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Once a design structural a=ber is selected. it is up to <br />the user to identify an appropriate combination of <br />flexible pavement layerthirknesses which will provide <br />the desired load - carrying capacity. 'ibis may be ac- <br />cc.mplaS ne3 ustzg the etitcl for layer cocifictcau (a <br />va:uesi presanttd in Section W-S &ad the Seneml <br />equation for stru=ural number. . <br />SIN a & D, + + a.-ID3 <br />C. v a a layer codScit= for surface, base. <br />ai d subbaseeou:se =atc=I:. respec- <br />Lively, and <br />D D�. D in tback tress (m i mdks) of surface, b ase. <br />aid subbm co mae, respectively. <br />4= SiOd P's Dasla CatzIng • <br />I *hW .4.3 az d f -9 pnm= the cssatog of p urtlaad <br />,. -== — ,%v== = •--ab d6de=sazb==aybeu3t3r6t• <br />tw- d--� r : loan- +noltex z=.; s . W . Via-= <br />•"'" <br />d=z • :- rrpa -sa�etpossa� 4-9 L <br />basca ozz a ! ? s'=..: zigny U%vi -and i:bk 4S is <br />an a i 5 pis IMMI : UM XSU=tFd0A3 <br />:n z�: �� cats, ag: airs � fo3lov;s: <br />(�} �C.:�: ;: P'�prC�d <br />(2) Stab did= :s design recommendations <br />arpV to all atx U climatic regions. <br />(3 Srtsbsse is 6 inches of Wah quality granular <br />subbase (Far -ay good subgrade and.low <br />traLle. this bU=may be ammitted). <br />(3) Meaa PCC modubas of rupture (S.) is 600 <br />PSL <br />(4) ]►Mesa PCC elastic modulus N is 5.000.000 <br />PSL <br />(6) am no tied cancrete shoulders (or <br />ccrbsf required. <br />9-1 3 =sivaga (mow -=) cond itions are fair (C <br />:..e 1S-1►1 ESAL traWw lcvt!.s sr: <br />b7 'd GP71 ON <br />Dastgis of Pavement Sttuctutrs <br />High 700.000 to 1.000.000 <br />Medium 400.000 to 600,000 <br />Low 30.000 to 300.000 <br />(9) The It%% -Is of roadbed soil qua9ty and cor- <br />responding ranges of effective modulus of <br />subgrade relation (k- value) are. <br />• , <br />4 <br />Yery Good greater than 550 Pci <br />Good 400 • to 550 pci <br />Fate r 350 to' 350 Pei <br />Poor _ 00 to 250 pci <br />Very Poor ; less than 150 pd <br />It should be rioted that atthouyh tha miofianm slab <br />thickness shm� n is S inches, the user should consider <br />the use of thicker stab since an overloaded tt'isekmmay, <br />is same cases, sevsrey dasaage thin slab pavemeais, <br />' ts.3 .�grregse�arisrs•t.Sa� d �srtg=a � -� :.• �;.• • ''•.•'.;.: <br />Tablcl.ip'' • ,. x y r • ;`,. ..,` •.�-.�.: <br />.f <br />. . L�CS3ei t�.�: :. "•L` +t:Q �ti�1C: d�'� �4�P -• :� i � }_• •;`•� <br />:..',Ya31*>�CI'� �e�L�.:Z1IC71tt1 '' ..� . • : _;',' <br />-is act possible: The' '' • 5 <br />••sr:bi�sai.•oa •„ <br />specifw=zgte 38- lcipE5A1:ag iai ffie <br />_. <br />High fi0 * (W to, 100.000:` <br />Medium 30,000 ea .60.000 l <br />Low 10.000 11 4 10,000 : <br />Otte other assumption inherent in these ban thick- <br />ness recommendations is that the effective resilient : <br />modulus of the aggregate base material is 30,000 psi, <br />regardless of the quality ofthe roadbed sail. M&vaiue . <br />should be used as input to the nomograph in Figure 4.5 <br />to convert a portion of the aggregate base thickness to <br />an equivalent thickness of subbase material with ate <br />intermediate modulus value between the base std <br />roadbed soil. <br />•nut 'uoiir13ossw sianj ujaisa <br />wat'i : i onn7 •n7 •J'PW <br />REVISED JULY 2006 Attachment 2.05.3(3) -8 -22 <br />