- 1993 Aashto Guide For Design Of Pavement Structures Pdf Files Pdf
- 1993 Aashto Guide For Design Of Pavement Structures Pdf Files Free
Purpose Archives. Past manual notices are available in a pdf archive. Of State Highway and Transportation Officials (AASHTO) Pavement Design conducted today using the 1993 AASHTO Design Guide are extrapolations, which. Design criteria for various rural highway systems are given in this procedure. Pavement, pavement design, Empirical design, the 1993 AASHTO Guide for Pavement Design, mechanisticempirical pavement design - guide, MEPDG, calibration, pavement management system, pavement distress model, pavement performance. AASHTO Guide for Design of Pavement Structures (the 1993 AASHTO Guide) (1).
1993 Aashto Guide For Design Of Pavement Structures Pdf Files Pdf
1993 Aashto Guide For Design Of Pavement Structures Pdf Files Free
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Location Project No. (REK)
1.
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
GENERAL 1.1 OUTLINE OF STRUCTURE Project Client Location Structure Name
1.2 DESIGN PHILOSOPHY 1.2.1 Unit of Measurment Unit of measurment in design is in metric/imperial system 1.2.2. Computer Software that is used in design analysis MS Excel
1.3 CODE AND STANDARD 1.3.1. General Codes and Standard AASHTO 1993 Guide for Design of Pavement Structures -
PCA Portland Cement Association
-
SKBI 1.3.53 - 1987 Indonesian Loading Code for Building
-
ACI 318 - 08 Building Code for Structural Concrete
-
ASTM American Society for Testing and Material
1.3.2. Spesific Codes and Standard TPP-00-A0-ES-001-R Design Specification for Civil & Structural
1.4 USED MATERIAL AND ALLOWABLE STRESS 1.4.1 Concrete Compressive Strength of concrete at 28 days ( Cilinder Test ) shall be as follows , unless otherwise specified fc' fc'
> =
100 kg/cm2 280 kg/cm2
Concrete Specific Gravity
=
2400
1.4.2 Reinforcing Steel Bar Material Grade
kg/m3
Yield Strength ( Min. )
Wiremesh Deformed Bar Plain Bar Steel Specific Gravity
For Leveling Concrete For Road and Pavement
fyw fyd fyp =
7850
kg/m3
6000 = 3200 = 2400 =
kg/cm2 kg/cm2 kg/cm2
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Location Project No. (REK)
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
2. ROAD & HEAVY DUTY PAVEMENT DESIGN UR =
20
years (life time period)
2.1 HEAVY DUTY PAVEMENT AND ROAD - LAYER DESIGN Pavement : Sub Base : Subgrade : CBR min
rigid pavement none compacted soil 20%
see 2.4 see 2.3
2.2 EQUIVALENT SINGLE AXLE LOAD - ESAL Vehicles Type Light vehicle less than 5 t
Truck Loading HS-20-44 36 t
Truck mounted crane HC-218-J 80 t
Load Equivalent Factor
Axle Single Single Single Tandem Tandem Single Single
Tandem Tandem
Axle Load (ton) (kip) 2.5 5 2.5 5 4 8 16 32 16 32 10 20 10 20 30 60 30 60
Traffic 20 vehicles/day/week/2 lanes 20 vehicles/day/week/2 lanes 60 vehicles/day/week/2 lanes 60 vehicles/day/week/2 lanes 60 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Location Project No. (REK)
at first assumed D slab thickness is service ability designed in good condition
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
8 in = Pt = 3.0 Axle
Vehicles Type Light vehicle less than 5 t
Truck Loading HS-20-44 36 t
Truck mounted crane HC-218-J 80 t
Single Single Single Tandem Tandem Single Single
Tandem Tandem
203.2 mm -0.301 = G then Lx 5 5 8 32 32 20 20 60 60
L2x 1 1 1 2 2 1 1 2 2
βx 1.000 1.000 1.003 1.211 1.211 1.230 1.230 6.142 6.142
β18 1.137 1.137 1.137 1.016 1.016 1.137 1.137 1.016 1.016
LEF 0.005 0.005 0.034 1.357 1.357 1.516 1.516 13.748 13.748
Design ESAL life time period = growth factor g =
20 years 2%
Vehicles Type Light vehicle less than 5 t Truck Loading HS-20-44 36 t
Truck mounted crane HC-218-J 80 t
Traffic current 20 vehicles/day/week/2 lanes 20 vehicles/day/week/2 lanes 60 vehicles/day/week/2 lanes 60 vehicles/day/week/2 lanes 60 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes
Annual 23325.5 23325.5 69976.4 69976.4 69976.4 1166.27 1166.27 1166.27 1166.27
LEF 0.005 0.005 0.034 1.357 1.357 1.516 1.516 13.748 13.748 W18
Design ESAL 123.368 123.368 2405.052 94928.328 94928.328 1768.043 1768.043 16033.723 16033.723 228111.975 0.228 million
Since total W18 ESAL is lower than 1.000.000 then road could be categorized as low-volume. To achieve economical criteria then jointed type is chosen rather than continuous type. For jointed concrete pavement, JRCP type used due to is advantaged of fewer joints than JPCP type. 2.3 MODULUS OF SUBGRADE REACTION from the soil investigation:
Location Project No. (REK)
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
assumed backfiling material are clayel gravel or clayel sandy gravel type.
And designed CBR needed for Roadbed is 20%
and based on recommended value range of k value
then taken modulus of subgrade around 200 psi/in 2.4 SUBBASE based on AASHTO Design guide for design of pavement structure 1993, clause 1.6.2
since Total ESAL is
228,111.98 < 1,000,000.00
and the average CBR is higher than 20%
Since additional subbase doesn't needed refer to Code, then subbase layer will be provided with condition of CBR 20% below the Concrete pavement to achieve design strength requirement 2.5 LOAD TRANSFER COEFFICIENT
Load transfer for jointed reinforced concrete pavement JRCP with dowel bars as transfer joint and without tied concrete shoulder is J = 3.2 as per recommended by AASHTO at clause 2.4.2
Doc No. TONASA CALCULATION SHEET FOR1ROAD AND Rev. Date 2 10-1026 XPT 35 SEMEN MW TONASA CFPP TPP-00-A4-CS-010-R 2 Dec 2011 Load transfer for jointed reinforced concrete pavement JRCP with dowel bars as transfer joint and without tied concrete shoulder is J = 3.2 as per recommended by AASHTO at clause 2.4.2
Location Project No. (REK)
2.6 DRAINAGE COEFFICIENT
Drainage coefficient taken Cd = 1.00 for design at Good quality of drainage, with assumed moisture levels approching saturation 25% for design purpose.
2.7 DESIGN SERVICE LOSS (ΔPSI) service ability designed in good condition with original or initial service ability for rigid pavement
Pt = 3.0 Po = 4.5
based on AAHSTO clause 2.2.1 ΔPSI = Po - Pt = 1.5 2.8 CONCRETE ELASTIC MODULUS based on ACI 318 clause 8.5.1 concrete strength fc'
= =
280 kg/cm2
For Road and Pavement
4000 psi
concrete elastic modulus Ec = 57000(fc psi)^0.5
3604996.533 psi
2.9 CONCRETE MODULUS OF RUPTURE based on ACI 318 clause 9.5.2.5 time dependent factor for sustained load ratio of flexural reinforcement due to creep and shrinkage factor λ = ξ/(1+50ρ)
ξ= 2 for 5 years or more ρ' ='0.0018 x 420 = 0.0013 600 λ= 1.881
based on ACI 318 clause 9.5.2.3 modulus of rupture fr = 7.5λ (fc psi)^0.5
fr = 892.458 psi
2.10 STANDARD DEVIATION AND RELIABILITY based on AASHTO clause 2.1.3 standard deviation for rigid pavement is So = 0.35
Location Project No. (REK)
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
2..11 RELIABILITY Based on AASHTO PART I Chapter 4 since the ESAL design is low expected the initial cost is low so pavement designed doesn't need maintenance. Reliability taken 99.9%
2.12 RIGID PAVEMENT THICKNESS thickness of pavement designed with AASHTO Designed chart as follows
Location Project No. (REK)
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
minimum thickness rigid pavement slab Assumed D slab thickness is
D min = D=
5.5 in
Thickness used
D=
200 mm
= 139.7 mm = 203.2 mm
2.13 CONCRETE REINFORCEMENT there are three variables to determine reinforcement of JRCP type of Rigid Pavement 2.13.1 Slab Length slab length designed, L 30 m = 2.13.2 Steel working stress allowable stell working stress for wire fabric based on material testing
98.43 ft
fy = 6072.9 kg/cm2 allowable steel working stress taken 0.75 fy based on AASHTO clause 2.5.1 fya = 4554.675 kg/cm2 2.13.3 Friction factor Based on AASHTO Table 2.8
=
64.781 ksi
Rigid pavement designed without subbase so friction factor taken from condition frictional resistance between bottom of slab and natural subgrade
Location Project No. (REK)
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
friction factor for natural subgrade is 0.9
2.13.4 Reinforcement area based on figure 3.8 AASHTO
percent steel reinforcement Ps = minimum area of steel reinforcement permeter length thickness of slab D= length L= minimum area A min = Design used double layer wiremesh M6-150 with area =
0.07 % 200 mm 1000 mm 140 mm2 376.991 mm2
higher than A minimum OK
2.14 JOINT CONNECTION DETAIL 2.14.1 Transverse Joint Joint opening coefficient based on AASHTO clause 2.5.2
S=
25 %
Location Project No. (REK)
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
αc = 6.5E-06 tensile strength = 4(fc^0.5) = L= 1000 mm DTd = 104 F C= 0.65 ΔL =
0.100 in
To satisfy joint opening between two panels, the width of joint is about 2xΔL
Dowels based on AASHTO clause 2.4.2 minimum diameter of Dowel is D/8 with dowel spacing maximum 12in and length minimum 18in
252.4263 = -77
Z= 39.37 in F =
=
0.0008 27 F
2.536 mm
use joint opening
= =
5.07 mm 10 mm
Db spacing length
= = =
25 mm 304.8 mm 457.2 mm
Dowel used Db [email protected] with length 460mm 2.14.2 Longitudinal Joint Tie bars required is specify :
unit weight of concrete
As used
yc D L' fa fs As min As used n permeter spacing length
Db = 13 mm
= = = = = = = = = =
2400 200 3500 0.9 266.7 55.606 132.7323 1 1000 800
kg/m3 mm mm
2.354E-05 N/mm3
Mpa mm2/m mm2 mm mm
Tiebar used Db [email protected] with length 800mm
2.15 ILLUSTRATION DRAWING L = 30m TRANSVERSE JOINT Db [email protected], length 460mm
W = 3.5m
Location Project No. (REK)
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
LONGITUDINAL JOINT Db [email protected], length 800mm
Design used double layer wiremesh M6-150 with area =376.991mm2
2.16 REFERENCE D, Norbert. 2008. Concrete Pavement Design, Construction, and Performance. London, Taylor & Francis Pavement Design Manual. Alberta Transportaion & Utilies. 1997
W = 3.5m
Location Project No. (REK)
1.
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
GENERAL 1.1 OUTLINE OF STRUCTURE Project Client Location Structure Name
1.2 DESIGN PHILOSOPHY 1.2.1 Unit of Measurment Unit of measurment in design is in metric/imperial system 1.2.2. Computer Software that is used in design analysis MS Excel
1.3 CODE AND STANDARD 1.3.1. General Codes and Standard AASHTO 1993 Guide for Design of Pavement Structures -
PCA Portland Cement Association
-
SKBI 1.3.53 - 1987 Indonesian Loading Code for Building
-
ACI 318 - 08 Building Code for Structural Concrete
-
ASTM American Society for Testing and Material
1.3.2. Spesific Codes and Standard TPP-00-A0-ES-001-R Design Specification for Civil & Structural
1.4 USED MATERIAL AND ALLOWABLE STRESS 1.4.1 Concrete Compressive Strength of concrete at 28 days ( Cilinder Test ) shall be as follows , unless otherwise specified fc' fc'
> =
100 kg/cm2 280 kg/cm2
Concrete Specific Gravity
=
2400
1.4.2 Reinforcing Steel Bar Material Grade
kg/m3
Yield Strength ( Min. )
Wiremesh Deformed Bar Plain Bar Steel Specific Gravity
For Leveling Concrete For Road and Pavement
fyw fyd fyp =
7850
kg/m3
6000 = 3200 = 2400 =
kg/cm2 kg/cm2 kg/cm2
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Location Project No. (REK)
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
2. ROAD & HEAVY DUTY PAVEMENT DESIGN UR =
20
years (life time period)
2.1 HEAVY DUTY PAVEMENT AND ROAD - LAYER DESIGN Pavement : Sub Base : Subgrade : CBR min
rigid pavement none compacted soil 20%
see 2.4 see 2.3
2.2 EQUIVALENT SINGLE AXLE LOAD - ESAL Vehicles Type Light vehicle less than 5 t
Truck Loading HS-20-44 36 t
Truck mounted crane HC-218-J 80 t
Load Equivalent Factor
Axle Single Single Single Tandem Tandem Single Single
Tandem Tandem
Axle Load (ton) (kip) 2.5 5 2.5 5 4 8 16 32 16 32 10 20 10 20 30 60 30 60
Traffic 20 vehicles/day/week/2 lanes 20 vehicles/day/week/2 lanes 60 vehicles/day/week/2 lanes 60 vehicles/day/week/2 lanes 60 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Location Project No. (REK)
at first assumed D slab thickness is service ability designed in good condition
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
8 in = Pt = 3.0 Axle
Vehicles Type Light vehicle less than 5 t
Truck Loading HS-20-44 36 t
Truck mounted crane HC-218-J 80 t
Single Single Single Tandem Tandem Single Single
Tandem Tandem
203.2 mm -0.301 = G then Lx 5 5 8 32 32 20 20 60 60
L2x 1 1 1 2 2 1 1 2 2
βx 1.000 1.000 1.003 1.211 1.211 1.230 1.230 6.142 6.142
β18 1.137 1.137 1.137 1.016 1.016 1.137 1.137 1.016 1.016
LEF 0.005 0.005 0.034 1.357 1.357 1.516 1.516 13.748 13.748
Design ESAL life time period = growth factor g =
20 years 2%
Vehicles Type Light vehicle less than 5 t Truck Loading HS-20-44 36 t
Truck mounted crane HC-218-J 80 t
Traffic current 20 vehicles/day/week/2 lanes 20 vehicles/day/week/2 lanes 60 vehicles/day/week/2 lanes 60 vehicles/day/week/2 lanes 60 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes 1 vehicles/day/week/2 lanes
Annual 23325.5 23325.5 69976.4 69976.4 69976.4 1166.27 1166.27 1166.27 1166.27
LEF 0.005 0.005 0.034 1.357 1.357 1.516 1.516 13.748 13.748 W18
Design ESAL 123.368 123.368 2405.052 94928.328 94928.328 1768.043 1768.043 16033.723 16033.723 228111.975 0.228 million
Since total W18 ESAL is lower than 1.000.000 then road could be categorized as low-volume. To achieve economical criteria then jointed type is chosen rather than continuous type. For jointed concrete pavement, JRCP type used due to is advantaged of fewer joints than JPCP type. 2.3 MODULUS OF SUBGRADE REACTION from the soil investigation:
Location Project No. (REK)
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
assumed backfiling material are clayel gravel or clayel sandy gravel type.
And designed CBR needed for Roadbed is 20%
and based on recommended value range of k value
then taken modulus of subgrade around 200 psi/in 2.4 SUBBASE based on AASHTO Design guide for design of pavement structure 1993, clause 1.6.2
since Total ESAL is
228,111.98 < 1,000,000.00
and the average CBR is higher than 20%
Since additional subbase doesn't needed refer to Code, then subbase layer will be provided with condition of CBR 20% below the Concrete pavement to achieve design strength requirement 2.5 LOAD TRANSFER COEFFICIENT
Load transfer for jointed reinforced concrete pavement JRCP with dowel bars as transfer joint and without tied concrete shoulder is J = 3.2 as per recommended by AASHTO at clause 2.4.2
Doc No. TONASA CALCULATION SHEET FOR1ROAD AND Rev. Date 2 10-1026 XPT 35 SEMEN MW TONASA CFPP TPP-00-A4-CS-010-R 2 Dec 2011 Load transfer for jointed reinforced concrete pavement JRCP with dowel bars as transfer joint and without tied concrete shoulder is J = 3.2 as per recommended by AASHTO at clause 2.4.2
Location Project No. (REK)
2.6 DRAINAGE COEFFICIENT
Drainage coefficient taken Cd = 1.00 for design at Good quality of drainage, with assumed moisture levels approching saturation 25% for design purpose.
2.7 DESIGN SERVICE LOSS (ΔPSI) service ability designed in good condition with original or initial service ability for rigid pavement
Pt = 3.0 Po = 4.5
based on AAHSTO clause 2.2.1 ΔPSI = Po - Pt = 1.5 2.8 CONCRETE ELASTIC MODULUS based on ACI 318 clause 8.5.1 concrete strength fc'
= =
280 kg/cm2
For Road and Pavement
4000 psi
concrete elastic modulus Ec = 57000(fc psi)^0.5
3604996.533 psi
2.9 CONCRETE MODULUS OF RUPTURE based on ACI 318 clause 9.5.2.5 time dependent factor for sustained load ratio of flexural reinforcement due to creep and shrinkage factor λ = ξ/(1+50ρ)
ξ= 2 for 5 years or more ρ' ='0.0018 x 420 = 0.0013 600 λ= 1.881
based on ACI 318 clause 9.5.2.3 modulus of rupture fr = 7.5λ (fc psi)^0.5
fr = 892.458 psi
2.10 STANDARD DEVIATION AND RELIABILITY based on AASHTO clause 2.1.3 standard deviation for rigid pavement is So = 0.35
Location Project No. (REK)
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
2..11 RELIABILITY Based on AASHTO PART I Chapter 4 since the ESAL design is low expected the initial cost is low so pavement designed doesn't need maintenance. Reliability taken 99.9%
2.12 RIGID PAVEMENT THICKNESS thickness of pavement designed with AASHTO Designed chart as follows
Location Project No. (REK)
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
minimum thickness rigid pavement slab Assumed D slab thickness is
D min = D=
5.5 in
Thickness used
D=
200 mm
= 139.7 mm = 203.2 mm
2.13 CONCRETE REINFORCEMENT there are three variables to determine reinforcement of JRCP type of Rigid Pavement 2.13.1 Slab Length slab length designed, L 30 m = 2.13.2 Steel working stress allowable stell working stress for wire fabric based on material testing
98.43 ft
fy = 6072.9 kg/cm2 allowable steel working stress taken 0.75 fy based on AASHTO clause 2.5.1 fya = 4554.675 kg/cm2 2.13.3 Friction factor Based on AASHTO Table 2.8
=
64.781 ksi
Rigid pavement designed without subbase so friction factor taken from condition frictional resistance between bottom of slab and natural subgrade
Location Project No. (REK)
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
friction factor for natural subgrade is 0.9
2.13.4 Reinforcement area based on figure 3.8 AASHTO
percent steel reinforcement Ps = minimum area of steel reinforcement permeter length thickness of slab D= length L= minimum area A min = Design used double layer wiremesh M6-150 with area =
0.07 % 200 mm 1000 mm 140 mm2 376.991 mm2
higher than A minimum OK
2.14 JOINT CONNECTION DETAIL 2.14.1 Transverse Joint Joint opening coefficient based on AASHTO clause 2.5.2
S=
25 %
Location Project No. (REK)
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
αc = 6.5E-06 tensile strength = 4(fc^0.5) = L= 1000 mm DTd = 104 F C= 0.65 ΔL =
0.100 in
To satisfy joint opening between two panels, the width of joint is about 2xΔL
Dowels based on AASHTO clause 2.4.2 minimum diameter of Dowel is D/8 with dowel spacing maximum 12in and length minimum 18in
252.4263 = -77
Z= 39.37 in F =
=
0.0008 27 F
2.536 mm
use joint opening
= =
5.07 mm 10 mm
Db spacing length
= = =
25 mm 304.8 mm 457.2 mm
Dowel used Db [email protected] with length 460mm 2.14.2 Longitudinal Joint Tie bars required is specify :
unit weight of concrete
As used
yc D L' fa fs As min As used n permeter spacing length
Db = 13 mm
= = = = = = = = = =
2400 200 3500 0.9 266.7 55.606 132.7323 1 1000 800
kg/m3 mm mm
2.354E-05 N/mm3
Mpa mm2/m mm2 mm mm
Tiebar used Db [email protected] with length 800mm
2.15 ILLUSTRATION DRAWING L = 30m TRANSVERSE JOINT Db [email protected], length 460mm
W = 3.5m
Location Project No. (REK)
TONASA 2 10-1026 XPT 35 SEMEN MW TONASA CFPP
Doc No. CALCULATION SHEET FOR1ROAD AND Rev. Date TPP-00-A4-CS-010-R 2 Dec 2011
LONGITUDINAL JOINT Db [email protected], length 800mm
Design used double layer wiremesh M6-150 with area =376.991mm2
2.16 REFERENCE D, Norbert. 2008. Concrete Pavement Design, Construction, and Performance. London, Taylor & Francis Pavement Design Manual. Alberta Transportaion & Utilies. 1997
W = 3.5m