Concrete Road Design and Application Course Notes Beton yol tasarım ve uygulaması ders notları:

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1 Concrete Road Design and Application Course Notes Beton yol tasarım ve uygulaması ders notları: Doç.Dr. Muhammet Vefa Akpınar K.T.Ü İnşaat Mühendisliği Bölümü Ulaştırma Kürsüsü, Trabzon 1

2 1.Mevcut yolların performansı Esnek Rigit Üstyapı karşılaştırması Muhammet Vefa Akpınar, KTÜ-İnşaat Mühendisliği 2

3 Betonarme Yollar Yeni Değil Avrupa da ilk beton yollar; Breaslau da (şimdiki Polonya da). M.Vefa Akpınar

4 1900lerden günümüze betonarme yollar Muhammet Vefa Akpınar, KTÜ-İnşaat Mühendisliği 4

5 Valilik, Belediye ve Karayolları olarak gelen bütçeyi nereye harcamalı? Yol Üstyapı Tipleri 1. Esnek Üstyapı Tek Kat Sathi Kaplama Çift Kat Sathi Kaplama BSK Ilık asfalt 2. Rijit Üstyapı Beton ve Betonarme Kaplama 3.Kompozit Üstyapı M.Vefa Akpınar, 2013 Muhammet Vefa Akpınar, KTÜ-İnşaat Mühendisliği

6 1. Doğu Karedeniz Bölgesi beton yolları uygulamaları: Sathi ve BSK yollar, 6 köy yol bağlantısı (Gümüşhane) M.Vefa Akpınar, 2013

7 HES çalışmaları ve servis yolları: Giresun. Ağır taşıt yükleri KTÜ-MVA grubu arazi çalışması M.Vefa Akpınar, 2013

8 Taşıyıcı özelliği yok M.Vefa Akpınar, 2013

9 Türkiye iklim koşullarına uygun değil. Karadenizde her yıl yenilenir.

10 Belediye yolları, Trabzon

11 Hayali Garaj, Trabzon

12 Sinop Ayancık Maden Köyü heyelan sonrası yol kaplaması. Sıkça karşılaşılan zemin kaymaları

13 Trabzon Sürmene Çamburnu Beldesi. Donatısız beton (dik Asfalt yol ve alttemel (dik yamaç) Beton yolun altında kayan toprağa rağmen

14 Trabzon Vakfıkebir, Kirazlık Köyü Dere Mevki

15 Sinop Ayancık Dolay Köyü 2010 yılında inşa edilen rijit kaplama. Köy yolu oldukça dar ve geometrik standartlara uygun değildir. Birçok bölgesinde yamaç akması nedeniyle

16 Her yıl asfalt kaplamada yapılan yol yenileme ve bakım çalışmaları

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18 Trabzon Beşikdüzü Aksaklı Köyyolu. Köyümüze yaklaşık 20 sene önce yapılmış ortalama 20 cm kalınlığındaki beton yolumuzun bozulmaya başlamasıyla üzerine yapılan ince sathi kaplama ile hizmet vermeye devam etmektedir. M.Vefa Akpınar, 2014 Rize İyidere Denizgören Köyü, eski bozulmuş rijit kaplama üzerine esnek kaplama yılında yapılmıştır)

19 Kompozit Yollar: Araklı Kalecik, Beton üstü ince asfalt kap

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22 Trabzon

23 KTÜ kampus yollar betondan den beri hizmet ediyor (Mayıs 2013 Çekildi) M.Vefa Akpınar, 2013

24 KTÜ, Doğru drenaj (projelendirme) uzun ömürlü betonarme kaplama. Doğal gaz için, yol 1 hafta da ancak kırılabildi. Önce kesme makinesi başaramayınca, kato makinesi getirildi. Çok iyi kür yapılmış. Zemin de iyi sıkıştırılmış Muhammet Vefa Akpınar, KTÜ-İnşaat Mühendisliği 24

25 Diğer İller, Elazığ Baskil Kaymakamlığı Karadüz Kaymakamlığı Derince Kaymakamlığı

26 TÜRKİYE KÖY YOLLARI ENVANTERİ Muhammet Vefa Akpınar

27 İTİBARİYLA İLLERİN KÖY YOLU ENVANTERİ- ALFABETİK S.No İli Ham Tesviye Stabilize Asfalt Beton Toplam Asfalt+ Beton /Toplam (%) Stabilize /Toplam (%) Ham+ Tesviye /Toplam (%) ,03 46,24 9,73 29 ELAZIĞ ,49 53,56 3,96 30 ERZİNCAN ,17 37,70 10,12 31 ERZURUM ,73 75,72 8,55 32 ESKİŞEHİR ,99 40,27 2,74 33 GAZİANTEP ,63 27,91 4,46 34 GİRESUN ,10 51,85 24,05 35 GÜMÜŞHANE ,10 30,46 49,44 36 HAKKARİ ,25 62,15 18,60 37 HATAY ,46 30,75 6,79 38 IĞDIR ,85 45,15 0,00 39 ISPARTA ,51 20,42 11,07 40 İZMİR ,50 11,23 13,27

28 S.No İli Ham Tesviye Stabilize Asfalt Beton Toplam Asfalt+ Beton /Toplam (%) Stabilize /Toplam (%) Ham+ Tesviye /Toplam (%) ,03 46,24 9,73 51 KONYA ,37 21,53 15,09 52 KÜTAHYA ,09 36,73 9,18 53 MALATYA ,08 41,12 25,80 54 MANİSA ,82 20,01 7,18 55 MARDİN ,90 32,18 25,91 56 MERSİN ,04 33,01 2,95 57 MUĞLA ,45 22,44 1,10 58 MUŞ ,79 28,92 15,30 59 NEVŞEHİR ,82 15,06 2,13 60 NİĞDE ,84 32,13 10,03

29 S.No İli Ham Tesviye Stabilize Asfalt Beton Toplam Asfalt+ Beton /Toplam (%) Stabilize /Toplam (%) Ham+ Tesviye /Toplam (%) ,03 46,24 9,73 61 ORDU ,07 77,68 5,26 62 OSMANİYE ,75 58,01 2,24 63 RİZE ,30 58,45 11,25 64 SAKARYA ,23 26,77 0,00 65 SAMSUN ,59 62,41 0,00 66 SİİRT ,55 45,42 5,03 67 SİNOP ,38 65,78 11,84 68 SİVAS ,73 58,88 8,39 69 ŞANLIURFA ,20 49,72 0,08 70 ŞIRNAK ,72 16,00 27,28

30 Türkiye yollarında (TCK ve belediyler hariç)= ( x0.25x7)m3 beton ihtiyaç var. S.No İli Ham Tesviye Stabilize Asfalt Beton Toplam Asfalt+ Beton /Toplam (%) Stabilize /Toplam (%) Ham+ Tesviye /Toplam (%) ,03 46,24 9,73 71 TEKİRDAĞ ,66 25,48 3,86 72 TOKAT ,93 52,07 0,00 73 TRABZON ,98 76,19 7,83 74 TUNCELİ ,67 37,41 45,92 75 UŞAK ,44 39,42 9,13 76 VAN ,26 66,29 4,45 77 YALOVA ,69 18,31 0,00 78 YOZGAT ,25 35,85 4,90 ZONGULDA 79 K ,77 35,52 1,71 TOPLAM ,03 46,24 9,73

31 Kazakistan da gerçekleştirilecek olan beton yol projesi Muhammet Vefa Akpınar, KTÜ-İnşaat Mühendisliği 31

32 Gürcistan İpek Yolu Muhammet Vefa Akpınar, KTÜ-İnşaat Mühendisliği 32

33 KARAYOLLARI GENEL MÜDÜRLÜĞÜ KARAYOLLARI 1. BÖLGE MÜDÜRLÜĞÜ, İZMİT YALOVA D-130 DEVLET YOLU GÖLCÜK ALTINOVA KESİMİ, KARAMÜRSEL ŞEHİR GEÇİŞİ KM: BETON YOL UYGULAMASI ÇALIŞMA RAPORU M.Vefa Akpınar

34 Rijid ve Esnek Üstyapılar 4 TON 4 TON Basınç gerilmesi < 7-20 KPA KPA M.Vefa Akpınar, 2013 Muhammet Vefa Akpınar, KTÜ-İnşaat Mühendisliği

35 Concrete Pavement Types Jointed Plain Undoweled Doweled Jointed Reinforced Continuously Reinforced

36 Plan 8 15 ft Profile or

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38 Yap-İşlet: Özel sektör betonarme yolu tercih ediyor.

39 (h > 25 cm) Yüksek kapasiteli yollar için (h <20 cm) Gerek yok. Düşük Kapasiteli yollar için

40 Tasarımları ve standartları 25 yıldır Dünyada uygulanmaktadır. mesafe 500 mm 8 adet mesafe 350 mm kayma demiri Ø 25 mm uzunluk 600 mm 4350 mm bağlantı demiri Ø 16 mm uzunluk 800 mm mesafe 1500 mm 4350 mm mesafe 750 mm 4500 mm 4500 mm

41 Muhammet Vefa Akpınar, KTÜ-İnşaat Mühendisliği 41

42 Load stresses Thickness Curling/Warping stresses Volume change stresses Jointing

43 Higher k-value will lower deflections Load transfer will lower deflections

44 Load Transfer (slabs ability to share its load with neighboring slabs) Dowels Aggregate Interlock L = x Poor Load Transfer U = 0 Edge Support Tied curb & gutter Integral curb & gutter Parking lane Tied concrete L = x/2 Good Load Transfer U = x/2

45 L = x L = x Poor Load Transfer Good Load Transfer U = 0 U = x The slabs ability to share its load with its neighboring slab Dowels High Traffic Volumes (Pavements > 8 in.) (> 120 Trucks/day) Aggregate Interlock Low Traffic Volumes (Pavements < 7 in.)

46 Load Transfer Efficiency Load Transfer Mechanism LTE, % aggregate interlock stabilized base dowel bars 80-95

47 Shear between aggregate particles below the initial saw cut

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49 Conditions for Pumping Subgrade soil that will go into Suspension Free water between slab and subgrade Frequent heavy wheel loads / large deflections

50 Lengths from in. 6.0 in. min. embedment length Diameter in. for SLR Epoxy or other coating used in harsher climates for corrosion protection

51 Dowels recommended when ADTT is greater than or equal to 80: If pavement thickness is 6 or less dowels not recommended If pavement thickness is 6.5 to 7.5 use 1 dowels If pavement thickness is 8 or greater use 1¼ dowels

52 Faulting Model Faulting, in 0.20 Dense-graded base No dowel 0.15 Permeable base No dowel 0.10 Dense-graded base 1-in dowel 0.05 Dense-graded base 1.25-in dowel Traffic, million ESALs

53 CRCP (sürekli donatılı güçlendirilmiş betonarme yol)

54 Smoothness ft. Straightedge Profilograph Index Texture Speeds less than 40 mph Burlap Drag Astroturf Drag

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56 Curing is one of the most important steps in quality concrete construction and one of the most neglected. Effective curing is absolutely essential for surface durability. Durability = resistance to freeze-thaw

57 Curing requires adequate Moisture Temperature Time If any of these factors are neglected, the desired properties will not develop

58 Evaporation from water surface Partially saturated Curing membrane Saturated Concrete

59 The simplest, most economical and widely used method is a liquid membrane which is sprayed on the surface of a slab as soon as possible after finishing. Apply at manufacture s rate of coverage. Perform field check to verify application rate.

60 Increased Strength Watertightness Abrasion resistance Freeze-thaw resistance Volume stability

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63 Laying technology

64 Laying technology dowel setting machine

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67 Sürekli donatılı betonarme yol

68 Araç Cinsi Sayı Treyler Kamyon Otobüs 536 Orta Yük. Ticari Taşıt Otomobil KARAMÜRSEL ŞEHİR GEÇİŞİ ANAYOL TİP ENKESİTİ ( KM: ) C L m Telçit %1.5 %2 %2 %1.5 ÜSTYAPI TABAKA KALINLIKLARI ÖLÇEK : 1 / 100 Beton Plak Tabakası = 30 cm. Binder = 6 cm. PMT = 20 cm.

69 Damperli Kamyonlarla Taşınan Betonun Finişerin Önüne Dökülmesi Finişherin Her 4,5 m. de Çakılan Kot Çubuklarından Duyargaları Vasıtası ile Kot Alarak Çalışması

70 Ekskavatör ile Betonun Yayılması

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76 Laying technology longitudinal smoother

77 Laying technology transverse steel-broom line

78 Laying technology application curing-agent

79 Field and Laboratuary Tests

80 Modulus of Subgrade Reaction, k-value k = Plate load on subgrade Plate deflection on subgrade Plate-Load Test Reaction Stacked Plates Pressure Gauge k = 5.0 psi 0.5 in = 100 psi / in. Subgrade

81 Plate-load test is rarely performed time consuming & expensive Estimate k-value by correlation to other tests e.g. California Bearing Ratio (CBR) or R-value tests Lean concrete subbases increases k-value substantially Muhammet Vefa Akpınar, KTÜ-İnşaat Mühendisliği 81

82 Correlated k-values for Subgrade Support Type Amount of Support Historical k-values (pci) California Bearing Ratio (CBR), % (ASTM D 1183) Resistance Value (R-value) (ASTM D 2844) Fine-grained with high amounts of silt/clay Sand and sand-gravel with moderate silt/clay Sand and sand-gravel with little or no silt/clay Low Medium High

83 Design Summary Need to know if pavement is on: Subgrade (k 25 MPa/m (100 psi/in.)), Granular subbase (k 40 MPa/m (150 psi/in.)), Asphalt treated subbase (k 80 MPa/m (300 psi/in.)) Cement treated/lean concrete subbase (k 125 MPa/m (500 psi/in.)). Muhammet Vefa Akpınar, KTÜ-İnşaat Mühendisliği 83

84 Plate-load test is rarely performed time consuming & expensive Estimate k-value by correlation to other tests e.g. California Bearing Ratio (CBR) or R-value tests Lean concrete subbases increases k-value substantially

85 Correlated k-values for Subgrade Support Type Amount of Support Historical k-values (pci) California Bearing Ratio (CBR), % (ASTM D 1183) Resistance Value (R-value) (ASTM D 2844) Fine-grained with high amounts of silt/clay Sand and sandgravel with moderate silt/clay Sand and sandgravel with little or no silt/clay Low Medium High

86 Design Summary Subgrade strength is not a critical element in the thickness design. Has little impact on thickness. Need to know if pavement is on: Subgrade (k 25 MPa/m (100 psi/in.)), Granular subbase (k 40 MPa/m (150 psi/in.)), Asphalt treated subbase (k 80 MPa/m (300 psi/in.)) Cement treated/lean concrete subbase (k 125 MPa/m (500 psi/in.)).

87 Portland Cement Materials Supplementary Cementitious Materials Aggregates Testing Chemical Admixtures Water

88 Recommended Air Contents for Durable Concrete Maximum size aggregate Total target air content, percent * in. mm Severe Exposure 3/ Moderate Exposure 1/ Suggest / ½

89 Maximum Permissible Water-Cement Ratio for Durable Concrete Pavement Type of exposure Freezing/thawing with deicing chemicals Severe sulfate exposure [water-soluble sulfate (SO 4 ) in soil > 0.20 % by weight] Moderate sulfate exposure [water-soluble sulfate (SO 4 ) in soil of 0.10 to 0.20 % by weight] Maximum water-cementitious ratio by weight 0.45 INDOT max

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91 T C

92 Muhammet Vefa Akpınar, KTÜ-İnşaat Mühendisliği 92

93 Street Class Description Two-way Average Daily Traffic (ADT) Two-way Average Daily Truck Traffic (ADTT) Typical Range of Slab Thickness Light Residential Residential Collector Business Short streets in subdivisions and similar residential areas often not throughstreets. Through-streets in subdivisions and similar residential areas that occasionally carry a heavy vehicle (truck or bus). Streets that collect traffic from several residential subdivisions, and that may serve buses and trucks. Streets that provide access to shopping and urban central business districts. Less than in. ( mm) 200-1, in. ( mm) 1,000-8, in. ( mm) 11,000-17, in. ( mm) Industrial Streets that provide access to industrial areas or parks, and typically carry heavier trucks than the business class. 2,000-4, in. ( mm) Arterial Streets that serve traffic from major expressways and carry traffic through metropolitan areas. Truck and bus routes are primarily on these roads. 4,000-15,000 (minor) 4,000-30,000 (major) , in. ( mm) in. ( mm)

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106 Flexural Strength (Modulus of Rupture, ASTM C 78) Avg. 28-day strength in 3rd-point loading Other Factors Concrete Strength Gain with Age Fatigue Properties Third-point Loading L/3 Span Length = L d=l/ 6

107 Compressive Strength f c Head of Testing Machine S c = 8-10 f c f c = Compressive Strength (psi) S c = Flexural Strength (psi) Cylinder Depth

108 C Compressive strength: ~4000 psi Flexural strength: ~600 psi T

109 Flexural Strength, psi Strength Correlations MR = 7.5 x f'c^(0.5) MR = 9 x f'c^(0.5) MR = 10 x f'c^(0.5) Compressive Strength, psi

110 Percentage of 28-day Strength If specify minimum flexural strength at 28-day of 550 psi & allow 10% of beams to fall below minimum: d 7d 28d 3m 1y 3y 5y 10y 20y Age Type I (GU) Type III (HE) STEP 1 Estimate SDEV: 9% for typical ready mix. SDEV = 550 * 0.09 = 50 psi STEP 2 S c design = S c minimum + z * SDEV S c design = * 50 S c design = 614 psi

111 Comparison of f c, MR, and Required Thickness Compressive Strength (psi) Flexural Strength (psi) Design Thickness (inches) (500) 6.5 (6.43) PCA (600) 5.5 (5.25) PCA (700) 5.0 (4.86) PCA 6.0 Life 30 years, Collector (2), k-value 162, Reliability 80 %, plus C & G, 2 % annual growth

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116 New Regulations Concrete requirements Construction class Minimum values of 28-day-oldconcrete ZTV Beton Tab.1 Size of aggregates-groupes Compressive strength on the cube with 20 cm edge lengths [N/mm²] Beam-tensile strength [N/mm²] [mm] traffic load SV, I - IV ,5 0/2, 2/8, > 8 0/4, 4/8, > 8 0/2, < 8* *for 8 mm maximum aggregate size V - VI ,0 0/4, > 4 - Cement content of construction class SV, I, II, III: > 350 kg/m³ - Water-cement ratio in tests for construction classes SV, I, II, III: < 0,45 - Mixing time: > 45 seconds

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118 New Regulations Pavement construction: - The concrete pavement can consist of one or two layers - Thickness of top layer > 4 cm - The thickness of total pavement depends on the RStO 01 (RStO = Guidelines for the Standardization for Pavement Structures for Traffic Areas) 3 examples for construction class SV (heavy traffic load) concrete pavement geotextil cement stabilized base (HGT) subbase frost-resistant material MN/m 2 27 cm 15 cm 42 cm concrete pavement asphalt stabilized base 120 subbase frost-resistant material 45 MN/m 2 26 cm 10 cm 36 cm concrete pavement 150 crushed-rock base subbase frost-resistant material 45 MN/m 2 30 cm 30 cm 60cm

119 New Regulations Alternative concrete construction method: 27 cm geotextil 15 cm standard-pavement structure 42 cm concrete pavement cement stabilized base (HGT) frost-resistant material 30 cm 30 cm 60 cm 2 layer-concrete on crushed-rock base concrete pavement crushed-rock base (unbound base) frost-resistant material The advantages of thick concrete pavement with a thin upper layer of concrete are: - Improved skid resistance - Reduction of noise - Guarantee of covered dowels - Use of recycled broken-up material in the lower concrete layer 4 cm = top layer 26 cm = bottom layer

120 Laying technology

121 Laying technology concrete pavement - two layers slipform paver

122 Laying technology dowel setting machine

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124 Laying technology control of reinforcement (slipform paver)

125 Joints

126 Example of BAB 5 expresshighway: concrete pavement structure + positions of dowels and tie bars Transverse contraction joint, with dowels Spacing of dowels 25 cm Longitudinal contraction joints, 3 or 5 tie bars per slab 12 % 4,50 internal lane 3,75 12,50 m central lane 4,25 external lane 2,50 2,50 m shoulder lane concrete pavement 26 cm (19+7) cement stabilized base frost-resistant gravel and sand material

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130 Joint technology dummy joint-cut (to prevent wild cracks) bituminous joint filler or joint profile notch cement stabilized base (HGT)

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133 PLASTICITY INDEX (PI) Still uses Unified Soil Classification (USC) system Reference to ASTM 2487 Unified Soil Classification System GW GP GM GC SW SP SM SC CL ML OL CH MH OH PT CL - ML ML - OH MH - OH LIQUID LIMIT (LL) 3

134 Soil Strength Parameter for RIGID pavement Resilient Modulus E (psi) or Modulus of Subgrade Reaction k-value (pci) Design value conservative selection K-value can be estimated from CBR k 1500 CBR (k in pci) 13 4

135 Seasonal Frost Same Frost Groups (FG-1, FG-2, FG-3 & FG-4) Determination of Depth of Frost Penetration Based on local Engineering experience i.e. local construction practice, building codes, etc. No nomographs or programs provided 13 5

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137 Progressively stronger layers Typical Flexible Pavement Hot-Mix Asphalt Surface Base Course (Minimum CBR=80) (May Require Stabilization) Subbase (Minimum CBR=20) (May Require Stabilization) Frost Protection (As Appropriate) Subgrade 13 7

138 Muhammet Vefa Akpınar, KTÜ-İnşaat Mühendisliği 13 8

139 Area of Tire Contact Must also guard against potential failure in base layers Approximate Line of Wheel-Load Distribution Wheel Load Subgrade Support Horizontal Strain and Stress at the bottom of the asphalt Wearing Surface Base Course Subbase Subgrade Vertical Subgrade Strain 13 9

140 Area of Tire Contact Must also guard against potential failure in base layers Approximate Line of Wheel-Load Distribution Wheel Load Subgrade Support Horizontal Strain and Stress at the bottom of the asphalt Wearing Surface Base Course Subbase Subgrade Vertical Subgrade Strain 14 0

141 Flexible Pavement Design Wheel Load LAYERED ELASTIC METHOD CBR Method SURFACE BASE SUBBASE SUBGRADE E S, S, h E B, B, h B E SB, SB h SB E SG, SG h SG Not Defined CBR CBR CBR E = Elastic Modulus h = thickness μ = Poisson s Ratio Subgrade Support CBR = California Bearing Ratio 14 1

142 Flexible Pavement Design LAYER ITEM E (psi) POISSON S FAA EQUIV AC Surface P401/ , NA PCC Surface P501 4,000, NA Aggregate Base P209 MODULUS 0.35 NA Aggregate Subbase P154 MODULUS 0.35 NA AC Base P401/ , AC Base (min) Variable 150, AC Base (max) Variable 400, CTB (min) P , NA CTB P , NA CTB (max) P , NA Undefined (min) 1, NA Undefined (max) 4,000, NA Rubblized PCC (min) EB66 200,000* 0.35 NA Rubblized PCC (max) EB66 400,000* 0.35 NA ** Still subject to change

143 E (psi) Subgrade Characteristics E = 1500 X CBR 60,000 NATIONAL AIRPORT PAVEMENT TEST FACILITY E-CBR Equation 50,000 E= 1500CBR 40,000 Typical CBR range 30,000 20,000 E = (CBR) R 2 = , CBR

144 Base Layer Characteristics Minimum material requirements P-209, P-208, P-211, P-304, P-306, P-401, P-403, & rubblized PCC Design assumes minimum strength CBR > 80 Aggregate layer modulus dependent on thickness Modulus calculated by FAARFIELD is dependent on thickness Stabilization required - airplane gross weight > 100,000 lbs Minimum thickness requirements by airplane 14 4

145 Hot-Mix Asphalt Surface Typical Rigid Pavement Base Course (Minimum CBR=80) (May Require Stabilization) Subbase (Minimum CBR=20) Portland (May Require Cement Stabilization) Concrete (PCC) Frost Protection (As Appropriate) Subbase Course ** Subgrade Subgrade ** Stabilization required when airplanes exceeding 100,000 lbs are in the traffic mixture. 145

146 CRITICAL LOAD CONDITION ASSUMPTIONS Maximum stress at pavement edge 25% Load Transfer to adjacent slab LOAD Maximum Stress Bottom of Slab Subgrade Support 14 6

147 CRITICAL LOAD CONDITION ASSUMPTIONS Maximum stress at pavement edge 25% Load Transfer to adjacent slab LOAD Maximum Stress Bottom of Slab Subgrade Support 14 7

148 TOP DOWN CRACKING DUE TO EDGE OR CORNER LOADING NOT INCLUDED IN DESIGN Maximum stress due to corner or edge loading condition Risk increases with large multi-wheel gear configurations These conditions may need to be addressed in future procedures Maximum Stress Top of Slab LOAD 14 8

149 Subgrade Characteristics k-value can be estimated from CBR value k 1500 CBR k = Foundation modulus of the subgrade, in pci 14 9

150 Portland Cement Concrete Layer Characteristics Minimum material requirements P-501 Flexural Strength as design variable FAA recommends psi for design purposes FAARFIELD will allow psi ASTM C 78 Flexural Strength of Concrete (Using Simple Beam with Third-Point Loading) Modulus fixed at 4,000,000 psi 6 Inch minimum thickness requirements Thickness rounded to the nearest 0.5 inch 15 0

151 Chapter 3 Section 3 Rigid Pavement Design Low Strength subgrade High Strength subgrade 15 1

152 Chapter 3 Section 3 Rigid Pavement Design Low Strength subgrade High Strength subgrade 15 2

153 Rigid Pavement Joint Spacing TABLE RECOMMENDED MAXIMUM JOINT SPACINGS - RIGID PAVEMENT WITH OR WITHOUT STABILIZED SUBBASE Part I, without Stabilized Subbase Slab Thickness Joint Spacing 1 Inches Millimeters Feet Meters >9 > Part II, with Stabilized Subbase Slab Thickness Joint Spacing 1 Inches Millimeters Feet Meters >16 >

154 Cost Performance Now Using Mechanistic-Empirical Design (MEPDG) to Optimize

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156 Performans (IRI,PSI, RN) ESNEK ÜSTYAPILARIN PROJELENDİRİLMESİ Projeje Süresinin seçimi 5. 0 Yol bakım onarım maliyetleri Proje (Performans) süreleri Analiz süresi Min. Kabul edilebilir Seviye Min. Seviye YIL