2015.08.31 - 153041-CN-01 Rev0

CALCULATION NOTES

File No. 153041

Ref. No. 153041-CN-01

Rev. 0

Date 31 August 2015

Page 2 of 58

CLIENT:

Mr. Abdullah Al Sharif

CONSULTANT:

Art & Design Eng. Consultants

MAIN-CONTRACTOR:

M/s National Contg. & Transport Co. LLC

CONTENTS

1 Material properties 4

2 Design approach 4

3 Calculation references and design programs used 4

4 Load combinations 4

5 Load breakdown 5

7 Design of hollow core slabs

*Ground Floor HCS Layout 6

Case - 1 7

HCS Thickness : 320mm

Topping : 60mm (Composite)

Strand Pattern : 10 – 12.5 dia

Span : 10.66m

Sdl : 7.50kpa (including 60mm thk Topping)

Sll : 3.00kpa

Conclusion : Pass

Case – 2 17




Span : 8.95m


Sll : 3.00kpa

Conclusion : Pass

CALCULATION NOTES

File No. 153041

Ref. No. 153041-CN-01

Rev. 0

Date 31 August 2015

Page 3 of 58

CLIENT:


CONSULTANT:


MAIN-CONTRACTOR:


*First Floor HCS Layout 27

Case – 3 28




Span : 9.02m


Sll : 3.00kpa

Conclusion : Pass

Case – 4 38




Span : 6.92m


Sll : 3.00kpa

Conclusion : Pass

*Roof Floor HCS Layout 48

Case - 5 49




Span : 9.3m


Sll : 2.00kpa

Conclusion : Pass

CALCULATION NOTES

File No. 153041

Ref. No. 153041-CN-01

Rev. 0

Date 31 August 2015

Page 4 of 58

CLIENT:


CONSULTANT:


MAIN-CONTRACTOR:


DESIGN CONCEPT/APPROACH

These hollow cores slabs design the conservative elements to represent those within the same spans/loadings.

CALCULATION REFERENCES AND DESIGN PROGRAMS USED:

ACI-318M -08 - Building Code Requirements for Structural Concrete

PCI - Design Manual 6th Edition

MATERIAL PROPERTIES

Concrete compressive strengths

Pre-stressed hollow cores fcu = 60 N/mm2 (fc’ = 48 N/mm2)

Concrete Density

Reinforced Concrete Density; γconc = 25 kN/m3;

Nominal Cover

HCS cov = 30 mm

Fire Resistance

HC Slabs 1.5h cov = 30 mm

Reinforcements

Pre-stressing strands; 12.5 dia fpu = 1770 N/mm2

LOAD COMBINATIONS .......................................................................ACI-318-08

LC1. 1.2DL + 1.6LL

Project: 153041

Job # B+G+1 Villa for Abdullah Al Sharif

Contractor: M/s Nat'l. Contg. & Transport Co. LLC

Rev: 0

BREAKDOWN OF LOADS USED ON ANALYSIS

1 ROOF FLOOR HCS320 Beam load Slab loadDEAD LOADS

Pressure

320 mm thick Hollow core 4.05 Jt grout + add'l SW 0.22 60 mm structural screed 1.50 1.50 Roof finishes & services 4.00 4.00

Ceiling 0.50 0.50

subtotal 10.27 kPa 6.00 kPa

LIVE LOAD 2.00 kPa 2.00 kPa

2 GF & F. Floor HCS2 320 Beam load Slab load

DEAD LOADSPressure

load, (kPa)

320 mm thick Hollow core 4.05

Jt grout + add'l SW 0.22

60 mm structural screed 1.50 1.50

Finishes, ceiling & serv. 2.50 2.50

Partitions (distributed load) 3.50 3.50

subtotal 11.77 kPa 7.50 kPa

LIVE LOAD 3.00 kPa 3.00 kPa

Description

Description

Page 5 of 58

Page 6 of 58

adf

Text Box

CASE 1: HCS320 x 10.66m w/ 10-12.5dia. strands. SDL = 7.5 kPa LL = 3.0 kPa

adf

Rectangle

adf

Polygonal Line

adf

Text Box

CASE 2: HCS320 x 8.95m. w/ 8-12.5dia. strands. SDL = 7.5 kPa LL = 3.0 kPa

adf

Rectangle

adf

Polygonal Line

adf

Text Box

GROUND FLOOR HCS LAYOUT

adf

Polygonal Line

C1 GF HCS320 x 10.66m with 10-12.5strands.con

Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.

Licensed to: 4113040214, United Precast Concrete LLC - OK

Project:

Problem:

Engineer: Engineering Dept

File: C1 GF HCS320 x 10.66m with 10-12.5strands.con Mon Aug 31 11:35:20 2015�

Company: United Precast Concret

Page 7 of 58

Shear Design Graph



Project:

Problem:




Distance From Left End of Beam - m

Sh

ea

r -

kN

Shear DesignShear Design

0.00 1.07 2.13 3.20 4.26 5.33 6.40 7.46 8.53 9.59 10.66

300

240

180

120

60

0

-60

-120

-180

-240

-300

Factored Design Shear, Vu

Total Strength Provided, ØVn

Minimum Strength Required

Concrete Strength Provided, ØVc

Critical Section for Shear Loading

Page 8 of 58

Flexural Design Graph



Project:

Problem:





Mo

me

nt

- k

Nm

Flexural DesignFlexural Design

0.00 1.07 2.13 3.20 4.26 5.33 6.40 7.46 8.53 9.59 10.66

560

490

420

350

280

210

140

70

0

-70

-140

Factored Moment, Mu: +ve Bending

Design Strength, ØMn: +ve Bending

Factored Moment, Mu: -ve Bending

Design Strength, ØMn: -ve Bending

Page 9 of 58

Deflection Estimate on Final Supports Graph



Project:

Problem:





De

fle

cti

on

-

mm

Deflection Estimate on Final SupportsDeflection Estimate on Final Supports

0.00 1.07 2.13 3.20 4.26 5.33 6.40 7.46 8.53 9.59 10.66

28.00

24.00

20.00

16.00

12.00

8.00

4.00

0.00

-4.00

-8.00

-12.00

Deflection @ Erection

Deflection On Completion

Final DL Deflection

Final DL + LL Deflection

Page 10 of 58

Summary Report



Project:

Problem:

1File: C1 GF HCS320 x 10.66m with 10-12.5strands.con


Mon Aug 31 11:37:04 2015�


SUMMARY REPORT

Design Code Used: ACI 318-08

______________________________________________________________________________________________________________

CONCRETE MATERIAL PROPERTIES

Precast Beam Cast-in-Place Pour

___________________________ ___________________________

Concrete Density Wt = 2500 kg/m^3 Wt = 2500 kg/m^3

Compressive Strength f'c = 48.0 MPa f'c = 32.0 MPa

Modulus of Elasticity Ec = 37015 MPa Ec = 30222 MPa

Strength at Transfer f'c = 31.2 MPa

Modulus of Elast. at Transfer Ec = 29842 MPa

Strength at Lifting f'c = 31.2 MPa

Modulus of Elast. at Lifting Ec = 29842 MPa

Cement Content = 410 kg/m^3 Construction Schedule

Air Content = 5.00 % Age at Transfer = 0.75 days

Slump = 50.0 mm Age at Erection = 15 days

Aggregate Mix = 0.40 (fine to total aggregate ratio) Age at Cast-in-Place Pour = 25 days

Aggregate Size = 20.0 mm Age Cast-in-Place is Composite = 35 days

Basic Shrinkage Strain = 780.000E-6 Age Construction is Complete = 143 days

Curing Method = Moist

Relative Humidity in Service = 70 %

Ambient Temperature in Service = 20 deg C

______________________________________________________________________________________________________________

PRECAST BEAM LAYOUT

________________________________________________________________________________________________________________

| Segment/Length | Section Identification | Offset |

|No| From | To | Length | Folder | Section | Section | Z | Y |

| | m | m | m | Name | Name | Type | mm | mm |

________________________________________________________________________________________________________________

| 1| 0.000| 10.660| 10.660| Current Problem | HCUPC1200x320 | Unspecified | 0.0| 0.0|

________________________________________________________________________________________________________________

Span Length at Transfer = 10.260 m, Centre of Supports, Left @ 0.200 m, Right @ 10.460 m

Span Length in Service = 10.510 m, Centre of Supports, Left @ 0.075 m, Right @ 10.585 m

Total Beam Length = 10.660 m, Bearing Length, Left = 150.0 mm, Right = 150.0 mm

______________________________________________________________________________________________________________

CAST-IN-PLACE POUR LAYOUT

______________________________________________________________________________________________

| Segment/Length | Slab/Topping Parameters | Haunch Paramaters |Vertical|

|No| From | To | Length | Thick. | Width | Offset | Thick. | Width | Offset | Offset |

| | m | m | m | mm | mm | mm | mm | mm | mm | mm |

______________________________________________________________________________________________

| 1| 0.000| 10.660| 10.660| 60.0| 1200.0| 0.0| 0.0| 0.0| 0.0| 0.0|

______________________________________________________________________________________________

Beam is UNSHORED during the cast-in-place pour and superimposed dead load.

______________________________________________________________________________________________________________

GROSS PRECAST SECTION PROPERTIES (NON-COMPOSITE)

(based on Ec of the precast beam - transformed area of rebar and strand NOT included)

_______________________________________________________________________________________________________

|Seg.| Section Properties | Section| Section| Shear |Volume /| Section Moduli |

| No.| A | I | yb | Height | Width | Width | Surface| Sb | St |

| | mm^2 | mm^4 | mm | mm | mm | mm | mm | mm^3 | mm^3 |

_______________________________________________________________________________________________________

| 1| 194167 | 2.522E+9 | 161.0| 320.0| 1200.0| 284.0| 64.00| -15.665E+6 | 15.862E+6 |

_______________________________________________________________________________________________________

______________________________________________________________________________________________________________

GROSS COMPOSITE SECTION PROPERTIES


______________________________________________________________________________________________________

|Seg.| Section Properties | Section| Section Moduli |

| No.| Ac | Ic | yb | Height | Sb | St | Sbc | Stc |

| | mm^2 | mm^4 | mm | mm | mm^3 | mm^3 | mm^3 | mm^3 |

______________________________________________________________________________________________________

| 1| 252954 | 4.152E+9 | 204.9| 380.0| -20.259E+6 | 36.077E+6 | 36.077E+6 | 23.713E+6 |

Page 11 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:37:04 2015�


______________________________________________________________________________________________________

Note: Sb & St = bottom and top of the precast beam, Sbc & Stc = bottom and top of the cast-in-place pour.

______________________________________________________________________________________________________________________

UNCRACKED SECTION PROPERTIES SUMMARY

_______________________________________________________________________________________________________________________

| | A: Net Precast Section | B: Transformed Precast Section | C: Transformed Precast Section |D: Transfo

| | at Transfer (based on Eci) | at Transfer (based on Eci) | in Service (based on Ec) | in Ser

| | (include rebar, deduct strand) | (include rebar and strand) | (include rebar and strand) | (includ

| x | A | I | yb | A | I | yb | A | I | yb | Ac

| m | mm^2 | mm^4 | mm | mm^2 | mm^4 | mm | mm^2 | mm^4 | mm | mm^2

_______________________________________________________________________________________________________________________

| 0.000| 193232 | 2.507E+9 | 161.6| 194172 | 2.522E+9 | 161.0| 194171 | 2.522E+9 | 161.0| 252958

| 0.075| 193232 | 2.507E+9 | 161.6| 194918 | 2.534E+9 | 160.5| 194746 | 2.531E+9 | 160.6| 253532

| 1.126| 193232 | 2.507E+9 | 161.6| 199342 | 2.602E+9 | 157.7| 198158 | 2.584E+9 | 158.5| 256944

| 2.177| 193232 | 2.507E+9 | 161.6| 199342 | 2.602E+9 | 157.7| 198158 | 2.584E+9 | 158.5| 256944

| 3.228| 193232 | 2.507E+9 | 161.6| 199342 | 2.602E+9 | 157.7| 198158 | 2.584E+9 | 158.5| 256944

| 4.279| 193232 | 2.507E+9 | 161.6| 199342 | 2.602E+9 | 157.7| 198158 | 2.584E+9 | 158.5| 256944

| 5.330| 193232 | 2.507E+9 | 161.6| 199342 | 2.602E+9 | 157.7| 198158 | 2.584E+9 | 158.5| 256944

| 6.486| 193232 | 2.507E+9 | 161.6| 199342 | 2.602E+9 | 157.7| 198158 | 2.584E+9 | 158.5| 256944

| 7.537| 193232 | 2.507E+9 | 161.6| 199342 | 2.602E+9 | 157.7| 198158 | 2.584E+9 | 158.5| 256944

| 8.588| 193232 | 2.507E+9 | 161.6| 199342 | 2.602E+9 | 157.7| 198158 | 2.584E+9 | 158.5| 256944

| 9.639| 193232 | 2.507E+9 | 161.6| 199342 | 2.602E+9 | 157.7| 198158 | 2.584E+9 | 158.5| 256944

| 10.585| 193232 | 2.507E+9 | 161.6| 194918 | 2.534E+9 | 160.5| 194746 | 2.531E+9 | 160.6| 253532

| 10.660| 193232 | 2.507E+9 | 161.6| 194172 | 2.522E+9 | 161.0| 194171 | 2.522E+9 | 161.0| 252958

_______________________________________________________________________________________________________________________

These section properties can used to calculate uncracked concrete stresses using the following guidelines.

- A: Net Precast Section at Transfer properties are used with the initial prestress after transfer (after elastic shor

- B: Transformed Precast Section at Transfer properties are used with the precast beam self-weight.

- C: Transformed Precast Section in Service properties are used with external loads applied to the non-composite preca

- D: Transformed Composite Section in Service properties are used with external loads applied to the composite precast

______________________________________________________________________________________________________________

PRESTRESSING STEEL TENDONS

__________________________________________________________________________________________________________

| | | | | | Offsets |End Offset & Type| Tendon | Jacking Force |

|ID|Qty| Grade |Type| Strand Size | x | y |Left **|Right **| Area | Pj | %fpu|

| | | MPa | * | | m | mm | m | m | mm^2 | kN | |

__________________________________________________________________________________________________________

| 1| 10| 1770| LRS| D12.5 | 0.000| 35.0| 0.000 B| 0.000 B| 935.00 | 1001.2 | 0.60|

| | | | | | 10.660| 35.0| | | | | |

__________________________________________________________________________________________________________

note: * Type = LRS - Low-Relaxation Strand, SRS - Stress-Relieved Strand, PB - Plain Bar, DB - Deformed Bar

** End Types = B - Fully Bonded, D - Debonded, C - Cut, A - Anchored (fully developed)

Calculated Losses: Initial = 4.8%, Final = 12.3%

Maximum Total Prestress Forces: Pj(jacking) = 1001.2 kN,

Pi(transfer) = 953.2 kN,

Pe(effective) = 878.5 kN @ x = 5.330 m,

See the "Development Length" text report for details of the strand transfer and development lengths

______________________________________________________________________________________________________________

PRECAST BEAM AND CAST-IN-PLACE POUR SELF-WEIGHT

____________________________________________________

| Segment/Length | Linear Weight |

| | From | To | Beam | Cast-in-Place |

|No.| m | m | kN/m | kN/m |

____________________________________________________

| 1| 0.000| 10.660| 4.7600 | 1.7651 |

____________________________________________________

______________________________________________________________________________________________________________

EXTERNALLY APPLIED LOADS

________________________________________________________________________________________________________________

| Load Case |Type| Label | Description | Distribution |

________________________________________________________________________________________________________________

|SDL AT | D |SDL (6kpa*1.2m) |Vertical: 7.2 kN/m full length |No Load Distribution|

|Live Load | L |LL (3.0kpa * 1.2m) |Vertical: 3.6 kN/m full length |No Load Distribution|

________________________________________________________________________________________________________________

Page 12 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:37:04 2015�


Load Combinations

Factored Combination 1 = 1.40D + 1.40F

Factored Combination 2 = 1.20D + 1.60L + 0.50SRLr + 1.20F

Factored Combination 3 = 1.20D + 1.00L + 1.60SRLr

Factored Combination 4 = 1.20D + 1.60SRLr + 0.80W

Factored Combination 5 = 1.20D + 1.00L + 0.50SRLr + 1.60W


Factored Combination 7 = 0.90D + 1.60W

Factored Combination 8 = 0.90D + 1.00E

______________________________________________________________________________________________________________

ANALYSIS RESULTS SUMMARY - IN SERVICE

__________________________________________________________________________________________

| | Total Unfactored Moments| Total Factored Effects |

| x | Total | Sustained | Shear | | Moment | | Torsion | |

| m | kNm | kNm | kN | [*]| kNm | [*]| kNm | [*]|

__________________________________________________________________________________________

| 0.000| 0.0 | 0.0 | 0.0 |[ 1]| 0.0 |[ 1]| 0.0 |[ 1]|

| 0.075| 0.0 | 0.0 | -1.7 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 0.075| 0.0 | 0.0 | 116.8 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 1.126| 86.1 | 68.2 | 93.5 |[ 2]| 110.4 |[ 2]| 0.0 |[ 1]|

| 2.177| 153.0 | 121.2 | 70.1 |[ 2]| 196.4 |[ 2]| 0.0 |[ 1]|

| 3.228| 200.9 | 159.1 | 46.7 |[ 2]| 257.8 |[ 2]| 0.0 |[ 1]|

| 4.279| 229.6 | 181.9 | 23.4 |[ 2]| 294.6 |[ 2]| 0.0 |[ 1]|

| 5.330| 239.2 | 189.5 | 0.0 |[ 1]| 306.9 |[ 2]| 0.0 |[ 1]|

| 6.486| 227.6 | 180.3 | -25.7 |[ 2]| 292.0 |[ 2]| 0.0 |[ 1]|

| 7.537| 197.0 | 156.0 | -49.1 |[ 2]| 252.7 |[ 2]| 0.0 |[ 1]|

| 8.588| 147.2 | 116.6 | -72.4 |[ 2]| 188.9 |[ 2]| 0.0 |[ 1]|

| 9.639| 78.3 | 62.0 | -95.8 |[ 2]| 100.5 |[ 2]| 0.0 |[ 1]|

| 10.585| 0.0 | 0.0 | -116.8 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 10.585| 0.0 | 0.0 | 1.7 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 10.660| 0.0 | 0.0 | 0.0 |[ 1]| 0.0 |[ 1]| 0.0 |[ 1]|

__________________________________________________________________________________________

* Critical ULS Load Combination

______________________________________________________________________________________________________________

SUPPORT REACTIONS (kN)

(+ve = upwards)

Unfactored Support Reactions

___________________________________________________________________________________________

| | In Service | During Lifting | During Transport |

| Load Case | Left | Right | Left | Right | Left | Right |

___________________________________________________________________________________________

|Beam Weight| 25.4 | 25.4 | 25.4 | 25.4 | 25.4 | 25.4 |

|SDL BT | 0.0 | 0.0 | | | | |

|CIP Weight | 9.4 | 9.4 | | | | |

|SDL AT | 38.4 | 38.4 | | | | |

|LL Sustain | 0.0 | 0.0 | | | | |

|Live Load | 19.2 | 19.2 | | | | |

|Roof Load | 0.0 | 0.0 | | | | |

|Fluid Wgt | 0.0 | 0.0 | | | | |

|Wind | 0.0 | 0.0 | | | | |

|Seismic | 0.0 | 0.0 | | | | |

___________________________________________________________________________________________

|SLS Max DL | 73.2 | 73.2 | | | | |

|SLS Min DL | 73.2 | 73.2 | | | | |

|SLS Max Sus| 73.2 | 73.2 | | | | |

|SLS Maximum| 92.3 | 92.3 | 25.4 | 25.4 | 25.4 | 25.4 |

___________________________________________________________________________________________

ULS Support Reactions

_________________________________________________

|Load Combo.| Left [*]| Right [*]|

_________________________________________________

|ULS Maximum| 118.5 [ 2]| 118.5 [ 2]|

|ULS Minimum| 0.0 [ 9]| 0.0 [ 9]|

_________________________________________________

* Critical Factored Load Combination

______________________________________________________________________________________________________________

CONCRETE STRESS RESULTS (UNCRACKED ANALYSIS)

(+ve = compression, -ve = tension)

Page 13 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:37:04 2015�


_________________________________________________________________

| | x | Stress | Limit | Overstress|

| Location | m | MPa | MPa | Notice |

_________________________________________________________________

|STRESSES AT TRANSFER |

|Critical Compression |

| Top of Beam | 5.330| 1.21 | 21.84 | 0%|

| Bottom of Beam | 10.060| 11.94 | 21.84 | 0%|

| | Longitudinal Tensile Rebar Needed (mm^2)

|Critical Tension | Required Provided Additional

| Top of Beam | 10.165| -2.12 | -3.48 | 0%|

| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|

_________________________________________________________________

|STRESSES DURING INITIAL LIFTING (including dynamic allowance) |


| Top of Beam | 5.330| 1.05 | 21.84 | 0%|

| Bottom of Beam | 10.060| 12.10 | 21.84 | 0%|



| Top of Beam | 10.165| -2.28 | -3.48 | 0%|

| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|

_________________________________________________________________

|STRESSES DURING ERECTION LIFTING (including dynamic allowance) |


| Top of Beam | 5.330| 1.16 | 33.60 | 0%|

| Bottom of Beam | 10.060| 11.17 | 33.60 | 0%|



| Top of Beam | 10.165| -2.09 | -4.31 | 0%|

| Bottom of Beam | 0.000| 0.01 | -4.31 | 0%|

_________________________________________________________________

|STRESSES IN SERVICE |


| Top of Beam | 5.330| 7.26 | 28.80 | 0%|

| Bottom of Beam | 10.165| 8.31 | 28.80 | 0%|

| Top of CIP Pour| 5.330| 5.07 | 19.20 | 0%|

|Critical Tension |

| Top of Beam | 10.165| -0.67 | -6.90 | 0%| Class U member - not cracked

| Bottom of Beam | 5.330| -0.83 | -6.90 | 0%| Class U member - not cracked

| Top of CIP Pour| 0.075| 0.00 | -3.52 | 0%|

_________________________________________________________________

|STRESSES IN SERVICE (SUSTAINED LOADS ONLY) |


| Top of Beam | 5.330| 5.88 | 21.60 | 0%|

| Bottom of Beam | 10.165| 8.67 | 21.60 | 0%|

_________________________________________________________________

At Transfer During Lifting In Service

Modulus of Rupture, fr = -3.48 MPa -3.48 MPa -4.31 MPa

Strength Required for Transfer, f'c = 17.1 MPa (f'c specified = 31 MPa)

Strength Required for Initial Lifting, f'c = 17.3 MPa (f'c assumed = 31 MPa)

______________________________________________________________________________________________________________

DISTRIBUTION OF FLEXURAL STEEL & CRACKING

(+ve = tension, -ve = compression)

Beam not cracked, cracking is controlled, or crack depth is less than concrete cover.

______________________________________________________________________________________________________________________

DEFLECTIONS AT ALL STAGES

(-ve = deflection down, +ve = camber up)


THESE DEFLECTIONS ARE BASED ON MIDSPAN PROPERTIES THROUGHOUT THE LENGTH OF THE BEAM.

_____________________________________________________________________________________________________________

| | Net Deflection | Change in Deflection |

|Location| Net @ | Net @ | Net @ | Net DL | Net Total| DL growth| LL | Span/Deflection |

| x | Transfer | Erection |Completion| @ Final | @ Final | + LL | alone | DL growth| LL |

| m | mm | mm | mm | mm | mm | mm | mm | + LL | alone |

| Column | A | B | C | D | E | E - C | E - D | | |

_____________________________________________________________________________________________________________

| 0.000| -0.8 | -0.7 | -0.3 | -0.2 | 0.0 | 0.3 | 0.0 | 554 | 1813 |

| 0.075| -0.5 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 | 0 |

| 1.126| 3.5 | 8.6 | 3.8 | 1.2 | 0.0 | -3.8 | -1.1 | 2758 | 9245 |

Page 14 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:37:04 2015�


| 2.177| 6.6 | 14.8 | 5.6 | 0.3 | -1.8 | -7.4 | -2.2 | 1424 | 4886 |

| 3.228| 8.8 | 18.8 | 6.1 | -1.2 | -4.2 | -10.3 | -2.9 | 1024 | 3569 |

| 4.279| 10.2 | 21.1 | 6.1 | -2.6 | -6.0 | -12.1 | -3.4 | 867 | 3047 |

| 5.330| 10.6 | 21.9 | 6.0 | -3.1 | -6.7 | -12.8 | -3.6 | 823 | 2902 |

| 6.486| 10.1 | 21.0 | 6.1 | -2.5 | -5.9 | -12.0 | -3.4 | 876 | 3079 |

| 7.537| 8.7 | 18.5 | 6.0 | -1.1 | -4.0 | -10.0 | -2.9 | 1049 | 3652 |

| 8.588| 6.3 | 14.2 | 5.5 | 0.5 | -1.6 | -7.0 | -2.1 | 1491 | 5107 |

| 9.639| 3.1 | 7.9 | 3.6 | 1.2 | 0.1 | -3.4 | -1.0 | 3062 | 10235 |

| 10.585| -0.5 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 | 0 |

| 10.660| -0.8 | -0.7 | -0.3 | -0.2 | 0.0 | 0.3 | 0.0 | 554 | 1813 |

_____________________________________________________________________________________________________________

Col. A: Net deflection at transfer includes prestressing and beam weight on temporary supports.

Col. B: Net deflection at erection includes prestressing and all dead loads applied before the cast-in-place

pour plus long-time deflection growth of the prestressing and beam weight up to erection

Col. C: Net deflection at completion of construction includes prestressing and all dead loads

plus long-time deflection growth of the prestressing and dead load up to completion

Col. D: Net DL deflection at final includes prestressing, all dead loads, and sustained live loads,.

plus long-time deflection growth.

Col. E: Net total deflection at final includes prestressing, all dead loads, and all live loads,


Live load includes roof load, and fluid weight. Wind and earthquake are not included.

Deflection growth is estimated by use of the PCI suggested multipliers - see the Deflection Multipliers report.

Span/Deflection Limits: DL growth + LL = L / 480 for non-structural attachments

L / 240 otherwise

LL alone = L / 360 for floors

L / 180 for roofs

______________________________________________________________________________________________________________________

FLEXURAL DESIGN CHECK


β used: for precast beam = 0.702 , for cast-in-place pour = 0.818

_________________________________________________________________________________________________________

| | Factored | Design | Minimum * | Depth in | Net Tensile| Flexure | Ø | Notes & |

| | Moment | Strength | Required | Compression| Strain | Class | | Warnings |

| x | Mu | ØMn | Strength | c | | | | |

| m | kNm | kNm | kNm | mm | | | | |

_________________________________________________________________________________________________________

| 0.000| 0.0 | 0.2 | 0.0 | 0.9 | 1.0865|Tension | 0.75| |

| 0.075| 0.0 | -2.9 | -0.1 | 3.5 | 0.0274|Tension | 0.75| |

| 1.126| 110.4 | 293.8 | 220.9 | 41.4 | 0.0220|Tension | 0.81| |

| 2.177| 196.4 | 471.8 | 374.2 | 61.4 | 0.0139|Tension | 0.90| |

| 3.228| 257.8 | 471.9 | 374.7 | 61.4 | 0.0139|Tension | 0.90| |

| 4.279| 294.6 | 471.9 | 375.0 | 61.4 | 0.0139|Tension | 0.90| |

| 5.330| 306.9 | 471.9 | 375.1 | 61.4 | 0.0139|Tension | 0.90| |

| 6.486| 292.0 | 471.9 | 375.0 | 61.4 | 0.0139|Tension | 0.90| |

| 7.537| 252.7 | 471.9 | 374.7 | 61.4 | 0.0139|Tension | 0.90| |

| 8.588| 188.9 | 457.8 | 374.1 | 59.9 | 0.0143|Tension | 0.89| |

| 9.639| 100.5 | 276.9 | 201.0 | 39.6 | 0.0231|Tension | 0.80| |

| 10.585| 0.0 | -2.9 | -0.1 | 3.5 | 0.0274|Tension | 0.75| |

| 10.660| 0.0 | 0.2 | 0.0 | 0.9 | 1.0865|Tension | 0.75| |

_________________________________________________________________________________________________________

Points of Maximum and Minimum Factored Moment

| 5.330| 306.9 | 471.9 | 375.1 | 61.4 | 0.0139|Tension | 0.90| |

| 10.585| 0.0 | -2.9 | -0.1 | 3.5 | 0.0274|Tension | 0.75| |

Points of Maximum Ratio of Factored Moment to Design Strength

| 5.330| 306.9 | 471.9 | 375.1 | 61.4 | 0.0139|Tension | 0.90| |

| 10.585| 0.0 | -2.9 | -0.1 | 3.5 | 0.0274|Tension | 0.75| |

_________________________________________________________________________________________________________

* Minimum Strength Only Checked at Points of Maximum and Minimum Moment.

______________________________________________________________________________________________________________________

SHEAR/TORSION DESIGN CHECK


Shear and Torsion Design Forces

_______________________________________________________________________________________________________________________

| | Design | Prestress| Strength | Strength Provided | Min. Strength Req'd | Threshold| Design | Torsion

| | Shear | Component| Concrete | Stirrups | Total | Stirrups | Total | Torsion | Torsion | Provided

| x | Vu | Vp | ØVc | ØVs | ØVn | ØVs | ØVn | ØTcr/4 | Tu | ØTn

| m | kN | kN | kN | kN | kN | kN | kN | kNm | kNm | kNm

_______________________________________________________________________________________________________________________

Page 15 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:37:04 2015�


| 0.000| 0.0 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 8.7 | 0.0 | 0.0

| 0.075| 0.0 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.4 | 0.0 | 0.0

| 0.075| 110.9 | 0.0 | 211.4 | 0.0 | 211.4 | 1.3 | 212.6 | 9.4 | 0.0 | 0.0

| 1.126| 93.5 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 13.3 | 0.0 | 0.0

| 2.177| 70.1 | 0.0 | 104.0 | 0.0 | 104.0 | 17.1 | 121.1 | 13.9 | 0.0 | 0.0

| 3.228| 46.7 | 0.0 | 84.5 | 0.0 | 84.5 | 17.1 | 101.6 | 14.4 | 0.0 | 0.0

| 4.279| 23.4 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 14.6 | 0.0 | 0.0

| 5.330| 0.0 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 14.7 | 0.0 | 0.0

| 6.486| -25.7 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 14.6 | 0.0 | 0.0

| 7.537| -49.1 | 0.0 | -84.5 | 0.0 | -84.5 | -17.1 | -101.6 | 14.3 | 0.0 | 0.0

| 8.588| -72.4 | 0.0 | -109.9 | 0.0 | -109.9 | -17.1 | -127.0 | 13.9 | 0.0 | 0.0

| 9.639| -95.8 | 0.0 | -223.3 | 0.0 | -223.3 | 0.0 | -223.3 | 13.2 | 0.0 | 0.0

| 10.585| -110.9 | 0.0 | -211.4 | 0.0 | -211.4 | -1.3 | -212.6 | 9.4 | 0.0 | 0.0

| 10.585| 0.0 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.4 | 0.0 | 0.0

| 10.660| 0.0 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 8.7 | 0.0 | 0.0

_______________________________________________________________________________________________________________________

Notes & Warnings

5 - Note: Design shear force, and/or torsion, and design limited to critical section near support.

7 - Note: The calculation of the shear strength of the concrete used the simplified method.

Transverse Steel (Stirrup) Design for Shear

___________________________________________________________________________________________________________

| | Required Shear Steel | Stirrup | Stirrup Spacing | Additional Long. Steel| Notes & |

| | Total | Torsion* | Provided | Provided | Required | for Torsion, Al | Warnings |

| x | (Av+2At)/s | At/s | Av+2At | s | s | Bottom | Top | |

| m | mm^2/mm | mm^2/mm | mm^2 | mm | mm | mm^2 | mm^2 | |

___________________________________________________________________________________________________________

| 0.000| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.075| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.075| 0.012 | 0.000 | 0.0 | 0.0 | 285.0 | 0.0 | 0.0 | 2 5 |

| 1.126| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 2.177| 0.165 | 0.000 | 0.0 | 0.0 | 285.0 | 0.0 | 0.0 | 2 |

| 3.228| 0.165 | 0.000 | 0.0 | 0.0 | 285.0 | 0.0 | 0.0 | 2 |

| 4.279| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 5.330| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 6.486| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 7.537| 0.165 | 0.000 | 0.0 | 0.0 | 285.0 | 0.0 | 0.0 | 2 |

| 8.588| 0.165 | 0.000 | 0.0 | 0.0 | 285.0 | 0.0 | 0.0 | 2 |

| 9.639| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 10.585| 0.012 | 0.000 | 0.0 | 0.0 | 285.0 | 0.0 | 0.0 | 2 5 |

| 10.585| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 10.660| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

___________________________________________________________________________________________________________

Notes & Warnings

2 - Note: Amount of shear steel required represents minimum code requirements.

5 - Note: Design shear force limited to critical section near support.

Note: Additional long. steel in compression side of section has been reduced.

* Portion of the total stirrup area required to resist torsional shear flow (one leg around periphery).

Page 16 of 58

C2 GF HCS320 x 8.95m with 8-12.5strands.con



Project:

Problem:




Page 17 of 58

Shear Design Graph



Project:

Problem:





Sh

ea

r -

kN


0.000 0.895 1.790 2.685 3.580 4.475 5.370 6.265 7.160 8.055 8.950

300

240

180

120

60

0

-60

-120

-180

-240

-300






Page 18 of 58




Project:

Problem:





Mo

me

nt

- k

Nm


0.000 0.895 1.790 2.685 3.580 4.475 5.370 6.265 7.160 8.055 8.950

480

420

360

300

240

180

120

60

0

-60

-120





Page 19 of 58




Project:

Problem:





De

fle

cti

on

-

mm


0.000 0.895 1.790 2.685 3.580 4.475 5.370 6.265 7.160 8.055 8.950

16.00

14.00

12.00

10.00

8.00

6.00

4.00

2.00

0.00

-2.00

-4.00



Final DL Deflection


Page 20 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:41:39 2015�


SUMMARY REPORT


______________________________________________________________________________________________________________



___________________________ ___________________________

















______________________________________________________________________________________________________________

PRECAST BEAM LAYOUT

________________________________________________________________________________________________________________




________________________________________________________________________________________________________________


________________________________________________________________________________________________________________




______________________________________________________________________________________________________________


______________________________________________________________________________________________




______________________________________________________________________________________________

| 1| 0.000| 8.950| 8.950| 60.0| 1200.0| 0.0| 0.0| 0.0| 0.0| 0.0|

______________________________________________________________________________________________


______________________________________________________________________________________________________________



_______________________________________________________________________________________________________




_______________________________________________________________________________________________________

| 1| 194167 | 2.522E+9 | 161.0| 320.0| 1200.0| 284.0| 64.00| -15.665E+6 | 15.862E+6 |

_______________________________________________________________________________________________________

______________________________________________________________________________________________________________



______________________________________________________________________________________________________




______________________________________________________________________________________________________

| 1| 252954 | 4.152E+9 | 204.9| 380.0| -20.259E+6 | 36.077E+6 | 36.077E+6 | 23.713E+6 |

Page 21 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:41:39 2015�


______________________________________________________________________________________________________


______________________________________________________________________________________________________________________


_______________________________________________________________________________________________________________________






_______________________________________________________________________________________________________________________

| 0.000| 193419 | 2.510E+9 | 161.5| 194171 | 2.522E+9 | 161.0| 194170 | 2.522E+9 | 161.0| 252957

| 0.050| 193419 | 2.510E+9 | 161.5| 194567 | 2.528E+9 | 160.7| 194476 | 2.527E+9 | 160.8| 253262

| 0.935| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 1.820| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 2.705| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 3.590| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 4.475| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 5.449| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 6.333| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 7.218| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 8.104| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 8.900| 193419 | 2.510E+9 | 161.5| 194567 | 2.528E+9 | 160.7| 194476 | 2.527E+9 | 160.8| 253262

| 8.950| 193419 | 2.510E+9 | 161.5| 194171 | 2.522E+9 | 161.0| 194170 | 2.522E+9 | 161.0| 252957

_______________________________________________________________________________________________________________________






______________________________________________________________________________________________________________


__________________________________________________________________________________________________________



| | | MPa | * | | m | mm | m | m | mm^2 | kN | |

__________________________________________________________________________________________________________

| 1| 8| 1770| LRS| D12.5 | 0.000| 35.0| 0.000 B| 0.000 B| 748.00 | 801.0 | 0.60|

| | | | | | 8.950| 35.0| | | | | |

__________________________________________________________________________________________________________








______________________________________________________________________________________________________________


____________________________________________________



|No.| m | m | kN/m | kN/m |

____________________________________________________

| 1| 0.000| 8.950| 4.7600 | 1.7651 |

____________________________________________________

______________________________________________________________________________________________________________


________________________________________________________________________________________________________________


________________________________________________________________________________________________________________



________________________________________________________________________________________________________________

Page 22 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:41:39 2015�


Load Combinations









______________________________________________________________________________________________________________


__________________________________________________________________________________________




__________________________________________________________________________________________

| 0.000| 0.0 | 0.0 | 0.0 |[ 1]| 0.0 |[ 1]| 0.0 |[ 1]|

| 0.050| 0.0 | 0.0 | -1.1 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 0.050| 0.0 | 0.0 | 98.4 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 0.935| 61.0 | 48.4 | 78.7 |[ 2]| 78.3 |[ 2]| 0.0 |[ 1]|

| 1.820| 108.5 | 86.0 | 59.0 |[ 2]| 139.3 |[ 2]| 0.0 |[ 1]|

| 2.705| 142.5 | 112.9 | 39.3 |[ 2]| 182.8 |[ 2]| 0.0 |[ 1]|

| 3.590| 162.8 | 129.0 | 19.7 |[ 2]| 208.9 |[ 2]| 0.0 |[ 1]|

| 4.475| 169.6 | 134.4 | 0.0 |[ 1]| 217.6 |[ 2]| 0.0 |[ 1]|

| 5.449| 161.4 | 127.9 | -21.6 |[ 2]| 207.1 |[ 2]| 0.0 |[ 1]|

| 6.333| 139.7 | 110.7 | -41.3 |[ 2]| 179.2 |[ 2]| 0.0 |[ 1]|

| 7.218| 104.4 | 82.7 | -61.0 |[ 2]| 134.0 |[ 2]| 0.0 |[ 1]|

| 8.104| 55.5 | 44.0 | -80.7 |[ 2]| 71.3 |[ 2]| 0.0 |[ 1]|

| 8.900| 0.0 | 0.0 | -98.4 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 8.900| 0.0 | 0.0 | 1.1 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 8.950| 0.0 | 0.0 | 0.0 |[ 1]| 0.0 |[ 1]| 0.0 |[ 1]|

__________________________________________________________________________________________


______________________________________________________________________________________________________________


(+ve = upwards)


___________________________________________________________________________________________



___________________________________________________________________________________________

|Beam Weight| 21.3 | 21.3 | 21.3 | 21.3 | 21.3 | 21.3 |

|SDL BT | 0.0 | 0.0 | | | | |

|CIP Weight | 7.9 | 7.9 | | | | |

|SDL AT | 32.2 | 32.2 | | | | |

|LL Sustain | 0.0 | 0.0 | | | | |

|Live Load | 16.1 | 16.1 | | | | |

|Roof Load | 0.0 | 0.0 | | | | |

|Fluid Wgt | 0.0 | 0.0 | | | | |

|Wind | 0.0 | 0.0 | | | | |

|Seismic | 0.0 | 0.0 | | | | |

___________________________________________________________________________________________

|SLS Max DL | 61.4 | 61.4 | | | | |

|SLS Min DL | 61.4 | 61.4 | | | | |

|SLS Max Sus| 61.4 | 61.4 | | | | |

|SLS Maximum| 77.5 | 77.5 | 21.3 | 21.3 | 21.3 | 21.3 |

___________________________________________________________________________________________


_________________________________________________


_________________________________________________

|ULS Maximum| 99.5 [ 2]| 99.5 [ 2]|

|ULS Minimum| 0.0 [ 9]| 0.0 [ 9]|

_________________________________________________


______________________________________________________________________________________________________________



Page 23 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:41:39 2015�


_________________________________________________________________



_________________________________________________________________



| Top of Beam | 4.475| 0.55 | 21.84 | 0%|

| Bottom of Beam | 0.581| 9.66 | 21.84 | 0%|



| Top of Beam | 0.581| -1.68 | -3.48 | 0%|

| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|

_________________________________________________________________



| Top of Beam | 4.475| 0.41 | 21.84 | 0%|

| Bottom of Beam | 0.581| 9.80 | 21.84 | 0%|



| Top of Beam | 0.581| -1.82 | -3.48 | 0%|

| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|

_________________________________________________________________



| Top of Beam | 4.475| 0.51 | 33.60 | 0%|

| Bottom of Beam | 0.581| 9.15 | 33.60 | 0%|



| Top of Beam | 0.581| -1.68 | -4.31 | 0%|

| Bottom of Beam | 0.000| 0.00 | -4.31 | 0%|

_________________________________________________________________



| Top of Beam | 4.475| 4.92 | 28.80 | 0%|

| Bottom of Beam | 0.581| 6.80 | 28.80 | 0%|

| Top of CIP Pour| 4.475| 3.61 | 19.20 | 0%|

|Critical Tension |


| Bottom of Beam | 0.000| 0.00 | -6.90 | 0%| Class U member - not cracked

| Top of CIP Pour| 0.050| 0.00 | -3.52 | 0%|

_________________________________________________________________



| Top of Beam | 4.475| 3.95 | 21.60 | 0%|

| Bottom of Beam | 0.581| 7.18 | 21.60 | 0%|

_________________________________________________________________





______________________________________________________________________________________________________________




______________________________________________________________________________________________________________________





_____________________________________________________________________________________________________________






_____________________________________________________________________________________________________________

| 0.000| -0.6 | -0.3 | -0.2 | -0.1 | 0.0 | 0.1 | 0.0 | 973 | 3021 |

| 0.050| -0.5 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 | 0 |

| 0.935| 2.1 | 5.3 | 2.9 | 1.7 | 1.1 | -1.8 | -0.6 | 4846 | 15401 |

Page 24 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:41:39 2015�


| 1.820| 4.1 | 9.1 | 4.6 | 2.2 | 1.1 | -3.5 | -1.1 | 2493 | 8140 |

| 2.705| 5.6 | 11.7 | 5.5 | 2.0 | 0.5 | -4.9 | -1.5 | 1789 | 5946 |

| 3.590| 6.4 | 13.1 | 5.8 | 1.7 | 0.0 | -5.9 | -1.7 | 1512 | 5076 |

| 4.475| 6.7 | 13.6 | 5.9 | 1.6 | -0.3 | -6.2 | -1.8 | 1435 | 4834 |

| 5.449| 6.4 | 13.0 | 5.8 | 1.7 | 0.0 | -5.8 | -1.7 | 1529 | 5130 |

| 6.333| 5.4 | 11.5 | 5.4 | 2.0 | 0.6 | -4.8 | -1.5 | 1833 | 6085 |

| 7.218| 4.0 | 8.8 | 4.5 | 2.2 | 1.1 | -3.4 | -1.0 | 2611 | 8508 |

| 8.104| 1.9 | 4.8 | 2.7 | 1.6 | 1.1 | -1.6 | -0.5 | 5382 | 17051 |

| 8.900| -0.5 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 | 0 |

| 8.950| -0.6 | -0.3 | -0.2 | -0.1 | 0.0 | 0.1 | 0.0 | 973 | 3021 |

_____________________________________________________________________________________________________________













L / 240 otherwise


L / 180 for roofs

______________________________________________________________________________________________________________________




_________________________________________________________________________________________________________




| m | kNm | kNm | kNm | mm | | | | |

_________________________________________________________________________________________________________

| 0.000| 0.0 | 0.2 | 0.0 | 0.9 | 1.0865|Tension | 0.75| |

| 0.050| 0.0 | -1.6 | 0.0 | 1.9 | 0.0538|Tension | 0.75| |

| 0.935| 78.3 | 216.5 | 156.6 | 30.8 | 0.0307|Tension | 0.79| |

| 1.820| 139.3 | 339.6 | 278.5 | 44.5 | 0.0203|Tension | 0.87| |

| 2.705| 182.8 | 384.7 | 323.0 | 49.3 | 0.0180|Tension | 0.90| |

| 3.590| 208.9 | 384.7 | 322.7 | 49.3 | 0.0180|Tension | 0.90| |

| 4.475| 217.6 | 384.7 | 322.6 | 49.3 | 0.0180|Tension | 0.90| |

| 5.449| 207.1 | 384.7 | 322.7 | 49.3 | 0.0180|Tension | 0.90| |

| 6.333| 179.2 | 384.7 | 323.1 | 49.3 | 0.0180|Tension | 0.90| |

| 7.218| 134.0 | 326.7 | 267.9 | 44.0 | 0.0205|Tension | 0.86| |

| 8.104| 71.3 | 205.1 | 142.5 | 29.4 | 0.0323|Tension | 0.78| |

| 8.900| 0.0 | -1.6 | 0.0 | 1.9 | 0.0538|Tension | 0.75| |

| 8.950| 0.0 | 0.2 | 0.0 | 0.9 | 1.0865|Tension | 0.75| |

_________________________________________________________________________________________________________


| 4.475| 217.6 | 384.7 | 322.6 | 49.3 | 0.0180|Tension | 0.90| |

| 0.050| 0.0 | -1.6 | 0.0 | 1.9 | 0.0538|Tension | 0.75| |


| 4.475| 217.6 | 384.7 | 322.6 | 49.3 | 0.0180|Tension | 0.90| |

| 0.050| 0.0 | -1.6 | 0.0 | 1.9 | 0.0538|Tension | 0.75| |

_________________________________________________________________________________________________________


______________________________________________________________________________________________________________________




_______________________________________________________________________________________________________________________





_______________________________________________________________________________________________________________________

Page 25 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:41:39 2015�


| 0.000| 0.0 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 8.7 | 0.0 | 0.0

| 0.050| 0.0 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.1 | 0.0 | 0.0

| 0.050| 93.0 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.1 | 0.0 | 0.0

| 0.935| 78.7 | 0.0 | 209.8 | 0.0 | 209.8 | 0.0 | 209.8 | 12.5 | 0.0 | 0.0

| 1.820| 59.0 | 0.0 | 105.4 | 0.0 | 105.4 | 12.8 | 118.2 | 13.0 | 0.0 | 0.0

| 2.705| 39.3 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 13.3 | 0.0 | 0.0

| 3.590| 19.7 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 13.5 | 0.0 | 0.0

| 4.475| 0.0 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 13.5 | 0.0 | 0.0

| 5.449| -21.6 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 13.5 | 0.0 | 0.0

| 6.333| -41.3 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 13.3 | 0.0 | 0.0

| 7.218| -61.0 | 0.0 | -111.4 | 0.0 | -111.4 | -12.5 | -123.8 | 12.9 | 0.0 | 0.0

| 8.104| -80.7 | 0.0 | -209.2 | 0.0 | -209.2 | 0.0 | -209.2 | 12.4 | 0.0 | 0.0

| 8.900| -93.0 | 0.0 | -211.4 | 0.0 | -211.4 | 0.0 | -211.4 | 9.1 | 0.0 | 0.0

| 8.900| 0.0 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.1 | 0.0 | 0.0

| 8.950| 0.0 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 8.7 | 0.0 | 0.0

_______________________________________________________________________________________________________________________

Notes & Warnings




___________________________________________________________________________________________________________





___________________________________________________________________________________________________________

| 0.000| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.050| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.050| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.935| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 1.820| 0.124 | 0.000 | 0.0 | 0.0 | 285.0 | 0.0 | 0.0 | 2 |

| 2.705| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 3.590| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 4.475| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 5.449| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 6.333| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 7.218| 0.120 | 0.000 | 0.0 | 0.0 | 285.0 | 0.0 | 0.0 | 2 |

| 8.104| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 8.900| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 8.900| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 8.950| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

___________________________________________________________________________________________________________

Notes & Warnings





Page 26 of 58

Page 27 of 58

adf

Text Box

C A S E 3 2 : H C S 3 2 0 x 9 . 0 2 m w / 8 - 1 2 . 5 d i a . s t r a n d s . S D L = 7 . 5 k P a L L = 3 . 0 k P a

adf

Rectangle

adf

Polygonal Line

adf

Text Box

CASE 4: HCS320 x 6.92m w/ 6-12.5dia. strands. SDL = 7.5 kPa LL = 3.0 kPa

adf

Rectangle

adf

Polygonal Line

adf

Text Box

FIRST FLOOR HCS LAYOUT

adf

Polygonal Line

C3 FF HCS320 x 9.02m with 8-12.5strands.con



Project:

Problem:


File: C3 FF HCS320 x 9.02m with 8-12.5strands.con Mon Aug 31 11:48:24 2015�


Page 28 of 58

Shear Design Graph



Project:

Problem:





Sh

ea

r -

kN


0.000 0.902 1.804 2.706 3.608 4.510 5.412 6.314 7.216 8.118 9.020

300

240

180

120

60

0

-60

-120

-180

-240

-300






Page 29 of 58




Project:

Problem:





Mo

me

nt

- k

Nm


0.000 0.902 1.804 2.706 3.608 4.510 5.412 6.314 7.216 8.118 9.020

480

420

360

300

240

180

120

60

0

-60

-120





Page 30 of 58




Project:

Problem:





De

fle

cti

on

-

mm


0.000 0.902 1.804 2.706 3.608 4.510 5.412 6.314 7.216 8.118 9.020

16.00

14.00

12.00

10.00

8.00

6.00

4.00

2.00

0.00

-2.00

-4.00



Final DL Deflection


Page 31 of 58

Summary Report



Project:

Problem:

1File: C3 FF HCS320 x 9.02m with 8-12.5strands.con


Mon Aug 31 11:49:06 2015�


SUMMARY REPORT


______________________________________________________________________________________________________________



___________________________ ___________________________

















______________________________________________________________________________________________________________

PRECAST BEAM LAYOUT

________________________________________________________________________________________________________________




________________________________________________________________________________________________________________


________________________________________________________________________________________________________________




______________________________________________________________________________________________________________


______________________________________________________________________________________________




______________________________________________________________________________________________

| 1| 0.000| 9.020| 9.020| 60.0| 1200.0| 0.0| 0.0| 0.0| 0.0| 0.0|

______________________________________________________________________________________________


______________________________________________________________________________________________________________



_______________________________________________________________________________________________________




_______________________________________________________________________________________________________

| 1| 194167 | 2.522E+9 | 161.0| 320.0| 1200.0| 284.0| 64.00| -15.665E+6 | 15.862E+6 |

_______________________________________________________________________________________________________

______________________________________________________________________________________________________________



______________________________________________________________________________________________________




______________________________________________________________________________________________________

| 1| 252954 | 4.152E+9 | 204.9| 380.0| -20.259E+6 | 36.077E+6 | 36.077E+6 | 23.713E+6 |

Page 32 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:49:06 2015�


______________________________________________________________________________________________________


______________________________________________________________________________________________________________________


_______________________________________________________________________________________________________________________






_______________________________________________________________________________________________________________________

| 0.000| 193419 | 2.510E+9 | 161.5| 194171 | 2.522E+9 | 161.0| 194170 | 2.522E+9 | 161.0| 252957

| 0.050| 193419 | 2.510E+9 | 161.5| 194567 | 2.528E+9 | 160.7| 194476 | 2.527E+9 | 160.8| 253262

| 0.942| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 1.834| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 2.726| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 3.618| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 4.510| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 5.491| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 6.383| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 7.275| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 8.167| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 8.970| 193419 | 2.510E+9 | 161.5| 194567 | 2.528E+9 | 160.7| 194476 | 2.527E+9 | 160.8| 253262

| 9.020| 193419 | 2.510E+9 | 161.5| 194171 | 2.522E+9 | 161.0| 194170 | 2.522E+9 | 161.0| 252957

_______________________________________________________________________________________________________________________






______________________________________________________________________________________________________________


__________________________________________________________________________________________________________



| | | MPa | * | | m | mm | m | m | mm^2 | kN | |

__________________________________________________________________________________________________________

| 1| 8| 1770| LRS| D12.5 | 0.000| 35.0| 0.000 B| 0.000 B| 748.00 | 801.0 | 0.60|

| | | | | | 9.020| 35.0| | | | | |

__________________________________________________________________________________________________________








______________________________________________________________________________________________________________


____________________________________________________



|No.| m | m | kN/m | kN/m |

____________________________________________________

| 1| 0.000| 9.020| 4.7600 | 1.7651 |

____________________________________________________

______________________________________________________________________________________________________________


________________________________________________________________________________________________________________


________________________________________________________________________________________________________________



________________________________________________________________________________________________________________

Page 33 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:49:06 2015�


Load Combinations









______________________________________________________________________________________________________________


__________________________________________________________________________________________




__________________________________________________________________________________________

| 0.000| 0.0 | 0.0 | 0.0 |[ 1]| 0.0 |[ 1]| 0.0 |[ 1]|

| 0.050| 0.0 | 0.0 | -1.1 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 0.050| 0.0 | 0.0 | 99.1 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 0.942| 62.0 | 49.1 | 79.3 |[ 2]| 79.6 |[ 2]| 0.0 |[ 1]|

| 1.834| 110.3 | 87.3 | 59.5 |[ 2]| 141.5 |[ 2]| 0.0 |[ 1]|

| 2.726| 144.7 | 114.6 | 39.7 |[ 2]| 185.7 |[ 2]| 0.0 |[ 1]|

| 3.618| 165.4 | 131.0 | 19.8 |[ 2]| 212.2 |[ 2]| 0.0 |[ 1]|

| 4.510| 172.3 | 136.5 | 0.0 |[ 1]| 221.1 |[ 2]| 0.0 |[ 1]|

| 5.491| 164.0 | 129.9 | -21.8 |[ 2]| 210.4 |[ 2]| 0.0 |[ 1]|

| 6.383| 141.9 | 112.4 | -41.6 |[ 2]| 182.1 |[ 2]| 0.0 |[ 1]|

| 7.275| 106.1 | 84.0 | -61.5 |[ 2]| 136.1 |[ 2]| 0.0 |[ 1]|

| 8.167| 56.4 | 44.7 | -81.3 |[ 2]| 72.4 |[ 2]| 0.0 |[ 1]|

| 8.970| 0.0 | 0.0 | -99.1 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 8.970| 0.0 | 0.0 | 1.1 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 9.020| 0.0 | 0.0 | 0.0 |[ 1]| 0.0 |[ 1]| 0.0 |[ 1]|

__________________________________________________________________________________________


______________________________________________________________________________________________________________


(+ve = upwards)


___________________________________________________________________________________________



___________________________________________________________________________________________

|Beam Weight| 21.5 | 21.5 | 21.5 | 21.5 | 21.5 | 21.5 |

|SDL BT | 0.0 | 0.0 | | | | |

|CIP Weight | 8.0 | 8.0 | | | | |

|SDL AT | 32.5 | 32.5 | | | | |

|LL Sustain | 0.0 | 0.0 | | | | |

|Live Load | 16.2 | 16.2 | | | | |

|Roof Load | 0.0 | 0.0 | | | | |

|Fluid Wgt | 0.0 | 0.0 | | | | |

|Wind | 0.0 | 0.0 | | | | |

|Seismic | 0.0 | 0.0 | | | | |

___________________________________________________________________________________________

|SLS Max DL | 61.9 | 61.9 | | | | |

|SLS Min DL | 61.9 | 61.9 | | | | |

|SLS Max Sus| 61.9 | 61.9 | | | | |

|SLS Maximum| 78.1 | 78.1 | 21.5 | 21.5 | 21.5 | 21.5 |

___________________________________________________________________________________________


_________________________________________________


_________________________________________________

|ULS Maximum| 100.3 [ 2]| 100.3 [ 2]|

|ULS Minimum| 0.0 [ 9]| 0.0 [ 9]|

_________________________________________________


______________________________________________________________________________________________________________



Page 34 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:49:06 2015�


_________________________________________________________________



_________________________________________________________________



| Top of Beam | 4.510| 0.59 | 21.84 | 0%|

| Bottom of Beam | 8.435| 9.66 | 21.84 | 0%|



| Top of Beam | 8.435| -1.68 | -3.48 | 0%|

| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|

_________________________________________________________________



| Top of Beam | 4.510| 0.46 | 21.84 | 0%|

| Bottom of Beam | 8.435| 9.79 | 21.84 | 0%|



| Top of Beam | 8.435| -1.81 | -3.48 | 0%|

| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|

_________________________________________________________________



| Top of Beam | 4.510| 0.55 | 33.60 | 0%|

| Bottom of Beam | 8.435| 9.14 | 33.60 | 0%|



| Top of Beam | 8.435| -1.67 | -4.31 | 0%|

| Bottom of Beam | 0.000| 0.00 | -4.31 | 0%|

_________________________________________________________________



| Top of Beam | 4.510| 5.03 | 28.80 | 0%|

| Bottom of Beam | 0.585| 6.77 | 28.80 | 0%|

| Top of CIP Pour| 4.510| 3.66 | 19.20 | 0%|

|Critical Tension |



| Top of CIP Pour| 0.050| 0.00 | -3.52 | 0%|

_________________________________________________________________



| Top of Beam | 4.510| 4.04 | 21.60 | 0%|

| Bottom of Beam | 0.585| 7.16 | 21.60 | 0%|

_________________________________________________________________





______________________________________________________________________________________________________________




______________________________________________________________________________________________________________________





_____________________________________________________________________________________________________________






_____________________________________________________________________________________________________________

| 0.000| -0.6 | -0.3 | -0.2 | -0.1 | 0.0 | 0.1 | 0.0 | 942 | 2951 |

| 0.050| -0.5 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 | 0 |

| 0.942| 2.1 | 5.3 | 2.9 | 1.6 | 1.0 | -1.9 | -0.6 | 4698 | 15042 |

Page 35 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:49:06 2015�


| 1.834| 4.1 | 9.2 | 4.5 | 1.9 | 0.8 | -3.7 | -1.1 | 2418 | 7950 |

| 2.726| 5.6 | 11.7 | 5.3 | 1.7 | 0.2 | -5.1 | -1.5 | 1735 | 5807 |

| 3.618| 6.5 | 13.2 | 5.6 | 1.3 | -0.5 | -6.1 | -1.8 | 1467 | 4958 |

| 4.510| 6.7 | 13.7 | 5.7 | 1.2 | -0.7 | -6.4 | -1.9 | 1393 | 4721 |

| 5.491| 6.4 | 13.1 | 5.6 | 1.4 | -0.4 | -6.0 | -1.8 | 1484 | 5010 |

| 6.383| 5.5 | 11.5 | 5.2 | 1.7 | 0.2 | -5.0 | -1.5 | 1778 | 5942 |

| 7.275| 4.0 | 8.8 | 4.4 | 1.9 | 0.9 | -3.5 | -1.1 | 2533 | 8309 |

| 8.167| 1.9 | 4.8 | 2.7 | 1.5 | 1.0 | -1.7 | -0.5 | 5217 | 16653 |

| 8.970| -0.5 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 | 0 |

| 9.020| -0.6 | -0.3 | -0.2 | -0.1 | 0.0 | 0.1 | 0.0 | 942 | 2951 |

_____________________________________________________________________________________________________________













L / 240 otherwise


L / 180 for roofs

______________________________________________________________________________________________________________________




_________________________________________________________________________________________________________




| m | kNm | kNm | kNm | mm | | | | |

_________________________________________________________________________________________________________

| 0.000| 0.0 | 0.2 | 0.0 | 0.9 | 1.0865|Tension | 0.75| |

| 0.050| 0.0 | -1.6 | 0.0 | 1.9 | 0.0538|Tension | 0.75| |

| 0.942| 79.6 | 217.5 | 159.1 | 31.4 | 0.0300|Tension | 0.79| |

| 1.834| 141.5 | 341.8 | 282.9 | 45.1 | 0.0199|Tension | 0.87| |

| 2.726| 185.7 | 384.7 | 323.0 | 49.3 | 0.0180|Tension | 0.90| |

| 3.618| 212.2 | 384.7 | 322.6 | 49.3 | 0.0180|Tension | 0.90| |

| 4.510| 221.1 | 384.7 | 322.5 | 49.3 | 0.0180|Tension | 0.90| |

| 5.491| 210.4 | 384.7 | 322.7 | 49.3 | 0.0180|Tension | 0.90| |

| 6.383| 182.1 | 384.7 | 323.1 | 49.3 | 0.0180|Tension | 0.90| |

| 7.275| 136.1 | 328.6 | 272.2 | 44.0 | 0.0205|Tension | 0.86| |

| 8.167| 72.4 | 205.9 | 144.8 | 29.4 | 0.0323|Tension | 0.78| |

| 8.970| 0.0 | -1.6 | 0.0 | 1.9 | 0.0538|Tension | 0.75| |

| 9.020| 0.0 | 0.2 | 0.0 | 0.9 | 1.0865|Tension | 0.75| |

_________________________________________________________________________________________________________


| 4.510| 221.1 | 384.7 | 322.5 | 49.3 | 0.0180|Tension | 0.90| |

| 0.050| 0.0 | -1.6 | 0.0 | 1.9 | 0.0538|Tension | 0.75| |


| 4.510| 221.1 | 384.7 | 322.5 | 49.3 | 0.0180|Tension | 0.90| |

| 0.050| 0.0 | -1.6 | 0.0 | 1.9 | 0.0538|Tension | 0.75| |

_________________________________________________________________________________________________________


______________________________________________________________________________________________________________________




_______________________________________________________________________________________________________________________





_______________________________________________________________________________________________________________________

Page 36 of 58

Summary Report



Project:

Problem:



Mon Aug 31 11:49:06 2015�


| 0.000| 0.0 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 8.7 | 0.0 | 0.0

| 0.050| 0.0 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.1 | 0.0 | 0.0

| 0.050| 93.8 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.1 | 0.0 | 0.0

| 0.942| 79.3 | 0.0 | 209.9 | 0.0 | 209.9 | 0.0 | 209.9 | 12.5 | 0.0 | 0.0

| 1.834| 59.5 | 0.0 | 104.8 | 0.0 | 104.8 | 12.9 | 117.7 | 13.0 | 0.0 | 0.0

| 2.726| 39.7 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 13.3 | 0.0 | 0.0

| 3.618| 19.8 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 13.5 | 0.0 | 0.0

| 4.510| 0.0 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 13.6 | 0.0 | 0.0

| 5.491| -21.8 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 13.5 | 0.0 | 0.0

| 6.383| -41.6 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 13.3 | 0.0 | 0.0

| 7.275| -61.5 | 0.0 | -110.7 | 0.0 | -110.7 | -12.5 | -123.2 | 12.9 | 0.0 | 0.0

| 8.167| -81.3 | 0.0 | -209.3 | 0.0 | -209.3 | 0.0 | -209.3 | 12.5 | 0.0 | 0.0

| 8.970| -93.8 | 0.0 | -211.4 | 0.0 | -211.4 | 0.0 | -211.4 | 9.1 | 0.0 | 0.0

| 8.970| 0.0 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.1 | 0.0 | 0.0

| 9.020| 0.0 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 8.7 | 0.0 | 0.0

_______________________________________________________________________________________________________________________

Notes & Warnings




___________________________________________________________________________________________________________





___________________________________________________________________________________________________________

| 0.000| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.050| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.050| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.942| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 1.834| 0.125 | 0.000 | 0.0 | 0.0 | 285.0 | 0.0 | 0.0 | 2 |

| 2.726| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 3.618| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 4.510| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 5.491| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 6.383| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 7.275| 0.121 | 0.000 | 0.0 | 0.0 | 285.0 | 0.0 | 0.0 | 2 |

| 8.167| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 8.970| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 8.970| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 9.020| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

___________________________________________________________________________________________________________

Notes & Warnings





Page 37 of 58

C4 FF HCS320 x 6.92m with 6-12.5strands.con



Project:

Problem:




Page 38 of 58

Shear Design Graph



Project:

Problem:





Sh

ea

r -

kN


0.000 0.692 1.384 2.076 2.768 3.460 4.152 4.844 5.536 6.228 6.920

300

240

180

120

60

0

-60

-120

-180

-240

-300






Page 39 of 58




Project:

Problem:





Mo

me

nt

- k

Nm


0.000 0.692 1.384 2.076 2.768 3.460 4.152 4.844 5.536 6.228 6.920

400

350

300

250

200

150

100

50

0

-50

-100





Page 40 of 58




Project:

Problem:





De

fle

cti

on

-

mm


0.000 0.692 1.384 2.076 2.768 3.460 4.152 4.844 5.536 6.228 6.920

8.000

7.000

6.000

5.000

4.000

3.000

2.000

1.000

0.000

-1.000

-2.000



Final DL Deflection


Page 41 of 58

Summary Report



Project:

Problem:



Mon Aug 31 12:00:46 2015�


SUMMARY REPORT


______________________________________________________________________________________________________________



___________________________ ___________________________

















______________________________________________________________________________________________________________

PRECAST BEAM LAYOUT

________________________________________________________________________________________________________________




________________________________________________________________________________________________________________


________________________________________________________________________________________________________________




______________________________________________________________________________________________________________


______________________________________________________________________________________________




______________________________________________________________________________________________

| 1| 0.000| 6.920| 6.920| 60.0| 1200.0| 0.0| 0.0| 0.0| 0.0| 0.0|

______________________________________________________________________________________________


______________________________________________________________________________________________________________



_______________________________________________________________________________________________________




_______________________________________________________________________________________________________

| 1| 194167 | 2.522E+9 | 161.0| 320.0| 1200.0| 284.0| 64.00| -15.665E+6 | 15.862E+6 |

_______________________________________________________________________________________________________

______________________________________________________________________________________________________________



______________________________________________________________________________________________________




______________________________________________________________________________________________________

| 1| 252954 | 4.152E+9 | 204.9| 380.0| -20.259E+6 | 36.077E+6 | 36.077E+6 | 23.713E+6 |

Page 42 of 58

Summary Report



Project:

Problem:



Mon Aug 31 12:00:46 2015�


______________________________________________________________________________________________________


______________________________________________________________________________________________________________________


_______________________________________________________________________________________________________________________






_______________________________________________________________________________________________________________________

| 0.000| 193606 | 2.513E+9 | 161.4| 194170 | 2.522E+9 | 161.0| 194169 | 2.522E+9 | 161.0| 252956

| 0.050| 193606 | 2.513E+9 | 161.4| 194467 | 2.527E+9 | 160.8| 194399 | 2.526E+9 | 160.8| 253185

| 0.732| 193606 | 2.513E+9 | 161.4| 197272 | 2.571E+9 | 159.0| 196561 | 2.560E+9 | 159.5| 255348

| 1.414| 193606 | 2.513E+9 | 161.4| 197272 | 2.571E+9 | 159.0| 196561 | 2.560E+9 | 159.5| 255348

| 2.096| 193606 | 2.513E+9 | 161.4| 197272 | 2.571E+9 | 159.0| 196561 | 2.560E+9 | 159.5| 255348

| 2.778| 193606 | 2.513E+9 | 161.4| 197272 | 2.571E+9 | 159.0| 196561 | 2.560E+9 | 159.5| 255348

| 3.460| 193606 | 2.513E+9 | 161.4| 197272 | 2.571E+9 | 159.0| 196561 | 2.560E+9 | 159.5| 255348

| 4.210| 193606 | 2.513E+9 | 161.4| 197272 | 2.571E+9 | 159.0| 196561 | 2.560E+9 | 159.5| 255348

| 4.892| 193606 | 2.513E+9 | 161.4| 197272 | 2.571E+9 | 159.0| 196561 | 2.560E+9 | 159.5| 255348

| 5.574| 193606 | 2.513E+9 | 161.4| 197272 | 2.571E+9 | 159.0| 196561 | 2.560E+9 | 159.5| 255348

| 6.256| 193606 | 2.513E+9 | 161.4| 197272 | 2.571E+9 | 159.0| 196561 | 2.560E+9 | 159.5| 255348

| 6.870| 193606 | 2.513E+9 | 161.4| 194467 | 2.527E+9 | 160.8| 194399 | 2.526E+9 | 160.8| 253185

| 6.920| 193606 | 2.513E+9 | 161.4| 194170 | 2.522E+9 | 161.0| 194169 | 2.522E+9 | 161.0| 252956

_______________________________________________________________________________________________________________________






______________________________________________________________________________________________________________


__________________________________________________________________________________________________________



| | | MPa | * | | m | mm | m | m | mm^2 | kN | |

__________________________________________________________________________________________________________

| 1| 6| 1770| LRS| D12.5 | 0.000| 35.0| 0.000 B| 0.000 B| 561.00 | 600.7 | 0.60|

| | | | | | 6.920| 35.0| | | | | |

__________________________________________________________________________________________________________








______________________________________________________________________________________________________________


____________________________________________________



|No.| m | m | kN/m | kN/m |

____________________________________________________

| 1| 0.000| 6.920| 4.7600 | 1.7651 |

____________________________________________________

______________________________________________________________________________________________________________


________________________________________________________________________________________________________________


________________________________________________________________________________________________________________



________________________________________________________________________________________________________________

Page 43 of 58

Summary Report



Project:

Problem:



Mon Aug 31 12:00:46 2015�


Load Combinations









______________________________________________________________________________________________________________


__________________________________________________________________________________________




__________________________________________________________________________________________

| 0.000| 0.0 | 0.0 | 0.0 |[ 1]| 0.0 |[ 1]| 0.0 |[ 1]|

| 0.050| 0.0 | 0.0 | -1.1 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 0.050| 0.0 | 0.0 | 75.8 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 0.732| 36.2 | 28.7 | 60.6 |[ 2]| 46.5 |[ 2]| 0.0 |[ 1]|

| 1.414| 64.4 | 51.1 | 45.5 |[ 2]| 82.7 |[ 2]| 0.0 |[ 1]|

| 2.096| 84.6 | 67.0 | 30.3 |[ 2]| 108.5 |[ 2]| 0.0 |[ 1]|

| 2.778| 96.7 | 76.6 | 15.2 |[ 2]| 124.0 |[ 2]| 0.0 |[ 1]|

| 3.460| 100.7 | 79.8 | 0.0 |[ 1]| 129.2 |[ 2]| 0.0 |[ 1]|

| 4.210| 95.8 | 75.9 | -16.7 |[ 2]| 123.0 |[ 2]| 0.0 |[ 1]|

| 4.892| 82.9 | 65.7 | -31.8 |[ 2]| 106.4 |[ 2]| 0.0 |[ 1]|

| 5.574| 62.0 | 49.1 | -47.0 |[ 2]| 79.5 |[ 2]| 0.0 |[ 1]|

| 6.256| 33.0 | 26.1 | -62.2 |[ 2]| 42.3 |[ 2]| 0.0 |[ 1]|

| 6.870| 0.0 | 0.0 | -75.8 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 6.870| 0.0 | 0.0 | 1.1 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 6.920| 0.0 | 0.0 | 0.0 |[ 1]| 0.0 |[ 1]| 0.0 |[ 1]|

__________________________________________________________________________________________


______________________________________________________________________________________________________________


(+ve = upwards)


___________________________________________________________________________________________



___________________________________________________________________________________________

|Beam Weight| 16.5 | 16.5 | 16.5 | 16.5 | 16.5 | 16.5 |

|SDL BT | 0.0 | 0.0 | | | | |

|CIP Weight | 6.1 | 6.1 | | | | |

|SDL AT | 24.9 | 24.9 | | | | |

|LL Sustain | 0.0 | 0.0 | | | | |

|Live Load | 12.5 | 12.5 | | | | |

|Roof Load | 0.0 | 0.0 | | | | |

|Fluid Wgt | 0.0 | 0.0 | | | | |

|Wind | 0.0 | 0.0 | | | | |

|Seismic | 0.0 | 0.0 | | | | |

___________________________________________________________________________________________

|SLS Max DL | 47.5 | 47.5 | | | | |

|SLS Min DL | 47.5 | 47.5 | | | | |

|SLS Max Sus| 47.5 | 47.5 | | | | |

|SLS Maximum| 59.9 | 59.9 | 16.5 | 16.5 | 16.5 | 16.5 |

___________________________________________________________________________________________


_________________________________________________


_________________________________________________

|ULS Maximum| 76.9 [ 2]| 76.9 [ 2]|

|ULS Minimum| 0.0 [ 9]| 0.0 [ 9]|

_________________________________________________


______________________________________________________________________________________________________________



Page 44 of 58

Summary Report



Project:

Problem:



Mon Aug 31 12:00:46 2015�


_________________________________________________________________



_________________________________________________________________



| Top of Beam | 0.000| 0.00 | 21.84 | 0%|

| Bottom of Beam | 0.596| 7.32 | 21.84 | 0%|



| Top of Beam | 0.596| -1.27 | -3.48 | 0%|

| Bottom of Beam | 0.000| 0.00 | -3.48 | 0%|

_________________________________________________________________



| Top of Beam | 0.000| 0.00 | 21.84 | 0%|

| Bottom of Beam | 0.596| 7.42 | 21.84 | 0%|



| Top of Beam | 0.596| -1.37 | -3.48 | 0%|

| Bottom of Beam | 0.000| 0.00 | -3.48 | 0%|

_________________________________________________________________



| Top of Beam | 0.000| 0.00 | 33.60 | 0%|

| Bottom of Beam | 0.596| 7.01 | 33.60 | 0%|



| Top of Beam | 0.596| -1.28 | -4.31 | 0%|

| Bottom of Beam | 0.000| 0.00 | -4.31 | 0%|

_________________________________________________________________



| Top of Beam | 3.460| 2.61 | 28.80 | 0%|

| Bottom of Beam | 0.596| 5.26 | 28.80 | 0%|

| Top of CIP Pour| 3.460| 2.15 | 19.20 | 0%|

|Critical Tension |



| Top of CIP Pour| 0.050| 0.00 | -3.52 | 0%|

_________________________________________________________________



| Top of Beam | 3.460| 2.03 | 21.60 | 0%|

| Bottom of Beam | 0.596| 5.56 | 21.60 | 0%|

_________________________________________________________________





______________________________________________________________________________________________________________




______________________________________________________________________________________________________________________





_____________________________________________________________________________________________________________






_____________________________________________________________________________________________________________

| 0.000| -0.4 | -0.2 | -0.1 | -0.1 | -0.1 | 0.0 | 0.0 | 2426 | 6568 |

| 0.050| -0.3 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 | 0 |

| 0.732| 1.0 | 2.6 | 1.9 | 1.5 | 1.3 | -0.6 | -0.2 | 12053 | 33480 |

Page 45 of 58

Summary Report



Project:

Problem:



Mon Aug 31 12:00:46 2015�


| 1.414| 2.1 | 4.6 | 3.1 | 2.4 | 2.0 | -1.1 | -0.4 | 6143 | 17695 |

| 2.096| 2.9 | 5.9 | 3.9 | 2.9 | 2.3 | -1.6 | -0.5 | 4377 | 12925 |

| 2.778| 3.3 | 6.7 | 4.3 | 3.1 | 2.4 | -1.9 | -0.6 | 3686 | 11035 |

| 3.460| 3.5 | 6.9 | 4.4 | 3.1 | 2.5 | -2.0 | -0.6 | 3494 | 10509 |

| 4.210| 3.3 | 6.6 | 4.3 | 3.1 | 2.4 | -1.8 | -0.6 | 3728 | 11152 |

| 4.892| 2.8 | 5.8 | 3.8 | 2.8 | 2.3 | -1.5 | -0.5 | 4488 | 13227 |

| 5.574| 2.0 | 4.4 | 3.0 | 2.3 | 2.0 | -1.1 | -0.4 | 6440 | 18494 |

| 6.256| 0.9 | 2.4 | 1.7 | 1.4 | 1.2 | -0.5 | -0.2 | 13397 | 37066 |

| 6.870| -0.3 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 | 0 |

| 6.920| -0.4 | -0.2 | -0.1 | -0.1 | -0.1 | 0.0 | 0.0 | 2426 | 6568 |

_____________________________________________________________________________________________________________













L / 240 otherwise


L / 180 for roofs

______________________________________________________________________________________________________________________




_________________________________________________________________________________________________________




| m | kNm | kNm | kNm | mm | | | | |

_________________________________________________________________________________________________________

| 0.000| 0.0 | 0.1 | 0.0 | 0.9 | 1.0865|Tension | 0.75| |

| 0.050| 0.0 | -1.2 | 0.0 | 1.3 | 0.0810|Tension | 0.75| |

| 0.732| 46.5 | 147.1 | 93.0 | 21.1 | 0.0459|Tension | 0.77| |

| 1.414| 82.7 | 217.0 | 165.4 | 29.3 | 0.0324|Tension | 0.83| |

| 2.096| 108.5 | 293.8 | 217.1 | 37.0 | 0.0249|Tension | 0.90| |

| 2.778| 124.0 | 293.8 | 248.1 | 37.0 | 0.0249|Tension | 0.90| |

| 3.460| 129.2 | 293.8 | 258.4 | 37.0 | 0.0249|Tension | 0.90| |

| 4.210| 123.0 | 293.8 | 245.9 | 37.0 | 0.0249|Tension | 0.90| |

| 4.892| 106.4 | 286.7 | 212.8 | 36.1 | 0.0256|Tension | 0.89| |

| 5.574| 79.5 | 209.6 | 159.1 | 28.1 | 0.0338|Tension | 0.83| |

| 6.256| 42.3 | 140.5 | 84.6 | 20.6 | 0.0474|Tension | 0.76| |

| 6.870| 0.0 | -1.2 | 0.0 | 1.3 | 0.0810|Tension | 0.75| |

| 6.920| 0.0 | 0.1 | 0.0 | 0.9 | 1.0865|Tension | 0.75| |

_________________________________________________________________________________________________________


| 3.460| 129.2 | 293.8 | 258.4 | 37.0 | 0.0249|Tension | 0.90| |

| 0.050| 0.0 | -1.2 | 0.0 | 1.3 | 0.0810|Tension | 0.75| |


| 3.460| 129.2 | 293.8 | 258.4 | 37.0 | 0.0249|Tension | 0.90| |

| 0.050| 0.0 | -1.2 | 0.0 | 1.3 | 0.0810|Tension | 0.75| |

_________________________________________________________________________________________________________


______________________________________________________________________________________________________________________




_______________________________________________________________________________________________________________________





_______________________________________________________________________________________________________________________

Page 46 of 58

Summary Report



Project:

Problem:



Mon Aug 31 12:00:46 2015�


| 0.000| 0.0 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 8.7 | 0.0 | 0.0

| 0.050| 0.0 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.0 | 0.0 | 0.0

| 0.050| 70.5 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.0 | 0.0 | 0.0

| 0.732| 60.6 | 0.0 | 194.7 | 0.0 | 194.7 | 0.0 | 194.7 | 11.6 | 0.0 | 0.0

| 1.414| 45.5 | 0.0 | 111.7 | 0.0 | 111.7 | 0.0 | 111.7 | 11.9 | 0.0 | 0.0

| 2.096| 30.3 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 12.1 | 0.0 | 0.0

| 2.778| 15.2 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 12.2 | 0.0 | 0.0

| 3.460| 0.0 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 12.3 | 0.0 | 0.0

| 4.210| -16.7 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 12.2 | 0.0 | 0.0

| 4.892| -31.8 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 12.1 | 0.0 | 0.0

| 5.574| -47.0 | 0.0 | -118.1 | 0.0 | -118.1 | 0.0 | -118.1 | 11.9 | 0.0 | 0.0

| 6.256| -62.2 | 0.0 | -205.1 | 0.0 | -205.1 | 0.0 | -205.1 | 11.6 | 0.0 | 0.0

| 6.870| -70.5 | 0.0 | -211.4 | 0.0 | -211.4 | 0.0 | -211.4 | 9.0 | 0.0 | 0.0

| 6.870| 0.0 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.0 | 0.0 | 0.0

| 6.920| 0.0 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 8.7 | 0.0 | 0.0

_______________________________________________________________________________________________________________________

Notes & Warnings




___________________________________________________________________________________________________________





___________________________________________________________________________________________________________

| 0.000| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.050| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.050| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.732| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 1.414| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 2.096| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 2.778| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 3.460| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 4.210| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 4.892| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 5.574| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 6.256| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 6.870| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 6.870| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 6.920| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

___________________________________________________________________________________________________________

Notes & Warnings




Page 47 of 58

Page 48 of 58

adf

Text Box

CASE 5: HCS320 x 9.3m w/ 8-12.5dia. strands SDL = 6 kPa LL = 2.0 kPa

adf

Rectangle

adf

Polygonal Line

adf

Text Box

ROOF HCS LAYOUT

adf

Polygonal Line

C5 RF HCS320 x 9.3m with 8-12.5strands.con



Project:

Problem:


File: C5 RF HCS320 x 9.3m with 8-12.5strands.con Mon Aug 31 11:58:52 2015�


Page 49 of 58

Shear Design Graph



Project:

Problem:





Sh

ea

r -

kN


0.000 0.930 1.860 2.790 3.720 4.650 5.580 6.510 7.440 8.370 9.300

300

240

180

120

60

0

-60

-120

-180

-240

-300






Page 50 of 58




Project:

Problem:





Mo

me

nt

- k

Nm


0.000 0.930 1.860 2.790 3.720 4.650 5.580 6.510 7.440 8.370 9.300

480

420

360

300

240

180

120

60

0

-60

-120





Page 51 of 58




Project:

Problem:





De

fle

cti

on

-

mm


0.000 0.930 1.860 2.790 3.720 4.650 5.580 6.510 7.440 8.370 9.300

16.00

14.00

12.00

10.00

8.00

6.00

4.00

2.00

0.00

-2.00

-4.00



Final DL Deflection


Page 52 of 58

Summary Report



Project:

Problem:

1File: C5 RF HCS320 x 9.3m with 8-12.5strands.con


Mon Aug 31 13:42:47 2015�


SUMMARY REPORT


______________________________________________________________________________________________________________



___________________________ ___________________________

















______________________________________________________________________________________________________________

PRECAST BEAM LAYOUT

________________________________________________________________________________________________________________




________________________________________________________________________________________________________________


________________________________________________________________________________________________________________




______________________________________________________________________________________________________________


______________________________________________________________________________________________




______________________________________________________________________________________________

| 1| 0.000| 9.300| 9.300| 60.0| 1200.0| 0.0| 0.0| 0.0| 0.0| 0.0|

______________________________________________________________________________________________


______________________________________________________________________________________________________________



_______________________________________________________________________________________________________




_______________________________________________________________________________________________________

| 1| 194167 | 2.522E+9 | 161.0| 320.0| 1200.0| 284.0| 64.00| -15.665E+6 | 15.862E+6 |

_______________________________________________________________________________________________________

______________________________________________________________________________________________________________



______________________________________________________________________________________________________




______________________________________________________________________________________________________

| 1| 252954 | 4.152E+9 | 204.9| 380.0| -20.259E+6 | 36.077E+6 | 36.077E+6 | 23.713E+6 |

Page 53 of 58

Summary Report



Project:

Problem:



Mon Aug 31 13:42:47 2015�


______________________________________________________________________________________________________


______________________________________________________________________________________________________________________


_______________________________________________________________________________________________________________________






_______________________________________________________________________________________________________________________

| 0.000| 193419 | 2.510E+9 | 161.5| 194171 | 2.522E+9 | 161.0| 194170 | 2.522E+9 | 161.0| 252957

| 0.050| 193419 | 2.510E+9 | 161.5| 194567 | 2.528E+9 | 160.7| 194476 | 2.527E+9 | 160.8| 253262

| 0.970| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 1.890| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 2.810| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 3.730| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 4.650| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 5.662| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 6.582| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 7.502| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 8.422| 193419 | 2.510E+9 | 161.5| 198307 | 2.586E+9 | 158.4| 197360 | 2.572E+9 | 159.0| 256146

| 9.250| 193419 | 2.510E+9 | 161.5| 194567 | 2.528E+9 | 160.7| 194476 | 2.527E+9 | 160.8| 253262

| 9.300| 193419 | 2.510E+9 | 161.5| 194171 | 2.522E+9 | 161.0| 194170 | 2.522E+9 | 161.0| 252957

_______________________________________________________________________________________________________________________






______________________________________________________________________________________________________________


__________________________________________________________________________________________________________



| | | MPa | * | | m | mm | m | m | mm^2 | kN | |

__________________________________________________________________________________________________________

| 1| 8| 1770| LRS| D12.5 | 0.000| 35.0| 0.000 B| 0.000 B| 748.00 | 801.0 | 0.60|

| | | | | | 9.300| 35.0| | | | | |

__________________________________________________________________________________________________________








______________________________________________________________________________________________________________


____________________________________________________



|No.| m | m | kN/m | kN/m |

____________________________________________________

| 1| 0.000| 9.300| 4.7600 | 1.7651 |

____________________________________________________

______________________________________________________________________________________________________________


________________________________________________________________________________________________________________


________________________________________________________________________________________________________________

|SDL AT | D |SDL (4.5kpa*1.2m) |Vertical: 5.4 kN/m full length |No Load Distribution|


________________________________________________________________________________________________________________

Page 54 of 58

Summary Report



Project:

Problem:



Mon Aug 31 13:42:47 2015�


Load Combinations









______________________________________________________________________________________________________________


__________________________________________________________________________________________




__________________________________________________________________________________________

| 0.000| 0.0 | 0.0 | 0.0 |[ 1]| 0.0 |[ 1]| 0.0 |[ 1]|

| 0.050| 0.0 | 0.0 | -0.9 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 0.050| 0.0 | 0.0 | 83.5 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 0.970| 54.5 | 45.4 | 66.8 |[ 2]| 69.1 |[ 2]| 0.0 |[ 1]|

| 1.890| 97.0 | 80.7 | 50.1 |[ 2]| 122.9 |[ 2]| 0.0 |[ 1]|

| 2.810| 127.3 | 106.0 | 33.4 |[ 2]| 161.3 |[ 2]| 0.0 |[ 1]|

| 3.730| 145.5 | 121.1 | 16.7 |[ 2]| 184.3 |[ 2]| 0.0 |[ 1]|

| 4.650| 151.5 | 126.2 | 0.0 |[ 1]| 192.0 |[ 2]| 0.0 |[ 1]|

| 5.662| 144.2 | 120.0 | -18.4 |[ 2]| 182.7 |[ 2]| 0.0 |[ 1]|

| 6.582| 124.8 | 103.9 | -35.1 |[ 2]| 158.1 |[ 2]| 0.0 |[ 1]|

| 7.502| 93.3 | 77.7 | -51.8 |[ 2]| 118.2 |[ 2]| 0.0 |[ 1]|

| 8.422| 49.6 | 41.3 | -68.5 |[ 2]| 62.9 |[ 2]| 0.0 |[ 1]|

| 9.250| 0.0 | 0.0 | -83.5 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 9.250| 0.0 | 0.0 | 0.9 |[ 2]| 0.0 |[ 2]| 0.0 |[ 1]|

| 9.300| 0.0 | 0.0 | 0.0 |[ 1]| 0.0 |[ 1]| 0.0 |[ 1]|

__________________________________________________________________________________________


______________________________________________________________________________________________________________


(+ve = upwards)


___________________________________________________________________________________________



___________________________________________________________________________________________

|Beam Weight| 22.1 | 22.1 | 22.1 | 22.1 | 22.1 | 22.1 |

|SDL BT | 0.0 | 0.0 | | | | |

|CIP Weight | 8.2 | 8.2 | | | | |

|SDL AT | 25.1 | 25.1 | | | | |

|LL Sustain | 0.0 | 0.0 | | | | |

|Live Load | 11.2 | 11.2 | | | | |

|Roof Load | 0.0 | 0.0 | | | | |

|Fluid Wgt | 0.0 | 0.0 | | | | |

|Wind | 0.0 | 0.0 | | | | |

|Seismic | 0.0 | 0.0 | | | | |

___________________________________________________________________________________________

|SLS Max DL | 55.5 | 55.5 | | | | |

|SLS Min DL | 55.5 | 55.5 | | | | |

|SLS Max Sus| 55.5 | 55.5 | | | | |

|SLS Maximum| 66.6 | 66.6 | 22.1 | 22.1 | 22.1 | 22.1 |

___________________________________________________________________________________________


_________________________________________________


_________________________________________________

|ULS Maximum| 84.4 [ 2]| 84.4 [ 2]|

|ULS Minimum| 0.0 [ 9]| 0.0 [ 9]|

_________________________________________________


______________________________________________________________________________________________________________



Page 55 of 58

Summary Report



Project:

Problem:



Mon Aug 31 13:42:47 2015�


_________________________________________________________________



_________________________________________________________________



| Top of Beam | 4.650| 0.77 | 21.84 | 0%|

| Bottom of Beam | 0.602| 9.62 | 21.84 | 0%|



| Top of Beam | 0.510| -1.66 | -3.48 | 0%|

| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|

_________________________________________________________________



| Top of Beam | 4.650| 0.63 | 21.84 | 0%|

| Bottom of Beam | 0.602| 9.76 | 21.84 | 0%|



| Top of Beam | 0.510| -1.80 | -3.48 | 0%|

| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|

_________________________________________________________________



| Top of Beam | 4.650| 0.73 | 33.60 | 0%|

| Bottom of Beam | 0.602| 9.11 | 33.60 | 0%|



| Top of Beam | 0.510| -1.66 | -4.31 | 0%|

| Bottom of Beam | 0.000| 0.00 | -4.31 | 0%|

_________________________________________________________________



| Top of Beam | 4.650| 4.61 | 28.80 | 0%|

| Bottom of Beam | 0.602| 6.97 | 28.80 | 0%|

| Top of CIP Pour| 4.650| 2.81 | 19.20 | 0%|

|Critical Tension |



| Top of CIP Pour| 0.050| 0.00 | -3.52 | 0%|

_________________________________________________________________



| Top of Beam | 4.650| 3.91 | 21.60 | 0%|

| Bottom of Beam | 0.602| 7.25 | 21.60 | 0%|

_________________________________________________________________





______________________________________________________________________________________________________________




______________________________________________________________________________________________________________________





_____________________________________________________________________________________________________________






_____________________________________________________________________________________________________________

| 0.000| -0.6 | -0.3 | -0.2 | -0.1 | -0.1 | 0.0 | 0.0 | 1174 | 4034 |

| 0.050| -0.5 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 | 0 |

| 0.970| 2.2 | 5.4 | 3.3 | 2.1 | 1.7 | -1.6 | -0.4 | 5811 | 20564 |

Page 56 of 58

Summary Report



Project:

Problem:



Mon Aug 31 13:42:47 2015�


| 1.890| 4.2 | 9.4 | 5.2 | 2.9 | 2.1 | -3.1 | -0.8 | 2969 | 10869 |

| 2.810| 5.7 | 12.0 | 6.1 | 2.9 | 1.8 | -4.3 | -1.2 | 2121 | 7939 |

| 3.730| 6.5 | 13.5 | 6.5 | 2.8 | 1.4 | -5.1 | -1.4 | 1789 | 6778 |

| 4.650| 6.8 | 13.9 | 6.6 | 2.7 | 1.2 | -5.4 | -1.4 | 1697 | 6455 |

| 5.662| 6.5 | 13.4 | 6.5 | 2.8 | 1.4 | -5.1 | -1.3 | 1809 | 6850 |

| 6.582| 5.5 | 11.8 | 6.0 | 3.0 | 1.8 | -4.2 | -1.1 | 2175 | 8124 |

| 7.502| 4.0 | 9.0 | 5.0 | 2.9 | 2.1 | -3.0 | -0.8 | 3112 | 11360 |

| 8.422| 1.9 | 5.0 | 3.0 | 2.0 | 1.6 | -1.4 | -0.4 | 6459 | 22767 |

| 9.250| -0.5 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 0 | 0 |

| 9.300| -0.6 | -0.3 | -0.2 | -0.1 | -0.1 | 0.0 | 0.0 | 1174 | 4034 |

_____________________________________________________________________________________________________________













L / 240 otherwise


L / 180 for roofs

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| m | kNm | kNm | kNm | mm | | | | |

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| 0.000| 0.0 | 0.2 | 0.0 | 0.9 | 1.0865|Tension | 0.75| |

| 0.050| 0.0 | -1.6 | 0.0 | 1.9 | 0.0538|Tension | 0.75| |

| 0.970| 69.1 | 221.1 | 138.2 | 31.6 | 0.0298|Tension | 0.79| |

| 1.890| 122.9 | 349.9 | 245.8 | 45.8 | 0.0196|Tension | 0.88| |

| 2.810| 161.3 | 384.7 | 321.2 | 49.3 | 0.0180|Tension | 0.90| |

| 3.730| 184.3 | 384.7 | 320.6 | 49.3 | 0.0180|Tension | 0.90| |

| 4.650| 192.0 | 384.7 | 320.3 | 49.3 | 0.0180|Tension | 0.90| |

| 5.662| 182.7 | 384.7 | 320.6 | 49.3 | 0.0180|Tension | 0.90| |

| 6.582| 158.1 | 384.7 | 316.3 | 49.3 | 0.0180|Tension | 0.90| |

| 7.502| 118.2 | 336.3 | 236.4 | 44.3 | 0.0204|Tension | 0.87| |

| 8.422| 62.9 | 209.1 | 125.8 | 30.1 | 0.0313|Tension | 0.78| |

| 9.250| 0.0 | -1.6 | 0.0 | 1.9 | 0.0538|Tension | 0.75| |

| 9.300| 0.0 | 0.2 | 0.0 | 0.9 | 1.0865|Tension | 0.75| |

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| 4.650| 192.0 | 384.7 | 320.3 | 49.3 | 0.0180|Tension | 0.90| |

| 0.050| 0.0 | -1.6 | 0.0 | 1.9 | 0.0538|Tension | 0.75| |


| 4.650| 192.0 | 384.7 | 320.3 | 49.3 | 0.0180|Tension | 0.90| |

| 0.050| 0.0 | -1.6 | 0.0 | 1.9 | 0.0538|Tension | 0.75| |

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Page 57 of 58

Summary Report



Project:

Problem:



Mon Aug 31 13:42:47 2015�


| 0.000| 0.0 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 8.7 | 0.0 | 0.0

| 0.050| 0.0 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.1 | 0.0 | 0.0

| 0.050| 79.1 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.1 | 0.0 | 0.0

| 0.970| 66.8 | 0.0 | 207.9 | 0.0 | 207.9 | 0.0 | 207.9 | 12.5 | 0.0 | 0.0

| 1.890| 50.1 | 0.0 | 102.0 | 0.0 | 102.0 | 0.0 | 102.0 | 13.0 | 0.0 | 0.0

| 2.810| 33.4 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 13.4 | 0.0 | 0.0

| 3.730| 16.7 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 13.6 | 0.0 | 0.0

| 4.650| 0.0 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 13.6 | 0.0 | 0.0

| 5.662| -18.4 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 13.5 | 0.0 | 0.0

| 6.582| -35.1 | 0.0 | -84.5 | 0.0 | -84.5 | 0.0 | -84.5 | 13.3 | 0.0 | 0.0

| 7.502| -51.8 | 0.0 | -107.7 | 0.0 | -107.7 | 0.0 | -107.7 | 13.0 | 0.0 | 0.0

| 8.422| -68.5 | 0.0 | -209.5 | 0.0 | -209.5 | 0.0 | -209.5 | 12.5 | 0.0 | 0.0

| 9.250| -79.1 | 0.0 | -211.4 | 0.0 | -211.4 | 0.0 | -211.4 | 9.1 | 0.0 | 0.0

| 9.250| 0.0 | 0.0 | 211.4 | 0.0 | 211.4 | 0.0 | 211.4 | 9.1 | 0.0 | 0.0

| 9.300| 0.0 | 0.0 | 84.5 | 0.0 | 84.5 | 0.0 | 84.5 | 8.7 | 0.0 | 0.0

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Notes & Warnings




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| 0.000| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.050| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.050| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 0.970| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 1.890| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 2.810| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 3.730| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 4.650| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 5.662| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 6.582| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 7.502| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 8.422| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | |

| 9.250| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 9.250| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

| 9.300| 0.000 | 0.000 | 0.0 | 0.0 | 0.0 | 0.0 | 0.0 | 5 |

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Notes & Warnings




Page 58 of 58

Documents

2015.08.31 - 153041-CN-01 Rev0