OK

Deflections Live Load on All Spans Transfermm 0 -30 -60 -90 -120 0 Column Strip Live Load on All Spans 654 13333 Middle Strip Live Load on All Spans 9159 26666 753 39999mm 1 2 1.45 -20.3 -17.7 3 4


30/03/2012 10:35:35 AM


Short Termmm 0 -30 -60 -90 -120 0 714 13333 Column Strip Live Load on Even Spans 9782 26666 Column Strip Live Load on All Spans Column Strip Live Load on Odd Spans 733 39999mm 1 2 1.36 -18.6 -18.2 3 4

Middle Str

Incrementalmm 0 -30 -60 -90 -120 0 521 13333 Column Strip Live Load on Even Spans 3504 26666 Column Strip Live Load on All Spans Column Strip Live Load on Odd Spans 499 39999mm 1 2 -3.8 -25.5 -26.7 3 4

Middle Str

Total Long Termmm 0 -30 -60 -90 -120 0 305 13333 Column Strip Live Load on Even Spans 2713 26666 Column Strip Live Load on All Spans Column Strip Live Load on Odd Spans 312 39999mm -43.6 -42.6 1 2 -4.9 3 4

Middle Str

Span 1Design Comments:- Incremental Deflection greater than user defined limit = -25.5mm - Total Deflection greater than user defined limit = -43.6mm

Span 3Design Comments:- Incremental Span/Deflection ratio less than user defined limit = 499 - Incremental Deflection greater than user defined limit = -26.7mm - Total Deflection greater than user defined limit = -42.6mm


30/03/2012 10:35:36 AM


Live Load on Even Spans Transfermm 0 -30 -60 -90 -120 0 654 13333 Column Strip Live Load on Even Spans 9159 26666 Middle Strip Live Load on Even Spans 753 39999mm 1 2 1.45 -20.3 -17.7 3 4

Short Termmm 0 -30 -60 -90 -120 0 Column Strip Live Load on All Spans 749 13333 Column Strip Live Load on Odd Spans 10103 26666 844 39999mm Column Strip Live Load on Even Spans 1 2 -1.32 -17.8 -15.8 3 4

Middle Str

Incrementalmm 0 -30 -60 -90 -120 0 Column Strip Live Load on All Spans 540 13333 Column Strip Live Load on Odd Spans 3315 26666 549 39999mm Column Strip Live Load on Even Spans 1 2 -4.01 -24.6 -24.2 3 4

Middle Str

Total Long Termmm 0 -30 -60 -90 -120 0 Column Strip Live Load on All Spans 312 13333 Column Strip Live Load on Odd Spans 2595 26666 332 39999mm Column Strip Live Load on Even Spans -42.7 -40 1 2 -5.13 3 4

Middle Str

Span 1Design Comments:- Total Deflection greater than user defined limit = -42.7mm

Span 3Design Comments:- Total Deflection greater than user defined limit = -40mm


30/03/2012 10:35:37 AM


Live Load on Odd Spans Column StripSpan Deflection Span/Defection Locat Deflection Short Term Span/Defection Locat Deflection Incremental Span/Defection Locat Deflection Total Long Term Span/Defection Locat Transfer # mm # mm mm # mm mm # mm mm # mm 1 2 3 -20.3 1.5 -17.7 654 9159 753 5555.3 11803.8 7777.5 -18.8 1.4 -18.3 707 9403 725 5555.3 11803.8 7777.5 -25.6 -3.6 -26.7 519 3690 499 6666.5 6666.5 7777.5 -43.7 -4.7 -42.6 304 2819 312 5555.3 6666.5 7777.5

Middle StripSpan Deflection Span/Defection Locat Deflection Short Term Span/Defection Locat Deflection Incremental Span/Defection Locat Deflection Total Long Term Span/Defection Locat Transfer # mm # mm mm # mm mm # mm mm # mm 1 -9.3 1424 5555.3 -8.8 1514 5555.3 -18.2 730 5555.3 -26.8 496 5555.3 2 -1.6 8314 6666.5 -1.4 9783 6666.5 -3.7 3591 6666.5 -5.2 2569 6666.5 3 -9.7 1371 7777.5 -9.1 1458 7777.5 -18.8 707 7777.5 -27.8 479 7777.5



Transfermm 0 -30 -60 -90 -120 0 Column Strip Live Load on Odd Spans 654 13333 Middle Strip Live Load on Odd Spans 9159 26666 753 39999mm 1 2 1.45 -20.3 -17.7 3 4


30/03/2012 10:35:38 AM


Short Termmm 0 -30 -60 -90 -120 0 Column Strip Live Load on All Spans 707 13333 Column Strip Live Load on Even Spans 9403 26666 725 39999mm Column Strip Live Load on Odd Spans 1 2 1.41 -18.8 -18.3 3 4

Middle Str

Incrementalmm 0 -30 -60 -90 -120 0 Column Strip Live Load on All Spans 519 13333 Column Strip Live Load on Even Spans 3690 26666 499 39999mm Column Strip Live Load on Odd Spans 1 2 -3.61 -25.6 -26.7 3 4

Middle Str

Total Long Termmm 0 -30 -60 -90 -120 0 Column Strip Live Load on All Spans 304 13333 Column Strip Live Load on Even Spans 2819 26666 312 39999mm Column Strip Live Load on Odd Spans -43.7 -42.6 1 2 -4.72 3 4

Middle Str



Detailed Reinforcement Column Strip - Span 1Top Reinforcement Max Max Section Max Max Size Space Locat Size Space Area Depth Width Rebar Reqd mm mm mm mm2 mm mm A mm mm 175 40 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 250 40 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 626 0 0 0 54 6666.5 No Steel Added 40 300 1077 0 0 0 54 6666.5 No Steel Added 24 264.3 1528 0 0 0 54 6666.5 No Steel Added 16 171.1 1979 0 0 0 54 6666.5 No Steel Added 16 169.8 2430 0 0 0 54 6666.5 No Steel Added 16 169.2 2881 0 0 0 54 6666.5 No Steel Added 16 169.2 Bottom Reinforcement Section Width mm 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5

Depth mm 0 421 0 421 6864.14 421 6864.14 421 7197.74 421 8438.43 421 9624.56 421 10518.5 421

Area mm2

Rebar Reqd A No Steel Added No Steel Added 35 N16 @ 195.2 35 N16 @ 195.2 36 N16 @ 186.2 42 N16 @ 158.8 48 N16 @ 139.2 53 N16 @ 127.4

RAPT 6.3.2.0 Licensee: Alliance Design Group Pty Ltd Top Reinforcement

30/03/2012 10:35:39 AM Bottom Reinforcement Section Width mm 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5


Max Max Section Max Max Size Space Locat Size Space Area Depth Width Rebar Reqd mm mm mm mm2 mm mm A mm mm 3333.3 0 0 0 54 6666.5 No Steel Added 16 169.2 4444.3 0 0 0 54 6666.5 No Steel Added 16 169.2 5555.3 0 0 0 54 6666.5 No Steel Added 16 169.2 6666.5 0 0 0 54 6666.5 No Steel Added 16 169.2 7777.5 0 0 0 54 6666.5 No Steel Added 16 169.1 8888.5 0 0 0 54 6666.5 No Steel Added 16 170.7 9999.8 0 0 0 54 6666.5 No Steel Added 40 300 10450.8 0 0 0 54 6666.5 No Steel Added 40 300 10901.8 40 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 11352.8 28 298 6948.89 54 6666.5 35 N16 @ 192.8 0 0 11803.8 16 170.7 9137.6 54 6666.5 46 N16 @ 146.6 0 0 12254.8 16 169.1 12414.6 54 6666.5 62 N16 @ 107.9 0 0 12707 16 169.4 15942.2 54 6666.5 80 N16 @ 84.1 0 0 13083 16 170 18166.2 54 6666.5 91 N16 @ 73.8 0 0 13158 16 170 18924.7 54 6666.5 95 N16 @ 70.8 0 0 Shear Reinforcement Spacing of Sets 2 legs 2 legs 2 legs Shear Area N10 N12 N16 Comments mm2/mm mm mm mm A 0 0 0 0 0 0 0 0 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 0 0 0 0

Area Depth mm2 mm 11166 421 12008.2 421 12165.1 421 11548.4 421 9868.74 421 7078.69 421 6864.14 421 6864.14 421 0 421 0 421 0 421 0 421 0 421 0 421 0 421

Rebar Reqd A 56 N16 @ 120 60 N16 @ 111.6 61 N16 @ 110.1 58 N16 @ 116 50 N16 @ 135.8 36 N16 @ 189.3 35 N16 @ 195.2 35 N16 @ 195.2 No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added

Design Comments:- SUPPORT Reinforcing Bar Spacing - Column Strip - Column Grid 2 - Largest preferred reinforcement size requires bar spacing smaller then minimum. It will be necessary to use larger bars than the preferred maximum size, place more reinforcement in the flange if possible or place reinforcement in multiple layers. - Span - 1 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 2282.19mm2 - Column Strip - Span - 1 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 1664.38mm2 - Column Strip

Column Strip - Span 2Top Reinforcement Max Max Locat Size Space mm mm mm 175 16 170 250 16 170 626 16 169.5 1077 16 169.2 1528 16 169.8 1979 20 204.7 2430 32 300 2881 40 300 3333.3 40 300 4444.3 0 0 5555.3 0 0 6666.5 0 0 7777.5 0 0 Section Width mm 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 Max Max Rebar Reqd Size Space A mm mm 93 N16 @ 71.9 0 0 90 N16 @ 74.6 0 0 79 N16 @ 85.4 0 0 63 N16 @ 105.9 0 0 50 N16 @ 135.8 0 0 37 N16 @ 180.5 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 No Steel Added 40 300 No Steel Added 32 300 No Steel Added 28 279.9 No Steel Added 32 300 Bottom Reinforcement Section Width mm 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5

Area Depth mm2 mm 18633.7 54 17973.5 54 15694.3 54 12655.5 54 9863.89 54 7424.89 54 6948.89 54 6948.89 54 6948.89 54 0 54 0 54 0 54 0 54

Depth mm 0 421 0 421 0 421 0 421 0 421 0 421 0 421 0 421 0 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421

Area mm2

Rebar Reqd A No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2


30/03/2012 10:35:39 AM Bottom Reinforcement


Max Max Section Max Max Section Size Space Area Depth Width Locat Size Space Area Depth Width Rebar Reqd Rebar Reqd mm mm mm mm2 mm mm A mm mm mm2 mm mm A 8888.5 0 0 0 54 6666.5 No Steel Added 40 300 6864.14 421 6666.5 35 N16 @ 195.2 9999.8 40 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 0 421 6666.5 No Steel Added 10450.8 40 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 0 421 6666.5 No Steel Added 10901.8 32 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 0 421 6666.5 No Steel Added 11352.8 20 205 7418.59 54 6666.5 37 N16 @ 180.6 0 0 0 421 6666.5 No Steel Added 11803.8 16 169.8 9856.68 54 6666.5 50 N16 @ 135.9 0 0 0 421 6666.5 No Steel Added 12254.8 16 169.2 12646.8 54 6666.5 63 N16 @ 106 0 0 0 421 6666.5 No Steel Added 12707 16 169.5 15694.3 54 6666.5 79 N16 @ 85.4 0 0 0 421 6666.5 No Steel Added 13083 16 170 17973.5 54 6666.5 90 N16 @ 74.6 0 0 0 421 6666.5 No Steel Added 13158 16 170 18633.7 54 6666.5 93 N16 @ 71.9 0 0 0 421 6666.5 No Steel Added Shear Reinforcement Spacing of Sets 2 legs 2 legs 2 legs Shear Area N10 N12 N16 Comments mm2/mm mm mm mm A 0 0 0 0 0 0 0 0 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 0 0 0 0 Design Comments:- SUPPORT Reinforcing Bar Spacing - Column Strip - Column Grid 2 - Largest preferred reinforcement size requires bar spacing smaller then minimum. It will be necessary to use larger bars than the preferred maximum size, place more reinforcement in the flange if possible or place reinforcement in multiple layers. - SUPPORT Reinforcing Bar Spacing - Column Strip - Column Grid 3 - Largest preferred reinforcement size requires bar spacing smaller then minimum. It will be necessary to use larger bars than the preferred maximum size, place more reinforcement in the flange if possible or place reinforcement in multiple layers. - Span - 2 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 939.16mm2 - Column Strip - Span - 2 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 939.16mm2 - Column Strip

Column Strip - Span 3Top Reinforcement Max Max Locat Size Space mm mm mm 175 16 170 250 16 170 626 16 169.4 1077 16 169.1 1528 16 170.6 1979 28 297.7 2430 40 300 2881 0 0 3333.3 0 0 4444.3 0 0 5555.3 0 0 6666.5 0 0 7777.5 0 0 8888.5 0 0 9999.8 0 0 Section Width mm 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 Max Max Rebar Reqd Size Space A mm mm 95 N16 @ 70.8 0 0 91 N16 @ 73.8 0 0 80 N16 @ 84.1 0 0 62 N16 @ 107.8 0 0 46 N16 @ 146.5 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 No Steel Added 40 300 No Steel Added 40 300 No Steel Added 16 170.7 No Steel Added 16 169.1 No Steel Added 16 169.2 No Steel Added 16 169.2 No Steel Added 16 169.2 No Steel Added 16 169.2 Bottom Reinforcement Section Width mm 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5

Area Depth mm2 mm 18924.7 54 18166.2 54 15942.2 54 12424.7 54 9146.12 54 6948.89 54 6948.89 54 0 54 0 54 0 54 0 54 0 54 0 54 0 54 0 54

Depth mm 0 421 0 421 0 421 0 421 0 421 0 421 0 421 6864.14 421 6864.14 421 7077.9 421 9868.21 421 11548.4 421 12165.1 421 11807.4 421 10474.6 421

Area mm2

Rebar Reqd A No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added 35 N16 @ 195.2 35 N16 @ 195.2 36 N16 @ 189.3 50 N16 @ 135.8 58 N16 @ 116 61 N16 @ 110.1 59 N16 @ 113.5 53 N16 @ 127.9


30/03/2012 10:35:40 AM Bottom Reinforcement Section Width mm 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5


Max Max Section Max Max Size Space Locat Size Space Area Depth Width Rebar Reqd mm mm mm mm2 mm mm A mm mm 10450.8 0 0 0 54 6666.5 No Steel Added 16 169.2 10901.8 0 0 0 54 6666.5 No Steel Added 16 169.8 11352.8 0 0 0 54 6666.5 No Steel Added 16 170.5 11803.8 0 0 0 54 6666.5 No Steel Added 20 221.3 12254.8 0 0 0 54 6666.5 No Steel Added 32 300 12707 0 0 0 54 6666.5 No Steel Added 40 300 13083 40 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 13158 40 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 Shear Reinforcement Spacing of Sets 2 legs 2 legs 2 legs Shear Area N10 N12 N16 Comments mm2/mm mm mm mm A 0 0 0 0 0 0 0 0 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 No shear steel 0 0 0 0 0 0 0 0

Area Depth mm2 mm 9617.25 421 8567.21 421 7300.19 421 6864.14 421 6864.14 421 6864.14 421 0 421 0 421

Rebar Reqd A 48 N16 @ 139.3 43 N16 @ 156.4 37 N16 @ 183.6 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 No Steel Added No Steel Added

Design Comments:- SUPPORT Reinforcing Bar Spacing - Column Strip - Column Grid 3 - Largest preferred reinforcement size requires bar spacing smaller then minimum. It will be necessary to use larger bars than the preferred maximum size, place more reinforcement in the flange if possible or place reinforcement in multiple layers. - Span - 3 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 1664.36mm2 - Column Strip - Span - 3 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 1799.82mm2 - Column Strip

Middle Strip - Span 1Top Reinforcement Max Max Locat Size Space mm mm mm 175 0 0 250 0 0 626 0 0 1077 0 0 1528 0 0 1979 0 0 2430 0 0 2881 0 0 3333.3 0 0 4444.3 0 0 5555.3 0 0 6666.5 0 0 7777.5 0 0 8888.5 0 0 9999.8 0 0 10450.8 0 0 10901.8 40 300 11352.8 40 300 11803.8 40 300 12254.8 28 295.3 Section Width mm 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 Max Max Rebar Reqd Size Space A mm mm 35 N16 @ 192.8 40 300 No Steel Added 40 300 No Steel Added 40 300 No Steel Added 40 300 No Steel Added 40 300 No Steel Added 40 300 No Steel Added 36 300 No Steel Added 28 276.5 No Steel Added 20 229.3 No Steel Added 16 170.4 No Steel Added 16 170 No Steel Added 16 170.3 No Steel Added 20 199.4 No Steel Added 28 297.4 No Steel Added 40 300 No Steel Added 40 300 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 Bottom Reinforcement Section Width mm 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5

Area Depth mm2 mm 6948.89 54 0 54 0 54 0 54 0 54 0 54 0 54 0 54 0 54 0 54 0 54 0 54 0 54 0 54 0 54 0 54 6948.89 54 6948.89 54 6948.89 54 6948.89 54

Area Depth mm2 mm 4466.56 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 7417.59 421 8033.81 421 7541.49 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 0 421 0 421 0 421 0 421

Rebar Reqd A 23 N16 @ 300 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 37 N16 @ 180.6 40 N16 @ 166.8 38 N16 @ 177.7 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 No Steel Added No Steel Added No Steel Added No Steel Added


30/03/2012 10:35:41 AM Bottom Reinforcement Section Width mm 6666.5 6666.5 6666.5


Max Max Section Max Max Size Space Locat Size Space Area Depth Width Rebar Reqd mm mm mm mm2 mm mm A mm mm 12707 24 243.4 6948.89 54 6666.5 35 N16 @ 192.8 0 0 13083 20 203.7 6948.89 54 6666.5 35 N16 @ 192.8 0 0 13158 16 196.2 6948.89 54 6666.5 35 N16 @ 192.8 0 0 Shear Reinforcement Spacing of Sets 2 legs 2 legs 2 legs Shear N10 N12 N16 Comments Area mm2/mm mm mm mm A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

Area mm2

Depth mm 0 421 0 421 0 421

Rebar Reqd A No Steel Added No Steel Added No Steel Added

Design Comments:- Span - 1 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 0.02mm2 - Middle Strip - Span - 1 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 1450.05mm2 - Middle Strip

Middle Strip - Span 2Top Reinforcement Max Max Locat Size Space mm mm mm 175 20 199 250 20 204.3 626 20 233.5 1077 28 272.9 1528 32 300 1979 40 300 2430 40 300 2881 40 300 3333.3 40 300 4444.3 0 0 5555.3 0 0 6666.5 0 0 7777.5 0 0 8888.5 0 0 9999.8 40 300 10450.8 40 300 10901.8 40 300 11352.8 40 300 11803.8 32 300 12254.8 28 273 12707 20 233.5 13083 20 204.3 13158 20 199 Section Width mm 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 Max Max Size Space Rebar Reqd A mm mm 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 No Steel Added 40 300 No Steel Added 40 300 No Steel Added 40 300 No Steel Added 40 300 No Steel Added 40 300 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 35 N16 @ 192.8 0 0 Bottom Reinforcement Section Width mm 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5

Area Depth mm2 mm 6948.89 54 6948.89 54 6948.89 54 6948.89 54 6948.89 54 6948.89 54 6948.89 54 6948.89 54 6948.89 54 0 54 0 54 0 54 0 54 0 54 6948.89 54 6948.89 54 6948.89 54 6948.89 54 6948.89 54 6948.89 54 6948.89 54 6948.89 54 6948.89 54

Depth mm 0 421 0 421 0 421 0 421 0 421 0 421 0 421 0 421 0 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 0 421 0 421 0 421 0 421 0 421 0 421 0 421 0 421 0 421

Area mm2

Rebar Reqd A No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added

RAPT 6.3.2.0 Licensee: Alliance Design Group Pty Ltd Shear Reinforcement Spacing of Sets 2 legs 2 legs 2 legs Shear N10 N12 N16 Comments mm mm mm A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

30/03/2012 10:35:42 AM


Area mm2/mm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0


Middle Strip - Span 3Top Reinforcement Max Max Section Max Max Size Space Locat Size Space Area Depth Width Rebar Reqd mm mm mm mm2 mm mm A mm mm 175 16 196.2 6948.89 54 6666.5 35 N16 @ 192.8 0 0 250 20 203.7 6948.89 54 6666.5 35 N16 @ 192.8 0 0 626 24 243.4 6948.89 54 6666.5 35 N16 @ 192.8 0 0 1077 28 295.2 6948.89 54 6666.5 35 N16 @ 192.8 0 0 1528 40 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 1979 40 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 2430 40 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 2881 0 0 0 54 6666.5 No Steel Added 40 300 3333.3 0 0 0 54 6666.5 No Steel Added 40 300 4444.3 0 0 0 54 6666.5 No Steel Added 28 297.4 5555.3 0 0 0 54 6666.5 No Steel Added 20 199.5 6666.5 0 0 0 54 6666.5 No Steel Added 16 170.3 7777.5 0 0 0 54 6666.5 No Steel Added 16 170 8888.5 0 0 0 54 6666.5 No Steel Added 16 170.3 9999.8 0 0 0 54 6666.5 No Steel Added 16 197 10450.8 0 0 0 54 6666.5 No Steel Added 20 233.7 10901.8 0 0 0 54 6666.5 No Steel Added 28 275.7 11352.8 0 0 0 54 6666.5 No Steel Added 32 300 11803.8 0 0 0 54 6666.5 No Steel Added 40 300 12254.8 0 0 0 54 6666.5 No Steel Added 40 300 12707 0 0 0 54 6666.5 No Steel Added 40 300 13083 40 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 13158 40 300 6948.89 54 6666.5 35 N16 @ 192.8 0 0 Shear Reinforcement Spacing of Sets 2 legs 2 legs 2 legs Shear Area N10 N12 N16 Comments mm2/mm mm mm mm A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bottom Reinforcement Section Width mm 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5 6666.5

Depth mm 0 421 0 421 0 421 0 421 0 421 0 421 0 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 7541.51 421 8033.79 421 7611.08 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 6864.14 421 0 421 0 421

Area mm2

Rebar Reqd A No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added No Steel Added 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 38 N16 @ 177.7 40 N16 @ 166.8 38 N16 @ 176.1 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 35 N16 @ 195.2 No Steel Added No Steel Added

RAPT 6.3.2.0 Licensee: Alliance Design Group Pty Ltd Shear Reinforcement Spacing of Sets 2 legs 2 legs 2 legs Shear N10 N12 N16 Comments mm mm mm A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0

30/03/2012 10:35:43 AM


Area mm2/mm 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0


Reinforcement Layout Column StripBar Layer No. Type Size # 1 2 3 4 5 6 7 A A N500 16 N500 16 N500 16 N500 16 N500 16 N500 16 N500 16 Left end of bar Right end of bar Ref Distance Ref Distance No. Col From Stagger Bar Col From Stagger Bar Of No. Column Length Depth No. Column Length Depth % Development % Development Tension Compression Tension Compression #.# A mm mm mm # # A mm mm mm # # 61 1 -250 0 -421 0 0 1 13333 0 -421 0 0 35 2 0 0 -421 0 0 2 13333 0 -421 0 0 61 3 0 0 -421 0 0 3 13583 0 -421 0 0 35 1 0 0 -54 100 0 1 1400 0 -54 0 0 95 2 -3500 0 -54 0 0 2 4400 0 -54 0 0 95 3 -4400 0 -54 0 0 3 3500 0 -54 0 0 35 4 -1400 0 -54 0 0 4 0 0 -54 100 0

Design Comments:- SUPPORT Reinforcing Bar Spacing - Column Strip - Column Grid 2 - Largest preferred reinforcement size requires bar spacing smaller then minimum. It will be necessary to use larger bars than the preferred maximum size, place more reinforcement in the flange if possible or place reinforcement in multiple layers. - Span - 1 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 2282.19mm2 - Column Strip - Span - 1 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 1664.38mm2 - Column Strip - SUPPORT Reinforcing Bar Spacing - Column Strip - Column Grid 2 - Largest preferred reinforcement size requires bar spacing smaller then minimum. It will be necessary to use larger bars than the preferred maximum size, place more reinforcement in the flange if possible or place reinforcement in multiple layers. - SUPPORT Reinforcing Bar Spacing - Column Strip - Column Grid 3 - Largest preferred reinforcement size requires bar spacing smaller then minimum. It will be necessary to use larger bars than the preferred maximum size, place more reinforcement in the flange if possible or place reinforcement in multiple layers. - Span - 2 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 939.16mm2 - Column Strip - Span - 2 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 939.16mm2 - Column Strip - SUPPORT Reinforcing Bar Spacing - Column Strip - Column Grid 3 - Largest preferred reinforcement size requires bar spacing smaller then minimum. It will be necessary to use larger bars than the preferred maximum size, place more reinforcement in the flange if possible or place reinforcement in multiple layers. - Span - 3 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 1664.36mm2 - Column Strip - Span - 3 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 1799.82mm2 - Column Strip

Middle StripBar Layer No. Type Size # 1 2 3 4 A A N500 16 N500 16 N500 16 N500 16 Left end of bar Right end of bar Ref Distance Ref Distance Col From Stagger Bar No. Col From Stagger Bar No. Column Length Depth % Development % Development Of No. Column Length Depth Tension Compression Tension Compression #.# A mm mm mm # # A mm mm mm # # 40 1 -250 0 -421 0 0 1 13333 0 -421 0 0 35 2 0 0 -421 0 0 2 13333 0 -421 0 0 40 3 0 0 -421 0 0 3 13583 0 -421 0 0 35 1 0 0 -54 100 100 1 9783 0 -54 100 100

RAPT 6.3.2.0 Licensee: Alliance Design Group Pty Ltd Bar Layer No. Type Size # A A 5 N500 16 6 N500 16 7 N500 16

30/03/2012 10:35:44 AM


Left end of bar Right end of bar Ref Distance Ref Distance Col From Stagger Bar No. Col From Stagger Bar No. Column Length Depth % Development % Development Of No. Column Length Depth Tension Compression Tension Compression #.# A mm mm mm # # A mm mm mm # # 35 2 -3550 0 -54 100 100 2 4750 0 -54 0 0 35 3 -4750 0 -54 0 0 3 3900 0 -54 0 0 35 4 -1400 0 -54 0 0 4 0 0 -54 100 0

Design Comments:- Span - 1 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 0.02mm2 - Middle Strip - Span - 1 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 1450.05mm2 - Middle Strip - Span - 2 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 867.29mm2 - Middle Strip - Span - 2 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 867.28mm2 - Middle Strip - Span - 3 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 1450.05mm2 - Middle Strip - Span - 3 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 1217.9mm2 - Middle Strip

Column Strip35-N16 95-N16 95-N16 mm 0 -100 -200 -300 61-N16 35-N16 61-N16 -400 -500 0 35-N16 40-N16 35-N16 1 2 3 4

13333

26666

39999mm

- SUPPORT Reinforcing Bar Spacing - Column Strip - Column Grid 2 - Largest preferred reinforcement size requires bar spacing smaller then minimum. It will be necessary to use larger bars than the preferred maximum size, place more reinforcement in the flange if possible or place reinforcement in multiple layers. Design Comments:- Span - 1 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 2282.19mm2 - Column Strip - Span - 1 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 1664.38mm2 - Column Strip - SUPPORT Reinforcing Bar Spacing - Column Strip - Column Grid 2 - Largest preferred reinforcement size requires bar spacing smaller then minimum. It will be necessary to use larger bars than the preferred maximum size, place more reinforcement in the flange if possible or place reinforcement in multiple layers. - SUPPORT Reinforcing Bar Spacing - Column Strip - Column Grid 3 - Largest preferred reinforcement size requires bar spacing smaller then minimum. It will be necessary to use larger bars than the preferred maximum size, place more reinforcement in the flange if possible or place reinforcement in multiple layers. - Span - 2 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 939.16mm2 - Column Strip - Span - 2 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 939.16mm2 - Column Strip - SUPPORT Reinforcing Bar Spacing - Column Strip - Column Grid 3 - Largest preferred reinforcement size requires bar spacing smaller then minimum. It will be necessary to use larger bars than the preferred maximum size, place more reinforcement in the flange if possible or place reinforcement in multiple layers. - Span - 3 - Reinforcement added at left contraflexure point for Offset of Bending Moment Diagram for Shear - 1664.36mm2 - Column Strip - Span - 3 - Reinforcement added at right contraflexure point for Offset of Bending Moment Diagram for Shear - 1799.82mm2 - Column Strip

35-N16

35-N16

mm 0 -100 -200 -300

40-N16

-500 0

35-N16

-400

35-N16

1

2

3

4

13333

26666

39999mm

Roof Ids 65mpa 13 33m Ydir

Documents

Transcript of Roof Ids 65mpa 13 33m Ydir