Box Culvert Calculation as per BD3101
Short Description
Download Box Culvert Calculation as per BD3101...
Description
PART OF CALCS - SAMPLE
Job Ref.
1106
Project Title
MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS
Description
3.0x1.8 m CULVERT
National code
BS
Date Author
22.08.2011 F.PETRUF Ing CEng MIEI
STRUCTURAL ANALYSIS FOR 3.0x1.8 m CULVERT ONLY
CLIENT: CUSTOMER: PROJECT: STRUCTURE: ENGINEER:
THE OFFICE OF PUBLIC WORKS CONCAST PRECAST LTD. MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS 3.0x1.8 m CULVERT F. PETRUF Ing CEng MIEI
Client Customer Project Structure
The Office of Public Works Concast Precast Ltd. Munster Blackwater, Blackrock Bridge Culverts 3.0x1.8 m Culvert
Ref.
Job Ref. Engineer Date Sheet No.
STRUCTURAL ANALYSIS
PART OF CALCS - SAMPLE Index: Page No.
General notes
3
Vertical loading calculation
6
Horizontal loading calculation
7
Combinations
10
Internal forces calculation
25
Bearing pressure
56
Settlement
57
ULS and SLS design check
58
Reinforcement output
74
1106 F. Petruf 21/07/2011 2
Client Customer Project Structure
The Office of Public Works Concast Precast Ltd. Munster Blackwater, Blackrock Bridge Culverts 3.0x1.8 m Culvert
Ref.
Job Ref. Engineer Date Sheet No.
1106 F. Petruf 21/07/2011 3
STRUCTURAL ANALYSIS
PART OF CALCS - SAMPLE
General Notes: Preamble:
This document and related drawings explain the design philosophy for precast concrete culverts. The culverts above are proposed to use for conveying the watercourse under the carriageway.
Customer Reference Information: Drawings:
Engineer's drawings No. C9713 Rev. C1 and C1005 Rev. C1
Specification:
Client's particular specification for precast concrete culverts, Appendix 17/5
Design Basis: 1. BS 5400-4:1990 Code of Practice for Design of Concrete Bridges 2. BD 31/01 The Design of Burried Concrete Box and Portal Frame Structures 3. BD 37/01 Loads for Highway Bridges 4. BD 57/01 Design for durability 5. Responsibility of Concast Precast is limited to design, manufacture and supply of precast concrete units only. There is no responsibility of Concast Precast for ground conditions and foundations, temporary works, erection and design associated with overall stability of the structure.
Design Criteria: Loadings: Densities of materials to be used in the calculation of loading: Precast Concrete = 24.00
kN/m3
Backfill = 20.00 Road Surfacing = 23.00
kN/m3 kN/m3
Water = 10.00
kN/m3
Self weight of reinforced concrete = 24.00
kN/m3
Permanent Loads: Dead Load:
Superimposed Dead Load:
Horizontal Earth Pressure:
Cover over culvert = 20.00 Bed at the base = 18.00
kN/m3 kN/m3
In accordance with BD 37/01
Highway Live Loads: HA Loading:
In accordance with BD 37/01
HB Loading:
HA loading to be replaced with 30 units HB loading only in case of cover depth over culvert is greater than 600mm.
Plant Loading:
Plant and materials transported across
culvert during construction of the works, qkplant = 10.00
Plant loading approved as stated in 2
kN/m
e-mail from 28/07/2011.
Client Customer Project Structure
The Office of Public Works Concast Precast Ltd. Munster Blackwater, Blackrock Bridge Culverts 3.0x1.8 m Culvert
Ref.
Job Ref. Engineer Date Sheet No.
1106 F. Petruf 21/07/2011 4
STRUCTURAL ANALYSIS
PART OF CALCS - SAMPLE
Highway Live Loads continuous: Pedestrian Live Loading:
In accordance with BD 37/01
Accidental Loading:
In accordance with BD 37/01, including skid loading
Internal Water Pressure:
During operation of the completed culverts and during a flood event an internal water pressure is generated in the culverts. This pressure is equivalent to a hydrostatic head of 3.5m above culvert soffit level shown on the drawings.
Serviceability Requirements : Cracking: Durability: Cover:
The maximum crack width permitted under SLS loading to be 0.25mm Severe exposure condition Concrete cover to all reinforcement to be 55mm
Materials Characteristics: Concrete: Precast concrete Reinforced concrete elements, Grade C40/50, fcu = 50.00
N/mm2
Insitu concrete Upstand to form base for railing, Grade C32/40, fcu = 40.00
N/mm2
Reinforcement: Main reinforcement B500B bars to BS 4449:2005, prefix 'B' = High Tensile, fy = 500.00
N/mm2
Secondary reinforcement B500B bars to BS 4449:2005, prefix 'B' = High Tensile, fy = 500.00
N/mm2
Backfill Structural backfill to be Type 6N Bedding River gravels with min. depth 300mm as shown on the drawings
Ground Conditions: Cohesion, c = 0.00
kN/mm2
Phi (peak) = 28.00
degrees
Ground modulus used to determine spring supports stiffness, Emin = 10.00
MN/m2
MN/m2 Ground modulus, Emax = 50.00 Note: - final spring stiffness adjusted to result in maximum settlment in the order of 10mm under dead load with backfill at the finished level. For calculation of lateral earth pressure, Kmin = 0.20 For calculation of lateral earth pressure, Ko = 0.60 For calculation of lateral earth pressure, Ka = 0.33
Client Customer Project Structure
The Office of Public Works Concast Precast Ltd. Munster Blackwater, Blackrock Bridge Culverts 3.0x1.8 m Culvert
Ref.
Job Ref. Engineer Date Sheet No.
1106 F. Petruf 12/08/2011 7
STRUCTURAL ANALYSIS
PART OF CALCS - SAMPLE
Horizontal Loading 3.0x1.8m culvert - 300mm thick walls Horizontal Loading: Soil pressure from soil at the roof level with K min and K 0 :
LC 11 LC 12
Horizontal load from backfill material with Kmin, PE = 11.52 Horizontal load from backfill material with K0, PE = 34.56 Depth from bottom of base to PE, HE = 0.800
kN
PE = 0.5*γ*H2*Kmin
kN m
PE = 0.5*γ*H2*K0 HE = H/3
Soil pressure from 1m deep soil cover over the culvert with K min , K 0 and plant surcharge loading: BD 31/01 clause 3.2.6
LC 13 LC 14
LC 15
Note: - when the minimum permanent soil pressure is applied on both sides of the culvert, no live load surcharge shall be applied to either wall. Horizontal load from backfill material with Kmin, PE = 23.12 Horizontal load from backfill material with K0, PE = 69.36 1m Dp. Soil cover, vertical load on the roof = 20.00 Depth from bottom of base to PE, HE = 1.133 Horizontal load from plant surcharge loading with K0, PS = 20.40 Depth from bottom of base to PS, HS = 1.700
kN kN kN/m m kN m
PS = K0*qkplant*H HS = H/2
Soil pressure from finished cover over the culvert at finished road surface level with K min ,K 0 and BD 31/01 clause 3.2.1
LC 16 LC 17 LC 18 LC 19
BD 31/01 clause 3.2.6
surcharge load from highway loading: Note: - allow density of road surfacing to be same like density of backfill for horizontal loading only - depth of finished cover over the culvert is less than 600mm; do not consider surcharge from HB loading in this case as per BD 31/01 Clause 3.2.1 Horizontal load from backfill material with Kmin, PE Horizontal load from backfill material with K0, PE Depth from bottom of base to PE, HE Horizontal load from HA surcharge loading with K0, PS Horizontal load from footpath surcharge loading with K0, PS Depth from bottom of base to PS, HS
= = = = = =
16.88 50.63 0.968 17.43 8.72 1.453
Live load surcharge for HA loading, qkHA = 10.00 Live load surcharge for footpath & cycle track loading, qkFCT = 5.00 Live load surcharge for construction/ plant loading, qkplant = 10.00
kN kN m kN kN m kN/m2 kN/m2 kN/m2
PS = K0*qkHA*H PS = K0*qkFCT*H HS = H/2
Client Customer Project Structure
The Office of Public Works Concast Precast Ltd. Munster Blackwater, Blackrock Bridge Culverts 3.0x1.8 m Culvert
Ref.
Job Ref. Engineer Date Sheet No.
1106 F. Petruf 12/08/2011 8
STRUCTURAL ANALYSIS Horizontal Loading continuous:
PART OF CALCS - SAMPLE
BD 37/01 clause 6.10
LC 20
Longitudinal Live Loading Nominal load HA, loaded length = 3.6m, lane width = 2.5m = 30.98 Nominal load HB omitted, refer to LC4 for details
kN/m
Accidental load due to skidding
LC 21
LC 22
LC 23
Nominal load shall be taken = 300.00 This at the above produces a point load of = 120.00
kN kN
per lane per metre width assuming a 2.5m lane width Flooding condition with water level at the top of the culvert roof and culvert running dry The hydrostatic pressure shall be taken = 19.20 kN/m qh = 10*Z*(1-Kmin) Z = H2+T1+T2 Flooding condition with culvert running full of water assuming pressure equal to a hydrostatic head of 3.5m of water above the culvert roof Z = 3.5-H1 The hydrostatic pressure at the finished road surface level = 23.96 kN/m Z = 3.5+T1 The hydrostatic pressure at the finished road surface level = 30.40 kN/m Z = 3.5+T1+H2 The hydrostatic pressure at the finished road surface level = 44.80 kN/m
LC 24
Load effects due to maximum temperature Note: - temperature effects may be neglected where: BD 31/01 Depth of fill over the culvert at finished road surface, H1 = 0.505 clause 3.2.8 m > 2 m FAIL Internal width of box culvert, B1 < 0.2*LT = 3.00 m < 0.80 m FAIL 20% of total culvert bridge width comprises of 2 No. of PC culvert units, 0.2*LT = 0.80 m External width of box culvert, B = 3.60 m < 3 m FAIL Note: - temperature effects can not be neglected as the above conditions did not pass, calculation follows below Type of superstructure Maximum shade air temperature Maximum effective bridge temperature Datum temperature for expansion and contraction, θ0 Adjustment to max. effective bridge temperature for deck surfacing Adjustment to max. shade air temperature for height above mean sea level Nominal maximum shade air temperature Nominal maximum effective bridge temperature, X
h = 2.40 h1 = 0.3h but < or equal to 0.15m, h1 = 0.150 h2 = 0.3h but > 0.1m and < 0.25m, h2 = 0.250 h1 = 0.3h but < 0.1m+surfacing depth, h3 = 0.605 Area A1 of culvert section from top of roof up to h1 = 0.540
= = = = = = = =
h1 h2 h3
m2 m
Area A3 of culvert section from btm of base up to h3 = 1.274
m2
Note: - use BD 37/01 and TRRL Report LR 765 for
C C 0 C 0 C 0 C 0 C 0 C 0
negligible
0.150 0.250 0.605
T3 [0C]
7.5 2.1 1.5
Effective maximum bridge temperature, Y
2
Area A2 of culvert section from top of roof up to h2 = 0.900
0
Positive temperature difference 0 T2 [0C] h [m] T1 [ C]
m m m m
Group 4 29.0 31.0 10.0 -2.0 -0.16 29.0 29.0
h [m]
T1 [0C]
h1
0.150
17.5
h2 h3
0.250
T2 [0C]
T3 [0C]
12.1
0.605
11.5
the effective max. bridge temperature, Y. Note: To calculate max. temperature for loads calculation, add (X-Y) to the positive temperature difference.
Maximum temperature for loads calculation 0 T3 [0C] T2 [0C] h [m] T1 [ C] h1 h2 h3
0.150 0.250 0.605
19.0 19.0 19.0
Client Customer Project Structure
The Office of Public Works Concast Precast Ltd. Munster Blackwater, Blackrock Bridge Culverts 3.0x1.8 m Culvert
Ref.
Job Ref. Engineer Date Sheet No.
STRUCTURAL ANALYSIS Combinations:
PART OF CALCS - SAMPLE
Name
Description
Type
Load cases
CO 1
Soil at roof level - Kmin
Linear - LC1 - Self Weight ultimate LC3 - Superimposed Dead - Other Loads
Coeff. [-]
LC11 - PE with Kmin - Soil at the roof CO 1.1
Soil at roof level - Ko
Linear - LC1 - Self Weight ultimate LC3 - Superimposed Dead - Other Loads LC12 - PE with Ko - Soil at the roof
CO 2
1m Dp. soil cover - Kmin
Linear - LC1 - Self Weight ultimate LC3 - Superimposed Dead - Other Loads LC13 - PE with Kmin - 1m Dp. cover over culvert
CO 2.1
1m Dp. soil cover - Ko
Linear - LC1 - Self Weight ultimate LC3 - Superimposed Dead - Other Loads LC14 - PE with Ko - 1m Dp. cover over culvert
CO 3
1m Dp. cover - Ko - Full Plant Surcharge + Plant Load
Linear - LC1 - Self Weight ultimate LC3 - Superimposed Dead - Other Loads
1m Dp. cover - Ko - Half Plant Surcharge + Plant Load
Finished cover - Kmin
Linear - LC1 - Self Weight ultimate LC3 - Superimposed Dead - Other Loads
CO 5.1
1.5 1.15 1.2 1.5 1.15 1.2
1.6 1.15 1.2 1.6
LC14 - PE with Ko - 1m Dp. cover over culvert
1.5
Linear - LC1 - Self Weight ultimate LC2 - Superimposed Dead - Deck Surfacing
Linear - LC1 - Self Weight ultimate LC2 - Superimposed Dead - Deck Surfacing LC17 - PE with Ko - finished cover over culvert
Finished cover - Ko - Full HA Surcharge + HA + KEL at edge
1.2
LC10 - Plant Loading
LC3 - Superimposed Dead - Other Loads CO 5
1.15
1.5
LC16 - PE with Kmin - finished cover over culvert Finished cover - Ko
1.2 1.5
LC14 - PE with Ko - 1m Dp. cover over culvert
LC3 - Superimposed Dead - Other Loads CO 4.1
1.15
1.6
LC15.1 - PS Half plant with Ko - 1m Dp. cover over culvert CO 4
1.2 1.5
LC10 - Plant Loading LC15 - PS Full plant with Ko - 1m Dp. cover over culvert
CO 3.1
1.15
Linear - LC1 - Self Weight ultimate LC2 - Superimposed Dead - Deck Surfacing
1.6 1.15 1.75 1.2 1.5 1.15 1.75 1.2 1.5 1.15 1.75
LC3 - Superimposed Dead - Other Loads
1.2
LC4 - HA Nominal UDL
1.5
LC5 - HA - KEL at the edge
1.5
LC17 - PE with Ko - finished cover over culvert
1.5
LC18 - PS Full HA with Ko - finished cover over culvert
1.5
Finished cover - Ko - Half Linear - LC1 - Self Weight HA Surcharge + HA + ultimate LC2 - Superimposed Dead - Deck Surfacing KEL at edge LC3 - Superimposed Dead - Other Loads
1.15 1.75 1.2
LC4 - HA Nominal UDL
1.5
LC5 - HA - KEL at the edge
1.5
LC17 - PE with Ko - finished cover over culvert
1.5
LC18.1 - PS Half HA with Ko - finished cover over culvert
1.5
1106 F. Petruf 22/08/2011 10
1106
Job Ref.
MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS
Project Title
3.0x1.8 m CULVERT
Description
BS
National code
22.08.2011
Date
F.PETRUF Ing CEng MIEI
Author
6. Structural model
PART OF CALCS - SAMPLE
7. Structural analysis model
Page Number 28
1106
Job Ref.
MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS
Project Title
3.0x1.8 m CULVERT
Description
BS
National code
22.08.2011
Date
F.PETRUF Ing CEng MIEI
Author
PART OF CALCS - SAMPLE
11. LC5 - HA - KEL at the edge
Z Y X
12. LC6 - HA - KEL at the middle
Z Y X
13. LC7 - HA - SNWL at the edge
Z Y X
Page Number 30
1106
Job Ref.
MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS
Project Title
3.0x1.8 m CULVERT
Description
BS
National code
22.08.2011
Date
F.PETRUF Ing CEng MIEI
Author
PART OF CALCS - SAMPLE
17. LC11 - PE with Kmin - Soil at the Roof
Z Y X
18. LC12 - PE with Ko - Soil at the Roof
Z Y X
19. LC13 - PE with Kmin - 1m Dp. cover over culvert
Z Y X
Page Number 32
1106
Job Ref.
MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS
Project Title
3.0x1.8 m CULVERT
Description
BS
National code
22.08.2011
Date
F.PETRUF Ing CEng MIEI
Author
PART OF CALCS - SAMPLE
33. LC24 - Maximum Temperature
Z Y X
34. LC25 - Minimum Temperature
Z Y X
35. Point forces on beam Name
F67 F68 F69 F70 F71
Member
System
F [kN]
Load case
Dir
Type
S1 LC5 - HA - KEL at the edge S1 LC6 - HA - KEL in the middle W1 LC11 - PE with Kmin - Soil at the roof W2 LC11 - PE with Kmin - Soil at the roof W1 LC12 - PE with Ko - Soil at the roof
GCS Z GCS Z GCS X GCS X GCS X
-32.88 Force -32.88 Force 11.52 Force -11.52 Force 34.56 Force
x [m]
Coor
Rep (n)
Orig 0.050 Abso From 0.500 Rela From 0.412 Abso From 0.412 Abso From 0.412 Abso From
1 start 1 start 1 start 1 start 1 start
Page Number 38
1106
Job Ref.
MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS
Project Title
3.0x1.8 m CULVERT
Description
BS
National code
22.08.2011
Date
F.PETRUF Ing CEng MIEI
Author Name
Member
Type
Dir
P1 [kN/m]
x1 [m]
Coor
Load case
System
Distribution
P2 [kN/m]
x2 [m]
Loc
LF127
C2
Force GCS
LF128
LC23 - Flooding - water level 3.5m above the roof level W2
GCS
LF129
LC23 - Flooding - water level 3.5m above the roof level C4
GCS
LF130
LC23 - Flooding - water level 3.5m above the roof level C3
GCS
LF131
LC23 - Flooding - water level 3.5m above the roof level S1
Force
Z Uniform
LF132
LC13 - PE with Kmin - 1m Dp. cover GCS over culvert C1 Force
Uniform
LF133
LC13 - PE with Kmin - 1m Dp. cover GCS over culvert C2 Force
Uniform
LF134
LC13 - PE with Kmin - 1m Dp. cover GCS over culvert C1 Force GCS
Uniform
LF135
LC14 - PE with Ko - 1m Dp. cover over culvert S1
GCS
LF136
LC14 - PE with Ko - 1m Dp. cover over culvert C2
GCS
LF137
LC14 - PE with Ko - 1m Dp. cover over culvert S2 LC23 - Flooding - water level 3.5m above the roof level
GCS
Force
X Trapez X Trapez
31.10
0.000 Abso
30.40
0.124 Length
44.10
0.000 Rela
31.10
1.000 Length
44.10
0.000 Abso
44.80
0.124 Length
Orig
Ecc ez [m] From end
Force
Force
Force
Force
X
Trapez X Trapez
Z
Z
Z
Z
-44.10
0.000 Abso
-44.80
0.124 Length
-20.00
0.000 Rela
From start
-20.00
0.000 Rela
-20.00
0.000 Rela
From start
0.000 Rela
From start
0.000 Rela
From start
Uniform
0.000 Rela
0.000 0.000
From start
0.000 0.000
From start
0.000 0.000
From start
0.000 0.000
From start
1.000 Length -44.80
0.000 0.000
1.000 Length -20.00
0.000 0.000
1.000 Length -20.00
0.000 0.000
1.000 Length
Uniform Z
From end
1.000 Length
Uniform Z
0.000 Rela
0.000 0.000
1.000 Length -20.00
0.000 0.000
PART OF CALCS - SAMPLE Force
Ecc ey [m]
0.000 0.000
From start
1.000 Length
0.000 0.000
37. Load cases Name LC1 LC2 LC3 LC4
Description
Action type
Self Weight Superimposed Dead - Deck Surfacing Superimposed Dead - Other Loads HA Nominal UDL
Permanent Permanent Permanent Variable
LoadGroup LG1 LG1 LG1 LG2
Load type Self weight Standard Standard Static
Page Number 42
1106
Job Ref.
MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS
Project Title
3.0x1.8 m CULVERT
Description
BS
National code
22.08.2011
Date
F.PETRUF Ing CEng MIEI
Author Name LC5 LC6 LC7 LC8 LC9 LC10 LC11 LC12 LC13 LC14 LC15 LC15.1 LC16 LC17 LC18 LC18.1 LC19 LC19.1 LC20 LC21 LC22 LC23 LC24 LC25
Description
Action type
HA - KEL at the edge HA - KEL in the middle HA - SNWL at the edge HA - SNWL in the middle Nominal Pedestrian Live Load Plant Loading PE with Kmin - Soil at the roof PE with Ko - Soil at the roof PE with Kmin - 1m Dp. cover over culvert PE with Ko - 1m Dp. cover over culvert PS Full plant with Ko - 1m Dp. cover over culvert PS Half plant with Ko - 1m Dp. cover over culvert PE with Kmin - finished cover over culvert PE with Ko - finished cover over culvert PS Full HA with Ko - finished cover over culvert PS Half HA with Ko - finished cover over culvert PS Full Pedestrian with Ko - finished cover over culvert PS Half Pedestrian with Ko - finished cover over culvert Longitudinal HA Live Loading Accidental load due to skidding Flooding - water level at roof - culvert running dry Flooding - water level 3.5m above the roof level Maximum Temperature Minimum Temperature
Variable Variable Variable Variable Variable Variable Permanent Permanent Permanent Permanent Variable Variable Permanent Permanent Variable Variable Variable Variable Variable Variable Variable Variable Variable Variable
LoadGroup LG2 LG2 LG2 LG2 LG2 LG2 LG1 LG1 LG1 LG1 LG2 LG2 LG1 LG1 LG2 LG2 LG2 LG2 LG2 LG4 LG2 LG2 LG3 LG3
PART OF CALCS - SAMPLE
Load type Static Static Static Static Static Static Standard Standard Standard Standard Static Static Standard Standard Static Static Static Static Static Static Static Static Static Static
38. Load groups Name LG1 LG2 LG3 LG4
Load Permanent Variable Variable Accidental
Relation
Type
Standard Standard Exclusive
I - imposed load T - temperature load
39. Result classes Name RC1
List
CO CO CO CO CO CO CO CO CO CO CO CO
11.1 22.1 33.1 44.1 55.1 5.2 5.3
Linear - Linear Linear - Linear Linear - Linear Linear - Linear Linear - Linear - Linear - Linear
ultimate - ultimate ultimate - ultimate ultimate - ultimate ultimate - ultimate ultimate - ultimate - ultimate - ultimate
Page Number 43
1106
Job Ref. Project Title
MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS 3.0x1.8 m CULVERT
Description
BS
National code
22.08.2011
Date
F.PETRUF Ing CEng MIEI
Author Name RC2
List
CO 13.1 - Linear - serviceability CO 13.2 - Linear - serviceability CO 13.3 - Linear - serviceability CO 13.4 - Linear - serviceability CO 13.5 - Linear - serviceability CO 13.6 - Linear - serviceability CO 13.7 - Linear - serviceability CO 13.8 - Linear - serviceability CO 13.9 - Linear - serviceability CO 13.10 - Linear - serviceability CO 13.11 - Linear - serviceability CO 13.12 - Linear - serviceability CO 13.13 - Linear - serviceability CO 14 - Linear - serviceability CO 14.1 - Linear - serviceability CO 14.2 - Linear - serviceability CO 14.3 - Linear - serviceability CO 14.4 - Linear - serviceability CO 14.5 - Linear - serviceability CO 14.6 - Linear - serviceability CO 14.7 - Linear - serviceability CO 15 - Linear - serviceability CO 15.1 - Linear - serviceability CO 15.2 - Linear - serviceability CO 15.3 - Linear - serviceability CO 16 - Linear - serviceability CO 16.1 - Linear - serviceability CO 16.2 - Linear - serviceability CO 16.3 - Linear - serviceability CO 16.4 - Linear - serviceability CO 16.5 - Linear - serviceability CO 16.6 - Linear - serviceability CO 16.7 - Linear - serviceability CO 16.8 - Linear - serviceability CO 16.9 - Linear - serviceability CO 16.10 - Linear - serviceability CO 16.11 - Linear - serviceability CO 16.12 - Linear - serviceability CO 16.13 - Linear - serviceability CO 16.14 - Linear - serviceability CO 16.15 - Linear - serviceability LC1 LC2 LC3 LC11 LC12 LC13 LC14
PART OF CALCS - SAMPLE
RC3
Page Number 45
1106
Job Ref. Project Title
MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS 3.0x1.8 m CULVERT
Description
BS
National code
22.08.2011
Date
F.PETRUF Ing CEng MIEI
Author Name
List
LC16 LC17 LC4 LC5 LC6 LC7 LC8 LC9 LC10 LC15 LC15.1 LC18 LC18.1 LC19 LC19.1 LC20 LC21 LC22 LC23 LC24 LC25
RC3 RC4
PART OF CALCS - SAMPLE
40. Moment My [kNm], Result Class RC1 - All ULS
Z Y
X
Page Number 46
1106
Job Ref.
MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS
Project Title
3.0x1.8 m CULVERT
Description
BS
National code
22.08.2011
Date
F.PETRUF Ing CEng MIEI
Author
41. Shear Force Vz [kN], Result Class RC1 - All ULS
PART OF CALCS - SAMPLE
Z Y
X
42. Internal forces Result Class RC1 - All ULS Linear calculation, Extreme : Member, System : Principal Selection : All Class : RC1 Member S1 S1 S1 S1 S1 S1 S1 S2 S2 S2 S2 S2 S2 S2 S2 W1 W1 W1 W1 W1
CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO CO
Case
dx [m]
5.12/1 6.8/2 5.3/3 5.10/4 5.4/5 5.12/1 3.1/6 5.10/4 6.8/2 3.1/6 5.1/7 5.12/1 1/8 5.10/4 5.10/4 5.10/4 1.1/9 5.12/1 5.12/1 6.1/10
0.000 0.000 2.824 0.000 0.000 2.206 0.000 1.883 0.000 0.000 0.000 1.883 0.000 0.941 2.824 0.000 1.624 0.000 1.065 0.000
N [kN] -131.52 40.19 -32.63 -126.66 -37.56 -131.52 -54.64 -100.41 33.06 -76.57 -70.92 -95.54 -16.64 -0.42 -100.41 -264.55 -14.22 -246.41 -237.75 -180.51
Vy [kN] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Vz [kN] 207.68 85.35 -149.82 225.82 164.31 -0.93 69.69 150.31 -71.61 -81.94 -133.95 152.15 -21.18 -73.49 150.31 -24.57 -10.78 -29.43 -131.52 86.03
Mx [kNm] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
My [kNm] -124.42 -7.47 -39.71 -113.21 -14.90 116.38 -13.59 -12.54 10.55 45.83 47.48 -18.04 7.76 -132.49 128.97 -6.06 -5.11 -3.89 -72.08 -67.44
Mz [kNm] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Page Number 47
1106
Job Ref.
MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS
Project Title
3.0x1.8 m CULVERT
Description
BS
National code
22.08.2011
Date
F.PETRUF Ing CEng MIEI
Author Member C4 C4 C4
Case LC15 LC23 LC15.1
dx [m] 0.000 0.000 0.000
N [kN] -3.54 3.05 2.45
Vy [kN] 0.00 0.00 0.00
Vz [kN]
Mx [kNm]
My [kNm]
Mz [kNm]
-3.54
0.00
0.00
50.91 8.43
0.00 0.00
1.40 -1.65
PART OF CALCS - SAMPLE -9.14
0.00 0.00
52. Bearing Pressure Rz [kN/m] RC3, Spring Support Stiffness Ez = 10 MN/sqm
Z Y
X
53. Bearing Pressure Rz [kN/m] RC4, Spring Support Stiffness Ez = 10 MN/sqm
Z Y
X
Page Number 56
1106
Job Ref. Project Title
MUNSTER BLACKWATER, BLACKROCK BRIDGE CULVERTS 3.0x1.8 m CULVERT
Description
BS
National code
22.08.2011
Date
F.PETRUF Ing CEng MIEI
Author
54. Settlement [mm] RC4, Spring Support Stiffness Ez = 10 MN/sqm
Z Y
X
PART OF CALCS - SAMPLE
Page Number 57
Client Customer Project Structure
The Office of Public Works Concast Precast Ltd. Munster Blackwater, Blackrock Bridge Culverts 3.0x1.8 m Culvert
Ref.
Job Ref. Engineer Date Sheet No.
1106 F. Petruf 24/08/2011 58
STRUCTURAL ANALYSIS
PART OF CALCS - SAMPLE
ULS Design check to BS 5400-4:1990 Member:
S1
Result Class/Combination:
RC1/ CO 5.10 and 5.12
General Parameters : Width of slab, b Breadth of section, ba and bt Depth of slab, h General cover to reinforcement, c Assumed bar diameter, Ø Effective depth to the tension reinforcement, d Characteristic concrete strength at 28-days, fcu Characteristic strength of reinforcement, fy Characteristic strength of link reinforcement, fyv Design Moment : Design Shear :
= = = = = = = = =
1000 1000 300 55 16 237.0 50 500 500
M = 124.42 V = 225.82
mm mm mm mm mm mm N/mm2 N/mm2 N/mm2 kNm kN
Hogging Moment External face
Bending : clause 5.4.2
Section without compresion reinforcement Assumed area of required tension reinforcement, As z z use z Area of required tension reinforcement, As Area of provided tension reinforcement, As, prov Percentage of the main reinforcement, p Minimum area of the main reinforcement
clause 5.3.2.3
= = = = = = = >
3435 199.22 225.15 199.2 1436 3435 1.449 0.15
clause 5.8.4
mm2/m mm mm mm mm2/m mm2/m % %
B16 at 150 mm C/C z = (1-1.1*fy*As/(fcu*b*d))*d z < or = 0.95*d As = Mu/(0,87*fy*z) B16 at 150 mm C/C p =(As,prov/(ba*d))*100 of ba*d PASS
mm2/m B10 at 200 mm C/C % p =(As,prov/(bt*d))*100 % of bt*d PASS Note: allow B20 at 150 mm C/C at wall external face to be anchoraged into roof top and work together with the above B16 at 150 mm C/C against shear stress. Than As, prov = 3435 mm2/m. Area of provided secondary reinforcement, As, prov = 393 Percentage of the secondary reinforcement, p = 0.166 Minimum area of the secondary reinforcement > 0.12
Shear : clause 5.4.4
Shear stress at any cross-section in solid slab, v Depth factor, ξs Minimum ξs Maximum ξs Ultimate shear stress in concrete, vc vc=(0,27/γm)*(100*As/(b*d))1/3*fcu1/3 Partial safety factor for strength, γm 100*As/(b*d) v = 0.953 Note: No shear links are required.
= = = =
0.953 1.205 0.7 1.5
= 0.836
N/mm2 v = V/(b*d) ξs = (500/d)1/4 for d = 2000 mm and more for d = 100 mm and less N/mm2 fcu should not exceed 40 N/mm2
= 1.25 = 1.449 < 3.0 < ξs*vc = 1.0075
PASS PASS
Client Customer Project Structure
The Office of Public Works Concast Precast Ltd. Munster Blackwater, Blackrock Bridge Culverts 3.0x1.8 m Culvert
Ref.
Job Ref. Engineer Date Sheet No.
1106 F. Petruf 24/08/2011 59
STRUCTURAL ANALYSIS
PART OF CALCS - SAMPLE
SLS Design check to BS 5400-4:1990 Member:
S1
Result Class/ Load Case:
RC3, RC4/ LC14, LC21
General Parameters : clause 5.8.8.2
Maximum bar spacing, S acr = (((S/2)^2+(c+DIA/2)^2))^0.5-DIA/2, acr Distance from the compression face to the point at which the crack width is being calculated, a' Depth of the concrete in compression, dc
Service Moment due to permanent loads: Service Moment due to live loads:
= 150 = 89.95
mm mm
= 300 = 106.34
mm mm
Mg = 11.64 Mq = 73.96
kNm kNm
Hogging Moment Hogging Moment
kN/mm2 2 kN/mm
Ec = (5.5*(fcu/1.5)^0.5)/2
Crack width calculation : Moduli of elasticity of concrete, Ec Moduli of elasticity of steel, Es Modular ratio, α p Depth to neutral axis, x Ic STs
= = = = = = =
15.877 200 12.597 0.014 106.337 1.1E+09 0.0006
α = (Es/Ec)
mm mm4
p = As/(bd) x = (-αp+((αp)^2+2αp)^0.5)*d STs = α/Es*(Mg+Mq)/Ic*(d-x)
Strain at the level where cracking is being considered, ε1 = 0.0009 εs = 0.0001
ε1 = STs*(h-x)/(d-x)
εs = b*(h-x)^2/(3*Es*As*(d-x))
εm is strain at the level where cracking is being considered, allowing for the stiffening effect of the concrete in the tension zone. A negative value of εm indicates that the section is uncracked. εm = ε1-(3.8*bt*h*(a'-dc)/(εs*As*(h-dc))*((1-Mq/Mg)*10^-9) = 0.0009 Crack width = 3*acr*εm/((1+2*(acr-c)/(h-dc)) = 0.182 Allowable crack width = 0.250
εm should not be grater than ε1 mm mm
PASS Maximum bar spacing, S = 150 Maximum allowable bar spacing should be not grater than 300
mm mm PASS
Client Customer Project Structure Ref.
The Office of Public Works Concast Precast Ltd. Munster Blackwater, Blackrock Bridge Culverts 3.0x1.8 m Culvert
Job Ref. Engineer Date Sheet No.
1106 F. Petruf 24/08/2011 74
STRUCTURAL ANALYSIS
PART OF CALCS - SAMPLE
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