Post on 10-Apr-2016
description
transcript
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
HCS Thickness : 320mm
Topping : 60mm (Composite)
Strand Pattern : 8 – 12.5 dia
Span : 8.95m
Sdl : 7.50kpa (including 60mm thk Topping)
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:
Mr. Abdullah Al Sharif
CONSULTANT:
Art & Design Eng. Consultants
MAIN-CONTRACTOR:
M/s National Contg. & Transport Co. LLC
*First Floor HCS Layout 27
Case – 3 28
HCS Thickness : 320mm
Topping : 60mm (Composite)
Strand Pattern : 8 – 12.5 dia
Span : 9.02m
Sdl : 7.50kpa (including 60mm thk Topping)
Sll : 3.00kpa
Conclusion : Pass
Case – 4 38
HCS Thickness : 320mm
Topping : 60mm (Composite)
Strand Pattern : 6 – 12.5 dia
Span : 6.92m
Sdl : 7.50kpa (including 60mm thk Topping)
Sll : 3.00kpa
Conclusion : Pass
*Roof Floor HCS Layout 48
Case - 5 49
HCS Thickness : 320mm
Topping : 60mm (Composite)
Strand Pattern : 8 – 12.5 dia
Span : 9.3m
Sdl : 6.00kpa (including 60mm thk Topping)
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:
Mr. Abdullah Al Sharif
CONSULTANT:
Art & Design Eng. Consultants
MAIN-CONTRACTOR:
M/s National Contg. & Transport Co. LLC
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
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
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 11:36:04 2015�
Company: United Precast Concret
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
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 11:35:57 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
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
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 11:36:12 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
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
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
1File: C1 GF HCS320 x 10.66m with 10-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:37:04 2015�
Company: United Precast Concret
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
(based on Ec of the precast beam - transformed area of rebar and strand NOT included)
______________________________________________________________________________________________________
|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
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
2File: C1 GF HCS320 x 10.66m with 10-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:37:04 2015�
Company: United Precast Concret
______________________________________________________________________________________________________
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
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
3File: C1 GF HCS320 x 10.66m with 10-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:37:04 2015�
Company: United Precast Concret
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 6 = 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
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
4File: C1 GF HCS320 x 10.66m with 10-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:37:04 2015�
Company: United Precast Concret
_________________________________________________________________
| | 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) |
|Critical Compression |
| Top of Beam | 5.330| 1.05 | 21.84 | 0%|
| Bottom of Beam | 10.060| 12.10 | 21.84 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| 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) |
|Critical Compression |
| Top of Beam | 5.330| 1.16 | 33.60 | 0%|
| Bottom of Beam | 10.060| 11.17 | 33.60 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 10.165| -2.09 | -4.31 | 0%|
| Bottom of Beam | 0.000| 0.01 | -4.31 | 0%|
_________________________________________________________________
|STRESSES IN SERVICE |
|Critical Compression |
| 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) |
|Critical Compression |
| 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)
Design Code Used: ACI 318-08
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
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
5File: C1 GF HCS320 x 10.66m with 10-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:37:04 2015�
Company: United Precast Concret
| 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,
plus long-time deflection growth.
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
Design Code Used: ACI 318-08
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
Design Code Used: ACI 318-08
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
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
6File: C1 GF HCS320 x 10.66m with 10-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:37:04 2015�
Company: United Precast Concret
| 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
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: C2 GF HCS320 x 8.95m with 8-12.5strands.con Mon Aug 31 11:40:07 2015�
Company: United Precast Concret
Page 17 of 58
Shear Design Graph
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: C2 GF HCS320 x 8.95m with 8-12.5strands.con Mon Aug 31 11:40:34 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
Sh
ea
r -
kN
Shear DesignShear Design
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
Factored Design Shear, Vu
Total Strength Provided, ØVn
Minimum Strength Required
Concrete Strength Provided, ØVc
Critical Section for Shear Loading
Page 18 of 58
Flexural Design Graph
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: C2 GF HCS320 x 8.95m with 8-12.5strands.con Mon Aug 31 11:40:24 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
Mo
me
nt
- k
Nm
Flexural DesignFlexural Design
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
Factored Moment, Mu: +ve Bending
Design Strength, ØMn: +ve Bending
Factored Moment, Mu: -ve Bending
Design Strength, ØMn: -ve Bending
Page 19 of 58
Deflection Estimate on Final Supports Graph
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: C2 GF HCS320 x 8.95m with 8-12.5strands.con Mon Aug 31 11:41:20 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
De
fle
cti
on
-
mm
Deflection Estimate on Final SupportsDeflection Estimate on Final Supports
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
Deflection @ Erection
Deflection On Completion
Final DL Deflection
Final DL + LL Deflection
Page 20 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
1File: C2 GF HCS320 x 8.95m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:41:39 2015�
Company: United Precast Concret
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| 8.950| 8.950| Current Problem | HCUPC1200x320 | Unspecified | 0.0| 0.0|
________________________________________________________________________________________________________________
Span Length at Transfer = 8.550 m, Centre of Supports, Left @ 0.200 m, Right @ 8.750 m
Span Length in Service = 8.850 m, Centre of Supports, Left @ 0.050 m, Right @ 8.900 m
Total Beam Length = 8.950 m, Bearing Length, Left = 100.0 mm, Right = 100.0 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| 8.950| 8.950| 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
(based on Ec of the precast beam - transformed area of rebar and strand NOT included)
______________________________________________________________________________________________________
|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 21 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
2File: C2 GF HCS320 x 8.95m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:41:39 2015�
Company: United Precast Concret
______________________________________________________________________________________________________
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| 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
_______________________________________________________________________________________________________________________
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| 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| | | | | |
__________________________________________________________________________________________________________
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 = 4.1%, Final = 11.8%
Maximum Total Prestress Forces: Pj(jacking) = 801.0 kN,
Pi(transfer) = 768.3 kN,
Pe(effective) = 706.6 kN @ x = 4.475 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| 8.950| 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 22 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
3File: C2 GF HCS320 x 8.95m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:41:39 2015�
Company: United Precast Concret
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 6 = 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]|
| 0.050| 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]|
__________________________________________________________________________________________
* 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| 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 Support Reactions
_________________________________________________
|Load Combo.| Left [*]| Right [*]|
_________________________________________________
|ULS Maximum| 99.5 [ 2]| 99.5 [ 2]|
|ULS Minimum| 0.0 [ 9]| 0.0 [ 9]|
_________________________________________________
* Critical Factored Load Combination
______________________________________________________________________________________________________________
CONCRETE STRESS RESULTS (UNCRACKED ANALYSIS)
(+ve = compression, -ve = tension)
Page 23 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
4File: C2 GF HCS320 x 8.95m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:41:39 2015�
Company: United Precast Concret
_________________________________________________________________
| | x | Stress | Limit | Overstress|
| Location | m | MPa | MPa | Notice |
_________________________________________________________________
|STRESSES AT TRANSFER |
|Critical Compression |
| Top of Beam | 4.475| 0.55 | 21.84 | 0%|
| Bottom of Beam | 0.581| 9.66 | 21.84 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 0.581| -1.68 | -3.48 | 0%|
| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|
_________________________________________________________________
|STRESSES DURING INITIAL LIFTING (including dynamic allowance) |
|Critical Compression |
| Top of Beam | 4.475| 0.41 | 21.84 | 0%|
| Bottom of Beam | 0.581| 9.80 | 21.84 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 0.581| -1.82 | -3.48 | 0%|
| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|
_________________________________________________________________
|STRESSES DURING ERECTION LIFTING (including dynamic allowance) |
|Critical Compression |
| Top of Beam | 4.475| 0.51 | 33.60 | 0%|
| Bottom of Beam | 0.581| 9.15 | 33.60 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 0.581| -1.68 | -4.31 | 0%|
| Bottom of Beam | 0.000| 0.00 | -4.31 | 0%|
_________________________________________________________________
|STRESSES IN SERVICE |
|Critical Compression |
| 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 |
| Top of Beam | 0.492| -0.41 | -6.90 | 0%| Class U member - not cracked
| 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%|
_________________________________________________________________
|STRESSES IN SERVICE (SUSTAINED LOADS ONLY) |
|Critical Compression |
| Top of Beam | 4.475| 3.95 | 21.60 | 0%|
| Bottom of Beam | 0.581| 7.18 | 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 = 13.8 MPa (f'c specified = 31 MPa)
Strength Required for Initial Lifting, f'c = 14.0 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)
Design Code Used: ACI 318-08
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| -0.6 | -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
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
5File: C2 GF HCS320 x 8.95m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:41:39 2015�
Company: United Precast Concret
| 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 |
_____________________________________________________________________________________________________________
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,
plus long-time deflection growth.
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
Design Code Used: ACI 318-08
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| |
| 0.050| 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| |
_________________________________________________________________________________________________________
Points of Maximum and Minimum Factored Moment
| 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| |
Points of Maximum Ratio of Factored Moment to Design Strength
| 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| |
_________________________________________________________________________________________________________
* Minimum Strength Only Checked at Points of Maximum and Minimum Moment.
______________________________________________________________________________________________________________________
SHEAR/TORSION DESIGN CHECK
Design Code Used: ACI 318-08
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 25 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
6File: C2 GF HCS320 x 8.95m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:41:39 2015�
Company: United Precast Concret
| 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
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 |
| 0.050| 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
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 26 of 58
Page 27 of 58
C3 FF HCS320 x 9.02m with 8-12.5strands.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: C3 FF HCS320 x 9.02m with 8-12.5strands.con Mon Aug 31 11:48:24 2015�
Company: United Precast Concret
Page 28 of 58
Shear Design Graph
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: C3 FF HCS320 x 9.02m with 8-12.5strands.con Mon Aug 31 11:48:43 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
Sh
ea
r -
kN
Shear DesignShear Design
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
Factored Design Shear, Vu
Total Strength Provided, ØVn
Minimum Strength Required
Concrete Strength Provided, ØVc
Critical Section for Shear Loading
Page 29 of 58
Flexural Design Graph
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: C3 FF HCS320 x 9.02m with 8-12.5strands.con Mon Aug 31 11:48:37 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
Mo
me
nt
- k
Nm
Flexural DesignFlexural Design
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
Factored Moment, Mu: +ve Bending
Design Strength, ØMn: +ve Bending
Factored Moment, Mu: -ve Bending
Design Strength, ØMn: -ve Bending
Page 30 of 58
Deflection Estimate on Final Supports Graph
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: C3 FF HCS320 x 9.02m with 8-12.5strands.con Mon Aug 31 11:48:52 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
De
fle
cti
on
-
mm
Deflection Estimate on Final SupportsDeflection Estimate on Final Supports
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
Deflection @ Erection
Deflection On Completion
Final DL Deflection
Final DL + LL Deflection
Page 31 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
1File: C3 FF HCS320 x 9.02m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:49:06 2015�
Company: United Precast Concret
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| 9.020| 9.020| Current Problem | HCUPC1200x320 | Unspecified | 0.0| 0.0|
________________________________________________________________________________________________________________
Span Length at Transfer = 8.620 m, Centre of Supports, Left @ 0.200 m, Right @ 8.820 m
Span Length in Service = 8.920 m, Centre of Supports, Left @ 0.050 m, Right @ 8.970 m
Total Beam Length = 9.020 m, Bearing Length, Left = 100.0 mm, Right = 100.0 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| 9.020| 9.020| 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
(based on Ec of the precast beam - transformed area of rebar and strand NOT included)
______________________________________________________________________________________________________
|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 32 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
2File: C3 FF HCS320 x 9.02m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:49:06 2015�
Company: United Precast Concret
______________________________________________________________________________________________________
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| 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
_______________________________________________________________________________________________________________________
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| 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| | | | | |
__________________________________________________________________________________________________________
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 = 4.1%, Final = 11.7%
Maximum Total Prestress Forces: Pj(jacking) = 801.0 kN,
Pi(transfer) = 768.5 kN,
Pe(effective) = 707.4 kN @ x = 4.510 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| 9.020| 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 33 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
3File: C3 FF HCS320 x 9.02m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:49:06 2015�
Company: United Precast Concret
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 6 = 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]|
| 0.050| 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]|
__________________________________________________________________________________________
* 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| 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 Support Reactions
_________________________________________________
|Load Combo.| Left [*]| Right [*]|
_________________________________________________
|ULS Maximum| 100.3 [ 2]| 100.3 [ 2]|
|ULS Minimum| 0.0 [ 9]| 0.0 [ 9]|
_________________________________________________
* Critical Factored Load Combination
______________________________________________________________________________________________________________
CONCRETE STRESS RESULTS (UNCRACKED ANALYSIS)
(+ve = compression, -ve = tension)
Page 34 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
4File: C3 FF HCS320 x 9.02m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:49:06 2015�
Company: United Precast Concret
_________________________________________________________________
| | x | Stress | Limit | Overstress|
| Location | m | MPa | MPa | Notice |
_________________________________________________________________
|STRESSES AT TRANSFER |
|Critical Compression |
| Top of Beam | 4.510| 0.59 | 21.84 | 0%|
| Bottom of Beam | 8.435| 9.66 | 21.84 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 8.435| -1.68 | -3.48 | 0%|
| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|
_________________________________________________________________
|STRESSES DURING INITIAL LIFTING (including dynamic allowance) |
|Critical Compression |
| Top of Beam | 4.510| 0.46 | 21.84 | 0%|
| Bottom of Beam | 8.435| 9.79 | 21.84 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 8.435| -1.81 | -3.48 | 0%|
| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|
_________________________________________________________________
|STRESSES DURING ERECTION LIFTING (including dynamic allowance) |
|Critical Compression |
| Top of Beam | 4.510| 0.55 | 33.60 | 0%|
| Bottom of Beam | 8.435| 9.14 | 33.60 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 8.435| -1.67 | -4.31 | 0%|
| Bottom of Beam | 0.000| 0.00 | -4.31 | 0%|
_________________________________________________________________
|STRESSES IN SERVICE |
|Critical Compression |
| 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 Beam | 0.496| -0.40 | -6.90 | 0%| Class U member - not cracked
| 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%|
_________________________________________________________________
|STRESSES IN SERVICE (SUSTAINED LOADS ONLY) |
|Critical Compression |
| Top of Beam | 4.510| 4.04 | 21.60 | 0%|
| Bottom of Beam | 0.585| 7.16 | 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 = 13.8 MPa (f'c specified = 31 MPa)
Strength Required for Initial Lifting, f'c = 14.0 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)
Design Code Used: ACI 318-08
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| -0.6 | -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
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
5File: C3 FF HCS320 x 9.02m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:49:06 2015�
Company: United Precast Concret
| 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 |
_____________________________________________________________________________________________________________
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,
plus long-time deflection growth.
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
Design Code Used: ACI 318-08
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| |
| 0.050| 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| |
_________________________________________________________________________________________________________
Points of Maximum and Minimum Factored Moment
| 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| |
Points of Maximum Ratio of Factored Moment to Design Strength
| 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| |
_________________________________________________________________________________________________________
* Minimum Strength Only Checked at Points of Maximum and Minimum Moment.
______________________________________________________________________________________________________________________
SHEAR/TORSION DESIGN CHECK
Design Code Used: ACI 318-08
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 36 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
6File: C3 FF HCS320 x 9.02m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 11:49:06 2015�
Company: United Precast Concret
| 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
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 |
| 0.050| 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
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 37 of 58
C4 FF HCS320 x 6.92m with 6-12.5strands.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: C4 FF HCS320 x 6.92m with 6-12.5strands.con Mon Aug 31 12:00:04 2015�
Company: United Precast Concret
Page 38 of 58
Shear Design Graph
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: C4 FF HCS320 x 6.92m with 6-12.5strands.con Mon Aug 31 12:00:26 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
Sh
ea
r -
kN
Shear DesignShear Design
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
Factored Design Shear, Vu
Total Strength Provided, ØVn
Minimum Strength Required
Concrete Strength Provided, ØVc
Critical Section for Shear Loading
Page 39 of 58
Flexural Design Graph
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: C4 FF HCS320 x 6.92m with 6-12.5strands.con Mon Aug 31 12:00:16 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
Mo
me
nt
- k
Nm
Flexural DesignFlexural Design
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
Factored Moment, Mu: +ve Bending
Design Strength, ØMn: +ve Bending
Factored Moment, Mu: -ve Bending
Design Strength, ØMn: -ve Bending
Page 40 of 58
Deflection Estimate on Final Supports Graph
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: C4 FF HCS320 x 6.92m with 6-12.5strands.con Mon Aug 31 12:00:34 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
De
fle
cti
on
-
mm
Deflection Estimate on Final SupportsDeflection Estimate on Final Supports
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
Deflection @ Erection
Deflection On Completion
Final DL Deflection
Final DL + LL Deflection
Page 41 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
1File: C4 FF HCS320 x 6.92m with 6-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 12:00:46 2015�
Company: United Precast Concret
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| 6.920| 6.920| Current Problem | HCUPC1200x320 | Unspecified | 0.0| 0.0|
________________________________________________________________________________________________________________
Span Length at Transfer = 6.520 m, Centre of Supports, Left @ 0.200 m, Right @ 6.720 m
Span Length in Service = 6.820 m, Centre of Supports, Left @ 0.050 m, Right @ 6.870 m
Total Beam Length = 6.920 m, Bearing Length, Left = 100.0 mm, Right = 100.0 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| 6.920| 6.920| 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
(based on Ec of the precast beam - transformed area of rebar and strand NOT included)
______________________________________________________________________________________________________
|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 42 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
2File: C4 FF HCS320 x 6.92m with 6-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 12:00:46 2015�
Company: United Precast Concret
______________________________________________________________________________________________________
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| 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
_______________________________________________________________________________________________________________________
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| 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| | | | | |
__________________________________________________________________________________________________________
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 = 3.3%, Final = 11.2%
Maximum Total Prestress Forces: Pj(jacking) = 600.7 kN,
Pi(transfer) = 580.9 kN,
Pe(effective) = 533.3 kN @ x = 3.460 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| 6.920| 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 43 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
3File: C4 FF HCS320 x 6.92m with 6-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 12:00:46 2015�
Company: United Precast Concret
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 6 = 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]|
| 0.050| 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]|
__________________________________________________________________________________________
* 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| 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 Support Reactions
_________________________________________________
|Load Combo.| Left [*]| Right [*]|
_________________________________________________
|ULS Maximum| 76.9 [ 2]| 76.9 [ 2]|
|ULS Minimum| 0.0 [ 9]| 0.0 [ 9]|
_________________________________________________
* Critical Factored Load Combination
______________________________________________________________________________________________________________
CONCRETE STRESS RESULTS (UNCRACKED ANALYSIS)
(+ve = compression, -ve = tension)
Page 44 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
4File: C4 FF HCS320 x 6.92m with 6-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 12:00:46 2015�
Company: United Precast Concret
_________________________________________________________________
| | x | Stress | Limit | Overstress|
| Location | m | MPa | MPa | Notice |
_________________________________________________________________
|STRESSES AT TRANSFER |
|Critical Compression |
| Top of Beam | 0.000| 0.00 | 21.84 | 0%|
| Bottom of Beam | 0.596| 7.32 | 21.84 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 0.596| -1.27 | -3.48 | 0%|
| Bottom of Beam | 0.000| 0.00 | -3.48 | 0%|
_________________________________________________________________
|STRESSES DURING INITIAL LIFTING (including dynamic allowance) |
|Critical Compression |
| Top of Beam | 0.000| 0.00 | 21.84 | 0%|
| Bottom of Beam | 0.596| 7.42 | 21.84 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 0.596| -1.37 | -3.48 | 0%|
| Bottom of Beam | 0.000| 0.00 | -3.48 | 0%|
_________________________________________________________________
|STRESSES DURING ERECTION LIFTING (including dynamic allowance) |
|Critical Compression |
| Top of Beam | 0.000| 0.00 | 33.60 | 0%|
| Bottom of Beam | 0.596| 7.01 | 33.60 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 0.596| -1.28 | -4.31 | 0%|
| Bottom of Beam | 0.000| 0.00 | -4.31 | 0%|
_________________________________________________________________
|STRESSES IN SERVICE |
|Critical Compression |
| 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 Beam | 0.527| -0.31 | -6.90 | 0%| Class U member - not cracked
| 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%|
_________________________________________________________________
|STRESSES IN SERVICE (SUSTAINED LOADS ONLY) |
|Critical Compression |
| Top of Beam | 3.460| 2.03 | 21.60 | 0%|
| Bottom of Beam | 0.596| 5.56 | 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 = 10.5 MPa (f'c specified = 31 MPa)
Strength Required for Initial Lifting, f'c = 10.6 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)
Design Code Used: ACI 318-08
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| -0.4 | -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
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
5File: C4 FF HCS320 x 6.92m with 6-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 12:00:46 2015�
Company: United Precast Concret
| 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 |
_____________________________________________________________________________________________________________
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,
plus long-time deflection growth.
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
Design Code Used: ACI 318-08
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 | 0.1 | 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| |
_________________________________________________________________________________________________________
Points of Maximum and Minimum Factored Moment
| 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| |
Points of Maximum Ratio of Factored Moment to Design Strength
| 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| |
_________________________________________________________________________________________________________
* Minimum Strength Only Checked at Points of Maximum and Minimum Moment.
______________________________________________________________________________________________________________________
SHEAR/TORSION DESIGN CHECK
Design Code Used: ACI 318-08
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 46 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
6File: C4 FF HCS320 x 6.92m with 6-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 12:00:46 2015�
Company: United Precast Concret
| 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
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 |
| 0.050| 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
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 47 of 58
Page 48 of 58
C5 RF HCS320 x 9.3m with 8-12.5strands.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: C5 RF HCS320 x 9.3m with 8-12.5strands.con Mon Aug 31 11:58:52 2015�
Company: United Precast Concret
Page 49 of 58
Shear Design Graph
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: C5 RF HCS320 x 9.3m with 8-12.5strands.con Mon Aug 31 13:42:11 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
Sh
ea
r -
kN
Shear DesignShear Design
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
Factored Design Shear, Vu
Total Strength Provided, ØVn
Minimum Strength Required
Concrete Strength Provided, ØVc
Critical Section for Shear Loading
Page 50 of 58
Flexural Design Graph
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: C5 RF HCS320 x 9.3m with 8-12.5strands.con Mon Aug 31 13:27:30 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
Mo
me
nt
- k
Nm
Flexural DesignFlexural Design
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
Factored Moment, Mu: +ve Bending
Design Strength, ØMn: +ve Bending
Factored Moment, Mu: -ve Bending
Design Strength, ØMn: -ve Bending
Page 51 of 58
Deflection Estimate on Final Supports Graph
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: C5 RF HCS320 x 9.3m with 8-12.5strands.con Mon Aug 31 13:42:28 2015�
Company: United Precast Concret
Distance From Left End of Beam - m
De
fle
cti
on
-
mm
Deflection Estimate on Final SupportsDeflection Estimate on Final Supports
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
Deflection @ Erection
Deflection On Completion
Final DL Deflection
Final DL + LL Deflection
Page 52 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
1File: C5 RF HCS320 x 9.3m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 13:42:47 2015�
Company: United Precast Concret
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| 9.300| 9.300| Current Problem | HCUPC1200x320 | Unspecified | 0.0| 0.0|
________________________________________________________________________________________________________________
Span Length at Transfer = 8.900 m, Centre of Supports, Left @ 0.200 m, Right @ 9.100 m
Span Length in Service = 9.200 m, Centre of Supports, Left @ 0.050 m, Right @ 9.250 m
Total Beam Length = 9.300 m, Bearing Length, Left = 100.0 mm, Right = 100.0 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| 9.300| 9.300| 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
(based on Ec of the precast beam - transformed area of rebar and strand NOT included)
______________________________________________________________________________________________________
|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 53 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
2File: C5 RF HCS320 x 9.3m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 13:42:47 2015�
Company: United Precast Concret
______________________________________________________________________________________________________
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| 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
_______________________________________________________________________________________________________________________
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| 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| | | | | |
__________________________________________________________________________________________________________
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 = 4.0%, Final = 12.0%
Maximum Total Prestress Forces: Pj(jacking) = 801.0 kN,
Pi(transfer) = 769.2 kN,
Pe(effective) = 705.2 kN @ x = 4.650 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| 9.300| 4.7600 | 1.7651 |
____________________________________________________
______________________________________________________________________________________________________________
EXTERNALLY APPLIED LOADS
________________________________________________________________________________________________________________
| Load Case |Type| Label | Description | Distribution |
________________________________________________________________________________________________________________
|SDL AT | D |SDL (4.5kpa*1.2m) |Vertical: 5.4 kN/m full length |No Load Distribution|
|Live Load | L |LL (2.0kpa * 1.2m) |Vertical: 2.4 kN/m full length |No Load Distribution|
________________________________________________________________________________________________________________
Page 54 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
3File: C5 RF HCS320 x 9.3m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 13:42:47 2015�
Company: United Precast Concret
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 6 = 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]|
| 0.050| 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]|
__________________________________________________________________________________________
* 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| 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 Support Reactions
_________________________________________________
|Load Combo.| Left [*]| Right [*]|
_________________________________________________
|ULS Maximum| 84.4 [ 2]| 84.4 [ 2]|
|ULS Minimum| 0.0 [ 9]| 0.0 [ 9]|
_________________________________________________
* Critical Factored Load Combination
______________________________________________________________________________________________________________
CONCRETE STRESS RESULTS (UNCRACKED ANALYSIS)
(+ve = compression, -ve = tension)
Page 55 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
4File: C5 RF HCS320 x 9.3m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 13:42:47 2015�
Company: United Precast Concret
_________________________________________________________________
| | x | Stress | Limit | Overstress|
| Location | m | MPa | MPa | Notice |
_________________________________________________________________
|STRESSES AT TRANSFER |
|Critical Compression |
| Top of Beam | 4.650| 0.77 | 21.84 | 0%|
| Bottom of Beam | 0.602| 9.62 | 21.84 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 0.510| -1.66 | -3.48 | 0%|
| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|
_________________________________________________________________
|STRESSES DURING INITIAL LIFTING (including dynamic allowance) |
|Critical Compression |
| Top of Beam | 4.650| 0.63 | 21.84 | 0%|
| Bottom of Beam | 0.602| 9.76 | 21.84 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 0.510| -1.80 | -3.48 | 0%|
| Bottom of Beam | 0.000| 0.01 | -3.48 | 0%|
_________________________________________________________________
|STRESSES DURING ERECTION LIFTING (including dynamic allowance) |
|Critical Compression |
| Top of Beam | 4.650| 0.73 | 33.60 | 0%|
| Bottom of Beam | 0.602| 9.11 | 33.60 | 0%|
| | Longitudinal Tensile Rebar Needed (mm^2)
|Critical Tension | Required Provided Additional
| Top of Beam | 0.510| -1.66 | -4.31 | 0%|
| Bottom of Beam | 0.000| 0.00 | -4.31 | 0%|
_________________________________________________________________
|STRESSES IN SERVICE |
|Critical Compression |
| 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 Beam | 0.510| -0.53 | -6.90 | 0%| Class U member - not cracked
| 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%|
_________________________________________________________________
|STRESSES IN SERVICE (SUSTAINED LOADS ONLY) |
|Critical Compression |
| Top of Beam | 4.650| 3.91 | 21.60 | 0%|
| Bottom of Beam | 0.602| 7.25 | 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 = 13.7 MPa (f'c specified = 31 MPa)
Strength Required for Initial Lifting, f'c = 13.9 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)
Design Code Used: ACI 318-08
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| -0.6 | -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
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
5File: C5 RF HCS320 x 9.3m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 13:42:47 2015�
Company: United Precast Concret
| 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 |
_____________________________________________________________________________________________________________
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,
plus long-time deflection growth.
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
Design Code Used: ACI 318-08
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| |
| 0.050| 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| |
_________________________________________________________________________________________________________
Points of Maximum and Minimum Factored Moment
| 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| |
Points of Maximum Ratio of Factored Moment to Design Strength
| 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| |
_________________________________________________________________________________________________________
* Minimum Strength Only Checked at Points of Maximum and Minimum Moment.
______________________________________________________________________________________________________________________
SHEAR/TORSION DESIGN CHECK
Design Code Used: ACI 318-08
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 57 of 58
Summary Report
Concise Beam, Version 4.58f, Copyright 2002-2012 Black Mint Software, Inc.
Licensed to: 4113040214, United Precast Concrete LLC - OK
Project:
Problem:
6File: C5 RF HCS320 x 9.3m with 8-12.5strands.con
Engineer: Engineering Dept
Mon Aug 31 13:42:47 2015�
Company: United Precast Concret
| 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
_______________________________________________________________________________________________________________________
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 |
| 0.050| 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 |
___________________________________________________________________________________________________________
Notes & Warnings
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 58 of 58