AASHTO RIGID PAVEMENT MAIN ROAD1.GENERAL1.1OUTLINE OF STRUCTUREProjectClientLocationStructure Name1.2DESIGN PHILOSOPHY1.2.1Unit of MeasurmentUnit of measurment in design is in metric/imperial system1.2.2.Computer Software that is used in design analysis-MS Excel1.3CODE AND STANDARD1.3.1.General Codes and Standard-AASHTO 1993Guide for Design of Pavement Structures-PCAPortland Cement Association-SKBI 1.3.53 - 1987Indonesian Loading Code for Building-ACI 318 - 08Building Code for Structural Concrete-ASTMAmerican Society for Testing and Material1.3.2.Spesific Codes and Standard-TPP-00-A0-ES-001-RDesign Specification for Civil & Structural1.4USED MATERIAL AND ALLOWABLE STRESS1.4.1ConcreteCompressive Strength of concrete at 28 days ( Cilinder Test ) shall be as follows ,unless otherwise specifiedfc'>100 kg/cm2For Leveling Concretefc'=280 kg/cm2For Road and PavementConcrete Specific Gravity =2400kg/m31.4.2Reinforcing Steel BarMaterial GradeYield Strength ( Min. )Wiremeshfyw =6000kg/cm2Deformed Barfyd =3200kg/cm2Plain Barfyp =2400kg/cm2Steel Specific Gravity =7850kg/m32.ROAD & HEAVY DUTY PAVEMENT DESIGNUR =20years (life time period)2.1HEAVY DUTY PAVEMENT AND ROAD - LAYER DESIGNPavement :rigid pavementSub Base :nonesee 2.4Subgrade :compacted soilsee 2.3CBR min20%2.2EQUIVALENT SINGLE AXLE LOAD - ESALVehicles TypeAxleAxle LoadTraffic(ton)(kip)Light vehicle less than 5 tSingle2.5520 vehicles/day/week/2 lanesSingle2.5520 vehicles/day/week/2 lanesTruck Loading HS-20-44 36 tSingle4860 vehicles/day/week/2 lanesTandem163260 vehicles/day/week/2 lanesTandem163260 vehicles/day/week/2 lanesTruck mounted crane HC-218-J 80 tSingle10201 vehicles/day/week/2 lanesSingle10201 vehicles/day/week/2 lanesTandem30601 vehicles/day/week/2 lanesTandem30601 vehicles/day/week/2 lanesLoad Equivalent Factorat first assumed D slab thickness is8.0203.2mmservice ability designed in good conditionPt = 3.0-0.301 = G thenVehicles TypeAxleLxL2xx18LEFLight vehicle less than 5 tSingle511.0001.1370.005Single511.0001.1370.005Truck Loading HS-20-44 36 tSingle811.0031.1370.034Tandem3221.2111.0161.357Tandem3221.2111.0161.357Truck mounted crane HC-218-J 80 tSingle2011.2301.1371.516Single2011.2301.1371.516Tandem6026.1421.01613.748Tandem6026.1421.01613.748Design ESALlife time period =20 yearsgrowth factor g =2%Vehicles TypeTrafficLEFDesign ESALcurrentAnnualLight vehicle less than 5 t20 vehicles/day/week/2 lanes23325.4750069610.005123.36820 vehicles/day/week/2 lanes23325.4750069610.005123.368Truck Loading HS-20-44 36 t60 vehicles/day/week/2 lanes69976.4250208830.0342405.05260 vehicles/day/week/2 lanes69976.4250208831.35794928.32860 vehicles/day/week/2 lanes69976.4250208831.35794928.328Truck mounted crane HC-218-J 80 t1 vehicles/day/week/2 lanes1166.2737503481.5161768.0431 vehicles/day/week/2 lanes1166.2737503481.5161768.0431 vehicles/day/week/2 lanes1166.27375034813.74816033.7231 vehicles/day/week/2 lanes1166.27375034813.74816033.723W18228111.9750.228millionSince 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.2.3MODULUS OF SUBGRADE REACTIONfrom the soil investigation: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 valuethen taken modulus of subgrade around 200 psi/in2.4SUBBASEbased on AASHTO Design guide for design of pavement structure 1993, clause 1.6.2since Total ESAL is228,111.98< 1,000,000.00and 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 requirement2.5LOAD TRANSFER COEFFICIENTLoad 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 2.4.22.6DRAINAGE COEFFICIENTDrainage coefficient taken Cd = 1.00 for design at Good quality of drainage, with assumed moisture levels approching saturation 25% for design purpose.2.7DESIGN SERVICE LOSS (PSI)service ability designed in good conditionPt = 3.0with original or initial service ability for rigid pavementPo = 4.5based on AAHSTO clause 2.2.11.52.8CONCRETE ELASTIC MODULUSbased on ACI 318 clause 8.5.1concrete strengthfc'=280kg/cm2For Road and Pavement=4000psiconcrete elastic modulusEc=57000(fc psi)^0.53604996.53259195psi2.9CONCRETE MODULUS OF RUPTUREbased on ACI 318 clause 9.5.2.5time dependent factor for sustained load =2for 5 years or moreratio of flexural reinforcement due to creep and shrinkage' ="0.0018 x 4200.00126600factor = /(1+50) =1.881based on ACI 318 clause 9.5.2.3modulus of rupturefr = 7.5 (fc psi)^0.5fr =892.4584177333psi2.10STANDARD DEVIATION AND RELIABILITYbased on AASHTO clause 2.1.30.352..11RELIABILITYBased on AASHTO PART I Chapter 4since the ESAL design is low expected the initial cost is low so pavement designed doesn't need maintenance.Reliability taken 99.9%2.12RIGID PAVEMENT THICKNESSthickness of pavement designed with AASHTO Designed chart as followsminimum thickness rigid pavement slabD min =5.5in139.7mmAssumed D slab thickness isD =203.2mmThickness usedD =200mm2.13CONCRETE REINFORCEMENTthere are three variables to determine reinforcement of JRCP type of Rigid Pavement2.13.1Slab Lengthslab length designed, L30m=98.43ft2.13.2Steel working stressallowable stell working stress for wire fabric based on material testingfy =6072.9kg/cm2allowable steel working stress taken 0.75 fy based on AASHTO clause 2.5.1fya =4554.675kg/cm2=64.781ksi2.13.3Friction factorBased on AASHTO Table 2.8Rigid pavement designed without subbase so friction factor taken from condition frictional resistance between bottom of slab and natural subgradefriction factor for natural subgrade is 0.92.13.4Reinforcement areabased on figure 3.8 AASHTOpercent steel reinforcementPs =0.07%minimum area of steel reinforcement permeter lengththickness of slabD =200mmlengthL =1000mmminimum areaA min =140mm2Design used double layer wiremesh M6-150 with area =376.991mm2higher than A minimum OK2.14JOINT CONNECTION DETAIL2.14.1Transverse JointJoint openingcoefficient based on AASHTO clause 2.5.2S =25%c =0.0000065tensile strength = 4(fc^0.5) =252.4263060776Z=0.0008L =1000mm=39.37inDTd =104F-77F =27FC =0.65L =0.100in=2.536mmTo satisfy joint opening between two panels, the width of joint is about 2xL=5.07mmuse joint opening=10mmDowelsbased on AASHTO clause 2.4.2minimum diameter of Dowel is D/8Db=25mmwith dowel spacing maximum 12inspacing=304.8mmand length minimum 18inlength=457.2mmDowel used Db 25@300 with length 460mm2.14.2Longitudinal JointTie bars required is specify :unit weight of concreteyc=2400kg/m32.354E-05N/mm3D=200mmL'=3500mmfa=0.9fs=266.7MpaAs min=55.606mm2/mAs used13.0As used=132.7322896142mm2n permeter=1spacing=1000mmlength=800mmTiebar used Db 13@1000 with length 800mm2.15ILLUSTRATION DRAWINGL = 30mDb 25@300, length 460mmW = 3.5mW = 3.5mDb 13@1000, length 800mmDesign used double layer wiremesh M6-150 with area =376.991mm22.16REFERENCED, Norbert. 2008. Concrete Pavement Design, Construction, and Performance. London, Taylor & FrancisPavement Design Manual. Alberta Transportaion & Utilies. 1997`sssssssssssss

yxPT SEMEN TONASA2 X 35 MW TONASA CFPPLocationProject No. (REK)10-1026CALCULATION SHEET FOR ROAD AND PAVEMENT - MAIN ROADDoc No.Rev.TPP-00-A4-CS-010-R2Date1 Dec 2011TRANSVERSE JOINTLONGITUDINAL JOINTChandra yk:taken from principal tensile strength ACI 318